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Home My WebLink AboutPermit D12-272 - SOUND TRANSIT - SOUNDER STATIONSOUND TRANSIT SOUNDER STATION 7301 LONGACRES WAY EXPIRED 03/26/16 D12-272 City oilrI'ukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-431-2451 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No.: 2523049087 Address: 7301 LONGACRES WY TUKW Suite No: Project Name: SOUND TRANSIT SOUNDER STATION Permit Number: D12-272 Issue Date: 03/21/2013 Permit Expires On: 09/17/2013 Owner: Name: UNION PACIFIC RAILROAD CO Address: PROPERTY TAX , 1400 DOUGLAS STOP 1640 68179 Contact Person: Name: KYM WILLIAMS Address: 401 S JACKSON ST , SEATTLE WA 98104 Contractor: Name: OWNER AFFIDAVIT ON FILE - KYM WILLIAMS Address: , Contractor License No: Lender: Name: Address: Phone: 206-398-5156 Phone: Expiration Date: DESCRIPTION OF WORK: TWO 600 FOOT LONG PERMANENT CONCRETE PLATFORMS, ACCESS RAMPS AND STAIRS TO REPLACE THE EXISTING TEMPORARY PLATFORMS. PLATFORM SHELTERS, PARATRANSIT AND BUS SHELTERS, PARKING FOR 390 VEHICLES, TRANSIT LOOP AND PASSENGER DROP OFF LOOP, DRIVEWAY CONNECTION FROM LONGACRES WAY TO STRANDER BLVD EXTENSION, IMPROVEMENTS AT LONGACRES WAY PEDESTRIAN UNDERPASS. SITEWORK INCLUDING STORMWATER DETENTION AND WATER QUALITY TREATMENT FACILITIES, PRIVATE STORM PUMP STATION, WIDENED EMBANKMENT FOR FUTURE BNSF 3RD RAIL, SIGNAGE, LANDSCAPING AND SITE LIGHTING, ANCILLARY BUILDING WITH GUARD STATION, COMFORT STATION AND ELECTRICAL ROOM, NEW TRANSFORMER. PUBLIC WORKS ACTIVITIES INCLUDE: EROSON CONTROL, LAND ALTERING, TRAFFIC CONTROL, PRIVATE STORM PUMP STATION WITH FORCE MAIN, STORM DRAINAGE INCLUDING WATER QUALITY AND RETENTION, PRIVATE SANITARY SEWER, WATER MAIN, 1.5" DOMESTIC WATER METER W/BACKFLOW, 3/4" DOMESTIC WATER METER W/BACKFLOW, 2" WATER METER ONLY W/BACKFLOW, 4" FIRE BACKFLOW, FIRE HYDRANTS, STREET PAVING, STREET LIGHTS, CURB/GUTTER/SIDEWALK, SIGNAGE, CHANNELIZATION, STREET USE, AND UNDERGROUNDING OF POWER. FLOOD ZONE PERMIT. TRAFFIC CONCURRENCY. NO TRANSPORTATION IMPACT FEE. Value of Construction: 5,258,570.56 Fees Collected: 324,820.18 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2009 Type of Construction: II -B Occupancy per IBC: 6 Electrical Service Provided by: PUGET SOUND ENERGY **continued on next page** doc: IBC -7/10 D12-272 Printed: 03-21-2013 Public Works Activities: Channelization / Striping: Y Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: Y Number: 0 Size (Inches): 0 Flood Control Zone: Y Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 23500 c.y. Fill 65000 c.y. Landscape Irrigation: Y Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: Y Sewer Main Extension: Y Private: Public: Y Storm Drainage: Y Street Use: Y Profit: N Non -Profit: N Water Main Extension: Y Private: Public: Water Meter: Y Permit Center Authorized Signature: Date: I hereby certify that I have read and ed this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complie . whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: / c Print Name: /77G► Z��d,1.-7._c This permit shall • come null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. Date: '34/ %.5 PERMIT CONDITIONS: 1: ***BUILDING DEPARTMENT CONDITIONS*** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: 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. 7: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. doc: IBC -7/10 D12-272 Printed: 03-21-2013 8: The special inspection of bolts to be insta'n concrete prior to and during placement 4--icrete. 9: 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. 10: 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. 11: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke -developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 12: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 13: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 14: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 15: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 16: Manufacturers installation instructions shall be available on the job site at the time of inspection. 17: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 18: 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). 19: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 20: 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. 21: ***FIRE DEPARTMENT CONDITIONS*** 22: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 23: 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, 3-2.1) (ANCILLARY BUILDING) 24: 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) 25: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 26: 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 doc: IBC -7/10 D12-272 Printed: 03-21-2013 hazard posed indicates the need for place away from normal paths of travel. (IFC 906.1 27: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4-3, 4-4) 28: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 29: 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) 30: 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 1008.1.8.1) 31: Exit hardware and marking shall meet the requirements of the International Fire Code. (TEC Chapter 10) 32: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 33: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2327) (ANCILLARY BUILDING) 34: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (TEC 901.4) 35: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13-8.6.5.3.3) 36: 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 sprinlder 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. 2327). 37: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2327) 38: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinlder systems shall be electrically supervised. (City Ordinance #2327) 39: 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) 40: Maintain minimum 40 degrees F. temperature in all areas to prevent sprinkler pipe from breaking and causing unnecessary damage. (NFPA 13-7.6.1.3.2, NFPA 25.5.2.5) 41: All control, drain, and test connection valves shall be provided with permanently marked weather-proof metal or rigid plastic identification signs. The signs shall be secured with corrosion -resistant wire, chain or other approved means. (NFPA 13-6.7.4.1, 6.7.4.2) 42: 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) 43: When the sprinkler riser is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Sprinlder Riser". (NEPA 13) 44: All new underground piping shall be hydrostatically tested. Test pressure shall be not less than 200 psi for 2 hours. The amount of leakage at the joints shall not exceed 2 quarts per hour per 100 gaskets or joints. Contact Dave Stuckle, Utilities Inspector, Public Works Department, at (206) 433-0179 to make an appointment. (NFPA 13-10.10.2.2.1, 10.10.2.2.2, 10.10.2.2.3, 10.10.2.2.4) 45: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5 -inch Storz doc: IBC -7/10 D12-272 Printed: 03-21-2013 fitting(s) and Knox FDC locking Storz cap. 13-6.8.3) (City Ordinance #2327) 46: The height of fire department connections(rDC's) shall be 36 to 48 inches above grade.111P 47: 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. 48: Fire department connections (FDC's) shall be located within 50 feet of a fire hydrant. 49: 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. 50: 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 #2328. (ANCILLARY BUILDING) 51: 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 #2328) 52: Local U.L. central station supervision is required. (City Ordinance #2328) 53: 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 #2328) (IFC 104.2) 54: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 55: 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 #2328) 56: An approved water supply capable of supplying the required fire flow for fire protection shall be provided to all premises upon which facilities, buildings or portions of buildings are hereafter constructed or moved into or within the jurisdiction. When any portion of the facility or building protected is in excess of 150 feet (45,720 mm) from a water supply on a public street, as measured by an approved route around the exterior of the facility or building, on-site fire hydrants and mains capable of supplying the required fire flow shall be provided when required by the chief. (IFC Appendix B, Table B 105.1) (IFC 508.1 thru 508.5.6) 57: For all commercial, multifamily 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) 58: 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, and shall have a 1-1/4" Pentagon open -lift operating nut. (City Ordinance #2052) 59: Fire hydrants shall be oriented in the direction of fire apparatus access. 60: Private hydrants shall be all yellow. Hydrant color is to be "Rustoleum" #659 Yellow Gloss or Farwest #X-3472 Case Yellow. 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" diameter) filled with concrete or concrete (minimum 8" diameter). Posts shall be 3 feet from the center of the hydrant and shall not be m 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: Fire hydrant installation requires a Public Works permit. 63: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 64: 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 doc: IBC -7/10 D12-272 Printed: 03-21-2013 be bright yellow, or by the posting of signs ' tng, "FIRE LANE NO PARKING", and paintin curb. Signs shall be posted on or immediately next to the curb 1 r on the building. Signs shall be twelve inc y 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 #2047) (Based on the site plan, it appears that there shouldn't be an issue with vehicles parked in the fire department access. The fire department may require fire lanes should this become an issue when the station becomes operational.) 65: Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 45,000 lbs. 66: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 67: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 68: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 69: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 70: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 71: ***PUBLIC WORKS DEPARTMENT CONDITIONS*** 72: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle); and (Moira Bradshaw, Planning Division), prior to start of work under this permit. To schedule call Public Works at (206) 431-0179 73: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206) 433-0179 of commencement and completion of work at least 24 hours in advance. 74: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Maintain two travel lanes within Longacres Way South (S. 158th Street) between the weekday hours of 7 a.m. & 9 a.m. and 3 p.m. & 6:30 p.m. Coordinate with the Public Works Project Inspector. 75: Coordinate any relocation of power poles and installation of new street lights with Power Provider (Puget Sound Energy PSE). PSE has a Franchise Agreement with the City. 76: New street lighting within Longacres Way South ( S. 158th Street) shall meet City of Tukwila standards and specification; including spacing, locations, materials, wattage, and lighting level patterns based on footcandles. Prior to street lighting installation; provide Public Works with location(s) and specifications for Power Vault & Service Cabinet. Coordinate with the Public Works Project Inspector. 77: Prior to installation of Domestic (RPPA) and Irrigation (DCDVA) backflow devices, provide brand and specifications to Public Works for approval. Backflow devices shall be on the current USC approved list. 78: Prior to installation of Fire Backflow device (DCDVA) within building; provide brand and specifications to Public Works for approval. Backflow device shall be on the current USC approved list. 79: PRIOR TO PUBLIC WORKS FINAL, BUILDING(S) SHALL BE BUILT AND PUBLIC WORKS SHALL RECEIVE A FLOOD ZONE FINAL ELEVATION CERTIFICATE. 80: Work affecting traffic flows shall be closely coordinated with the Public Works Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 81: PRIOR TO ANY WORK WITHIN THE PUBLIC RIGHT-OF-WAY, OWNER/APPLICANT SHALL SIGN W/NOTARY A HOLD HARMLESS AGREEMENT FOR WORK IN THE RIGHT-OF-WAY. 82: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $500.00 under PW permit C 13-004. Fee based on less than 5,000 s.f. of new Train Station - Gross Floor Area (GFA). PAID 03-21-13 doc: IBC -7/10 D12-272 Printed: 03-21-2013 83: Within 3 business days of any lane closwithin Longacres Way - Contractor shall cEnstruction Information Coordinator, King County, Department of Transportation, Metro Transit Division @ (206) 684- 32. E-mail address: constuction.coord@kingcounty.gov 84: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 85: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 86: Any material spilled onto any street shall be cleaned up immediately. 87: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured) shall be submitted to the Public Works Department prior to work in the right-of-way. 88: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 89: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 90: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 91: The Land Altering Permit Fee is based upon an estimated 23,500 cubic yards of cut and 65,000 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 92: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 93: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 94: Project shall comply with Geotechnical Engineering Report by Shannon & Wilson, Inc.. dated June 15, 2012 and any subsequent Geotechnical reports/evaluations. 95: ***PLANNING DEPARTMENT CONDITIONS *** 96: Create a planting in southwest corner of Western Acess Drive between sidewalk and Longacres Way. 97: Add five spreading deciduous street trees in landscape island between sidewalk and curb along Longacres Way. 98: Reduce plant spacing for Creeping mahonia to 18 inches on center. 99: Reduce plant spacing for salal to 18 inches on center. 100: Reduce plant spacing for Tall Oregon grape to 36 inches on center. 101: Replace tufted hairgrass due to site conditions to a more drought/dry tolerant species such as luzula multiflora; festuca roemeri. 102: Introduce and intersperce a Bowhall Maple compliment in order to reduce disease devastation from a monoculture planting. 103: Replace Carex Obupta with a plant more tolerant of dry summer conditions such as juncus effucus or toad rush, mertens rush, pointed rush, sawbeak sedge. 104: Comply with NEPA/SEPA mitigation conditions including: At the pre -construction meeting provide: the site safety, spill control and prevention plan; the Inadvertent Discovery Plan. 105: Station Safety plan shall be provided to Tulcwila's Emergency Coordinator and approved prior to issuance of final approval. 106: Provide a mock-up of required site informational signage in compliance with UUP condition#3. No sign permit will be issued prior to compliance. doc: IBC -7/10 D12-272 Printed: 03-21-2013 107: 'City of Renton pedestrian access planslthe Strander Boulevard connection must be 1mitted and approved by the City of Tukwila Community Development Department prior to construction. 108: Permanent stabilization of disturbed areas on south parcel shall be approved by Landscape Architect and installed as soon as practical. doc: IBC -7/10 D12-272 Printed: 03-21-2013 City otTukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov WATER METER INFORMATION Parcel No.: 2523049087 Address: 7301 LONGACRES WY TUICW Suite No: Applicant: SOUND TRANSIT SOUNDER STATION Permit Number: D12-272 Issue Date: 03/21/2013 Permit Expires On: 09/17/2013 DESCRIPTION OF WORK: TWO 600 FOOT LONG PERMANENT CONCRETE PLATFORMS, ACCESS RAMPS AND STAIRS TO REPLACE THE EXISTING TEMPORARY PLATFORMS. PLATFORM SHELTERS, PARATRANSIT AND BUS SHELTERS, PARKING FOR 390 VEHICLES, TRANSIT LOOP AND PASSENGER DROP OFF LOOP, DRIVEWAY CONNECTION FROM LONGACRES WAY TO STRANDER BLVD EXTENSION, IMPROVEMENTS AT LONGACRES WAY PEDESTRIAN UNDERPASS. SITEWORK INCLUDING STORMWATER DETENTION AND WATER QUALITY TREATMENT FACILITIES, PRIVATE STORM PUMP STATION, WIDENED EMBANKMENT FOR FUTURE BNSF 3RD RAIL, SIGNAGE, LANDSCAPING AND SITE LIGHTING, ANCILLARY BUILDING WITH GUARD STATION, COMFORT STATION AND ELECTRICAL ROOM, NEW TRANSFORMER. PUBLIC WORKS ACTIVITIES INCLUDE: EROSON CONTROL, LAND ALTERING, TRAFFIC CONTROL, PRIVATE STORM PUMP STATION WITH FORCE MAIN, STORM DRAINAGE INCLUDING WATER QUALITY AND RETENTION, PRIVATE SANITARY SEWER, WATER MAIN, 1.5" DOMESTIC WATER METER W/BACKFLOW, 3/4" DOMESTIC WATER METER W/BACKFLOW, 2" WATER METER ONLY W/BACKFLOW, 4" FIRE BACKFLOW, FIRE HYDRANTS, STREET PAVING, STREET LIGHTS, CURB/GUTTER/SIDEWALK, SIGNAGE, CHANNELIZATION, STREET USE, AND UNDERGROUNDING OF POWER. FLOOD ZONE PERMIT. TRAFFIC CONCURRENCY. NO TRANSPORTATION IMPACT FEE. METER #1 METER #2 METER #3 Water Meter Size: Quantity: Water Meter Type: 1.5 2 0.75 1 1 1 Perm WtrO Perm Work Order Number: 21340102 21340103 21340101 Connection Charge: Y Installation: Y Additional Install Deposit: Plan Check Fee: Y Inspection Fee: Y Turn On Fee: Y $225.00 $2,125.00 $0.00 $10.00 $15.00 $50.00 $400.00 $2,350.00 $0.00 $10.00 $15.00 $50.00 $60.00 $490.00 $0.00 $10.00 $15.00 $50.00 Subtotal: $2,425.00 $2,825.00 $625.00 Cascade Water Alliance (RCFC): Y $30,025.00 $48,040.00 $6,005.00 TOTAL WATER FEES: $89,945.00 doc: WTRMTR D12-272 Printed: 07-01-2013 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. 1 I Date Application Accepted: ?r\ (o -k 2 Date Application Expires: )---1t0-1P5 (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 7301-Setttht Longacres Way Tenant Name: Sound Transit King Co Assessor's Tax No.: 262-304 ' 'l 0 PJ 1 po05$poZo Suite Number: New Tenant: PROPERTY OWNER Name: Kym Williams Address: 625 Union Station Name: Sound Transit Phone: (206) 398-5156 Fax: (206) 398-5228 Email: williams@soundtransit.org Address: 401 S. Jackson City: Seattle State: WA Zip: 98104 CONTACT PERSON — person receiving all project communication Name: Kym Williams Address: 625 Union Station City: Seattle State: WA Zip: 98104 Phone: (206) 398-5156 Fax: (206) 398-5228 Email: williams@soundtransit.org GENERAL CONTRACTOR INFORMATION Company Name: T.B.D. Architect Name: David Hewitt Address: 101 Stewart Street Suite 200 City: Seattle State: WA Zip: 98101 Address: Email: dhewitt@hewittseattle.com City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: H:Wpplications\Foms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Floor: ❑ Yes J..No ARCHITECT OF RECORD Company Name: Hewitt Architects Architect Name: David Hewitt Address: 101 Stewart Street Suite 200 City: Seattle State: WA Zip: 98101 Phone: (206) 624-8154 Fax: (206) 626-0541 Email: dhewitt@hewittseattle.com ENGINEER OF RECORD Company Name: KPFF Consulting Engineers Engineer Name: Craig Olson Address: 1601 5th Ave Suite 1600 City: Seattle State: WA Zip: 98101 Phone: (206) 622-5822 Fax: (206) 622-8130 Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 14,400,000 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Two 600 foot long permanent concrete platforms, access ramps and stairs to replace the existing temporary platforms. Platform shelters, paratransit and bus shelters, parking for 390 vehicles, transit loop and passenger drop off loop, driveway connection from Longacres way to Strander Boulevard Extension, improvements at Longacres Way pedestrian underpass, Sitework including stormwater detention and treatment facilities, storm pump station, widened embankment for future BNSF 3rd rail, signage, landscaping and site lighting, ancillary building with guard station, comfort station and electrical room, new transformer. Will there be new rack storage? ❑ Yes VI.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below 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: 272 Compact: 108 Handicap: 10 Will there be a change in use? ® Yes 0 No If "yes", explain: SEE UUP APPLICATION FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes J No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 1I "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forrt s -Applications On Line \2011 Applications\Permit Application Revised - 8-9-1I.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1' Floor 650 IIB B 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck 32,706 IIB A-3 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: 272 Compact: 108 Handicap: 10 Will there be a change in use? ® Yes 0 No If "yes", explain: SEE UUP APPLICATION FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes J No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 1I "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forrt s -Applications On Line \2011 Applications\Permit Application Revised - 8-9-1I.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION - 206-433-0179 Scope of Work (please provide detailed information): Excavation, import fill, railroad embankment widening, storm detention structures, biofiltration, storm drains, storm pump system with forced main, reconstructed box culvert at Longacres Way, concrete and asphalt paving, electrical service to new transformer, electrical and data conduit and wiring, potable water service and fire hydrant supply (non-loopOga]j btforeermAke0844ping. Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District m ...Tukwila 0...Water District #125 ❑ ...Water Availability Provided Sewer District m ...Tukwila 0 ...Sewer Use Certificate 0 .. Highline la.. Valley View 0 .. Renton ❑...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): m ...Civil Plans (Maximum Paper Size — 22" x 34") V] ...Technical Information Report (Storm Drainage) 0 ...Bond 0 .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours 0 ...Right-of-way Use - No Disturbance 0 ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way m ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ® .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours 0 .. Right-of-way Use — Potential Disturbance .. Work in Flood Zone m .. Storm Drainage m ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor VI ...Cap or Remove Utilities .. Curb Cut .. Channelization 21...Frontage Improvements 21.. Pavement Cut m .. Trench Excavation 0 ...Traffic Control ❑ .. Looped Fire Line .. Utility Undergrounding 0 ...Backflow Prevention - Fire Protection 1 1/2 " Irrigation 1 1/2 " Domestic Water 1 ❑ ...Permanent Water Meter Size... 1" WO # 0 ...Temporary Water Meter Size .. If WO # ❑ ...Water Only Meter Size SI WO # 21...Deduct Water Meter Size 1 1/2 " 0 ...Sewer Main Extension Public 0 Private ❑ 0 ...Water Main Extension Public 0 Private m FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:\Applications\Fonns-Applications On Line12011 Applications\Pemtit Application Revised - 8-9-1 I.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 AUTH Signat D AGENT: Date: tr/// Z Print Name: Williams Day Telephone: (206) 398-5156 Mailing Address: 401 S Jackson St H:Wpplications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-1l.docx Revised: August 2011 bh Seattle WA 98104 City State Zip Page 4 of 4 BULLETIN A2 •TYPE C PERMIT FEE ESTIMATE • PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees ��++ (�(hn ✓�'i1 L PROJECT NAME J� vts � � SQuy�� 1 PERMIT # �% If you do not provide contractor bids or an engineer's esti a e with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements '/i oo1ooc .v) 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume 3Oc 0 cubic yards Enter total fill volume (05 00 0 cubic yards $250 (1) Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1'1 10,000, PLUS $24:50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for Of r 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 s ` 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees (4) $ (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.11 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Tukwila Sounder Station PERMIT # 1)1 ?-7 If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: Mobilization $837,000.00 Erosion prevention $130,000.00 Water/Sewer/Surface Water $1,702,000.00 Road/Parking/Access $3,024,000.00 A. Total Improvements $5,693,000.00 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. $2,000.00 $2,500.00. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume 23,500 cubic yards Enter total fill volume 65,000 cubic yards $85,395.00 $ 89,895.00 (4) Use the following table to estimate the grading plan review and permit fee. Use the sreater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 —10,000 $49.25 10,001 —100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1sT 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees 196.25 (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 90,341.25 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.11 1 11172 RECEIVED AUG 2 2 2012 PIT CENTER BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 89,895.00 (6) 7. Pavement Mitigation Fee $ 0.00 (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 15t 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 —100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. t "Approved 095.02 Last Revised 01.01.11 2 196.25 (8) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter— Water only* E. Water Meter — Temporary* $0.00 $50.00 $48,587.50 $0.00 $0.00 * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 48,637.50 (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ 0.00 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10) $ 138,728.75 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2011- 12.31.2011 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01.01.11 Temporary Meter 0.75" $300 2.5" $1,500 3 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov RECEIPT Parcel No.: 2523049087 Permit Number: D12-272 Address: 7301 LONGACRES WY TURIN Status: APPROVED Suite No: Applied Date: 08/16/2012 Applicant: SOUND TRANSIT SOUNDER STATION Issue Date: Receipt No.: R13-01102 Payment Amount: $14,323.84 Initials: JEM Payment Date: 03/21/2013 11:21 AM User ID: 1165 Balance: $0.00 Payee: SOUND TRANSIT TRANSACTION LIST: Type Method Descriptio Amount Payment Check 107791 14,323.84 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts FIRE IMPACT FEES 90830402.5000.5304.XXXXX PARK IMPACT FEES 90330109.5000.5301.XXXXX Total: $14,323.84 5,209.77 9,114.07 Ara- Pa, in} -(1R Printed' 03-71-2013 Cie of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http:/hvww. ci. trkwila.wa. us SET RECEIPT RECEIPT NO: R13-00822 Initials: WER Payment Date: 02/15/2013 User ID: 1655 Total Payment: 236,452.44 Payee: SOUND TRANIST SET ID: 0215 SET NAME: SOUND TRANSIT SET TRANSACTIONS: Set Member Amount 1J12-272 223,072.45 EL12-0777 11,167.15 M12-117 1,867.65 PG12-160 345.19 TOTAL: 223,72. TRANSACTION LIST: Type Method Description Amount Payment Check 00107206 ACCOUNT ITEM LIST: Description TOTAL: 236,452.44 236,452.44 Account Code Current Pmts BUILDING - NONRES CASCADE WATER ALLIANCE ELECTRICAL PERMIT - NONR FLOOD ZONE CONTROL MECHANICAL - NONRES PLAN CHECK - NONRES PLAN CHECK - WATER METER PLUMBING - NONRES PW LAND ALT PERMIT FEE PW PERMIT/INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE WATER CONNECTION WATER INSPECTION FEE WATER INSTALLATION (DEP) T.TTOT T?D TT 1T31.1 "'KT V'V 000.322.100 640.237.500 000.322.101.00.0 000.322.400 000.322.102.00.0 000.345.830 000.345.830 000.322.103.00.0 000.342.400 000.342.400 000.345.830 640.237.114 401.379.002 401.342.400 401.245.100 27,561.95 84,070.00 11,167.15 50.00 1,867.65 69.04 30.00 276.15 721.00 86,895.00 17,895.00 4.50 685.00 45.00 4,965.00 Ani ,A, A AC 1 Cr A/, City of Tukwila • • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov RECEIPT Parcel No.: 2423049029 Permit Number: D12-272 Address: 7301 LONGACRES WY TUKW Status: PENDING Suite No: Applied Date: 08/16/2012 Applicant: SOUND TRANSIT SOUNDER STATION Issue Date: Receipt No.: R12-02386 Payment Amount: $87,386.09 Initials: WER Payment Date: 08/17/2012 10:02 AM User ID: 1655 Balance: $97,325.25 Payee: SOUND TRANSIT TRANSACTION LIST: Type Method Descriptio Amount Payment Check 103180 87,386.09 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES PW BASE APPLICATION FEE PW LAND ALT PLAN REVIEW PW PLAN REVIEW 000.345.830 000.322.100 000.345.830 000.345.830 17,939.84 250.00 196.25 69,000.00 Total: $87,386.09 rinr. Rpneint-06 Printed: 08-17-2012 wq� City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov RECEIPT Parcel No.: 2423049029 Permit Number: D12-272 Address: 7301 LONGACRES WY TUKW Status: PENDING Suite No: Applied Date: 08/16/2012 Applicant: SOUND TRANSIT SOUNDER STATION Issue Date: Receipt No.: R12-02389 Payment Amount: $37.80 Initials: WER Payment Date: 08/17/2012 10:07 AM User ID: 1655 Balance: $97,287.45 Payee: SOUND TRANSIT TRANSACTION LIST: Type Method Descriptio Amount Payment Check 103180 37.80 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES 000.322.100 37.80 Total: $37.80 doc: Receiot-06 Printed: 08-17-2012 11 INSPECTION RECORD Retain a copy with permit CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 I�IZ�212 Project: Two; of Inspection: 1...)161V AIG- rwAZ- S T7M JSrr 514Tl0d Address: 7301 2oAMActS t trA\I Date Called: Special Instructions: Date Want /9/16 Rgs}ueskte 6e , caucti4Lt 206 `po Av6 5t- %cr(r' - e..s t/1 esv Phones f 3 ( �. -5`o O Approved per applicable codes. Corrections required prior to approval. COMMENTS: r ALIO. r (kv yg (•' •s . '-r l/ h a7� c c i 6 11 �- � (' `/6 (o LJ / 1-Cfr-a,vrd� �� C erh es-�� Gt r - f - " P-erw\ii-- -?( 6( -c2,(o- I ma(( irt('k S eC ti r Inspector: Date: S _ (' `/6 n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. oromINSPECTION RECORD Retain a copy with permit INSPNO. Dia- 74-z, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:� Kai r�7 uA- t r . 'Tycv pe inspection: p q "FT �a A dress: 730( LOKIa re 17Special Date Cafle Instruction • Date Wanted:_ a.m. 3 P.m. qegme.So frl ® AWkir GiUtg Phone No: Approved per applicable codes. fJ Corrections required prior to approval. COMMENTS: --: lil.Q / ho 0 , prdo f W- I (qh, t ( f 1Cr �R' ( (CII' 47 ra✓Z z Fc r 7€c ( 1-6` fe 5)4" le» ti Spaeec ql s--cl e ..G� t ma, Qt` W r/ lele!`�side-/ > Q((ol ,�J �-i-up,c-g( dck,tei 0 byr roe/ 1 c ewtc-c ((c(P-v 4,10f ' Grorr1; Os }� L( Y Lve. `l/l f r 't -b s f Int »sster 14( 5.St =®lo r , r , -nk r �i P�rkS 4, ' �jQo�r I �.. �a%a, � �b � cto 11 �Q (I ill f� �c f t k� flt (.1, Ai c- I` a k tdtia c (e1- � Q � i �►� ,� � asp � �- � �'u�. v - oat Ics�'z /U - 1A-0, l( CREINSPECTION FEE REQUIRED. Prior to next inspection. fee must bet paid at 6300 Southcenter Blvd.. S (ite 100. Call to schedule reinspection. v a tc� I ( Y b(o(q -Nr- A)/ bI �S Inspector: D(2-212 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 G� Project: oc,9A 1 %!\/1S,- Type of inspection: 1, l > ine.> • NI AL -- Address: -3 -Ci 6 c a Date Called: 0 ( )_$/1/4 A Special Instructions: , A -AA , A41Reques �u tor[ moo/' 5 ate Wanted: a.m. / /Z."Z'�(�j p.m. / - / er . A er,X- c, hoeN��SO� q =- 3 4 ( _737 ? Approved per applicable codes. rrections required prior to approval. COMMENTS: t -�,n5iiU C "e s tj c O r— i 6 ( A I 1 �t,. . r\/ ,o E, � ' A( f r _ U 6 to t f ; f• •n /-f -c_r r�_SS. S (C. `. o Ito(.t P A /A Yr- 6,71,,,,c ;- ,S'L --f--4( `1 e -7) c; r c� E\0 P L, ,- S (..A-) (0E- rc�_o v r 7�r Ir (---43,, r i r iPA1 -71, c I P\ e I) /Nc, rs`-ro v 4. d f, Date: C REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid -at 6300 Southcenter Btvd. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO, PERMIT NO. CITY. OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100,: Tukwila. WA 98188 (206) 431-3670 PIZ Permit Inspection Request Line (206) 431-2451 Project:Type of Inspection: Address: 7 3O! 1 oJ6 'f :.5 w/l/ Date Called: Special Instructions: `. Date Wanted:J /o/ �Z,/ i a.m.. p.m. Requester: 1-' C2.,,,, Phone No: ❑Approved per applicable codes. COMMENTS: • Corrections required prior to approval. • t Inspecto0: Date:, y • n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. =2c7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Proj t: �,r � r ) 40 5. - 1lc(�iaU G.,. ts pqe ( Vire Type of Inspection: ii- i6 J 0� '�ur� IrAnStI AdUess: —3 i- Lfej k/— Date Called: -Fr e r\ S :'e ,c7Y4-` 'IN tiN "74 -(,5 ) A-7 IAikr,b 6- P\ (3,-T1 - n 0 MJ/e -a d r L Special Instructions: I to Wanted: r S a.m. Requester: N -e e i F' ( 1 eirel R J M Sp ec A- ( Phone ..3-' -5 A A-- G CJ\ Glf DApproved per applicable codes.Corrections required prior to approval. COMMENTS: /471—S sr-----717 i 1 �,r � r ) 40 5. - 1lc(�iaU G.,. ts pqe ( Vire JJ IS )--unr_---►` 'l .� �0 res 5t�1 6I -2-4 I) k n yp pc.) -4- �_ t1r G ii ) -Fr e r\ S :'e ,c7Y4-` 'IN tiN "74 -(,5 ) A-7 IAikr,b 6- P\ (3,-T1 - n 0 MJ/e di ),�/: sDI„ 4) re - J�,e-r ( '• 4--;r c ( An Srud. n roT 0F6-4v(lar i Y` -e 'i 01 A/1n t`' 1... - J1 i/ LI t 6_ EA)61 KJ .— _I e.cJI • 1, 1 / r l E` i 1. 1 -5 - _I N -e e i F' ( 1 eirel R J M Sp ec A- ( ..3-' -5 A A-- G CJ\ Glf Ins Date../ Ls... 14 n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (7 INSPEQTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: S? ,,1^-11-),.- /.rvSH Type of Inspection: ---/ v1/6 -- /----/A11/ 6 -- Address: Address: 7301. Loral(4eF/s (-c Date Called: ) C17 t' S� , 0--A.../-A s Special Instructions: Date Wanted , I , /�' a �'"` Requester: a>rt - /4 Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ) C17 t' S� , 0--A.../-A s d 044)1, /244 , AU/c. 0 k c .; a>rt - /4 P, , . \ ante 3 - /X / EINSPECTION FEE REI !RED. Prio to next inspection, fee must be paid at 6300 Southcenter B d., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSE TION 0. PERMIT N0. /r) CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Da.-272- Project: MZ-27Z Pr ect: Type of Inspection: Address: --7 3a t Lo*rwt-ece (tc,{ Date Called: Special Instructions: {Date Wanted: _2-0_ rN' p.m. Requestd. 4 luF9 Phone No.- 9.z'1i-5883. EJApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: C-cx (\c0 fie( Inspect r: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD J12= 2'i2 Retain a copy with permit INSPECTION NO. PERMIT NO. �/� h CITY OF TUKWILA BUILDING DIVISION yV\ 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project:_ Type of Inspection: I C . I �J <, oN 4 4 1 � c,k,in r d�V 5 r pe f �] d v N'J eA /1 1A Adm P1 r? Date Called: Special Instructions: / Date Wanted:, j f t' p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: I C . I �J <, oN 4 4 1 � c,k,in r d�V 5 r pe f �] d v N'J eA /1 1A l ti Ke V t/ T re - Et ! t + ki Inspector: (7/\ R / Date:.-- • REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Callto schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO.. /y� CITY OF TUKWILA BUILDING DIVISION / 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project:- bt11011CX 1 r; INSPECTION NO. INSPECTION RECORD . Retain a copy with permit .' . (Z PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188. (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Projct:�--. ,._.— a...,5. 1. Typ�gv of Inspection: Km d`k"- G t , /c, � o �." -(Q 1 f Address.- ,h � -1 I . � _ ,. Date Called: • Special Instructions: Date Wanted:a.m. Requester: Phone No: Approved per applicable codes. DCorrections required prior to approval. COMMENTS: Ins ctor: Date: REI (SPECT- ION FEE UEQ I 1RED. rior to next inspection, fee must be paid at 6300 Southcenter Btvd....S ite 100. Call to schedule reinspection.. INSPECTION NO. INSPECTION. RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: Type of Inspectiot__ w-t-,/�S cI I , 0A/ ..._,„ So vNL i t �/1S: Address 7 3& 1 1,4)Aj irL re_ Date Called: Special Instructions: Date Wanted:! / a.m. Requester: `Phone No: Approved per applicable codes. Corrections required prior to approval.. COMMENTS: Date: /) n REINSPECTION FEE REQUIF D. Prior to next'inspection, fee must be paid at 6300 Southcenter B d.. Suite 100. Calt to schedule reinspection. INSPECTION RECORD Retain a copy with permit pt 2,17 2' INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 C Al Project:, y tiibf r t Type o Inspection: AC e, r A.c ' ^ \Ce, Address: 1 � lac/1 .�,,`,11�cf�`s' Date Called: Special Instructions: / Date Wanted: / 2-'1Z "13 �m p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: c? bc. (Am -4(s G t (& ca m &.✓ {� tnspe Date: �� -� z- —(5 n REINSPECTION FEE REQUIRED. rior to.next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING. DIVISION. 61 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206)431-3670 Permit Inspection Request Line (206) 431-2451 Project: G'�JA 1 taCts"-`r Type of Inspection: \KIA-lt -TAsJ t4 on Address: 3() 6 t 0 A il-c-kj Date Called: f Special Instructions; Date Wanted: i Z.--4 f a.m. p.rri. Requester: Phone No: ElApproved per applicable codes. Corrections'required prior to approval: COMMENTS: -- J -ex InspeLftor: Date: -4-1) REINSPECTION FEE REQUIFE': Prior to next inspection, fee must be paid at 6300 Southcenter B d.: Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPE TIO NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION �' 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367C Permit Inspection Request Line (206)431-2451. p rz -Zi2_.- Project: `NkJA•>774A S'.. Type of Inspection: (Ai A4 IILOOFSkEA/. Address: '1341 1,0A 4--efe3 tll, 1 1 Date Called' •I! A M< /\ e_ ik Special s: Date Wanted: ) I _ 7 � -- t ' p.m.. Requester: . Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: P.A�"��v�ul�w plc AiAAA r0 P ikr i - A -A, ep ri% L4 -e /14b 111 Insp ctor: Date:' l 2- 13 n REINSPECTION FEE REQU D. Prior to next inspection. fee must be. paid at 6300 Southcenter fvd.; Suite 100. Call to schedule reinspection. z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 DI2-27? Pro ect: oillQD T2r1JS1T Type of Inspection: Rear Al (-, Address: 73 0 L. J J? Rg5 Date Called: w c( Special Instructions: Date Wanted: moi— i3 1 - a.m Requester: Phone No: 2Z 3 —3'//-7377 a Approved per applicable codes.. DCorrectiors required prior to approval. COMMENTS: s,)„,cL,1 / 1 ,`,am ort /Pr/ �?p 477b R se/a/9 t( Inspec• DaFe�; `' 3 EIN4ECTION FEE REQUIRE Prio)6next inspection. fee must be aid/tit 6300 Southcenter Blvd., uite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367d Permit Inspection Request Line (206) 431-2451 ►7rz-Z'72_ Pro ct:Type 0LJ.j r rKA f7( of Inspection: Cir e_— Address: '"-i 3 0 1 f i) AGj A`C-AE-1 Date Called: Special Instructions: ( Date Wanted:: / a.m.� Requester: Phone No: IS 3 - 14l _7 3-77 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: /1- 3 iV p,, it-Je Insn'ector: Date: n REINSPECTION FES EQUIRE paid at 6300 Southcenter Blvd. D. r to next inspection, fee must be Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451. Project: +�- ,r1u/1d 1 raA ; t Type of Inspection: F-1-1+ Address: 72 I 1,--Cir4 cre 5 Date Called. 1 !.31 1.y. �-- Special Instructions:i Date Want d: I /4, Si P Requeste I. •! Phone No: LH EDApproved per applicable codes. (Corrections required prior to approval. COMMENTS: - �1 .1) ' - -u!;°, ifY?Grin Lu Sed Car- Is a - Pie sc.t i k 4- ttio 4 0 iia f -PI a /, i e/. Por 110 (ecLkc. Inspector: 05 Date: J gibi, REINSPECTION FEE REQUIRED. Prior.to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Carl to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project:. r Uvi/ ( /(iin5 + --)6A/thdil. 61, Type of Inspectio ID Address: 130 if�O7CVrC/PS /A -k 4 Date Called: G'1 /a, h3 Special Instructions: 0 Date Wanted:a.m. 04// //3 p.m. Requester:—i .JOScr‘ Phone No: ,.3 3 V/-737 7 LJApproved per applicable codes. Corrections required prior to approval. COMMENTS: �1) ) - 4u• Cove. r- C t3 tPup S - Inspector: 195 Date: f REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 1 50 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: eic r ,, (j/ INS y� . V � - Type'��ooff IIInnsp ctio (/� c J_ lo) �Y ire ofhi VIM Address:Date`Called:' 7.,v \ M C f 5 Deit I ,„,.: Special Instructions: j ,J } Date Wanted:. oil\ t 0 (a WA:. Requester: Phone N) . til 11711 JApproved per applicable codes. Corrections required prior to approval. COMMENTS: 0 or► uicirecl p r- u.c, -u.re r -C r 0t6'1 vv1 &raoa ¢to,; S . O . 4o hem�.4-4:17 Inspector: Date: l )iO4'3 n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 431-2451 INSPECTION RECORD �,2f .� 2�� Retain a copy with permit PERMIT NO. lm� -�r stf- So►i�, S4 • ,rOstOh In Inspection; . Address:_Date .7.301Lc n4CRS L 'j Called: `7/25' ii .-1- special Instructions: Date Wanted:. a.m /A-€11-37 p.m. Requ s �� t f4 cid Phh�3-tp3 4-4 - 7377 L Approved per applicable codes. Corrections required prior to approval. COMMENTS: ESC.. ( 54-ct ((ed/. Og - Inspector; 05 Date: -7 (a a (i REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit BIZ -172_ is PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: .t ." / /---.17,6,t- Type f Inspection: %� ..- //i F,/ 0- 4 / Address: Suite#: 73oI (�.,0 Ai.�a Co tact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: ,4C / i f v -C/A ( f /A- /L / 5:,,, a•r,.--- ,1f� ?0•,---- Occupancy Type: -44/ goo-, -16-'s. dors 7..,-,.- Q at.,5- ,•5 .-` ij A - Aid P7C4-- &*(14-71d IS 40,w-- 4E> 5A *--"fiogS zz__ Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: ,4C / Pre -Fire: Permits: Occupancy Type: Inspector: _,•--3 Date: ,//e5/ c/ Hrs.:...., /....„.6,-2 / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 3 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit BIZ—z-1z l3 - 5 - 2-$3 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: ///�-C7,77?-71-77_ Sprinklers: Type of In p-eection: Address: Suite #: 730/ 1_6,7 A„,, Contact P rson: Special Instructions: Occupancy Type: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: .. Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: /PO a , .r7 ti lb: : -- /5., Z a @ . oz. eirT /4,6_0 s r _ Sr ( - _ _- - - ` ----- tett - .. --t p-,, 4- v /C- ;,..\ tcs 1 njs l I.1,1 o Ctos._ 4 , I./Ida”. W t I O Gmf--.... I A L � ` .y- 5r • i ,.., .t, Lx- dt \J t..(-- (r0' i e(Q A' C v -renQ — Needs Shift Inspection: Sprinklers: Fire Alarm: .. Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:07:5. Date: 24-ly Hrs.: /, 6 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 z INSPECTION NUMBER r. INSPECTION RECORD Retain a copy with permit O\2 Z1-2_ 13--5 —Z.53 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: n`/ _ma / �y-,- d/ " "�Si l r` '' Type of /I/nspection: /7. ✓l T Address: Suite #: 76.b��0 Pre -Fire: Permits: Contact Person: Special Instructions: t \ 471'gr 676, Phone No.: • Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 471'gr 676, /`/ /e, 4,7' /t /,x)t k. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspect r6"r�7,g3' Date: /2 hib 5 Hrs.: /. 0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 3 ' TYP POLE LIGHT,. EE ES1.01 20' CLR TYP AN NK FENCE, SEE FP102 Cc 2 TREES 5' CLR MN FROM EX SS LINE, TYP. -A NM 0 ,PARKING LOT n. q.)12q.)1 2 CE T X?. B ORETENT ON c GRAVEL PAD W/METAL EDGING . CONC MOW STRIP,T(P SEE GR.02 - 2.03 rRgAisir °RAT • (-3-\\ T BICRETENTION 1X-101.03 END TYPE B ._. __BORETENnON CELL •. EXTENTS, SEE GR.02 / —`-- ,12' H HEADER, MATCHLINE — SEE DWG TK—LP1.05 L) 1 NOTES: 1. SEE 1K-LD1.01 FOR PLANT SCHEDULE AND GENERAL PLANTING NOTES. 2. SEE TK-LD1.02 FOR PLANTING DETAILS. 3. SEE T1(-IR1.01 - TX -1R1.06 FOR IRRIGATION PLANS. RECEIVED CITY OF TUKWILA OCT 2 8 2014 PERMIT CENTER 20 10 0 20 40 SCALE IN FEET Designed By. K.KIEST Drawn Sy. C.HARRINGTON Checked By. D. HAMMER tarn Consulting Engineers 1601 min Annum. Suite 1600 Seattle. Washington 98107 (706) 622-5822 Fox (206) 622-8130 KAREN KIE57 landscape architects ill.^... x303 ttttt l• .rl '201 123.1032 SOUNDTRANSIT Scale• 20' Filename: TK-LP.dwg Contract No,: RTA/CP 0101-05 90% SUBMITTAL SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON LANDSCAPE PLAN Drawing No.: TK—LP1.02 Sheet No.: Rev.: TK -LP 1.01 TK-LP1.02 TK-LP1.03 'ln w n n M1 b L1 —TK-LP1.05 TK-LP1.06 TK-LP1.04 20 10 0 20 40 SCALE IN FEET Designed By. K.KIEST Drawn Sy. C.HARRINGTON Checked By. D. HAMMER tarn Consulting Engineers 1601 min Annum. Suite 1600 Seattle. Washington 98107 (706) 622-5822 Fox (206) 622-8130 KAREN KIE57 landscape architects ill.^... x303 ttttt l• .rl '201 123.1032 SOUNDTRANSIT Scale• 20' Filename: TK-LP.dwg Contract No,: RTA/CP 0101-05 90% SUBMITTAL SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON LANDSCAPE PLAN Drawing No.: TK—LP1.02 Sheet No.: Rev.: u 0 N Z MATCHLINE — SEE DWG TK—LP1.03 METAL FENCE, SEE FP,06 — METAL FENCE, SEE FP.06 MULCH ALL UN -IRRIGATED AREAS OF DISTURBANCE FOR EROSION CONTROL, TYP -•moi � 6GB t-= -Er•_ NOTES: 1. SEE TK-LD1.01 FOR PLANT SCHEDULE AND GENERAL PLANTING NOTES. 2. SEE TK-LD1.02 FOR PLANTING DETAILS. 3. SEE TK -1R1.01 - 11(-IR1.06 FOR IRRIGATION PLANS. lisp.e4(4- to`i ,►-vim Il^vAit^' RECEIVED CITY OF TUKWILA OCT 2 8 2014 PERMIT CENTER 20 10 0 20 40 SCALE IN FEET 90% SUBMITTAL Designed By. K.KIEST Drown By. C.HARRINGTON Checked By. 0. HAMMER Approved By. K.KIEST iil•ri�� Consulting Engineers 1601 Fifth A9enue, Suite 1500 Seattle, Washington 98701 (206) 622-5822 Fos (206) 622-8130 KAREN K IEST landscape architects Ill itl,nw tttttt e)e) .2910 ..1.,, )1110 ul: )sa 88).48)) SOUNDTRANSIT Scale: 1" = 20' Filename: TK-LP.dwg Contract No.: RTA/CP 0101-05 Submitted: Date: Approved: Dote: Date: 06/15/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON LANDSCAPE PLAN Drawing No.: TK-LP1.06 Sheet No.: Rev.: 336 TK-LP1.01 TK-LP1.02 TK-LP1.03 1 t l 1 2 1 ,.I TK-LP1.04' TK-LP1.05 TK-LP1.06 20 10 0 20 40 SCALE IN FEET 90% SUBMITTAL Designed By. K.KIEST Drown By. C.HARRINGTON Checked By. 0. HAMMER Approved By. K.KIEST iil•ri�� Consulting Engineers 1601 Fifth A9enue, Suite 1500 Seattle, Washington 98701 (206) 622-5822 Fos (206) 622-8130 KAREN K IEST landscape architects Ill itl,nw tttttt e)e) .2910 ..1.,, )1110 ul: )sa 88).48)) SOUNDTRANSIT Scale: 1" = 20' Filename: TK-LP.dwg Contract No.: RTA/CP 0101-05 Submitted: Date: Approved: Dote: Date: 06/15/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON LANDSCAPE PLAN Drawing No.: TK-LP1.06 Sheet No.: Rev.: 336 r— CHAINLINK FENC., SEE FP.03 { 1 1 PUMP E UC -03 4 FM 01 FIRE HYDRANT, • - SEE UC,0 Wt VI v i BIOSWAIE, SEE 00.05 WIRELESS ACCESS PONT (WAP) ATTACHED TO LUMINARE, SEE ES1.03 TRANSIT DRIVE MATCHUNE - SEE DWG TK-LPI.06 - Designed By. K.KIEST /� ` f n• I Consulting Engineers KAREN KIEST I landscape architects ,,, _.., L.. ICS ,..,,,. -,..,•n•• 111111.1B ,., 101 311 4011 CIS. ..,...T a •ee... Stole: 1" = 20' • Orown B Y• C.HARRINGTON - 1601 fifth Avenue, Suite 1600 Seattle. Pro98101 (206) 622-5822 Fee (206) 622.8730 Filename: TK-LP.dw Checked By. Contract No.: NOTES: 1. SEETK-WI.01 FOR PLANT SCHEDULE AND GENERAL PLANING NOTES 2. SEE TK -L01.02 FOR PLANTING DETAILS. 3. SEE TK-IR1.01 - TK-IR1.06 FOR IRRIGATION PLANS. SOU 10 20 e.0 D TRANSIT TUKWILASall' TUKWILA, WASHINGTON SUBMITTAL Drawing No.. TK --1-P1.03 Rev.: f tine copy Tukwila Sounder Station North Site Development REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION City of Tukwila: Construction Permit Documents Prepared for: Sound Transit Union Station 401 South Jackson Street Seattle, WA 98104-2826 raffil Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 KPFF Project No. 111026 June 21, 2012 f CIPIV 'AL1616 2021 Tukwila Sounder Station: Construction Permit Application Contents: • City of Tukwila Construction and Public Works Permit Application Form • Washington State Energy Code Compliance Forms: o Envelope Summary (ENV -SUM) o Envelope UA, Calculations (ENV -UA) o SHGC Calculation (ENV-SHGC) o Building Permit Plans Checklist (ENV -CHK) o Mechanical Summary (MECH-SUM) o Mechanical Permit Plans Checklist (MECH-CHK) o Interior Lighting Summary (LTG -INT) o Exterior Lighting Summary (LTG -EXT) • Appendix A: Structural Calculations — KPFF Consulting Engineers • Appendix B: Geotechnical Report — Shannon & Wilson • Appendix C: Surface Water Management Report — Tetra Tech INCA 90% Design / Permit Drawings under separate cover ?,-12 RECEIVED CITY OFTUKWILA AVG 16.20121 PERMIT CENTER CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov [SITE LOCATION Building Permit No. Project No. Date Application Accepted: Date Application Expires: (For office use 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** King Co Assessor's Tax No.: 2523049087, 0005800020 Site Address: 7301 South Longacres Way Tenant Name: Sound Transit Suite Number: PROPERTY OWNER Name: Kym Williams Address: 625 Union Station Name: Sound Transit Phone: (206) 398-5156 Fax: (206) 398-5228 Email: kym.williams@soundtransit.org Address: 401 S. Jackson State: City: Seattle State: WA City: Seattle State: WA Zip: 98104 CONTACT PERSON — person receiving all project communication Name: Kym Williams Address: 625 Union Station City: Seattle State: WA Zip: 98104 Phone: (206) 398-5156 Fax: (206) 398-5228 Email: kym.williams@soundtransit.org GENERAL CONTRACTOR INFORMATION Company Name: T.B.D. Address: Address: 1601 5th Ave Suite 1600 Architect Name: David Hewitt Phone: (206) 622-5822 Fax: (206) 622-8130 City: State: City: Seattle State: WA Zip: Phone: Fax: Email: dhewitt@hewittseattle.com C'ontr Reg No.: Exp Date: Tukwila Business License No.: H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Floor: New Tenant: ❑ Yes ..No ARCHITECT OF RECORD Company Name: KPFF Consulting Engineers Company Name: Hewitt Architects Address: 1601 5th Ave Suite 1600 Architect Name: David Hewitt Phone: (206) 622-5822 Fax: (206) 622-8130 Address: 101 Stewart Street Suite 200 City: Seattle State: WA Zip: 98101 Phone: (206) 624-8154 Fax: (206) 626-0541 Email: dhewitt@hewittseattle.com ENGINEER OF RECORD Company Name: KPFF Consulting Engineers Engineer Name: Craig Olson Address: 1601 5th Ave Suite 1600 City: Seattle State: WA Zip: 98101 Phone: (206) 622-5822 Fax: (206) 622-8130 Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: Page 1 of 4 LE; viLdJulou daunt u rviciv1It1sum —£UO -431-30/U Valuation of Project (contractor's bid price): $ 14,400,000 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Two 600 foot long permanent concrete platforms, access ramps and stairs to replace the existing temporary platforms. Platform shelters, paratransit and bus shelters, parking for 390 vehicles, transit loop and passenger drop off loop, driveway connection from I,ongacres way to Strander Boulevard Extension, improvements at Longacres Way pedestrian underpass, Sitework including stormwater detention and treatment facilities, storm pump station, widened embankment for future BNSF 3rd rail, signage, landscaping and site lighting, ancillary building with guard station, comfort station and electrical room, new transformer. Will there be new rack storage? ❑ Yes Z.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below _ Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1°1 Floor 650 IIB B 2"a Floor — 3n1 Floor — Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck 32,706 II B A-3 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: 272 Compact: 108 Handicap: 10 Will there be a change in use? ® Yes 0 No If "yes", explain: SEE UUP APPLICATION FIRE PROTECTION/HAZARDOUS MATERIALS: ® Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 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 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Utpplications\Forms-Applications On Line\201 I Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PUBLIC WORKS PERMIT INFORMATION :206-433 0179, Scope of Work (please provide detailed information): Excavation, import fill, railroad embankment widening, storm detention structures, biofiltration, storm drains, storm pump system with forced main, reconstructed box culvert at Longacres Way, concrete and asphalt paving, electrical service to new transformer, electrical and data conduit and wiring, potable water service and fire hydrant supply (non -looped), side sewer, landscaping. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ® ...Tukwila 0...Water District #125 0 ...Water Availability Provided Sewer District ® ...Tukwila 0 ...Sewer Use Certificate ❑ .. Highline ❑...Valley View 0 .. Renton ❑ ... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ® ...Civil Plans (Maximum Paper Size — 22" x 34") ® ...Technical Information Report (Storm Drainage) 0 ...Bond ❑ .. Insurance • ❑ Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours O ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way O ...Total Cut 23,500 o ...Total Fill 65, 000 ..• .Sanitary Side Sewer ® ...Cap or Remove Utilities ® ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection 1 1/2 " cubic yards cubic yards ® .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance .. • Work in Flood Zone .. • Storm Drainage ❑ .. Abandon Septic Tank .. Curb Cut .. Pavement Cut ❑ .. Looped Fire Line Irrigation 1 1/2 " Domestic Water 1 " ❑ ...Permanent Water Meter Size... 1 " WO # ❑ ...Temporary Water Meter Size .. 9, WO # ❑ ...Water Only Meter Size If WO # ❑ ...Sewer Main Extension Public 0 Private 0 ❑ ...Water Main Extension Public 0 Private ❑ .. Grease Interceptor ® .. Channelization .. Trench Excavation .. Utility Undergrounding ® ...Deduct Water Meter Size 1 1/2 " FINANCE INFORMATION Fire Line Size at Property Line 0 ...Water 0 ...Sewer Monthly Service Billing to: Name: Number of Public Fire Hydrant(s) 0 ...Sewage Treatment Mailing Address: Day Telephone: 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 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: Date: Print Name: Kym Williams Day Telephone: (206) 398-5156 Mailing Address: 401 S Jackson St Seattle WA 98104 CityState Zip H:Wpphcations\Fomu-Applications On Line N.2011 Applications\Permit Application Revised - 8-9-I 1.docx Revised: August 2011 bh Page 4 of 4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 YV Q01 iii1 LVtI ,LOW cneiyy k.uue ompnance rorms ror Nonresidential and Multifamily Envelope UA Calculations Zone 1 Non -Residential 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential ENV -UA Project Address Sound Transit Tukwila Station Date 06/15/2012 Occupancy Group O Nonresidential 0 Multifamily residential Clear For Building Department Use Climate Zone O Zone 1 0 Zone 2 Fenestration Area as % gross exterior wall area 6.5% Max. Target: 40.0% Notes: 1: If fenestration area exceeds maximum allowed, then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV-SHGC form. 2: U -factors shall come from chapter 10 or calculated per 1332. See the ENV -CHK worksheet for example of how to complete the rows on this form. Building IProvide Component assembly ID & page/plan # for each bldg. element Proposed UA U -factor x Area (A) = UA (U x AI Target UA U -factor 'x Area (A) = UA (U x A) 1 Roofs. Y ai R= 30 ID: RA -1 TK -A10.15 0.030 869 26.1 0.034 869 29.5 o R= ID: R= ID: Above Deck Insulation U-0.034 v 00 R= ID: 0.031 i R= ID: R= ID: Metal Building U=0.031 R= ID: 0.027 t R= ID: R= ID: Single raft, attic, other U-0.027 Opaque Walls - Above IMetal Frm R= ID: 0.064 R= ID: R= ID: R= ID: Steel frame/metal bldg U-0.064 I Wood/Oth R=19 ID: WA -1 TK -A10.15 0.038 1416 53.8 0.057 1416 80.7 R= ID: R= ID: R= ID: Wood Frame, other U-0.057 Mass* R= ID: 0.150 R= ID: R= ID: R= ID: Proposed assembly U -factor from Tables 10-5 thru 10-5B Mass Wall U-0.150 Below 3rade WaIIs R= ID: 0.150 R= ID: R= ID: Proposed assembly U -factor from Tables 10-5 thru 10-5B. Do NOT use Table 10-1. Assumed to be Mass Wall U-0.150 a) U= 0.6 ID: Doors TK -A10.11 0.600 202 121.3 0.60 1 202 121.3 a $ 0 �, U= ID: U= ID: All Doors U-0.60 °o R= ID: 0.029 LL R= ID: R= ID: Floors U-0.029 " F -factor x Perimeter = UA(U x N F -factor x Perimeter = UA (U x A) Slab -on -grade u HeatedlUnheate( R=10 • ID: Floor TK -A10.15 0.540 172 92.9 0.540 172 92.9 R= ID: R= ID: Slab -On -Grade U-0.540 R= ID: 0.360 R= ID: Proposed assembly F -factors can use the unheated values in 1 CMU walls meetina i ahla 13-1 Fnntnnta 1 ron het cnfnro.l Table 10-2 Heated Slab -On -Grade U-0.360 clith v I e f 15 ratherihan l stile 1b waiue: Mans must ear y state too note requirements. Page 1 Subtotal Area UA 2659 294 Area UA 2659 324 Envelope UA, continued. Zone 1 Non -Residential ENV -UA Project Address Sound Transit Tukwila station Date 06/15/2012 2659 Fenestration Area as % gross exterior wall area 6.5% Max. Target: 40.0% For Building Department Use Notes: 1: If fenestration area exceeds maximum allowed, then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV-SHGC form. 2: Provide NFRC or Table 10-6 U -factor (See Section 1312.1) for fenestration assemby (combined frame and glazing performance). See the ENV -CHK worksheet for example of how to complete the rows on this form. Building Component Provide assembly ID & page/plan # for each bldg. element Proposed UA U -factor x Area (A) = UA (U x A1.4 Target UA U -factor x Area (A) = UA (U x A) Vertical Fenestration Metal Frame U= 0.4 ID: Windows TK -A10.13 U= ID: U= ID: U= ID: 0.40 112 44.8 0.40 I 112 44.8 Metal Frame U-0.40 i a Z U= ID: U= ID: U= ID: U= ID: 0.32 Non -Metal Frame D-0.32 IMtl entrance U= ID: U= ID: U= ID: U= ID: 0.60 Metal Entance Door 0-0.60 Skylights I No Curb U= ID: U= ID: U= ID: U= ID:. 0.50 I Without,Curb 0-0.50 0 With Curb U= ID: U= ID: U= ID: U= ID: 0.60 I Induding Curb U-0.60 Page 2 Subtotal Page 1 Subtotal To comply: 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. Total Area UA 112 45 2659 294 2771 339 Area 1 UA 112 45 2659 324 2771 369 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 cu.,u vvaouiliiyluil Jlkne anergy uoae uompiiance i-orms tor Nonresidential and Multifamily SHGC Calculation Zone 1 Non -Residential 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamil Resident• ENV-SHGC Project Address Sound Transit Tukwila Station Date 06/15/2012 Fenestration Area as % gross exterior wall area 6.5$Prop 40% Max.Target For Building Department Use Prescriptive PF Credit 0 Yes O No Vertical North Facing Credit (1323.3 Exp. 2) 0 Yes O No Notes: To comply the Proposed total SHGC x A for all fenestration (vertical & skylights) shall not exceed Target total SHGC x A. If the north facing credit is used then the north and non -north must comply separately with skylights being included with the non -north vertical fenestration. Skylights Proposed SHGC List ID & page #, NFRC or glass only SHGC* x Area (A) = SHGC x / Target SHGC SHGC x Area (A) = SHGC x A ID: ID: ID: ID:` ID: 0.35 ID: Criteria SHGC All,0.35 * Note: Manufacturer's SC may be used in lieu of SHGC. Totals Nonresidential compliance is based upon combined skylight and vertical fenestration nerfnrmanro Pocirlon$ol rnmrdi.�nne. i. 1........1 ..........1..a:_u Totals All 0.40 ID: only. All Non -North Vertical Fenestration++ Proposed SHGC List ID & page #, NFRC or glass only SHGC+ PF PF Adjusted x Area (A) = SHGC x E Mull" SHGC Target SHGC SHGC x Area (A) = SHGC x A ID: 0.40 1.00 0.40 112 45 0.40 112 44.8 . ID: Criteria .. SHGC ID: All 0.40 ID: ! PrescriptivePF 0:45 ID: Prescrpt P 0.45 0.50 ID: ID: ID: ID: ID: ++Note: If projection factors or north vertical glazing credit are used Totals then vertical fenestration must be entered according to orientation. If 112.0 44.8 Totals 112.0 44.8 neither are used then ventical fenestration can be entered in either section. Non -North + Note: Manufacturer's SC may be used in lieu of SHGC. Fenestration that Total 44.8 44.8 Separates conditioned snare from anon-rnn.....nna.. nr eerni_r....ala,...,.a shall be listed here with a proposed SHGC equal to the target value. * Note: Multipliers only apply if prescriptive PF credit not used. North Vertical Fenestration++ Proposed SHGC List ID & page #, NFRC or glass only SHGC+ PF PF Adjusted Mull' SHGC x Area (A) = SHGC x F Target SHGC SHGC x Area (A) = SHGC x A ID: ID: Criteria Mixed North ID: Orientation ;Separate ID: All 0.40 0.45 ID: Prescrpt P 0.45 0.50 ID: North Total For compliance: Proposed total SHGC x A shall not exceed Target total SHGC x A. If north glazing credit is used then north facing vertical fenestration must comply separately from non -north vertical fenestration and skylights. Grand Total Area Grand I 112.0 Total SHGC x A • 44.8 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LV VJ YllcloluIll turf JLAIC GI l.OUe .,Om Hance rorms for Nonresidential and Multifamil Building Permit Plans Checklist 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Project Address ENV -CHK Revised February 2011 Sound Transit Tukwila Station 'Date 6/15/2012 The followingg information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability (yes,no,na) Code Section Component Information Required Location on Plans Building Department Notes GENERAL REQUIREMENTS (Sections 1301-1314) 1301 Scope Unconditioned spaces identified on plansif allowed N.A. 1310.2 Semi -heated spaces Semi -heated spaces identified on plans if allowed N.A. 1310.3 Cold Storage / refrigerate All refrigerated spaces identified on plans. ENV-RFG completed. 1311 Insulation Yes 1311.1 General installation Indicate installation nethod, densities and clearances to achieve Intended R -value of all Insulation materials A5.31 A10.15 Yea 1311.2 Roof /ceiling insul. Indicate R -value on roof sections for attics and other roofs; Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face stapling of faced batts A5.31 A10.15 Yes1311.3 Wall insulation Indicate R -value and framing material on wall sections; Indicate face stapling of faced baits; Indicate above grade exterior insulation is protected; Indicate mass of masonry walls if mass wall claimed Indicate loose -fill core insulation for masonry walls as necessary Indicate frequency of grouted cores and bond beams as necessary A5.31 A10.15 ' N.A.1311.4 Floor insulation Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24" o.c.; Indicate that insulation does not block airflow through foundation vents. - • - Yes 1311.5 Slab -on -grade floor Indicate R -value on wall section or foundation detail; Indicate slab Insulation extends down vertically 24" from top; Indicate above grade exterior insulation is protected A5.31 A10.15 7 • N.A. 1311.6 Radiant floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 36" from the top; Indicate above grade exterior Insulation is protected; Indicate insulation also under entire slab where req'd. by Official - Yes 1312 Glazing and doors Provide calculation of vertical and overhead glazing area as percent of gross wall area EnvSum Yes 1312.1 U -factors Indicate glazing and door U -factors on glazing and door schedule (provide area -weighted calculations as necessary); Indicate if values are NFRC or default, if default then specify frame type, glazing layers, gapwidth, low -e coatings, gas filling A10.11 Yea 1312.2 SHGC & SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area -weighted calculations by orientation as necessary) A10.13 1313 Moisture control Yes 1313.1 Vapor retarders Indicate vapor retarders applied to warm side of insulation A11.15 Yes 1313.2 Roof/ceiling vap.ret. Indicate vapor retarder on roof section; or list exception Indicate vap. retard. with sealed seams for non -wood structure A11.15 Yes 1313.3 Wall vapor retarder Indicate vapor retarder on wall section A11.15 Yes 1313.4 Floor va or retarder Indicate vapor por retarder on floor section A11.15 N.A. 1313.5 Crawl space vap. ret. Indicate required grade ground cover with required overlapping. _ 1314 Air leakage Yes 1314.1 Bldg. envel. sealing Indicate sealing, caulking, gasketing, and weatherstripping TK -A5 .31 Yes 1314.2 Glazing/door sealing Specify maximum air leakage rates for fenestration and door products A+ All.11 1 Yes 1314.3 Assemb. as ducts Indicate sealing, caulking and gasketing MO.01 Yes 1314.4 Recessed Lighting Fixtur Indicate IC rating, ASTM E283 cert., and gasketing or caulking to ceiling z.. A11.11 ' N.A. 1314.5 Loading Dock Seal Indicate weatherseal at cargo and loading dock doors - Yea 1314.6 Continuous Air Barrier Indicate air barrier sealing on all roof, wall & floor details Indicate leakage testing method. Provide testing results to building official. Max. leakage of 0.40 cfm/ft2 at 0.3 inch w. TK -A5.31 TK -A8.11 TK -A8.12 PRESCRIPTIVE PERFORMANCE (Sections 1320-1323) ' Yes ENV -SUM Form Completed and attached. Yes 1323 Glazing Indicate number of glazing panes and location of emissivity coating or exception taker A10.13 COMPONENT PERFORMANCE Sections 1330-1338) Yes ENV -SUM, ENV -UA, & ENV-SHGC Forms Completed and attached. rs s own ora -y question, provide explanation: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ••u.11111y..+I I".a.� �nc�yy vuua lAunit.mmslit roans rvr i onresiaentlal ana Multitamlly Kesidential Mechanical Summary MECH-SUM 2009 Washington State Energy Code Compliance Forms for Nonresi Project Info - ---.--....-. Project Address Sound Transit Tukwila Station naviaeu reuruary cu 1 i Date 6/15/2012 Tukwila Wachington For Building Dept. Use Applicant Name: KPFF Consulting Engineers Applicant Address: 1601 Fifth Avenue, suite Applicant Phone: (206) 622-5822 Project Description Briefly describe mechanical system type and features. El Includes Plans Split system heat pump for Electrical Room, which has equipment as well as electrical service. Electric fan coil Room. Other rooms heated using electric wall heaters, and provided for make-up air on exhaust systems. Drawings must contain notes requireing compliance with commissioning requirements communication heat for Guard ventilation - Section 1416 Compliance Option O Simple System 0 Complex System 0 Systems Analysis (See Decision Flowchart (over) for qualifications. Use separate MECH-SUM for simple & complex Equipment Schedules The following information is required to be incorporated with the mechanical equipment schedules on the plans. For projects without plans, fill in the required information below. Cooling Equipment Schedule Equip. ID Equip Type Brand Name Model N6.1 Capacity2 Btu/h OSA CFM or Econo? SEER or EER IPLV3 Econmizer Option or Exceptions Heat Recovery Y/N See Schedule On Plana Heating Equipment Schedule Equip. ID Equip Type Brand Name' Model No) Capacity2 Btu/h OSA cfm or Econo? Input Btuh Output Btuh Efficiency4 Heat Recovery Y/N See N Schedule On Plana Fan Equipment Schedule Equip. ID Equip Type Brand Name Model No.1 CFM SP1 HP/BHP Flow Controls Location of Service See Schedule On Plans 'if available. 2 As tested according to Table 14-1A through 14-1G. 3 If required. 5 Flow control types: variable air volume(VAV), constant volume (CV), or variable speed (VS). 6 Exception number from Section 1433. 4 COP, HSPF, Combustion Efficiency, or AFUE, as applicable. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 anIIJUJ!l owie rreryy t,uue ompnance corms Tor Nonresidential and Multifamily Residential 7 ec anica ' ermit ' ans Checklist MECH-CHK, 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Project Address Sound Transit Tukwila Station Date 6/15/2012 The following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Ene gy Code. Applicability (yes, no, na) Code Section Component Information Required Location on Plans Building Department Notes HVAC REQUIREMENTS (Sections 1401-1424) 1411 Equipment Performance Yea 1411.1 Minimum efficiency Equipment schedule with type, capacity, efficiency M0.02 N.A. 1411.1 Combustion htg. Indicate intermittent ignition, flue/draft damper & jacket loss N.A. 1411.1 Air-cooled chiller Provide total air and water chiller capacity N.A. 1411.2.1 Water-cooled chiller Full -load and NPLV values adjusted for any non-standard conditions Yes 1411.4 Pkg. elec. htg.& clg. List heat pumps on schedule M0.02 N.A. 1411.5 Unenclosed Heat Indicate radiant heat system and occupancy controls 1412 HVAC Controls Yes 1412.1 Temperature zones Indicate locations on plans M1.01 Yes 1412.2 Deadband control Indicate 5 degree deadband minimum M0.01 N.A. 1412.3 Humidity control Indicate humidistat Yes1412.4 Setback and Shutoff Indicate thermostat with 7 day program capability & required setback M0.01 Yea1412.4.1 Dampers Indicate damper location, leakage rate, control type, & max. leakage M1.01 Yea 1412.4.2 Optimum Start Indicate optimum start controls M0.01 Yes1412.5 Heat pump control Indicate heat pump thermostant & outdoor lockout on schedule Ml . 01 N.A. 1412.6 Combustion heating Indicate modulating or staged control Yes 1412.7 Balancing Indicate balancing features on plans M1.01 N.A. 1412.8 Ventilation Control Indicate demand control ventilation for high -occupancy areas N.A. 1412.9 Loading Dock & Garage Ventilation Indicate enclosed loading dock & parking garage ventilation system activation and control method. 1 Yes 1423 Thermostat interlock Indicate thermostat interlock on plans M1.01 N.A. 1432.2.1 Temperature Reset Indicate temperature reset method 1413 Air / Water Economizers N.A. 1412.1 Single zone systems Indicate multiple cooling stage control capability. N.A. 1413.1 Air Econo Operation Indicate 100% capability on schedule N.A. 1413.1 Wtr Econo Operation Indicate 100% capacity at 45 degF db & 40 deg F wb N . A •1413.2 Wtr Econo Document Indicate max. OSA condition for design clg load & equipment performance data. N.A. 1413.3 Integrated operation Indicate capability for partial cooling N.A. 1413.4 Humidification Indicate direct evap or fog atomization w/ air economizer 1414 Ducting Systems Yes 1414.1 Duct sealing Indicate duct design pressures, sealing, and testing requirements M0.01 Yes1414.1.2 Low press. duct test Indicate applicable low pressure duct systems shall be leak tested M0.01 N•A•1414.1.3 High press. duct test Indicate high pressure duct systems shall be leak tested, and identify the location of this ductwork on plans Yes 1414.2 Duct insulationIndicate R -value of insulation on duct M0.01 1415 Piping Systems Yes 1415.1 Piping insulation Indicate R -value of insulation on piping M0.01 1416 Completion Requirements Yes 1416.3.2 System Balancing Indicate air and water system balancing requirements Mi . 01 Yea1416.3.3 Functional Testing Provide sequence of operations and test procedures. M0.01 Yes 1416.3.4 DocumentationIndicate O&M manuals, record drawings, staff training M0.01 Yes1416.3.5 Comm. Report Indicate requirements for final commissioning report M0.01 1416.4 Compliance Chklist Submit to building official upon substantial completion. Mechanical Summary Form Completed and attached. Equipment schedule with types, input/output, efficiency, cfm, hp, economizer r Mechanical Permit Plans Checklist Continued MECH-CHK 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Project Address Sound Transit Tukwila Station Date 6/15/2012 The followininformation is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington -State Nonresidential Energy Code. Applicability (yes, no, na) Code Section Component Information Requiredon Location Plans Building Department . Notes SERVICE WATER HEATING AND HEATED POOLS (Sections 1440-1454) 1440 Service water htg. N.A. 1441 Elec. water heater Indicate R-10 insulation under tank N.A. 1442 Shut-off controls Indicate automatic shut-off of circulators or heat trace Yes 1443 Pipe Insulation Indicate R -value of insulation on piping 140.01 N.A. 1444 Pump Energy Indicate method of pump energy management (Sec 1438) N.A. 1445 Heat Recovery Indicate preheat capacity as % of peak service water demand. 1460 Heated Pools N.A. 1452 Heat Pump COP Indicate minimum COP of 4.0 N.A. 1452 Heater Efficiency Indicate pool heater efficiency N.A. 1453 Pool heater controls Indicate switch and 65 degree control N.A. 1454 Pool covers Indicate vapor retardant cover N.A. 1454 Pools 90+ degrees Indicate R-12 pool cover N.A. 1455 Heat Recovery Indicate method and capacity of exhaust air temperature reduction COLD STORAGE (Sections 1460-1465) 1460 Cold Storage N.A. 1463 Evaporators Indicate motor type and speed control N.A. 1464 Condensors Indicate condenser cooling type, design wb temp and control - N.A. 1465 Compressors Indicate design minimum condensing temp and control. . If "no" is indicated for any item in Sections 1401-1424 or 1440-1465 , provide explanation: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LUV VVdbrlln LUF1 otate tner• t;oae uom.uance t-orm tor Nonresidential and Multifamil. Residential Interior Lighting Summary LTG -INT 2009 Washington State Energy Code Compliance Forms for Nonresiden Project Info ___.__.._.-. Project Address Sound•Transit Tukwila Station . %VII IJGV vG,G111UO, CV IV Date 6/21/2012 Tukwila, WA For Building Department Use Ancillary Bldg Applicant Name: wsa Flack + Kurtz Applicant Address: 600 University Ave, Seattle, WA 98104 Applicant Phone: 206-342-9900 Project Description Ancillary Bldg New Building ■ Addition • Alteration ■ Plans Induded Refer to WSEC Section 1513 for controls and commissioning requirements. Compliance Option 0 Prescriptive 0 Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). hdicate Prescriptive & LPA spaces dearly on plans.) Alteration Exceptions (check appropriate box - sec. 1132.3) • No changes are being made to the lighting and space use not changed ■ Less than 60% of the fixtures new, installed wattage not increased, & space use not changed. Maximum Allowed Lighting Wattage Location (floor plan/room #) Occupancy Description Allowed Watts per ft2** cross mtenor Area in ft2 Allowed x Area Ancillary Bldg Commons Areas -Electrical, Restroom, Guard Room 0.80 975 780 Ancillary Bldg FB - surface mount lensed fixture 14 30 . 420 -1 (over) - document all exceptions on form LTG - Proposed Lighting Wattage Total Allowed Watts 780 LocationNumber (floor plan/room #) Fixture Description of Fixtures Watts/ Fixture Watts Proposed Ancillary Bldg CB - recessed lensed downlight 2 36 72 Ancillary Bldg FB - surface mount lensed fixture 14 30 . 420 ceed Total Allowed Watts for Interior Total Proposed Watts 492 Notes: 1. For proposed Fixture Description, indicate fixture type, lamp type (e.g. T-8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. 2. For proposed Watts/Fixture, use manufacturer's listed maximum input wattage of the fixture (not simply the lamp wattage) and other criteria as specified in Section 1530. For line voltage track lighting, list the greater of actual luminaire wattage or length of track multiplied by 50, or as applicable, the wattage of current limiting devices or of the transformer. For low voltage track lighting list the transformer rated wattage. 3. List all fixtures. For exempt lighting, note section and exception number, and leave Watts/Fixture blank. Interior Lighting Summary (back) LTG -INT 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Prescriptive Spaces Occupancy: 0 Warehouse or Parking Garage 11. Other Qualification Checklist Note: If occupancy type is "Other" and fixture answer is checked, the number of fixtures in the space is not limited by Code. Clearly indicate these spaces on plans. If not qualified, do LPA Calculations. Lighting Fixtures: (Section 1521) 0.85 • Check if 95% or more of fixtures comply with 1,2 or 3 and rest are ballasted. 1. Fluorescent fixtures with a) 1 or 2 two lamps, b) reflector or louvers, c) 5-60 watt T-1, T-2, T-4, T-5, T-8, or CFL lamps, and d) hard -wired electronic • dimming ballasts. Screw-in CFL fixtures and tracking lighting do not qualify. 2. Metal Halide with a) reflector b) ceramic MH lamps <=150w c) electronic ballasts 3. LED lights. -1 Unit ugnting rower Allow Use' LPA (W/ft`) Use' LPA` (W/ft`) Automotive facility 0.85 Office buildings, office/administrative areas in facilities of other use types (including but not limited to schools, hospitals, institutions, museums, banks, churches)5 0.91 Convention center 1.10 Parking garages 0.20 Courthouse 1.10 Penitentiary and other Group 1-3 Occupancies 0.90 Cafeterias, fast food establishments5, restaurants/bars5 1.20 Police and fire stations 0.90 Dormitory 0.85 Post office 1.00 Dweling Units 1.00 Retail10, retail banking, mall concourses, wholesale stores (pallet rack shelving) 1.33 Exercise center 0.95 School buildings (Group E Occupancy only), school classrooms, day care centers 1.00 Gymnasia, assembly spaces 0.95 Theater, motion picture 0.97 Health care clinic 1.00 Theater, performing arts 1.25 Hospital, nursing homes, and other Group 1-1 and 1-2 Occupancies 1.20 Transportation 0.80 Hotel/motel 1.00 Warehouses 0.50 Laboratory spaces (all spaces not classified "laboratory" shall meet office and other appropriate categories) 1.62 Workshops 1.20 Laundries 1.20 Libraries5 1.20 Plans Submitted for Common Areas Only' Manufacturing facility 1.20 Main floor building lobbies' (except mall concourses) • 1.10 Museum 1.00 Common areas, corridors, toilet facilities and washrooms, elevator lobbies 0.80 ootnotes for Eadie 15- 1) In cases in which a general use and a specific use are listed, the specific use shall apply. In cases in which a use is not mentioned specifically, the Unit Power Allowance shall be determined by the building official. This determination shall be based upon the most comparable use specified in the table. See Section 1512 for exempt areas. 2) The watts per square foot may be increased, by 2% per foot of ceiling height above 20 feet, unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be increased by 2% per foot of ceiling height above 12 feet. 4) For all other spaces, such as seating and common areas, use the Unit Light Power Allowance for assembly. 5) Watts per square foot of room may be increased by 2% per foot of ceiling height above 9 feet. 6) Reserved. 7) For conference rooms and offices less than 150ft2 with full height partitions, a Unit Lighting Power Allowance of 1.1 w/ft2 may be used. 8) Reserved. 9) For indoor sport tournament courts with adjacent spectator seating over 5,000, the Unit Lighting Power Allowance for the court area is 2.60 W/ft2. 10) Display window illumination installed within 2 feet of the window, provided that the display window is separated from the retail space by walls or at least three -quarter -height partitions (transparent or opaque) and lighting for free-standing display where the lighting moves with the display are exempt. An additional lighting power allowance is allowed for merchandise display luminaires installed in retail sales areas that are specifically designed and directed to highlight merchandise. The following additional wattages apply: i. 0.6 watts per square foot of sales floor area not listed in items ii and iii below; ii. 1.4 watts per square foot of furniture, dothing, cosmetics or artwork floor area; or iii. 2.5 watts per square foot of jewelry, crystal or china floor area. The specified floor area for items i, ii, or iii above, and the adjoining circulation paths shall be identified and specified on building plans. Calculate the additional power allowance by multiplying the above LPDs by the sales floor area for each department excluding major circulation paths. The total additional lighting power allowance is the sum of allowances for sales categories 1, ii, or iii plus an additional 1,000 watts for each separate tenant larger than 250 square feet in area. The additional wattage is allowed only if the merchandise display luminaires comply with all of the following: (a) Located on ceiling -mounted track or directly on or recessed into the ceiling itself (not on the wall). (b) Adjustable in both the horizontal and vertical axes (vertical axis only is acceptable for fluorescent and other fixtures with two points of track attachment). This additional lighting power is allowed only if the lighting is actually installed and automatically controlled, separately from the general lighting, to be turned off during nonbusiness hours. This additional power shall be used only for the specified luminaires and shall not be used for any other purpose. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 wva v v a011111 1.1J11 Jlale CI lel wue t..uui Hance rorm tor Nonreslaentlal and Multifamil Residential Exterior Lighting Summary LTG -EXT 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Resi Project Info ProjAddressound Transit Tukwila Station VV Date 6/21/2012 Tukwila, WA For Building Department Use Plaza Name: wsP Flack + Kurtz Appl. Name 600 University Ave, Seattle, WA 98104 Appl. Phone 206-342-9900 Project Description Refer New to WSEC Section ■ Addition 1513 for controls • Alteration and commissioning • Plans Induded requirements. Lighting Zone - (as specified by Jurisdiction) C. Zone 1 Zone 2 0 Zone 3 0 Zone 4 Compliance Option 0 Lighting Power Allowance 0 Systems Analysis Building Grounds (luminaires > 100 Watts) '' Efficacy > 60 lumens/W • Controlled by motion sensor • Exemption (list) Alteration Exceptions (check appropriate box - sec. 1132.3) • No changes are being made to the lighting and space use not changed. • Less than 60% of fixtures are new, installed wattage not increased, & space use not changed. 525 Tradable Maximum Allowed Lighting Wattage Base Site Allowance: 750 Tradable Surfaces Description Allowed vvaus per ft2 or per If Area (fr), perimeter (if) or # of items Allowed watts x ft2 (or x If) Uncovered Parking and drives Entry drive and surface parking 0.10 W/ft2 210192 21019 Grounds Walkways <10 wide Walkways 0.8 W/LF 9387 7510 Grounds Walkways >10' wide Plazas and platforms 0.16 W/ft2 56714 9074 Stairways Exterior stairs 1.0 W/ft2 1836 1836 Total Allowed Tradable Watts: 'T'..... -1..L.1— TI--- -- - -1 T 1_.! --*•7_.. 39439 use mfgr listed maximum input wattage for luminaire.) Surface Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Plaza HA - pole mount area light 2 -heads 16 350 5600 Walkway HAI - pole mount area light 1 -head 18 175 3150 Platform shelters HB surface mount fixture 92 125 11500 Platform HC pole mount aea light 1 -head 24 175 4 4200 Parking lot HD parking fixture 2 -heads 10 350 3500 Parking lot HD1 - parking fixture 1 -head 3 175 525 Roadway HE - pole mount are light 1 -head 15 175 2625 Entry stair HF surface mount area light 2 -head 6 180 1080 Ancillary Bldg entry CB - recessed lensed downlight 2 36 72 Shelters FA - shelter direct light fixture 42 30 1260 Bike storage FB surface mount lensed direct fixture 23 30 690 Shelters FC - shelter uplight 64 30 1920 Ancillary ansf armor ding CA - wall mount area light 1 36 36 Underpass walkway FE - Linear uplight 10 30 300 underpass walkway HG - Side mount downlight 11 30 330 Total proposed tradable watts may not exceed the sum of total allowed tradable watts Total Proposed Tradable Watts: plus the base site allowance. Any base site allowance not needed to make tradable watts comply can be applied to individual non -tradable categories. 36788 Non -1 raciable Maximum Allowed Lighting Wattage Base Site Allowance Remaining: 750 Non -Tradable Surfaces Description Allowed Watts per ft2 or per If Area (ft2), perimeter (If) or # of items Allowed Watts x ft2 (or x If) Non -Tradable Proposed Lighting Wattage Surface Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Non -tradable proposed watts may not exceed allowed watts for any individual surface unless the total excess watts for all non -tradable surfaces are less than the remaining site allowance. Total excess Non -Tradable watts: Site Allowance Balance: 0 750 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 cuuu vvdsnmgton estate tnerg coae uom.Hance i-orm tor Nonresidential and Multifamil Residential Exterior Lighting Summary (back) LTG -EXT 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential TABLE 15-2B Revised December 2010 Specific area description Zone 1 Zone 2 Zone 3 Zone 4 Base site allowance' 500 W 600 W 750 W 1300 W Tradable Surfaces 2 Uncovered Parking Parking lots and drives Areas 0.04 W/ft2 0.06 W/ft2 0.10 W/ft2 0.13 W/ft2 Building Grounds Walkways less than 10 ft wide 0.7 W/linear foot 0.7 W/ linear foot 0.8 W/ linear foot 1.0 W/ linear foot Walkways 10 ft wide or greater Plaza areas Special feature areas 0.14 W/ft2 0.14 W/ft2 0.16 W/ft2 0.2 W/ft2 Exterior Stairways 0.75 W/ft2 1.0 W/ft2 1.0 W/ft2 1.0 W/ft2 Pedestrian tunnel 0.15 W/ft2 0.15 W/ft2 0.2 W/ft2 0.3 W/ft2 Landscaping 0.04 W/ft2 0.05 W/ft2 0.05 W/ft2 0.05 W/ft2 Building Entrances and Exits Main entries 20 W/linear foot of door width 20 W/linear foot of door width 30 W/linear foot of door width 30 W/linear foot of door width Other doors 20 W/linear foot of door width 20 W/linear foot of door width 20 W/linear foot of door width 20 W/linear foot of door width Entry canopies 0.25 W/ft2 0.25 W/ft2 0.4 W/ft2 0.4 W/ft2 Sales Canopies Free standing and attached 0.6 W/ft2 0.6 W/ft2 0.8 W/ft2 1.0 W/ft2 Outdoor Sales Open areas3 0.25 W/ft2 0.25 W/ft2 0.5 W/ft2 0.7 W/ft2 Street frontage for vehicle sales lots in addition to "open area allowance No Allowance 10 W/linear foot 10 W/linear foot 30 W/linear foot Non -Tradable Surfaces4 Building Facades No Allowance 0.1 W/ft2 for each illuminated wall or surfaces 0.15 W/ft2 for each illuminated wall or surfaces 0.2 W/ft2 for each illuminated wall or surface Automated teller machines and night depositories 270 W per locations 270 W per locations 270 W per locations 270 W per location Entrances and gatehouse inspection stations at guarded facilities 0.75 W/ft2 of covered & uncovered area Loading areas for law enforcement, fire, ambulance and other emergency service vehicles 0.5 W/ft2 of covered & uncovered area ' Material handling and associated storage No Allowance No Allowance No Allowance 10.5 W/ft2 Drive -up Windows & Doors 400W per drive-through Parking near 24-hour retail entrances 800 W per main entry R TABLE 15-2B: 1. Base site allowance may be used in tradable or nontradable surfaces. 2. Lighting power densities for uncovered parking areas, building grounds, building entrances and exits, canopies and overhangs and outdoor sales areas may be traded. 3. Including vehicle sales lots. 4. Lighting power density calculations for the following applications can be used only for the specific application and cannot be trade between surfaces or with other exterior lighting. The following allowances are in addition to any allowance otherwise permitted i the "Tradable Surfaces" section of this table. 5. May alternately use 2.5 watts per linear foot for each wall or surface length. 6. May alternately use 3.75 watts per linear foot for each wall or surface length. 7. May alternately use 5 watts per linear foot for each wall or surface length. 8. An additional 90 watts is allowed per additional ATM location. RCE COPY Tukwila Sounder Station North Site Development REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION Building Permit Application Appendix A: Structural Calculations Prepared for: Sound Transit Union Station 401 South Jackson Street Seattle, WA 98104-2826 Eng!" Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 KPFF Project No. 111026 June 21, 2012 RECEIVED AUB 21 'LU11 TUKWILA PUBLIC WORKS 1 1 1 Sound Transit 1 Tukwila Sounder Station: 11 1 1 1 1 1 1 1 1 1 1)14/-X72, Structural Calculations Effi Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 fax (206) 622-8130 KPFF Project No. 111026 June 15th, 2012 CITY OF TUKINRA rAUG 16 2012 PERMITCENTER Consulting Engineers 1601 FIU6 Avenue, Sune 1600 Sea« le, WA 98101 (206) 6225822 fax (206) 622.8130 Sound Transit Tukwila Sounder Station: KPFF Job No. 111026 Structural Calculations June 15th, 2012 Table of Contents 1. Design Criteria Page 1 2. Ancillary Building Page 15 3. Stair Canopy Page 42 4. Platform Canopy Page 71 5. Bus Canopy Page 114 6. Ticketing Area Page 148 7. Wind Screen Page 180 8. Retaining Walls Page 221 9. Platform Slab Page 248 10. Bike Cage Page 252 11. Guardrail Page 268 12. Kiosk Page 283 13. Light Poles Page 294 14. Trestle Underpass Page 329 15. Sign Bridge Page 356 16. Strander Page 374 n Effig Consulting Engineers 1601 Finn Avenue, Suite 1600 SeaI(le, WA 98101 (206) 622.5822 tat (206) 612.8130 1. Design Criteria Tukwila Sounder Station (111026) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Tukwila Sounder Station Design Criteria and Loads KPFF Project No. 111026 June 15, 2012 Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 2 C� Project Name I Design Criteria and Loads KPFF Project No. 111026 TABLE OF CONTENTS I Page 1 STRUCTURAL DESIGN AND SYSTEMS SUMMARY 1 1 CODES AND REFERENCES 2 COMPUTER PROGRAMS USED 2 MATERIALS SPECIFICATIONS AND STRENGTHS 3 BEAM DEFLECTION AND CAMBER 5 LIVE LOADS 6 ' DEAD LOADS 7 • Typical Roof Loads 7 1 LATERAL LOADS 8 • Wind Loading for Primary Frames and Systems (Simplified Version — Buildings <_ 60 ft) 8 1 • Wind Loading on Elements of Structure (Simplified Version — Buildings <_ 60 ft) 8 • Seismic Loading for Building 9 1 • Seismic Loading for Elements of Structure and Nonstructural Components 10 1 1 1 1 1 1 1 November 4, 2011 Page i 3 Tukwila Commuter Rail Station Design Criteria and Loads KPFF Project No. 111026 4TR11CTURAL DE ..10, 4ND'S,YSTEMS`SUMMARY, "• The Tukwila Commuter Rail Station consists of a surface parking lot,•train access platforms, various site canopies, pedestrian underpass, and an ancillary building. The ancillary building will be light -gauge metal framing with strapped light -gauge shear walls. The roof diaphragm will be metal deck over light -gauge metal roof joists. The foundation below the ancillary building will consist of a mat footing with stem walls up to the wall studs. The concrete slabs will be floated between the stem walls. The site canopies will be steel framing with concrete footings below. The train platforms will be constructed of cast -in-place concrete (with .a supplied precast alternative for some portions). The platforms will be supported by a continuous footing/grade beam at the front and back edges of the platforms. The BNSF pedestrian underpass existing retaining wall will be replaced with a cast -in-place retaining wall, and steel bents will support a metal panel roof. A new driveway will ,connect the parking lot to Strander Blvd. There will be a small protection structure over the Cedar River Pipeline consisting of precast concrete slab supported by grade beams on augercast piles, with an approach slab on either side. November 4, 2011 Pagel Tukwila Commuter Rail Station Design Criteria and Loads KPFF Project No. 111026 :CODES AN .14-0 RENCES • 2009 IBC with City of Tukwila Amendments • 2009 IBC Standards • ACI318-08 • AWS D1.1-04, D1.3-98, D1.4-98 • AISC 360-05 Specifications for Structural Steel Buildings • AISC 341-05 Seismic Provisions for Structural Steel Buildings (2005), including Supplement No. 1 dated 2005 • ASCE/SEI 7-05, Minimum Design Loads for Buildings and Other Structures, including Supplement No. 1 and 2 • Snow Load Analysis for Washington, Second Edition, by Structural Engineers Association of Washington. • WABO-SEAW White Paper — Snow Load Regulations and Engineering Practice, Washington State • AISI Lateral Design Standard 2004 Edition • Simpson Strong — Tie Catalog • Steel Stud Manufacturers Association (SSMA) — Product Technical Information COMP, UTER PROGRAMS USED. • SAP 2000 • SAFE • Risa 2-D • PCA COL • Enercalc • Risa Foot November 4, 2011 Page 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Tukwila Commuter Rail Station Design Criteria and Loads KPFF Project No. 111026 ;MATERIALS SPECIFICATIONS AND STRENGTHS Concrete (normal weight) Curbs and Pads Slab -at -grade, Stairs, Foundations, Pilasters, Concrete Walls Elevated beams and slabs, Columns Reinforcing Steel Unless Noted Otherwise Welded Rebar, Threaded Rebar Smooth Welded Wire Fabric Deformed Welded Wire Fabric Deformed Bar Anchors Structural Steel Wide Flange Shapes Pipe Tubes — Round or Rect. HSS Angles and Channels Plates Base Plates Connection Material and Embedded Plates Bolts Threaded Rods Anchor Rods in Concrete or Masonry Welding Electrodes Headed Shear Studs ASTM A 615, Grade 60 ASTM A 706, Grade 60 ASTM A 185 ASTM A 497 ASTM A 496 f'c = 3000 psi f'c = 4000 psi f'c = 5000 psi ASTM A 992 ASTM A 53, Grade B ASTM A 500, Grade B ASTM A 36 ASTM A 36 or ASTM A 572, Grade 50 ASTM A 36 ASTM A 36 ASTM A 325 or ASTM A 490 ASTM A 36 ASTM F1554, Grade 36 (uno) ASTM E 70xx (uno) ASTM A 108 November 4, 2011 Pagg 3 Tukwila Commuter Rail Station Design Criteria and Loads KPFF Project No. 111026 Foundations and Soils Criteria as per Geotechnical Investigation Report by Shannon & Wilson, dated November 8, 2011. SPREAD FOOTINGS Soil Bearing - Isolated Footings - Continuous Footings Allowable 1000 psf 1000 psf PASSIVE PRESSURE 350 pcf ACTIVE PRESSURE Restrained Wall Unrestrained Wall 55 pcf 35 pcf Allowable, Including Increase for Wind or Seismic COEFFICIENT OF FRICTION 0.30 (includes a factor of safety of 1.5) November 4, 2011 Pag7 4 Tukwila Commuter Rail Station Design Criteria and Loads KPFF Project No. 111026 'OA Al CAMBI Deflection Criteria 717 L/360 Live Load on Beams (uno) U240 Superimposed Dead + Live Load on Beams (uno) November 4, 2011 Pag8 5 Tukwila Commuter Rail Station Design Criteria and Loads KPFF Project No. 111026 ( iCIVE, amps Roof L. 30 psf Snow Load (non-reducible) per SEAW White Paper (Puget Sound Lowlands) Drifted Snow not considered; 5 psf rain -on -snow allowance included Floors 250 psf Sidewalks and Driveways (non-reducible) 100 psf Stairs, Platform, Ancillary Building (non-reducible) November 4, 2011 Page 6 1 1� 1 1 1 1 1 1 1 �G 1 1 1 1 1 1 1, 1 Tukwila Commuter Rail Station Design Criteria and Loads KPFF Project No. 111026 Typical Roof Loads > Metal deck over Cold -formed Roof Joists Roofing 2 psf Metal Deck 3 psf Lights, Ducts; Sprinklers 3 psf - Ceiling, Fireproofing, and Mscellaneous 5 psf Deck DL 13 psf Beams 3 psf Beam DL 16 psf Partitions (seismic contribution) 5 psf Seismic DL 21 psf Comments November 4, 2011 Page o7 Tukwila Commuter Rail Station Design Criteria and Loads KPFF Project No. 111026 'LATERAL LOADS Wind Loading for Primary Frames and Systems (Simplified Version — Buildings s 60 ft) Basic Wind Speed = 85 mph (IBC Figure 1609) Exposure Category "C" (IBC 1609.4) Ps = A*Kn* Iw*Ps30 A = 1.21 (ASCE 7 Figure 6-2) Iw = 1.0 (ASCE 7 Table 6=1) Kn = 1.0 Topographic Factor (ASCE 7 Section 6.5.7.2) h = 15' Mean Roof Height Wind Loading on Elements of Structure (Simplified Version — Buildings S60 ft) The following are the design wind pressures (psf) to be used for components of structures on this project in accordance with 2009 IBC. Design loads are based on the following equation: Ps = A*Kn* Iw*Pnet30 • A = 1.21 (ASCE 7 Figure 6-3) Iw = 1.0 (ASCE 7 Table 6-1) KzT = 1.0 Topographic Factor (ASCE 7 Section 6.5.7.2) h = 15' Mean Roof Height Design inward loads for roof elements will be governed by the design roof live load. Corner loading shall apply within 1/10th the least building width or 0.4h (whichever is smaller) from building corners, but not less than either 4% of the least building width or 3 ft. November 4, 2011 Pae 8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Tukwila Commuter Rail Station Design Criteria and Loads KPFF Project No. 111026 Seismic Loading for Building Base Shear= V = Cs *W = 0.184 *W Cs=—°j = 0.184 SDI Cs 5 T(R/I) = 0.762, for T s TL (ASCE 7 Equation 12.8-1) (ASCE 7 Equation 12.8-2) (ASCE 7 Equation 12.8-3) Site Class: D (site classification per IBC Table 1613.5.2) Occupancy Category: II (per IBC Table 1604.5) Importance Factor: I = 1.0 (Per ASCE 7 Table 11.5-1) • Basic Seismic Force Resisting System: Light Framed Wall System Using Flat Strap Bracing Response Modification Coefficient: System Overstrength Factor: Deflection Amplification Factor: Period Height Above Grade: Approximate Period Parameters: Approximate Period: Earthquake Loads E=pQE±0.2SDSD Em = S2o QE ± 0.2 SDS D p = 1.3 R= 4 S2o = 2 Cd = 3.5 (Per ASCE.7 Table 12.2-1) (Per ASCE 7 Table 12.2-1) (Per ASCE 7 Table 12.2-1) hn= 15'ft Ct = 0.02 (Per ASCE 7 Table 12.8-2) x = 0.75 (Per ASCE 7 Table 12.8-2) Ta = Ct*(hn)x = 0.152 sec (ASCE 7 Equation 12.8-7) Seismic Load (ASCE 7 Equations 12.4-1, 2, 3, 4) Maximum Seismic Load (ASCE 7 Equations 12.4-5.6.7) Reliability/Redundancy Factor (ASCE 7 12.3.4) November 4, 2011 Page 9 Spectral Accel. per USGS Hazard Maps for IBC 2009 Site Coefficient (Per IBC Table 1613.5.3) Maximum • Considered Spectral Accel. (per IBC EQN 16-36, 37) Design Spectral Accel. (Per IBC EQN 16-38, 39) Seismic Design Category (Per IBC Table 1613.5.6) Short Period Ss = 1.417 Fa = 1.00. SMS = 1.417 SDS = 0.735 D 1 -Sec. Period St = 0.485 F„ = 1.52 SM, = 0.945 SD, = 0.490 D • Basic Seismic Force Resisting System: Light Framed Wall System Using Flat Strap Bracing Response Modification Coefficient: System Overstrength Factor: Deflection Amplification Factor: Period Height Above Grade: Approximate Period Parameters: Approximate Period: Earthquake Loads E=pQE±0.2SDSD Em = S2o QE ± 0.2 SDS D p = 1.3 R= 4 S2o = 2 Cd = 3.5 (Per ASCE.7 Table 12.2-1) (Per ASCE 7 Table 12.2-1) (Per ASCE 7 Table 12.2-1) hn= 15'ft Ct = 0.02 (Per ASCE 7 Table 12.8-2) x = 0.75 (Per ASCE 7 Table 12.8-2) Ta = Ct*(hn)x = 0.152 sec (ASCE 7 Equation 12.8-7) Seismic Load (ASCE 7 Equations 12.4-1, 2, 3, 4) Maximum Seismic Load (ASCE 7 Equations 12.4-5.6.7) Reliability/Redundancy Factor (ASCE 7 12.3.4) November 4, 2011 Page 9 Tukwila Commuter Rail Station Design Criteria and Loads KPFF Project No. 111026 Seismic Loading for Elements of Structure and Nonstructural Components Fp = k SDS Ip Wp (ASCE 7 Section 13.3.1) a Where: 0.3<_ k=0.4RP (1+2h) s1.6 P , ap = Component Acceleration Factor (ASCE 7 Table 13.5-1 or 13.6-1) Rp = Component Response Factor (ASCE 7 Table 13.5-1 or 13.6-1) z/h = Height of attachment of component relative to mean roof height Ip = 1.0 Importance Factor (ASCE 7 Section 13.1.3) Wp = Weight of Portion of Structure or Component November 4, 2011 Page 10 13 1 1 1 1 1 1 1 1 10 a 1 1 1 1 1 1 1 1 1 •13,Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TS location client br M/4 date 3/1//a sheet no. K•Zt job no. 1/102 313 `I /?LA--tfv(M 3Li.�S l 7A-2 KING Lo i �L ti lgo' ,Ze•o' sky 4- I`7' —7 is L,, ci-F6cx 4&_ z ( 14/Lk = 1.0 = 0.72 121A -1-f06,1 Ckn,o P Y @ OF ; x ; 0 KZ = 1,0 i•(= 17 0' 1't• it) 2, USE LA - 2N = 3y.o' /Lh= I713y = &5 -:- = O. 2 = C, + (0.-4.0)(0.22>>2 /. 3 I A5 -E (9,5.-2. 1 iVo-rr # 2 ; )0-5 Awr P2o-re,o)c i-Ro►rE (%flw I AJ i'f,A>N P-4-5 SY cA-Crop. AID I °P°6i 1.0 c frrE,cr5 14 Consulting Engineers 1601 Filth Avenue, Suite 1600 Seattle, WA 98101 (206) 6225822 lax (206) 622.8130 2. Ancillary Building Tukwila Sounder Station (111026) 15 71121 Consulting Engineers i I 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 AW c1/41-Lo.(4--‘ 1 1,k.° _ \:OJ or If i tsC ^may • L. i. n•. 1 c = . oAq$y project 'iC-Sie-S by gS\,.1 location TV`4-W \ \N{\ client 57 date \c'12--1 11� sheet no. — SEAS n\c 11 l r -Z \M - L4\TC i) -a` `a A0S — „f, W6i % to 0,4 1' ►•e (y.�� (Z� • �. 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SHcI— Nis '-c'- \`0, Eve , 1- V%.,„uo ' Nis dwnto Z 3,(c V0‘ ....__2j 1 1 1 1 1 SII eflijili Consulting Engineers 1601 Filth Avenue, Suite 1600 Seattle, WA 08101 (206) 622-5822 Fax (206) 622-8130 project TCRS-Ancillary Bldg by BSW sheet no. location Tukwila, WA date 10/27)11 client ST Job no. 111026 MWFRS Method 1 MWFRS-Method 1 Ps=A KZT 1 Ps30 Exposure Category: C Roof Height: 0-15 Roof Slope: 0° to 5° KzT: 1.00 Occupancy Category: II Basic Wind Speed: 85 mph Importance Factor: 1.00 A : 1.21 Horizontal Pressures A 13.9 psf B -7.1 psf C 9.2 psf D -4.2 psf Vertical Pressures E -16.7 psf F -9.4 psf G -11.6 psf H -7.4 psf EOH GOH Overhangs -23.4 psf -18.3 psf 18 ®• 6`onsml., y Inpineers 1601 Fifth Avenue. tune 1600 Seattle, IVA 971107 (706) 62. 562,) Fa. '7uii, 8130 project TCPS-Ancillary Bldg by BSW sheetno. location Tukwila, WA date 10/27/11 client ST job no. 111026 C & C -Method 1 Components & Cladding -Method 1 Ps'A KZT 1 Pnet3o Exposure Category: Roof Height: Roof Slope: Kn: Occupancy Category: Basic Wind Speed: Importance Factor: : Effective Wind Area 10 SF 20 SF 50 SF 100 SF 500 SF Effective Wind Area C 0-15 0°to7 1.00 II 85 mph 1.00 1.21 1 10.0 psf 10.0 psf 10.0 psf 10.0 psf 1 10 SF-15.7psf 20 SF -15.4 psf 50 SF -14.8 psf 100 SF -14.4 psf 500 SF -- Effective Wind Area Positive Pressures 2 3 4 10.0 psf 10.0 psf 15.7 psf 10.0 psf 10.0 psf 15.0 psf 10.0 psf 10.0 psf 14.0 psf 10.0 psf 10.0 psf 13.4 psf 15.7 psf 5 15.7 psf 15.0 psf 14.0 psf 13.4 psf 11.7 psf Negative Pressures 2 3 4 5 -26.4 psf -39.7 psf -17.1 psf -21.1 psf -23.6 psf -32.9 psf -16.3 psf -19.6 psf -29.8 psf -23.8 psf -15.4 psf -17.8 psf -17.1 psf -17.1 psf -14.8 psf -16.3 psf -- -13.1 psf -13.1 psf Roof Overhangs 2 3 10 SF -22.7 psf -37.3 psf 19 • Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project by $S\ location—co \c -L-31 Los , client Si' date \w (Z1/ 11 sheet no. 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Qct `r+TEEL BEAa-1 \(;) SP1S\N` = 20 0 - _ ' St8 (1" Ist.o 1` L 1 L t i . 1 i t t L\ 2 C�5t5� s(64',0 + (ow a 1`1 -tel{c 'CW\ NSS 0..`1/4K`/y 40-1‘„ p oM " 1-;SV6,4!-4 42S\ Li61.* \ z •\V -a JJJ (oo P\ � J 3 9 26 2007 NASPEC Project: TCRS-Ancillary Bldg Model: Roof Jst 1 01 Date: 10/27/2011 I 20.00 ft Section : 1000S162-54 Single C Stud (X -X Axis) Maxo = 3922.2 Ft -Lb Moment of inertia, I = 9.391 inA4 Loads have not been modified for strength checks Loads have not been modifled for deflection calculations Flexural and Deflection Check Mmax Mmax/ ' Mpos • . Bracing Ma(Brc) Span Ft -Lb Maxo Ft -Lb (in), . Ft -Lb Center Span .3000.0 0.765 3000.0 Full 3922.2 Distortional Buckling Check. . K -phi :Lm Brac Ma -d Mmax/ Span Ib-In/In . (In) Ft -Lb Ma -d Center Span 0.00 240.0 3364.1 0.892 Fy = 50.0 ksi Va = 1660.8 Ib Mpos/ Deflection Ma(Brc) • . (in) Ratio 0.765... 0:780 L/308 • Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft -Lb) Value Req'd ? No R1 600.0 5.50 996.2 1743.3 0.0 0.31 R2 600.0 1.50 627.2 1097.6 0.1 0.50 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M/Ma Unstiffen Stiffen R1 600.0 0.0 1.00 0.36 0.00 0.13 NA R2 600.0 0.1 1.00 0.36 0.00 0.13 NA 27 1 1 /C_, Project: TCRS-Ancillary Bldg Model: RJ02 1 1 1 1 r 1 2007 NASPEC Date: 10/27/2011 6.00 ft Sloped/Partial Loads 7 R1 Case 1 2 X1 ft 0.00 6.00 Section : 800S162-54 Single C Stud (X -X Axis) Maxo = 3065.9 Ft -Lb Moment of Inertia, I = 5.600 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Span Ft -Lb Left Cant. 1080.0 Center Span 1080.0 14.00 ft W(X1) ib/ft 60.0 20.0 Mmax/ Mpos Bracing '..• ` Ma(Brc) Maxo Ft -Lb (in) Ft -Lb 0.352 689.5 Full 3065.9 0.352 548.1 Full 3065.9 Distortional Buckling Check K -phi Lm Brac IOSpan Ib-in/in (in) Left Cant. 0.00 72.0 Center Span 0.00 168.0 Combined Bending and Web Crippling 1 1 1 1 1 1 1 Ma -d Mmax/ Ft -Lb Ma -d 2734.3 0.395 2734.3 ' 0.395 Reaction or Pt Load R1 R2 Load Brng P(Ib) (in) 577.1 1.00 62.9 1.00 Combined Bending and Shear Reaction or Vmax (ib) 360.0 62.9 Pt Load R1 R2 Within Span (Unstiffened) Span Left Cantilever Center Span Loc'n, X (ft) 6.00 6.00 Mmax (Ft -Lb) 1080.0 0.1 Pa Pn (Ib) (Ib) 1271.8 2098.5 574.6 1005.5 Unpunched M(X) V(X) (Ft -Lb) (Ib) -1080.0 -360.0 -1080.0 217.1 Va Factor 1.00 1.00 Intr. 0.15 0.13 VNa 0.17 0.03 X2 ft 6.00 20.00 Mmax (Ft -Lb) 1080.0 0.1 Loc'n, X (ft) 6.00 6.00 W(X2) Ib/ft 60.0 20.0 Fy=: 50.0 ksi Va =f-2091.3 Ib Mpos/ Ma(Brc) 0.225 0.179 M/Ma 0.35 0.00 Deflection (in) Ratio 0.274 U525 0.047 U3586 Intr. Value 0.46 0.06 Intr. Unstiffen 0.15 0.00 Punched M(X) V(X) (Ft -Lb) (Ib) -1080.0 -360.0 -1080.0 217.1 Stiffen Req'd ? No No Intr. Stiffen NA NA Intr. 0.15 0.13 28 2007 NASPEC ( 'roject: TCRS-ANCILLARY HDR Model: . 'LIR Date: 11/1 R1 4.50 ft Section : (2) 600S162-54 Boxed C Stud (X -X Axis) Maxo = 5054.2 Ft -Lb Moment of Inertia, 1= 5.721 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Fy = 50.0 ksi Va = 5645.8 Ib I O 1/2011 1 Unif Ld Ib/ftlir R2 Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 1316.2 0.260 1316.2 Full 5054.2 0.260 i.: 0.028 L/1899 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) - (Ib) (Ib) (Ft -Lb) Value Req'd ? R1 1170.0 1.00 1197.9 2096.3 0.0 0.51 No R2 1170.0 1.00 1197.9 2096.3 0.0 0.51 No ombined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M/Ma Unstiffen Stiffen R1 1170.0 0.0 1.00 0.21 0.00 0.04 NA R2 1170.0 0.0 1.00 0.21 0.00 0.04 NA 29 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ignirilsheet Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project Tci.S by IFSS.-J no. location TUK. l A, %.J A date t\ I\ o I V client 57 job no. 11.10Z4o L.,IJctl%.r1.R"1 i5`4:5(... pestG*- P�s'tS tN %iv IW pa.) c+.Q-t 13...0 b SCordry..4...1 VQ— HSS5x5x 3/9 a Co D. P = \�.3 esF H.. (''EE (4, X 1f9.3X V Gla tJ'T1 LCU Sc.41-6,4-+J '(a- (LetAfrix' -f A = pri k� 7 3�,Zcz, < oP\C'tl s RSS5xSX ;r9 tG41\07Vl.FVri..Q�riQ 3 PaS-t c�tif�.—� SAME A(2-r_LTCr. SC,¢�t��J •aqV.� ) L..e-4C o\�-cCaE ago 30 • ff Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 , . project TC9-S by A3SVZ sheet no. location -T.N.3 V---Nt.4 \ Lex i \NI b. date client ST job no. ANC% L L a VI 122.1.-0 Ct. DE. Cm't,1 C At -471 \_E'si T>e—S PEP.- P Ct% 'AL^ O. ca 1- 2.72-O s ys t (0.3 Pse \435 C)os-“ TIZz."2' ‘93 C.O. 4,1e16/ri.)( 2.* -1 (2.‘,74-1 2- CD 4'711' tz, DESIC.4.5 AVICAin-ACIDE.. St4L-E.F,N1 Tfc^1S .4'tSv" (4\ W4 t1/4 EMBECM2E.0 e..k‘N SE- t Sit -w, Aw c.4100... R.Lecfrizaz cts • % (7) 2;47:411 2. V1..,"•1 r. SASS_ Vti "Lt. (1/4k.'(`'Y' .6s DPIC31.• NE3'AS = 32'-'_' 1 1c 1 1 1 1 1 1 1 1 1 1 i 1 Anchor Calculations Anchor Selector (Version 4.6.0.0) Job Name : TCRS-Ancillary Screen WaII 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-05 Calculation Type : Analysis a) Layout Anchor : 3/4" Heavy Hex Bolt Number of Anchors : 4' Steel Grade: F1554 GR. 36 Embedment Depth : 8 in Built-up Grout Pads : No Date/Time : 11/10/2011 8:58:16 AM Cy2 syr Cyl c 4 ANCHORS 'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions : cx1:24in cx2 : 24 in cy1 : 24 in cy2 : 24 in bx1 : 1.5 in bx2:1.5in by1 : 1.5 in by2:1.5in sx1 : 9 in about:blank- I I/lWO l -,.. .., • MUyC`? Vu y Ka. O �y2 4 Mux "uax ey f e QZ by1 1 Ib .bx. 4 ANCHORS 'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions : cx1:24in cx2 : 24 in cy1 : 24 in cy2 : 24 in bx1 : 1.5 in bx2:1.5in by1 : 1.5 in by2:1.5in sx1 : 9 in about:blank- I I/lWO l r. syr:gin WARNING: EXCESS BEARING PRESSURE! Calculated bearing pressure is 4023.85 psi and exceeds the permissible bearing stress of 4) Fp per ACI 318 Section 10.17. Designer must exercise own judgement to determine if this design is suitable. b) Base Material Concrete : Normal weight fc : 4000.0 psi Cracked Concrete : Yes `Fox : 1.00 Condition : B tension and shear 4Fp : 2210.0 psi Thickness, ha : 24 in Supplementary edge reinforcement : No c) Factored Loads Load factor source ACI 318 Section 9.2 Nua .: 0 lb `Vuax': 0 lb Vuay : 1950 Ib Mux : 23500 Ib*ft Muy : 0 Ib*ft e : 0 in e:0in Moderate/high seismic risk or intermediate/high design category : No Apply entire shear load at front row for breakout : No d) Anchor Parameters Anchor Model = HB75 do = 0.75 in Category = N/A hef = 7.25 in hmin = 8.75 in cac = 10.875 in cmin = 4.5 in smin = 4.5 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 N ual = 463.00 Ib Anchor #2 N ua2 = 463.00 Ib Anchor #3 N ua3 = 13905.00 Ib Anchor #4 N ua4 = 13905.00 lb Sum of Anchor Tension ENua = 28736.01 Ib ax = 0.00 in ahout:blank 1 1/1( 01 I 1 a = 1.19 in e'Nx = 0.00 in e'Ny = 4.21 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: 1 Anchor #1 V uai = 487.50 Ib (V ua1x = 0.00 Ib , V ualy = 487.50 Ib ) Anchor #2 V ua2 = 487.50 Ib (V ua2x = 0.00 Ib , V ua2y = 487.50 Ib ) 1 Anchor #3 V ua3 = 487.50 Ib (V ua3x = 0.00 Ib , V ua3y = 487.50 Ib ) Anchor #4 V ua4 = 487.50 Ib (V ua4x = 0.00 Ib , V ua4y = 487.50 Ib ) Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 1950.00 Ib e'vx=0.00 in 1 e'vy=0.00 in . 4) Steel.Streng'th of Anchor in Tension [Sec. D.5.1] 1 Nsa = nA se.futa. [Eq. D-3] Number of anchors acting in tension, n = 4 1 Nsa = 19370 Ib (for each individual anchor) = 0.75 [D.4.4] 1 D 4)Nsa = 14527.50 Ib (for each individual anchor) J 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] tNcbg = ANc'ANcotijec,N'ed,N1Pc,NtPcp,NNb [Eq. D-5] 1 1 1 1 1 1 1 1 Number of influencing edges = 0 hef=7.25 in ANCO = 473.06 in2 [Eq. D-6] ANc = 945.56 in2 `t'ec,Nx = 1.0000 [Eq. D-9] `t'ec Ny = 0.7209 [Eq. D-9] `t'ec,N = 0.7209 (Combination of x-axis & y-axis eccentricity factors.) g'ed,N 1.0000 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 Tc,N = 1.0000 [Sec. D.5.2.6] 'cp,N = 1.0000 [Eq. D-12 or D-13] Nb = kca. -\,l f ' c heft .5 = 29631.13 Ib [Eq. D-7] about:blank 'l 1 /I (.$4'0I l kc = 24 [Sec. D.5.2.6] Ncbg = 42697.70 Ib [Eq. D-5] = 0.70 [D.4.4] 4Ncbg = 29888.39 Ib (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] No = 8Abrgf 'c [Eq. D-15] Abrg = 0.9110 int Non ='I'c,PNP [Eq. D-14] c,P = 1.0 [D.5.3.6] . Non = 29152.00 Ib = 0.70 [D.4.4] 4) Non = 20406.40 Ib (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete 'side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = n0.6A se futa [Eq. D-20] Vsa = 11625.00 Ib (for each individual anchor) (I) = 0.65 [D.4.4] Vsa = 7556.25 Ib (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x -direction... Vcbgx = ' vcx/Avcojec,V'l'ed,V'Tc,V Vbx [Eq. D-22] cal = 16.00 in (adjusted for edges per D.6.2.4) Avcx = 1368.00 in2 Avcox = 1152.00 in2[Eq. D-23] 't'ec,v = 1.0000 [Eq. D-261 `t'ed,V = 1.0000 [Eq. D-27 or D-28] 'Yc,V = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/ do )O.2 dok.V f c(ca1)1.5 [Eq. D-24] about:hlank 1 111(15201 1 t1 1 1 1 1 1 1 10 1 1 1 1 1 1 1 1 le = 6.00 in Vbx = 37192.61 lb Vcbgx = 44166.22 Ib [Eq. D-22] = 0.70 4Vcbgx = 30916.36 Ib (for the anchor group) In y -direction... Vcbgy = Avcy/Avcoy''ec,VPed,V''c,V Vby [Eq. D-22] cal = 16.00 in (adjusted for edges per D.6.2.4) Avcy = 1368.00 in2 Avcoy 1152.00 in2 [Eq. D-23] `t'ec,V = 1.0000 [Eq. D-26] tljed,V 1.0000 [Eq. D-27 or D-28] To/ = 1.0000 [Sec.b.6.2.7] Vby = 70e/ do P2.4 J d0X 4 f c(ca1)1.5 [Eq. D-24] le = 6.00 in Vby = 37192.61 Ib Vcbgy = 44166.22 Ib [Eq. D-22] = 0.70 4Vcbgy = 30916.36 Ib (for the anchor group) Case 2: Anchor(s) furthest from edge checked against total shear Toad In x -direction... Vcbgx = Avcx/AvcoxTec,VPed,VPc,V Vbx [Eq. D-22] cal = 16.00 in (adjusted for edges per D.6.2.4) Avcx = 1368.00 int Avcox = 1152.00 in2 [Eq. D-23] `t'ec,V = 1.0000 [Eq. D-26] gjed,V 1.0000 [Eq. D-27 or D-28] = 1.0000 [Sec. D.6.2.7] vox = 70e/ do )0.2 .`1 do'` .\°1 f c(c21)1.5 [Eq. D-24] Ie= 6.00 in Vbx = 37192.61 Ib Vcbgx = 44166.22 Ib [Eq. D-22] about:blank 11,'1C'O11 = 0.70 (I)Vcbgx = 30916.36 Ib (for the entire anchor group) In y -direction... Vcbgy = Avcy/Avcoyg'ec,V`I'ed,V`t'c,V Vby [Eq. D-22] cal = 16.00 in (adjusted for edges per D.6.2.4) Avcy = 1368.00 in2 Avcoy = 1152.00 in2 [Eq. D-23] `t'ec,V = 1.0000 [Eq. D-26] kl'ed,V 1.0000 [Eq. D-27 or D-28] `Yc,V = 1.0000 [Sec. D.6.2.7] Vby = 70e/ do )0.2 doh J f c(ca1)1.5 [Eq. D-24] Ie=6.00 in Vby = 37192.61 Ib Vcbgy = 44166.22 Ib [Eq. D-22] = 0.70 = 30916.36 Ib (for the entire anchor group) �Vcbgy 0 Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge Vcbgx = Avcx/Avcox`Yec,V`t'ed,V`t'c,V Vbx [Eq. D-22] cal = 16.00 in (adjusted for edges per D.6.2.4) Avcx = 1368.00 in2 Avcox•1152.00 in2 [Eq. D-23] `t'ec,V = 1.0000 [Eq. D-26] `f'ed,V. = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vbx = 70e/ do )O.2 doh f c(ca1)1.5 [Eq. D-24] le = 6.00 in Vbx = 37192.61 Ib Vcbgx = 44166.22 Ib [Eq. D-22] Vcbgy = 2 * Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 88332.45 Ib abo ut:blank • tI/1C fi1i 1 4=0.70 1 4Vcbgy = 61832.71 Ib (for the anchor group) Check anchors at cy1 edge 1 Vcbgy = ' vcy/AvcoyPec,VTed,VTc,v Vby [Eq. D-22] cal = 16.00 in (adjusted for edges per D.6.2.4) 1 Avcy = 1368.00 in2 IAway = 1152.00 in2 [Eq. D-23] `t'ec,V = 1.0000 [Eq. D-26] 1 g'ed,V = 1.0000 -[Sec: D.6.2.1(01 `t'c,V = 1.0000 [Seca D 6.2.7] 1 Vby = 70e/ do )0.2 .. j doX 4 fc(ca1)1.5 [Eq. D-24] Ie= 6.00 in :,: 1 Vby = 37192.61 'lb Vcbgy = 44166.22 Ib [Eq. D-22] 1 Vcbgx = 2 * Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 88332.45 Ib 1(2) 4=0.70 (1)Vcbgx = 61832.71 Ib (for the anchor group) 1 Check anchors at c2 edge Vcbgx = Avcx/AvcoxPec,V4'ed,V4'c,V Vbx [Eq. D-22] cal = 16.00 in (adjusted for edges per D.6.2.4) 1 Avcx =1368.00 in2 Avcox = 1152.00 int [Eq. D-23] 1 `t'ec,V = 1.0000 [Eq. D-26] `t'ed,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] 1 Tc,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/ do )O.2 tij doX.N1 fc(ca1)1.5 [Eq D-24]. 1 1e=6.00 in Vbx = 37192.61 Ib 1 Vcbgx = 44166.22 Ib [Eq. D-22] ( Vcbgy = 2 * Vcbgx [Sec. D.6.2.1(c)] I ( ahr .it:blank 1 I/103 r,1 c = 88332.45 Ib Vcbgy =0.70 Vcbgy = 61832.71 Ib (for the anchor group) Check anchors at cy2 edge Vcbgy = Avcy/AvcoyPec,VPed,VPc,V Vby [Eq. D-22] cal = 16.00 in (adjusted for edges per D.6.2.4) Avcy = 1368.00 in2 Avcoy = 1152.00 in2 [Eq. D-23] `t'ec,v = 1.0000 [Eq.: D-26] Ped,V = 1.000.0 [Sec. D.6.2.1(c)] = 1.0000,[Sec. D.6.2.7] Vby = 7(Ie/ .do'.)°'? ,/ doh' 4 f c(ca1)1.5 [Eq. D-24] Ie = 6.00 in " Vby = 37192.61 Ib Vcbgy = 44166.22 Ib [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1(c)] 0 Vcbgx = 88332.45 Ib = 0.70 4Vcbgx = 61832.71 Ib (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] Vcpg = kcpNcbg [Eq. D-30] kg) = 2 [Sec. D.6.3.1] e'vx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e'Vy = 0.00 in (Applied shear Toad eccentricity relative to anchor group c.g.) Pec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) 1.0000 [Eq. D-9] (Calulated using shear Toad eccentricity) Pec,Ny = Pec,N' = 1.0000 (Combination of x-axis & y-axis eccentricity factors) Ncbg = (ANca/ANc)(kPec,N'/ Pec,N)Ncbg Ncbg = 42697.70 Ib (from Section (5) of calculations) ANc = 945.56 in2 (from Section (5) of calculations) ANca = 945.56 in2 (considering all anchors) ahout:bkmk 1 �L) Vcpg = 118454.06 Ib 1 = 0.70 [D.4.4] (I)Vcpg = 82917.84 Ib (for the anchor group) 1 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.9572 - Breakout : 0.9614 - Pullout : 0.6814 1 - Sideface Blowout : N/A Shear - Steel : 0.0645 - Breakout (case 1).; 0.0315 - Breakout (case 2) : 0.0631 1 - Breakout (case 3) : 0.0158 - Pryout : 0.0235 V.Max(0.06) <= 0.2 and T.Max(0.96) <= 1.0 [Sec D.7.1] Interaction check: PASS 10 Use 3/4" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 8 in. embedment `I'ec,N = 0.7209 (from Section(5) of calculations) Ncbg = 59227.03 Ib (considering all anchors) 1 1 1 1 1 IC ahooni:hinnk 'I'll] Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 2:11't ( Ri c) ) Es 14. sT 1 project TSS by13sv location TV tFW\W date \\ho'\\ client ST sheet no. job no. \\VZ Z -(o 41 1 1 1 1 1 IG 1 1 1 1 1 1 i� 1 1 Consulling Engineers 160; Finn Avenue, Suite ;600 Se8711e, WA 98(07 (206) 6225822 ta; (206/ 622.8190 3. Stair Canopy Tukwila Sounder• Station (111026) 42 0 • Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 Project `t'G?--S by 3,s6-.1 location? U K\Nj \L L1, date \> ,`i 1 It sheet no. 1 client S'C C�,N�P� ATS STA\� job no. b1_ = 35 (AQEA 4 6Aoo L IPSF' L\V E '3o PSF SEIt-\�L N01,4 - R v 1 '%"112-•.) -r 5't'R-...Kn--+ F w' 195G Svp .9 % .A PoSSAD GS = R Z o 1,4 E-(2-77 T?E : I.v �oct�PoNc —T -?E. it) ta_ �.3co9 W • S2_ - - 43 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 MConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project 'TSS by CAN location client date y/Ia / Do sheet no. job no. kifoaco STh\R CF\No N — W+Nt Lodi N(� CotS' [t u-) +1\4D SCREEN 116 SIGN PREkSTF\Nfo+LVC) v u." o ooacf° 4lelt kd vLz (.ao (r_xp c, tix ao r�) kr = I.O kd o - 8C V 8S mph iv, • o.00aS-(0(o.go)(f.6)(o.BS) (6S -)L (1.0) ILLI PSF P chGCF (1 = o -8S (AscuMEp 14( t) cc 1,9s (s/h e/s - y P = (01,1 Fsr_)(o.9-)(I.Ls-) P 11L Psi L %` P' ao rsr To jNcc.0 nrr Foe Pe,sstBus- PizssSUP,E GutLp'vP CSGTWEFN W 1N1) SCRtcENS• 44 SAP2000 5/18/12 8:55:43 SAP2000 v15.1.0 - File:111026.16 TCRS Stair Canopy04162012 - 3-D View - Kip, in, F Units 45 SAP2000 4/17/12 9:02:31 TRI8uTA RY ak) 1.A1 l%DS — SPUTOsr„1 WIN b GdRTS _•NNN\N so atm' 1 SAP2000 v15.1.0 - File:111026.16 TCRS Stair Canopy04162012 - Frame Distributed Loads (WIND -Y2) - K6, in, F Units C SAP2000 4/17/12 8:43:25 Man/0N I\RY W1N0 LQpbS - NORTH S%% a WINQ GIR-T3 SAP2000 v15.1.0 - File:111026.16 TCRS Stair Canopy04162012 - Frame Distributed Loads (WIND -Z) - Kip4�n, F. Units SAP2000 5/18/12 9:01:33 SP/1/4¼P( STRESSES - root siitEsses FRPoikE 1C1R25.21 11:10.2.5.5 W10XIW vc w28. r11.14 w31 MI L464. tm-pwor 1C12/25 S 100,25 S WilX17 mtox28.5 • Wlf-1412 Ca, 510517 1[10028A7 :771 WIOX17 MEICX25.S 111IOX28.5 "4! Vt3X 17 WO" 1z 510517 WIDX:7 `42 KCJW25.§ .TIOX205' SAP2000 v15.1.0 - File:111026.16 TCRS Stair Canopy04162012 - X -Y Plane @ Z=252 - Kip, in, F Units 48 SAP2000 5/18/12 9:05:14 tATAARN '6ST LS cT70t4 - tikx DEFLe_crtotsiS PA NAMS 1'31: 0-510 'OK am.* 0.32" 7 J W1),11 W 11:1X17 14::0 17 m_rox28.6 110)..17 &D.L "1" * '3L/B(03 0.F : C W !US !!7. X 2 . lex28.", c7-3. wox.;1! 14:D17 L . _ • iox28,W SAP2000 v15.1.0 - File:111026.16 TCRS Stair Canopy04162012 - X -Y Plane @ Z=252 - Kip, in, F Units 49 1 1 1 1 1 1 1 1 1 1 1 1 1 1 •Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TS by t) sheet no. location TVy-.UJM\ , VJf\ date y / n ias,lk client ' job no. (' t oa_ko SA1R CF p— - MFPV\(3FR bF-StGN • WtNit) GIRT Mf\X Lob 130 LEN(I-N = " s'r LE f r �•L, (.130ts(Fr) (cOWSER INTI - aog SIFT 'A W� Lz/Yi p MV (Roe LBIFT)(11 F1)i/C7 Nov : 39.5 IN-IGtP $ f\A, Fs/ � ?_ Nt� .q) (5o Ks?y ? '9.0 Iy-to zy . 0.8y I43 L wto oK (y p,8o INI) `'/i (00 U Pr quo 0.3(01 19 pw 51/4.1/40-4/3z4 E=y<_ dttisX s( 130 Lb'/s-r)(U PT-)' 384 {7000 v0'iy Tj '-1 2 tr4 L, (r.o i l s EP -V KTI E- w I NISI L(AI:s) 50 ��Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 tax (206) 622-8130 project TCR -S by',S'•.) location TvY-i--I1t.A ,wA date 14Z61%\ sheet no. client ST 51-0M2- - job no. 1\1oZto. DCS\caN_GoNNEC.^f.toNS__ to ( ti+N LIT ``7l ' /j't •S" "- 4> 4> \�=-i tr' - < .,. "7/e'Hu�-s �� t'(sl x�oY. ►'-'i' Fti 40.Sl(1:2513n 5►31„A �b L ' J•1 3')/5,‘3 , ss' 4 o.° r3 4o4,�� 0,C -o.`1 11\1Ex.r> cF p. -T4 sw sz�� (t)t) } (5)(,)-A c -D . Y F.w. qLL \33.3 %4" E •w . Htr, A(z.o-'- e:'L4.— i Mu `1 1•,S 4- (1)(2' 1:5\ SZ%� 51 1 1 1 1 1 41 1 1 1 1 1 10 1 1 1 1 1 1, 1 1 II• Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TC -g -s by BS' - location Tu\-'.. L ,wca client ST date ‘c, 12Co�1 \ sheet no. ST4l� Onto? i job no. 66 f _1>E5\C 14et.1'EN W1.it•JEC.Te.J G376J►J H4S1 GOA.. CR 09-0 'P_t.s^t i fNe.. -(k ora J 1-1,\: O.'\cSl3,> °Ciit.) 0.25211 >0.5 (,o..3) (')(t) -, 1 -(o'? et Beg 3061\ Mfg3,V4% .. irV��F.W. • Yom' I WELD o�`i 3'Nq" t1 of ttN 'A) V305‘..-‘4 { 1• • 52 044 . r/ ■ Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TGV -S by SS\NI sheet no. location ZUKWw. is r\r,3 p\ date \\ 1 15 L\ \ client ST job no. \\\ oZb eNTirt ScA Va- C No py F'Ie c,G t2. iL irP,S�\q t_ n 4-s'4r Ezra -mac a« w� n PSG-c�- VAk = mast-_"" yIa,a itv• "P 3., .\ t« -wap r r\x o,a‘ N C Vo,` Zg s C:•`&11,-‘ L k•0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SAP2000 4/17/12 9:28:41 sks REAcrte;N S ( WORST CASE t) SAP2000 v15.1.0 - File:111026.16 TCRS Stair Canopy04162012 Joint Reactions (.9D+E04) - Kip, in, Fkdnits www.hilti.us -'mpany: KPFF cifier: CMD `;-..,dress: Phone I Fax: E -Mail: 1 Profis Anchor 2.3.0 Page: 1 Project: TSS Sub -Project I Pos. No.: 111026 Date: 4/17/2012 Specifier's comments: smiFt CANON At k.EIORS 1 Input data Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36 314 Effective embedment depth: het = 12.000 in. Material: ASTM F 1554 1 i Proof: design method ACI 318 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: • Ix x ly x t = 16.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Square HSS (AISC); (L x W x T) = 10.000 in. x 10.000 in. x 0.250 in. Base material: cracked concrete, 4000, fc' = 4000 psi; h = 48.000 in. Reinforcement: tension: condition A, shear: condition A; anchor reinforcement: tension, shear edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) yes (D.3.3.6) Geometry [in.) & Loading [Ib, in.Ib] 9 • z 0 4.5 , 0 L, 1 1 1 CAE PIOltD$b AReivNO ANc To pREV ENA' C . t_RvTE 13RF RVQ ovr 1 0 • Input data and results roust be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG. FL -9494 Schwan Hilti is a registered Trademark of Hilti AG, Schaan 1 55 1 www.hilti.us Profis Anchor 2.3.0 -�mpany: •cifier: Phone I Fax: E -Mail: KPFF CMD Page: Project: Sub -Project I Pos. No.: Date: 2 TSS 111026 4/17/2012 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2 3 4 2398 2398 2398 2398 699 699 699 699 max. concrete compressive strain: max. concrete compressive stress: • resulting tension force in (x/y)=(0.000/0.000): resulting compression force in (x/y)=(0.000/0.000): • 3 Tension Toad 698 698 698 698 - [%o] - [psi] 9590 [Ib] 0 [Ib] Load Nua [Ib] Steel Strength* 2398 • Pullout Strength' 2398 Concrete Breakout Strength"' N/A 1c on Side -Face Blowout, direction y-" 4795 '~'anchor having the highest loading **anchor group (anchors in tension) 'Tension Anchor Reinforcement has been selected! 3.1 Steel Strength Nsa = n Ase,N fula 5 Nstoal > Nua ACI 318-08 Eq. (D-3) ACI 318-08 Eq. (D-1). Variables n A50,N [in.2] fma [psi] 1 0.33 58000 Calculations N5a [Ib] 19372 Results Nsa Ilbl 4steel 19372 0.750 Nsa [Ib] Nua [Ib] 14529 2398 45 45 45 45 Tension x 02 Capacity On [Ib] Utilization ON = Nua/4Nn Status 14529 17 OK 6122 N/A 14488 40 N/A 34 OK N/A OK Input data and results must be checked for agreement with the existing conditions ano for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 56 1 www.hilti.us Profis Anchor 2.3.0 rnpany: KPFF Page: 3 cifier: CMD Project: TSS .dress: Sub -Project I Pos. No.: 111026 Phone I Fax: ] Date: 4/17/2012 1 E -Mail: 3.2 Pullout Strength Nph = We"p Np ACI 318-08 Eq. (D-14) t Na = 8 Aar, f', ACI 318.-08 Eq. (D-15) ty Np„>_ Nua ACI 318-08 Eq. (D-1) Variables I Wc.p Abrg [in.z 1 fa [psi] 1.000 0.91 4000 Calculations ' Np [Ib] 29152 Results Nprt [Ib] 4)concieto t)soisrnic 4)nonductilo + Npn [Ib] Nua [Ib1 I 29152 0.700 0.750 0.400 6122 2398 3.3 Concrete Side -Face Blowout, direction y - Nap Nsb = 160 ca, NO—NT-„, y X ACI 318-08 Eq. (D-17) Nsbg = ['group Nub ACI 318-08 Eq. (D-18) 4 Nsbg a N. ACI 318-08 Eq. (D-1) CLgroup = (i + 6Scat) see ACI 318-08, Part D.5.4.2 Eq. (D-18) 1 \ Variables ) cal [in.] ca2 [in.] Abrg [in.z] l fc [psi] s [in.] 4.500 0.91 1 4000 13.000 Calculations ['group Nsb [Ib] 1.481 43463 Results Nsbg [Ib] ¢concrote 4)soismic 4)nonductltu 4) Nsbg [Ib] Nua•odgo [ib] 64390 0.750 0.750 0.400 14488 4795 1 1 1 1 1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schwan Hilti is a registered Trademark of Hilti AG, Schaan 57 www.hilti.us Profis Anchor 2.3.0 ' �mpany: cifier: ' jdress: Phone I Fax: E -Mail: KPFF Page: 4 CMD Project: TSS Sub -Project 1 Pos. No.: 111026 Date: 4/17/2012 4 Shear Toad Load Vua [Ib] Capacity sVn [Ib] Utilization Dv = Vaal4)Vn Status Steel Strength' 699 7555 10 OK� Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength" 2796 14099 20 OK Concrete edge failure in direction "1 N/A N/A N/A N/A * anchor having the highest loading "anchor group (relevant anchors) t Shear Anchor Reinforcement .has been selected! 4.1 Steel Strength Vsa = n 0.6 Ase,v luta Vsteel > Vua ACI 318-08 Eq. (D-20) ACI 318-08 Eq. (D-2) Variables n Asa,v [in.2] luta [psi] 1 0.33 58000 Calculations Vsa [Ib] 11623 Results Vsa [Ib] Vsa [Ib] Vua [Ib] 11623 0.650 7555 _ 699 4.2 Pryout Strength Ir 1/_ANc 1j 1 AV, cp9 — kcp L \ANc9 / Wec.N 41od.N t)Ic.N Wcp.N Nb J Y'Vcpg2Vua ANc sec ACI 318-08, Part D.5.2.1, Fig: RD.5.2.1(b) ANco = 9 hai . 1 Wec.N 1+2eN 51..0 She! `iod.N = 0.7 + 0.3--a.min 5 1.0' 0.3(—lc Wco.N = MAX ca�tn;,, 1.5hbt 5 1.0 Cac Cac Nb=16xJch�� Variables kcp hat [in.] ec1.N [in.] 2 12.000 0.000 yc.N Cac [in.] kc 1.000 16 Calculations ANc [in.2] 882.00 Zesults Vcpg [Ib] 67140 ANco [in.2] 1296.00 4)concrole 0.700 ACI 318-08 Eq. (D-31) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (0--11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-8) ec2.N [in.] Ca,min [in.] 0.000 • Wect,N 1.000 Wec2;N 1.000 4.500 fc [psi] 4000 Wod.N 0.775 4rcp,N 1.000 t[tseismic 4)nonductilo 4, Vcpg [Ib] Vua [Ib] 0.750 0.400 14099 2796 Nb [Ib] 63648 Input data and results must bo checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003.2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan 58 www.hilti.us l�nmpany: KPFF t cifier: CMD ...:dress: Phone I Fax: E -Mail: Profis Anchor 2.3.0 Page: 5 Project: TSS Sub -Project I Pos. No.: 111026 Date: 4/17/2012 5 Combined tension and shear Toads 0.392 linv = (in + (iv <= 1 0.198 Utilization iiN.V [°7oj Status 5/3 28 OK 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • • Condition A applies when supplementary reinforcement is used. Them factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c). • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, 0, E or F is given in ACI 318-08 Appendix D, Part D.3.3.4 this requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "non-structural components" as defined in ASCE 7, Section 13.4.2. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out -of -plane forces" as defined in ASCE 7, Equation 12.11-1 or Equation C12.14-10. ..It is the responsibility of the user when inputting values for brittle reduction factors (�nundacula) different than those noted in ACI 318-08, Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the governing building code. Selection of 4nonductile = 1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318-08, Part D.3.3.3. The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI -318-08, Part D.5.2.9 for information about Anchor Reinforcement. • The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI -318-08, Part 0.6.2.9 for information about Anchor Reinforcement, • Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Anchor calculations. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and fur plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt' AG, FL -9494 Schaan H'Iti is a registered Trademark of Hilti AG, Schaan 59 1 1 1 1 1 1 1 1 1 1 C. 1 www.hilti.us rnmpany: ( oilier: Phone I Fax: E -Mail: Profis Anchor 2.3.0 KPFF CMD Page: Project: Sub -Project 1 Pos. No.: Date: 6 TSS 111026 4/17/2012 7 Installation data Anchor plate, steel: - Profile: Square HSS (AISC); 10.000 x 10.000 x 0.250 in. Hole diameter in the fixture: d, = 0.813 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Cleaning: No cleaning of the drilled hole is required y 8.000 1 1 1 1 1 1 1 1 Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36. 3/4 Installation torque: -0.009 in.lb Hole diameter in the base material: - in. Hole depth in the base material: 12.000 in. Minimum thickness of the base material: 14.000 in. 8.000 1.500 13.000 (7' O O 0 _Coordinates Anchor in. Anchor x Y c.x C+x C -y C+y 1 2 3 4 -6.500 6.500 -6.500 6.500 -4.500 -4.500 4.500 4.500 4.500 13.500 4.500 13.500 13.500 4.500 13.500 4.500 Input data and results must be checked for agreement with the existing conditions and for plausibility! Pl2OFIS Anchor (c ) 2003-2009 Ililti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1.500 • 60 O O O 0 0 0 •-_ f www.hilti.us Profis Anchor 2.3.0 •Impany: KPFF cifier: CMD --_dress: Phone I Fax: E -Mail: Page: 7 Project: TSS Sub -Project I Pos. No.: , 111026 Date: 4/17/2012 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003.2009 Hdti AG, FL -9494 Schaan H lb is a registered Trademark of liilti AG. Schaan 61 1 1 1 1 1 1 1 1 1 Ic 1 1 1 1 1 1 1 1 1 ((SAP2000 4/17/12 9:28:20 BASE RFRe-i`t* s (WORST CV€E: .11) SAP2000 v15.1.0 - File:111026.16 TCRS Stair Canopy04162012 - Joint Reactions (.9D+E02) - Kip, in, F62nits . www.hilti.us company: KPFF cifier: CMD .dress: Phone I Fax: E -Mail: Profis Anchor 2.3.0 Page: 1 Project: TSS Sub -Project 1 Pos. No.: 111026 Date: 4/17/2012 Specifiers comments: Sn11R CA 0P`t RNtti6,4 1 Input data Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36 3/4 Effective embedment depth: hot = 12.000 in. Material: ASTM F 1554 Onsizzoc==== Proof: design method ACI 318 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: Ix x ly x t = 16.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Square HSS (AISC); (L x W x T) = 10.000 in. x 10.000 in. x 0.250 in. Base material: cracked concrete, 4000, fb' = 4000 psi; h = 48.000 in. Reinforcement: tension: condition A, shear: condition A: anchor reinforcement: tension, shear edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) yes (D.3.3.6) Geometry [in.] & Loading [Ib, in.Ib] Z 0 4.5 9 I r' L GIk4E 1► •11 Dab Niztw cp ANC FORS 1n PREyWr ceNe-RSTeEiR.i l K - oto' 7.60 Y. x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor 1 c 12003-2009 Hilti AG, FL -9494 Schaan Iiilti is a registered Trademark of Hilti AG. Schwan 63 1 ' www.hilti.us company: ;;iffier: dress: Phone I Fax: E -Mail: Profis Anchor 2.3.0 KPFF Page: 2 CMD Project: TSS Sub -Project I Pos. No.: 111026 Date: 4/17/2012 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lbj I Tension force: (+Tension, -Compression) Anchor Tension force. Shear force Shear force x Shear force y 1 2068 728 -723 90 2 2068 728 -723 90 I 3 2068 728 -723 90 4 2068 728 -723 90 1 lE max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 8270 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension Toad 03 �•; t> Tension x <14 01 CJ Load N„a [Ib] Capacity 4,N„ [Ib] Utilization JIN = Nua/4N„ Status Steel Strength* 2068 14529 15 OK {' Pullout Strength" 2068 6122 34 OK Concrete Breakout Strength"' N/A N/A N/A N/A oncrete Side -Face Blowout, direction x-" 4135 13039 32 OK / anchor having the highest loading **anchor group (anchors in tension) ' Tension Anchor Reinforcement has been selected! ' 3.1 Steel Strength Nsa = n Asa,N ftna ACI 318-08 Eq. (D-3) th Nstucl Nua ACI 318-08 Eq. (D-1) IVariables n Ase.N [in.2] foto [psi] 1 0.33 58000 I Calculations Nsa [Ib] --19372 u- II Results Nsa [lb] steal 19372 0.750 1 1 1 1 4, Nsa [lb] Nua [lb] 14529 2068 I Input data and results must be checked for agroement with the existing conditions and for plausibility! PRUFIS Anchor ( c ) 2003-2009 Hilt' AG, FL 9494 Schaan Hilti isa registered Trademark of Hilti AG, Schaan 64 1 www.hilti.us Profis Anchor 2.3.0 nmpany: KPFF Page: 3 tdrier: CMD Project: TSS `..:_dress: Sub -Project I Pos. No.: 111026 Phone I Fax: I Date: 4/17/2012 E -Mail: 1 3.2 Pullout Strength NpN = ye,, Np ACI 318-08 Eq. (D-14) I Np = 8 Abtg f, ACI 318-08 Eq. (D-15) NpN a Nap ACI 318-08 Eq. (D-1) Variables f Wc.p__ Abrg [In•21 tc [psi] 1.000. 0.91 4000 Calculations --N',Db[ 29152 Results Npn [lb] concrete (i)seismic tpnonductila • Npn [Ib] Nua [Ib] 1 29152 0.700 0.750 0.400 6122 2068 3.3 Concrete Side -Face Blowout, direction x- N5b = 160 catr9n VT, ACI 318-08 Eq. (D-17) Nsbg = Glgroup Nsb ACI 318-08 Eq. (D-18) t} Nsbg a N. ACI 318-08 Eq. (D-1) rl group = (1 + d7;) see ACI 318-08, Part D.5.4.2 Eq. (D-18) 1 CVariables �] cat [in.] cat [in.] App, [in.2] n f', [psi] s [in.] 4.500 '4.500 0.91 1 4000 9.000 Calculations agroup Nsb [Ib] 1.333 43463 Results Nsny [Ib] tconcrote seismic (1)nenductilo SNsbg [IN Nua,odye lib] 57951 0.750 0.750 0.400 . 13039 4135 1 1 1 1 1 1 Input data and results roust be checked for agreement with the existing conditions and for plausibility! P12O1IS Anchor ( c )2003.2009 I lilti AG. FL -9494 Schwan I lilt' is a registered Trademark of Hilti AG. Schwan 65 www.hilti.us �r'impany: ( cifier: Phone I Fax: E -Mail: Profis Anchor 2.3.0 KPFF Page: 4 CMD Project: , TSS Sub -Project I Pos. No.: 111026 Date: 4117/2012 4 Shear Toad Load Vua [Ib] Capacity 4,V„ [Ib] Utilization j3v = V„a4Vn Status Steel Strength* 728 7555 10 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength" 2912 13343 22 OK Concrete edge failure in direction "1 N/A N/A N/A N/A ' anchor having the highest loading `*anchor group (relevant anchors) 1 Shear Anchor Reinforcement has been selected! 4.1 Steel Strength Vsa = n 0.6 Aso.v luta Vsteet Vua ACI 318-08 Eq. (D-20) ACI 318-08 Eq. (D-2) Variables n Ase,v [in.2] futa [Psi] 1 0.33 58000 Calculations V55 [Ib] 11623 Results Vsa [lb]4>steei 4, Vsa [Ib] Vua [lb] () 11623 0.650 7555 728 4.2 Pryout Strength AN. 1 Vcpy = kcp [(ANCU) Voc,N 4 ou,N 1yc,N `1cp.N Nb] ACI 318-08 Eq. (D-31) N Vcpy >_ Vila 1111 ACI 318-08 Eq. (D-2) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 hot ACI 318-08 Eq. (D-6) 1 l'fecN = (1 + 2 eN) 5 1.0 ACI 318-08 Eq. (D-9) ` 3 hef / t!,a,,,N = 0.7 + 0.3 (� h n) < 1.0 ACI 318-08 Eq. (D-11) 1 .5hof 1Ucp.N = MAX(Ca—min 1.5h0) 5 1.0 ACI 318-08 Eq. (D-13) bac C No = kc i, V Ni 5 ACI 318-08 Eq. (D-7) Variables kCo 2 hat [in.] ec1,N [in.] ec2,N [in.] Ca,min [in.] +1)c,N 1.000 Calculations Af.c [in.2) 4.333 0.000 0.000 4.500 eac [in.] kc i fc [psi] 432.00 'esults Vc.,y [lb] 63539 24 1 - 4000 ANco [in.`] 14oc1,N 11/oc2.N weo,N wcp.N Nu [lb] 169.00 1.000 1.000 0.908 1.000 13692 4)concreto v+saismi� ¢i,onduetiie j Vcp9 [Ib] Vea [Ib] 0.700 0.750 0.400 13343 2912 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2.003-2009 Iiilti AG, FI -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 66 1 www.hilti.us Profis Anchor 2.3.0 � I �mpany: KPFF Page: 5 .prier: CMD Project: TSS �1. _Dress: Sub -Project 1 Pos. No.: 111026 Phone I Fax: I Date: 4/17/2012 1 E -Mail: 5 Combined tension and shear Toads ON (iv i; Utilization jiN.v raj Status I 0.338. 0.218 5/3 25 OK A 1 6 Warnings I • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The (A factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c). • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E er F is given in ACI 318-08 Appendix D, Part D.3.3.4 this requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, Part 0.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of 0.3.3 for applications involving "non-structural components" as defined in ASCE 7, Section 13.4.2. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out -of -plane forces" as defined in ASCE 7, Equation 12.11-1 or Equation C12.14-10. it is the responsibility of the user when inputting values for brittle reduction factors (ynonducule) different than those noted in ACI 318-08, Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the governing building code. Selection of Qnonductilo = 1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318-08, Part D.3.3.3. • The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI -318-08, Part D.5.2.9 for information about Anchor Reinforcement. • The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI -318-08, Part D.6.2.9 for information about Anchor Reinforcement. • Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Anchor calculations. Fastening meets the design criteria! 1 1 1 1 1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Nilli is a registered Trademark of HOU AG, Schaan 67 • 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 www.hilti.us (;'•orppany: .Iffier: .caress: Phone I Fax: E -Mail: Profis Anchor 2.3.0 KPFF CMD Page: Project: Sub -Project I Pos. No.: Date: 6. TSS 111026 4/17/2012 7 Installation data Anchor plate, steel: - Profile: Square HSS (AISC): 10.000 x 10.000 x 0.250 in. Hole diameter in the fixture: dl = 0.813 in. Plate thickness (input): 0.500 in. . Recommended plate thickness: not calculated Cleaning: No cleaning of the drilled hole is required A 8.000 Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36, 3/4 Installation torque: -0.009 in.lb Hole diameter in the base material: - in. Hole depth in the base material: 12.000 in. Minimum thickness of the base material: 14.000 in. 8.000 4 0 1.500 13.000 1.500 - Coordinates Anchor in. Anchor x y c -x c.x c -y c.y 1 -6.500 -4.500 4.500 2 6.500 -4.500 17.500 3 -6.500 4.500 4.500 4 6.500 4.500 17.500 4.500 13.500 4.500 13.500 13.500 4.500 13.500 4.500 0 0 u7 0 0 0 of 0 0 N • Input data and results must be checked for agreement with the existing conditions and for plausibility! Pi -2011S Anchor ( c ) 2003.2.009 Hilti AG, FL -9494 Schwan Hilti is a registered Trademark of Hilti AG, Schaan 68 www.hilti.us Profis Anchor 2.3.0 ,,C,nmpany: KPFF (-,,..gess: !;ifier: CMD \ :,-. cress: Phone I Fax: E -Mail: Page: 7 Project: TSS Sub -Project I Pos. No.: 111026 Date: 4/17/2012 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user.' All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the•AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results roust be enecked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c )2003.2009 Ililti AG, FL -9494 Schaan Hilti is a registered Trademark of Iiilti AG, Schaan 69 1 1 1 1 1 1 1 1 G 1 1 1 1 1 1 1 k • ffConsulting Engineers 16015th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project OJ by CMS sheet no. location 1 UIC.I.0tt_A, k..13 A date CO II !dotes client job no. ( 1 1 silt{ STNR CNNON 4 SAM jaxVN1C I�! SODt$ P1.AC AY P. = = 1.4(Soo tia.) Pv = L CioU LB) ( t1!r /1) a(ooi T -LE 30.8 'ttv - w(r TR`i Clbx aS '4M* c !zx crMr (o .1)(3t. KO( a3,‘ tA.) Mr 348 tk-wop - My c i - (S(3O u3) ( sir) .[ 3 (It Fr)i - •• O.0IS, lt4 POI LI (3.ul rt)`] I ay (acini -, u . kzt� (9r,'I N 4) 70 C nall Consolling Engineers 160; Filth Avenue. Suite 1600 Seattle, 19A 9810; (2061 627.5822 raN 1206) 6728130 4. Platform Canopy Tukwila Sounder Station (111026) 71 1 1� 1 1 1 1 1 1 1 1 O 1 1 1 1 1 1 I c 1 1 7.7 liar-. :L 6 t by 1 1 1 1 O 0 7" 0 < CD C O D.3 7 M 0 C N (p Q5 CD Q • 0 O 0 0 0 5 S CD -o 7 0 _ (0 • C 7 (u 3 cQ S 7 ill N N = • D J 7 CD. 1 I 72 MEIConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TG{S location TU VJ1 Lk' VIA client by GM date p1/26jR01a sheet no. job no. PLRTFbRt4 P'? — GIS OMF_TRY 'a'9" a` lb" -f' 0 ID r 2 L t'•3" 4'_o" 4,-0" 2 .4 ° L-1 G ,3'- 3" 73 .gin Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TC RS by CAAfl location TUIt.,UJtLtE, WO. client date Ira j18baola_ sheet no. job no. PAT Fore. -14\ CFmNoP Y- Gr »mE-r-RNco NT, A 6 c TRPFRED H -SS "RIB" b E m, 47+ LI 011 TR Ifi A = : -(a' -10,.) TR -\E A = L 4 a FT rt. I B C3 = i (1'- lo" II' 3 ") T1s R = a . oy FT J C 4- ( P-3" + -I1-\B c - a.to3 P- -rgAS D _ 4.00 FT -rR18 = z (y, -o„) * 11-3„ Tale e 3 . as Pr Y 74 frail Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TG 2S by CM location t u i \A I LA 1 W A date ai r ROO. sheet no. client job no. `PL T-FoRM C allo P4 • SEISMIC LORDS (NDN- 3ut14D11.1C7 srwc-Ti( S) INYER E -O PENeuwM TYPE STP -JO c:Tv a•o = a•0 s 5 = 0 .� 3S T _ I.o C/s cS S°S (2/r) 0.3(05 O:la S/ (2.o/t.o� ASSUME ao PSF CANOP`i WEI0,19T 0 23" ___, 13 �� 0.6e I.3K j 0:3e —,, e tmotts c,FYr 0.3b"i —iy a Mib4S141}1" U•I1S` I.3- y 030" O --y a woosicor o33" 0. toSS` I 0•ao MmNE1c,NT i . To, 33" 0.4,04 , y„ 0.33 $4 csW •3(0 Ps 75 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 IEConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TC RS location Tu KAutl.A , W A by CMD date alas/a0Ia. sheet no. client job no. Moab RIVT-FORAA CANOR4 — LoADS cora. • WIND ( qoS (Mw1FR5, oPN, Morro SL.c6E. - 62.7•13.0 �h : 0.00asco let i<t. Kd, V2T Lh 0.0'.S(� (0.65)(1.0) (Os es) ( SS ( 1.0) 13,9 PSF P : �ti 4 CN 0.05 r _ 03.9 PSF) 0).85) C+,r P : (j yCN FRor4 r -r4 (0 18A GNw v 9 • t,. a.y° < 1.s° SAY a o° Cat b E CLERR 0BSrR.ucTED A CNw' = 1.2 co,. = 0.3 C..) - -0,s CNS _ -1.2 13 CNtri = —1.1 cm 1.. = -0.1 Cr41.4 t —1.1 —. CNL = -Lb exc. R GL1;AR tARX -F' --> CREE a, oeSTRucTED = elPok --.a • WIN`. to -ROS (FASCIA - (o•S.Ia.a.y) FAScrr = 8 IN PF CASE. A, CLEAR = MAx t CRS a, oBS7R..0 CTET : Pw = 13,1 PSF Pt_ = 3. y ?SF QW - PSF PL - -(g a PSF 2F � 13.y p5F 6c tI.mtIPbWARD, -\,p LEtwrAR0 .5" Pr _ (+3 .L PsF)(a-s)(8 Irv) ) Pc : ad -3 BSF 76 • Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project Tc 2 S by CMD sheet no. location TU re- Lot EA, WP date a./ a,9 he. la client , job no. Ikloac, PLATFORM CAVJoPy – LORPS co NT, DEAD IOAb > DL s•pj,F•ti-le 14F•1r SvevumpoS Et> D6Pi. IABD —> S$DL r S Psr • LINE- LOADS SNOW LO > S = 3o PsF 1 SAP2000 1 1 1 1 1 1 1 1 Ic 1 1 1 1 1 1 3/6/12 14:52:58 DEFLGcrn P4 C w< LEx =0il IN �Ex : CAssx p.o(0.1 ,N) 0.38 o•3% Dr4g11- cnz NSICL L 0.135 IN. 1sa0w= 1• o Ltti w at_ t,at°A IN = ao chez • 6cy o, Ste/ * COY = a•c(o,iti,N) • o. 3s ,a • 0, 37, Dreitrr 0» SAP2000 v15.1.0 - File:platform canopy 120306 - 3-D View - Kip, in, F Units 78 rnEiConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TC R -s by CMt location TL, KU.) *AA date a/o29/ab(3 sheet no. dient job no. Moat, RRrroRtn CAW py — MF_FM E-2 PF S(c, N • PVRt,INS M� • (04.3 kP I*+ = S. 3(0 t f• Pr (F20M SAP) • M,, S, sX •• 1N3 ( HSS 8a.''/9) ▪ KIP -IN / ta, ,N3 ▪ ?.o lest e TAPCS - HSS Kg./ MOMF141 AT KIP v ki 9.1 wIp Pu - - o, 3 ICIP IN a USE 1ASS exalt vy 12." tesP S6t:,T (FRAnk SAP) (F(toM SRP) (FROM SAP) 4- (o, 4, f� A,J a.(o.S IN) (I2 IV , IR. IN‘ (r` t V -en xi? I/ Ix INt Kt I -. UK �b = M„/S s 1.1 Sy = 30.4 W3 (NSS IL J ( ■ I/z) 5b4.L4 vAP - tN / 30.1 It+; IBA, Ks% OK. 79 1 1 1 1 1 1 1 1 1 1 1 1 1 %( . f Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project c T'CR-S by CM f' sheet no. location Tu K W 1 L I\ , W A date a/ act taw c a client ' job no. 11(oa.ta P(. Ivr FORM CPNo N -' ME MR>vs- DESIGN CONT. PIPE SEc-1i N '• MAX -TR SS M- R) = -0.1 wIP Lap t 1.6S + o.SW 9•s Ictp. 'kJ M,),3 Sta•t-1 YAP- *4 FP-oM Slap I141• R-Nt:.T10N : PV4P, $ Mv7j/4:13M,t,y t ,2/�Mn,Z } ( At ..)]• 43Pn LI0( wtP IYl^ <PMn,a • I►toa tN-ktr PIPs. la STD Mh,k jy o o tN 'kW (`°"‘/Llot) + (9.S'/tttaa) - (40t0•M/I1(02) -+ (a�a•3/)40taYI o. Li (17 c t •o 01� 1.0 • Cow MN MAX SZRtSS KT- \ • aD ? 1,142S + so. O W l9.9 KIP , ' Pn - o'j.•a KIP > . P-- 0,0011-1% (ictp��1 Mv�x= IS6.3 t4 -KIP, 1-13Slo ,^"\P 7 bk o.0025t, (Fr-wgi" 1.0Ia7.(0.S" M,,,y -' S38. - ktP, �Mr,y = (c1BL.l.s w-wtP -'> 6 -0.00531 (Ft -KIP)" wrE.RPc.Ttont'. ' /cl.P^ - o•oa 4 O.of i P P -r 'v (b,, Moo, + b� Mv,y) <_ I . (o.obt41)(I4.4) w '/8 [(o.boasc.)03.1) rt (o.obS31)(4y.9)1 11 0.01 t 1/8 (0 .03 t o . a y) 0•3& < 1.0 Coe. 80 • Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project Tc P� by r n\ CM0 sheet no. location 1 U tc-tAl t LA , WA date I Zig) Jao l a client job no. 11 1 0 a t� I PLR -N -1=0/4N C.A?Nt.-'t`( — FouhfAT1oN ASS Pt, = I G l-110 IuP (F(.bSA Mp • 3o.'- (FRa A SRP) } e = M/p I.8S Fr TY - Fi- ' L1•• •S FT pmt ' (W 1a.\ pr) LORD CP6E P ( let P) RST k(o - E 32.4 ASD W 31, `1, ASD to 9.9 M (Fr-rtp) 131a (04,3 g MAY 0 ,'$4 o 0.to < I•o v_ .. o�c 1 .SAP2000 1 1 1 1 1 1 1 1 1 C; 1 1 1 1 1 1 1; 1 1 j3 RSE RE P\C710 N LfZFD �" 3) 3/26/12 15:05:10 1 F1=-1.07 F2=1.84 �;F3=15.37 M1=-79.66 M2=-607.76 ,,,3-0,119 F1=-1.11 F2=-0.2.3 J3=13.93 IM1=10.20 `12=-605.31 u3=8.220E-03 1=-1.11 2=0.23 H;3=13.93 11=-l@.21 2=-605.31 3=-8.222E-03 F1 -1.07 F2/ -1.84 F =15.37 Mi=74.66 j2= -6P17.76 ZX SAP2000 v15.1.0 - File:platform canopy 120306 - Joint Reactions (LRFD3) - Kip, in, F Units 82 SAP2000 QRS E 'RE f'\cTtcNS ( LRFD *s) 3/6/12 16:17:13 F1=-1.47 F2=0.23 F3=6.28 M1=9.85 M2=-313.01 ,;3=4.491E-03 F1=-1.58 F2=-0.62 F3=5.32 M1=44.38 2=-31y.38 ,3:-2.858E-03 1=-1.60 2=-0.45 3=5.39 MI=37.11 M2=-324.30 J3=-0.02 F14-1.71 F2 1.08 =5.89 Mi = 62.84 2=-340.15 3=-0,08 SAP2000 v15.1.0 - File:platform canopy 120306 - Joint Reactions (LRFD5A) - Kip, in, F Units / -X 83 1 1 1 1 1 1 1 ID 1 1 1 1 1 1 1 1 1 �( . f /\ • ■ fConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TO RS by w CAVw t . sheet no. location 1 T .11tw4LIN , W N date 3/t+/ au4 a client job no. PL v1 ORM C c1\10P`i -- 13 ASE DE$tc4N BRSF RsACT1oNS FROM SAP clams 3 t\SF RE RC1101\tS FROM SA(' ( .1 b St) yE Co Lvm ; (.,oe 14 -le P c 1,I4 WIP QZ lx -RB k1V t�, aS.3 ate• pe- 1`4, rM.: S. ktP•Fr } 1 to S 4 0 • Ei W > LRFD 1,3) tsITE5ikolL CtwtwN Qx = o•a� KIP Py •11,11:: wtp p� 43.93. %Lk to ' t�t u•iP-FT My : 0.9} wP.r--r i. 0 E + o • aS. —> LRFD 1L-) INTI 'OC. Co 4.v MN '. Qk z 0'(02 KIP RZ = 5139 w,P Mx al .0 My '- 3 . vie -Fr 84 nliConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project 1 Cj by CAO location To tcwi L R, W A date 31t,/ ?at sheet no. client job no. Moak) PLlNTFORIA CANNOP4 — BPSS DES KO\ TRFAN"— SIMILAR Tb SEKSb BEAM ti -W,le/ I, LF P„tr.,t 16.9, e aqo L to IN RI • 3(, KS (IB•4 KIP) (A5-11.% / (o.90:0)((,04)(3to lest t2 t 0! S IN' t 0.9 3 tr. --> u s E L(o Y t, I c. (7R -IM "T y" VENT LE -4) aR Llav9Y1(B �/ Srl Pts (FoM At tf N0R t I hN) DFStCGN W E -Lt) Mu 2 Tv't 18•4Kip) (3it4) My z IID,'i 'NJ -KIP ,, ..t/� 110,4 IN -1"? -ru -21- ‘0 w P vu = a Tu - 3(a� Vu t 5S•a wtP '4 ( ub..y. S.Iy wtP/Ii.j L, FILLET W F- Lb OK Tap AtJD ecrrro I\ 85 Anchor Calculations Anchor Selector (Version 4.7.0.0) ( 'ta3) Job Name : TCRS Pi:a.-r roRM CPINo 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-08 Calculation Type : Analysis a) Layout Anchor : 1" Heavy Hex Bolt Steel Grade: F1554 GR. 55 Built-up Grout Pads : Yes Date/Time : 3/26/2012 3:12:15 PM Number of Anchors : 6 Embedment Depth : 24 in ANCHORS 'Idtia IS POSITIVE FOR TENSION.ANG'NESATIVE FOR COMPRESSION, INDICATES CEMER ER OF FOUR CORNER fid4 HCl 3 Anchor Layout Dimensions x1 : 150 in cx2 : 150 in cy1 : 6 in c,,2 : 150 in bx1 :3in bx2 : 3 in byl :2in by2:2in sx1 : 18 in 86 syr : 6 in 'y2 6 in b) Base Material Concrete : Normal weight Cracked. Concrete : Yes Condition : B tension and shear Thickness, ha : 30 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : -15370 Ib Vuay : -1070 Ib Muy : 6200 lb*ft ex:0in ey : 0 in Moderate/high seismic risk or intermediate/high design category : Yes Apply entire shear load at front row for breakout : Yes d) AnchorParameters Anchor Model = HB100 da = 1 in Category = N/A hef = 23 in hmin = 24.75 in cac = 34.5 in cmin = 6 in smin=bin Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 N ual = 18403.32 Ib Anchor #2 N ua2 = 17098.78 Ib Anchor #3 N ua3 = 6753.84 Ib Anchor #4 N ua4 = 5449.30 Ib Anchor #5 N ua5 = 0.00 Ib Anchor #6 N ua6 = 0.00 Ib �- Sum of Anchor Tension ENua = 47705.23 Ib f'c : 4000.0 psi `Yc,v : 1.00 4)Fp : 2210.0 psi Vuax : 1840 Ib Mux : -50600 lb*ft 87 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ax = 18.03 in a= 12.13 in e'Nx = 0.49 in e'Ny = 1.47 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V uai = 354.75 Ib (V uaix = 306.67 Ib , V uaiy = -178.33 Ib ) Anchor #2 V ua2 = 354.75 Ib (V ua2x = 306.67 Ib , V ua2y = -178.33 Ib ) Anchor #3 V ua3 = 354.75 Ib (V ua3x = 306.67 Ib , V ua3y = -178.33ib ) Anchor #4 V ua4 = 354.75 Ib (V ua4x = 306.67 Ib , V ua4y = -178.33 Ib ) Anchor #5 V ua6 = 354.75 Ib (V ua6x = 306.67 Ib , V ua5y = -178.33 Ib ) Anchor #6 V ua6 = 354.75 Ib (V ua6x = 306.67 Ib , V.ua6y -178.33 Ib ) Sum of Anchor Shear EVuax = 1840.00 Ib, EVuay = -1070.00 Ib e'vx = 0.00 in e'vy=0.00in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] )Nsa = nA se futa [Eq. D-3] Number of anchors acting in tension, n = 4 Nsa = 45450 Ib (for each individual anchor) = 0.75 [D.4.4] ONsa = 34087.50 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg = ANc/ANco`l'ec,N`i'ed,N9Nc,N'3'cp,NNb [Eq. D-5] Number of influencing edges = 1 hef = 23 in ANco = 4761.00 in2 [Eq. D-6] ANc = 4045.50 in2 y'ec,Nx = 0.9859 [Eq. D-9] `I'ec,Ny = 0.9593 [Eq. D-9] `i'ec,N = 0.9458 (Combination of x-axis & y-axis eccentricity factors.) 9jed,N = 0.7522 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 1.0000 [Sec. D.5.2.6] 88 `I'cp,N = 1.0000 [Eq. D-12 or D-13] Nb = 16X.\1 f ' c hef5/3 = 188233.28 Ib [Eq. D-8] Ncbg = 113781.87 Ib [Eq. D-5] = 0.70 [D.4.4]. 4seis 0.75 59735.48 Ib (for the anchor group) ONcbg = 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Np = BAbrgf'c [Eq. D-15] 1.5010 int Abrg = Npn = Pc,pNp [Eq. D-14] Pc,p = 1.0 [D.5.3.6] Npn = 48032.00 Ib = 0.-70 [D.4.4] 4seis = 0.75 Npn = Neq•= 25216.80 Ib (for each individual anchor) )7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] For the anchor group at co edge Nsb = 160 cal .\f Abrg?V\ fc [Eq. D-17] cal = 6.000 in 1.501 int Abrg = Nsb = 74386.06 Ib s = 18.00 in .(each anchor spacing limited to tical when spacing > 6c ) 1 + s/6ca1 = 1.5000 [Sec. D.5.4.2] + s/tical )Nsb [Eq. D-18] Nsbg = (1 111579.09 Ib Nsbg = = 0.70 Oseis = 0.75 ONsbg = 58579.02 Ib (for the anchor group at edge) 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq = 27270.00 Ib (for each individual anchor) = 0.65 [D.4.4] 89 1 1 1 1 1 1 1 1 �c 11 1 1 1 1 1 1 1 1 4 Veq = 17725.50 Ib (for each individual anchor) '4 Veq is multiplied by 0.8 due to built-up grout pads...[Sec D.6.1.3] (Web = 14180.40Ib (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against total shear load In x -direction... Vcbgx = Avcx/Avcox`'ec,V`Yed,V`Yc,V`Vh,V Vbx [Eq. cal = 100.00 in (adjusted for edges per D.6.2.4) Avcx = 5040.00 in2 Avcox = 45000.00 in2 [Eq. D-23] `Fe" = 1.0000 [Eq. D-26] `Ned,V 0.7120 [Eq. D-27 or D-28] `Yc,V = 1.0000 [Sec. D.6.2.7] PhV •= .�f (1.5ca1 / ha) = 2.2361 [Sec. D.6.2.8] Vbx = 70e/ da )0.2. dad �,1 fc(ca1)1.5 [Eq. D-24] I=8.00 in Vbx = 671036.33 Ib Vcbgx = 119654.50 Ib [Eq. D-22] = 0.70 pseis = 0.75 D-22] = 62818.61 Ib (for the anchor group) OVcbgx In y -direction... Vcbgy = Avcy/Avcoy`Fec,V`ljed,V`ic,V`Nh,V Vby [Eq. D-22] cal = 6.00 in Avcy = 324.00 in2 Avcoy = 162.00 in2 [Eq. D-23] `}'ec,V = 1.0000 [Eq. D-26] Ped,V = 1.0000 [Eq. D-27 or D-28] Pc,v = 1.0000 [Sec. D.6.2.7] Ph,V = �' (1.5cai / ha) = 1.0000 [Sec. D.6.2.8] Vby = 70e/ da )0.2.\; daX.V fc(ca1)1.5 [Eq. D-24] 90 le = 8.00 in (� Vby = 9862.18 Ib Vcbgy = 19724.36 Ib [Eq. 0-22]. = 0.70 Oseis = 0.75 O Vcbgy = 10355.29 Ib (for the anchor group) Case 2: Anchor(s) furthest from edge not checked Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge Vcbgx = Avcx/Avcox`'ec,V`Yed,V`Yc,V`Vh,V Vbx [Eq. D-22] cal = 100.00 in (adjusted for edges per D.6.2.4) = 5040.00 in2 Avcx Avcox = 45000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] ed,V = 1.0000 [Sec. D.6.2.1(c)] ( To; = 1.0000 [Sec. D.6.2.7] Ph V = ti (1.5ca1 / ha) = 2.2361 [Sec. D.6.2.8] Vbx = 7(1e/ da )(12N: daX N f c(ca1)1.5 [Eq. D-24] 1e= 8.00 in Vbx = 671036.33 Ib Vcbgx 168054.08 Ib [Eq. D-22] = 2 * Vcbgx [Sec. D.6.2.1(c)] Vcbgy Vcbgy = 336108.16 Ib $=0.70 Oseis = 0.75 oVcbgy = 176456.78 Ib (for the anchor group) Check anchors at cy1 edge Vcbgy = Avcy/Avcoy`ljec,V'Ved,V`ijc,VPh,V Vby [Eq. D-22] cal = 6.00 in Avcy = 324.00 in2 Avcoy = 162.00 in2 [Eq. D-23] `}'ec,v = 1.0000 [Eq. D-26] 91 1 1 1 1 1 1 1 Ted,V = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.0000 [Sec. D.6.2.7] Th,V = (1.5cal / ha) = 1.0000 [Sec. D.6.2.8] Vby = 70e/ da )0.2,,s! daX 0.2,fitdaX NI ?c(cal)1:5 [Eq. D-24] Ie=8.00 in Vby = 9862.18 Ib Vcbgy = 19724.36 Ib [Eq. D-22] = 2 * Vcbgy [Sec. D.6.2.1(c)] Vcbgx Vcbgx = 39448.72 Ib = 0.70 9seis = 0.75 Vcbgx = 20710.58 Ib (for the anchor group) 1 Check anchors at cx2 edge Vcbgx = Avcx/Avcoxtljec,Vwed,VPc,VPh,V Vbx [Eq. D-22] 1 cal = 100.00 in (adjusted for edges per D.6.2.4) DAvcx = 5040.00 int Avcox = 45000.00 in2 [Eq. D-23] 1 `Nec,V = 1.0000 [Eq. D-26] y'ed,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] y'c,V = 1.0000 [Sec. D.6.2.7] =.l Th,V 1 1 1 (1.5ca1 / ha) = 2.2361 [Sec. D.6.2.8] Vbx= 7(1e/ da )0.2 .\ dad \r fc(ca1)1.5 [Eq. D-24] Ie = 8.00 in Vbx = 671036.33 Ib Vcbgx = 168054.08 Ib [Eq. D-22] Vcbgy = 2 * Vcbgx [Sec., D.6.2.1.(c)] Vcbgy = 336108.16 Ib ' =0.70 Oseis = 0.75 ' iVcbgy = 176456.78 Ib (for the anchor group) Check anchors at c edge y2 1 92 Vcbgy = Avcy/AvcoyPec,V4'ed,v`}'c,VPh,V Vby [Eq. D-22] �a1 = 100.00 in (adjusted for edges per D.6.2.4) Any = 9540.00 in2 Avcoy. = 45000.00 in2 [Eq. D-23] Pec,v = 1.0000 [Eq. D-26] `I'ed,V = 1.0000 [Sec. D.6.2.1(c)] Tc,V = 1.0000 [Sec. D.6.2.7] `i'h v = � (1.5ca1 / ha) = 2.2361 [Sec. D.6.2.8] Vby = 70e/ da dad..\" c(Cal)1.5 [Eq. D-24] 1e=8.00 in Vby = 671036.33 Ib Vcbgy = 318102.36 Ib [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 636204.73 Ib Q=0.70 00seis = 0.75 4Vcbgx = 334007.48 Ib (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] Vcpg = kcpNcbg [Eq. D-30] kcp = 2 [Sec. D.6.3.1] e'vx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e'vy = 0.00 in (Applied shear Toad eccentricity relative to anchor group c.g.) Pec,Nx =.1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear Toad eccentricity) = 1.0000 (Combination of x-axis & y-axis eccentricity factors) Ncbg = (ANca/ANc)(wec,Ojec,N)Ncbg Ncbg = 113781.87 Ib (from Section (5) of calculations) ANc = 4045.50 in2 (from Section (5) of calculations) ANca = 4567.50 in2 (considering all anchors) `Nec,N = 0.9458 (from Section(5) of calculations) 135829.80 Ib (considering all anchors) Ncbg = 93 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 c Vcpg = 271659.60 Ib `.(1) = 0.70 [D.4.4] 1seis = 0.75 OVcpg = 142621.29 Ib (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.5399 - Breakout : 0.7986 - Pullout : 0.7298 - Sideface Blowout : 0.6061 Shear - Steel : 0.0250 - Breakout (case 1) : 0.1074 - Breakout (case 2) : N/A - Breakout (case 3) : 0.0298 - Pryout : 0.0149 V.Max(0.11) <= 0.2 and T.Max(0.8) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 1" diameter F1554 GR. 55 Heavy Hex Bolt anchor(s) with 24 in: embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per ACI 318- 08 Section D.3.3.4, anchors shall be designed to be governed by the steel strength of a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively it is permitted to take the design strength of the anchors as 0.4 times (0.5 times for the anchors of stud bearing walls) the design strength determined in accordance with Section D.3.3.3, or the attachment the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a force level corresponding to anchor forces no greater than the design strength of anchors specified in Section D.3.3.3. To include the 0.4 or 0.5 factor in the calculation, select the Apply strength reduction factor for brittle failure checkbox and re -calculate. Designer must exercise own judgement to determine if this design is suitable. L. SE_ :l\NOREb . InP+D Lo3M81HPTroN DaES 140r iKeLut.S. 'SaL M'ic ' (-6M4 . 94 Anchor Calculations (Li *s) Anchor Selector (Version 4.7.0.0) Job Name : TCRS Puirfasu% cPANopq 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-08 Calculation Type : Analysis a) Layout Anchor : 1" Heavy Hex Bolt Steel Grade: F1554 GR. 55 Built-up Grout Pads : Yes Date/Time : 3/26/2012 3:31:33 PM Number of Anchors : 6 Embedment Depth : 24 in Cy; ANf::I-IoIS POSITIVE FOR TENSION ANC- NEGATIVE FOR Coo: P ESSIC,N. a INDICATES CENTER OF FOUR COR I?f? Anchor Layout Dimensions : cx1 : 150 in 10.5 cx2 : 1 -A=6 -i n cy1 : 12 in cy2 : 150 in bx1 : 3 in bx2:3in bye : 2 in bye : 2 in sx1 : 18 in 95 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1o. sv 1 ,'a IT 1 I I 1 I b' }}�l:a p� MI.J>: I 'olid% t NLL r t I + ...._...r..�5r _o I--_ ex O,I .0.__ —0 — 0 o, 11 --I- 12" I I 1 bx1 .i x2 ANf::I-IoIS POSITIVE FOR TENSION ANC- NEGATIVE FOR Coo: P ESSIC,N. a INDICATES CENTER OF FOUR COR I?f? Anchor Layout Dimensions : cx1 : 150 in 10.5 cx2 : 1 -A=6 -i n cy1 : 12 in cy2 : 150 in bx1 : 3 in bx2:3in bye : 2 in bye : 2 in sx1 : 18 in 95 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 'so : 8 in (� sy2 : 8 in b) Base Material 11 Concrete : Normal weight•f.: 4000.0 psi Cracked Concrete .Yes To/ : 1.00 Condition : A tension and shear AFP :2210.0 psi Thickness, ha : 30 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 1 Nua : -6280 Ib Vuax : 1080 Ib Vuay : -1710 Ib Mux : -28300 Ib*ft ' Muy : 5200 Iblt ex:0in 1 e:0in Moderate/high seismic risk or intermediate/high design category : Yes 1 Apply entire shear load at front row for breakout : Yes 1 1 1 1 1 1 1 1 1 d) Anchor Parameters Anchor Model = HB100 da = 1 in Category = N/A hef = 23 in hmin=24.75in cac=34.5 in cmin = 6 in smin = 6 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 N ual = 8535.09 Ib Anchor #2 N ua2 = 7451.15 Ib Anchor #3 N ua3 = 3507.53 Ib Anchor #4 N ua4 = 2423.60 Ib Anchor #5 N ua5 = 37.26 Ib Anchor #6 N ua6 = 0.00 Ib Sum of Anchor Tension ENua = 21954.64 Ib 96 ax= 18.57 in ay = 15.52 in e'Nx = 0.90 in e'Ny = 4.21 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V uai = 337.08 Ib (V ualx = 180.00 Ib , V ualy = -285.00 Ib ) Anchor #2 V ua2 = 337.08 Ib (V ua2x = 180.00 Ib , V ua2y = -285.00 Ib ) Anchor #3 V ua3 = 337.08 Ib (V ua3x = 180.00 Ib , V ua3y = -285.00 Ib ) • Anchor #4 V ua4 = 337.08 Ib (V ua4x = 180.00 Ib , V ua4y = -285.00 Ib ) Anchor #5 V ua6 = 337.08 Ib (V ua6x = 180.00 Ib , V ua5y = -285.00 Ib ) Anchor #6 V ua6 = 337.08 Ib (V ua6x = 180.00 Ib , V ua6y = -285.00 Ib ) Sum of Anchor Shear EVuax = 1080.00 Ib, EVuay = -1710.00 Ib e'vX=0.00in e'Vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. 0.5.1] 0 Nsa = nA se f uta [Eq. D-3] Number of anchors acting in tension, n = 5 Nsa = 45450 Ib (for each individual anchor) 43. = 0.75 [D.4.4] ONsa = 34087.50 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. -D.5.2] Ncbg = ANc/ANcoPec,N'ed,Ntijc,Ntijcp,NNb [Eq. D-5] Number of influencing edges = 2 hef = 23 in ANCo = 4761.00 in2 [Eq. D-6] ANc = 3943.75 in2 t'ec,Nx = 0.9747 [Eq. D-9] `!'ec Ny = 0.8912 [Eq. D-9] Tec,N = 0.8686 (Combination of x-axis & y-axis eccentricity factors.) Ted,N = 0'7922 [Eq. D-10 or D-11] C • Note: Cracking shall be controlled per D.5.2.6 Pc,N = 1.0000 [Sec. D.5.2.6] 97 1 1 1 1 1 1 1 1 1 `Ncp,N = 1.0000 [Eq. D-12 or D-13] f ' c hef5/3 = 188233.28 Ib [Eq.. D-8] Ncbg = 107292.78 Ib [Eq. D-5] = 0.75 [D.4.4] Oseis = 0.75 ONcbg = 60352.19 Ib (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Np = 8Abrgf 'c [Eq. D-15] 1.5010 int Abrg = Npn = `f'c,pNp [Eq. D-14] `f'Icp=1.0[D.5.3.6] Npn = 48032.00 Ib = 0.70 [D.4.4] Oseis = 0.75 Npn = ct Neq = 25216.80 Ib (for each individual anchor) ' 07) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, Cal < 0.4hef. Not applicable in this case. 1 1 1 1 1 1(1 1 1 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq = 27270.00 Ib (for each individual anchor) = 0.65 [D.4.4] Veq = 17725.50 Ib (for each individual anchor) (I)Veq is multiplied by 0.8 due to built-up grout pads...[Sec D.6.1.3] 4Veq = 14180.401b (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge.checked against total shear load In x -direction.:. Vcbgx = Avcx/Avcoxkljec,V9ed,Vtc,Vh,V Vbx [Eq. D-22] Cal = 10.60 in Avcx = 698.01 int Avcox = 505.62 in2 [Eq. D-23] 98 Tec,V = 1.0000 [Eq. D-26] ed,v = 0.9264 [Eq. D-27 or D-28] c,V = 1.0000 [Sec. D.6.2.7] T h,V = (1.5cai / ha) = 1.0000 [Sec. D.6.2.8] Vbx = 70e/ da )0.2 .� dad '\1 f c(ca1)1.5 [Eq. D-24] 1e= 8.00 in Vbx = 23158.20 Ib Vcbgx = 29617.46 Ib [Eq. D-22] = 0.75 Oseis = 0.75 O Vcbgx = 16659.82 Ib (for the anchor group) In y -direction... Vcbgy = Avcy/AvcoyPec,V'Ped,VPc,VPh,V Vby [Eq. Cal = 12.00 in Avcy = 838.80 in2 C)A0y = 648.00 in2 [Eq. D-23] `Yec,V = 1.0000 [Eq. D-26] Ted,V = 0.8767 [Eq. D-27 or D-28] `Nc,V = 1.0000 [Sec. D.6.2.7] Th,V = �" (1.5cal / ha) = 1.0000 [Sec. D.6.2.8] Vby = 70e/ da )O.2.\ daX'tit fc(Cai)1.5 [Eq. D-24] le = 8.00 in Vby = 27894.46 Ib Vcbgy = 31654.53 Ib .[Eq. D-22] D-22] = 0.75 4)seis = 0.75 (I)Vcbgy = 17805.67 Ib (for the anchor group) Case 2: Anchor(s) furthest from edge not checked Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge Vcbgx = Avcx/AvcoxPec,V4ied,V4jc,Vwh,V Vbx [Eq. Cal = 100.00 in (adjusted for edges per D.6.2.4) D-22] 99 1 1 1 1 Avcx = 5340.00 in2 Avcox = 45000.00 in2 [Eq. D-23] = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Sec. D.6.2.1(c)] `Nc;v = 1.0000 [Sec. D.6.2.7] 1 `fn V = (1.5cal / ha) = 2.2361 [Sec. D.6.2.8] Vbx = 7(Ie/ da )0.2.y; daXr fc(ca1),1.5 [Eq. D-24] le = 8.00 in Vbx = 671036.33 Ib Vcbgx = 178057.30 Ib [Eq. D-22] Vcbgy = 2 * Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 356114.60 Ib $ = 0.75 ' Oseis = 0.75 Vcbgy 200314.46 Ib (for the anchor group) OCheck anchors at co edge Vcbgy = Avcy/AvcoyPec,VPed,V c,V`Yh,V Vby [Eq. D-22] Cal = 12.00 in Avcy = 838.80 in2 Avcoy = 648.00 in2 [Eq. D-23] = 1.0000 [Eq. D-26] ` _ � ed,V 1 1 1 1 1 1 1 1 1 1.0000 [Sec. D.6.2.1(c)] y'c,v = 1.0000 [Sec. D.6.2.7] = �� (1.5cal / ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(Ie/ da )0.2 Ai dad ti' f c(ca1)1.5 [Eq. D-24] le=8.00 in Vby = 27894.46 Ib Vcbgy = 36107.82 Ib [Eq. D-22] = 2 * Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 72215.65 Ib Vcbgx $=0.75 100 1 Qseis = 0.75 Vcbgx 40621.30 Ib (for the anchor group) Check anchors at cx2 edge I Vcbgx = Avcx/AvcoxPec,Vtljed,Vtijc,Vlh,V Vbx [Eq. D-22] cal = 10.60 in Avcx = 698.01 in2 Avcox = 505.62 in2 [Eq. D-23] `I'ec,V = 1.0000 [Eq. D-26] Ped,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] Pc,V = 1.0000 [Sec. D.6.2.7] = (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.8] h,V Vbx = 7(Ie/ da )0.2.\; dad` ••\ fc(ea1)1.5 [Eq. D-24] Ie = 8.00 in Vbx = 23158.20 Ib Vcbgx = 31969.97 Ib [Eq. D-22] 0 Vcbgy = 2 * Vcbgx [Sec. D.6.2.1(c)] I Vcbgy = 63939.94 Ib =0.75 1 Oseis = 0.75 Vcbgy = 35966.22 Ib (for the anchor group) I Check anchors at cy2 edge Vcbgy = Avcy/AvcoyPec,Vwed,VWc,Vtlih,V Vby [Eq. D-22] cal = 100.00 in (adjusted for edges per D.6.2.4) Any = 5358.00 in2 = 45000.00 in2 [Eq. D-23] Avcoy `I'ec,V = 1.0000[Eq. D-26] `I'ed,V = 1.0000 [Sec. D.6.2.1(c)] Pox = 1.0000 [Sec. D.6.2.7] `linV = .`` (1.5ca1 / ha) = 2.2361 [Sec. D.6.2.8] Vby = 70e/ da )0.2.yr da?v\i f'c(ca1)1.5 [Eq. D-24] 1e=8.00 in 101 1 1 Vby = 671036.33 Ib (� .Ucbgy = 178657.49 Ib [Eq. D-22] 1 Vcbgx = 2 * Vcbgy [Sec. D.6.2.1(c)] Vcbgx - 357314.98 Ib 1cp =0.75 (Pseis = 0.75 1 Vcbgx = 200989.68 Ib (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] 1 Vcpg = kcpNcbg [Eq. D-30] kcp = 2 [Sec. D.6.3.1] 1 e'vx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e'vy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) 1 Tec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) 1.0000 [Eq. D-9] (Calulated using applied shear Toad eccentricity) `I'ec,Ny = 1 'ec,N = 1.0000 (Combination of x-axis & y-axis eccentricity factors) (� Ncbg = (ANca/ANc)(Pec,N'/Pec,N)Ncbg 1 ` -' Ncbg = 107292.78 Ib (from Section (5) of calculations) ANc = 3943.75 int (from Section (5) of calculations) IANca = 3943.75 int (considering all anchors) I Tec,N = 0.8686 (from Section(5) of calculations) 123517.41 Ib (considering all anchors) Ncbg 1 Vcpg = 247034.83 Ib 0 = 0.70 [D.4.4] 1 4seis = 0.75 0/cpg = 129693.28 Ib (for the anchor group) I 11) Check Demand/Capacity Ratios [Sec..D.7] Note: Ratios have been divided by 0.4 factor for brittle failure. Tension 1 - Steel : 0.2504 - Breakout 0.9094 I - Pullout: 0.8462 Sideface Blowout N/A I Shear - Steel : 0.0238 1 102 - Breakout (case 1) : 0.2897 ( Breakout (case 2) : N/A Breakout (case 3) : 0.0634 - Pryout : 0.0390 T.Max(0.91) + V.Max(0.29) = 1.20 <= 1.2 [Sec D.7.3] Interaction check: Use 1" diameter F1554 GR. 55 Heavy Hex Bolt anchor(s) with 24 in. embedment 103 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 62241130 project . rCo --re?_..s by C,M9 sheet no. location TU k Ott t t A-, W I\ date 21 II -0301) client job no. MO alo RAT- 12 CAW() — ANc.1-r,oe-A4E :P43oVE B\ c OE\CF_ /�.Mv,x dopy i CANcPY COLO M N III HT1 ----.--F ANC, LE Axc Zut-rs to" SLAB x ay" GonIG. €EAM C,N5lcTF_Nt v"l/ 71'?'tiN CP.se; I RFD URI) CP + 3 turLt_ GoveRN (SR v t.of\bs) 1, 1)SF (c,) t° ;d Boo,: !b" �Mc ED (sr: -:E. REP() -r) 104 Page 1 of 9 Anchor Calculations (t, :b mss) Anchor Selector (Version 4.7.0.0) Job Name : TCRS PLATF40,,k cAt4op'( Date/Time : 3/14/2012 4:26:50 PM 1) Input (Alissve %Ice c1�fiej Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-08 Calculation Type : Analysis a) Layout Anchor : 1" Heavy Hex Bolt Steel Grade: F1554 GR. 55 Built-up Grout Pads : Yes 1 i8 ! cy (g, Number of Anchors : 6 Embedment Depth : 16 in Cx9 I O; ev 6ANC:HORS •Wua IS POSITIVE -FOR TENSION AND NEGATIVE FOR COMPRESSION. INDICATES CEN i'ER OF FOUR CORNER ANCHORS Anchor Layout Dimensions : cx1 : 150 in cx2 : 150 in cyl : 150 in cy2 : 150 in bx1 : 3 in bx2:3in bye : 2 in by2:2in sx1 : 18 in about:blank 3/14/2692 syr : 6 in sy2 : 6 in b) Base Material Concrete : Normal weight Cracked Concrete : Yes Condition : B tension and shear Thickness, ha : 24 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : -6280 Ib : -1710 Ib Vuay Muy : 5200 Ib*ft ex:0in e:0in Moderate/high seismic risk or intermediate/high design category : Yes Apply entire shear load at front row for breakout : Yes d) Anchor Parameters Anchor Model = HB100 da = 1 in Category = N/A hef = 15 in hmin = 16.75 in cac = 22.5 in Cmin = 6 in smin=6in Ductile = Yes • 2) Tension Force on Each Individual Anchor Anchor #1 N ual = 10937.29 Ib Anchor #2 N ua2 = 9848.38 Ib Anchor #3 N ua3 = 4586.34 Ib Anchor #4 N ua4 = 3497.43 Ib Anchor #5 N ua5 = 42.24 Ib Anchor #6 N ua6 = 0.00 Ib Sum of Anchor Tension ENua = 28911.69 Ib Page 2 of 9 fc : 5000.0 psi Pc,v : 1.00 cpFp : 2762.5 psi Vuax 1080 Ib Mux : -28300 Ib*ft about:blank 3/14/2612162 Page 3 or 9 1 ax=18.30 in 1 a = 12.29 in e'Nx = 1.11 in e'Ny = 3.10 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V uai = 337.08 Ib (V ualx = 180.00 Ib , V ualy = -285.00 Ib) Anchor #2 V ua2 = 337.08 Ib (V ua2x = 180.00 Ib , V ua2y = -285.00 Ib ) Anchor #3 V ua3 = 337.08 Ib (V ua3x = 180.00 Ib , V ua3y = -285.00 Ib) Anchor #4 V ua4 = 337.08 Ib (V ua4x = 180.00 Ib , V ua4y = -285.00 Ib ) Anchor #5 V ua6 = 337.08 Ib (V ua6x = 180.00 Ib , V ua5y = -285.00 Ib) Anchor #6 V ua6 = 337.08 Ib (V ua6x = 180.00 Ib , V ua6y = -285.00 Ib ) Sum of Anchor Shear EVuax = 1080.00 Ib, EVuay = -1710.00 Ib e'Vx = 0.00 in e'vy = 0.00 in ' 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa =nAse f uta [Eq. D-3] Number of anchors acting in tension, n = 5 Nsa = 45450 Ib (for each individual anchor) $ = 0.75 [D.4.4] 1 ONsa = 34087.50 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] 1 Ncbg = ANc/ANco`I'ec,N`I'ed.N`Yc,N`Fcp,NNb [Eq. D-5] ' Number of influencing edges = 0 hef = 15 in ANco = 2025.00 int [Eq. D-6] ANc = 3483.00 int 9'ec,Nx = 0.9530 [Eq. D-9] `I'ec,Ny = 0.8787 [Eq. D-9] 4'ec,N = 0.8375 (Combination of x-axis & y-axis eccentricity factors.) 4'ed,N = 1.0000 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 ' y'c,N = 1.0000 [Sec. D.5.2.6] 1 about:blank 3/14/26172 ' Page 4 of 9 `I'cp,N = 1.0000 [Eq. D-12 or D-13] Nb = 16X ti` f ' c hef5/3 = 103218.40 Ib [Eq. D-8] Ncbg = 148679.94 Ib [Eq. D-5] = 0.70 [D.4.4] Oseis = 0.75 ONcbg = 78056.97 Ib (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Np = 8Abrgf'c [Eq. D-15] = 1.5010 int Abrg Npn = Tc,pNp [Eq. D-14] "Pcp=1.0[D.5.3.6] Npn = 60040.00 Ib = 0.70 [D.4.4] Oseis = 0.75 Npn = ' Neq = 31521.00 Ib (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, Cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq = 27270.00 Ib (for each individual anchor) = 0.65 [D.4.4] Veq = 17725.50 Ib (for each individual anchor) Veq is multiplied by 0.8 due to built-up grout pads...[Sec D.6.1.3] 4Veq = 14180.401b (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against total shear load In x -direction... Vcbgx = Avcx/AvcoxPec,VWed,VtPc,V'h,v Vbx [Eq. Cal = 100.00 in (adjusted for edges per D.6.2.4) Avcx = 7488.00 in2 Avcox = 45000.00 in2 [Eq. D-23] D-22] about:blank 3/14/22 O Page 5 of 9 `Pec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Eq. D-27 or D-28] Tc,v = 1.0000 [Sec. D.6.2.7] `1'h,V = •\I (1.5ca1 / ha) = 2.5000 [Sec.' D.6.2.8] Vbx = 70e/ da )0.2..1 daX.l fc(ca1)1.5 [Eq. D-24] 1e= 8.00 in Vbx = 750241.42 Ib Vcbgx 312100.43 Ib [Eq. D-22] $=0.70 Oseis = 0.75 Vcbgx = 163852.73 Ib (for the anchor group) In y -direction... Vcbgy = Avcy/AvcoyPec,Vwed,VPc,VPh,V Vby [Eq. D-22] cal = 100.00 in (adjusted for edges per D.6.2.4) Avcy = 7632.00 in2 Avcoy = 45000.00 in2 [Eq. D-23] `Pec,V = 1.0000 [Eq. D-26] `Ped,V = 1.0000 [Eq. D-27 or D-28] `Yc,v = 1.0000 [Sec. D.6.2.7] wh,V = til (1.5cal / ha) = 2.5000 [Sec. D.6.2.8] Vby = 70e/ da )O.2.� da?.\l 1 c(Ca1)1.5 [Eq. D-24] 1e=8.00 in Vby = 750241.42 Ib Vcbgy = 318102.36 Ib [Eq. D-22] $=0.70 4seis = 0.75 4Vcbgy = 167003.74 lb (for the anchor group) Case 2: Anchor(s) furthest from edge not checked Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge Vcbgx = Avcx/Avcoxwec,VPed,Vfc,VPh,V Vbx [Eq. D-22] cal = 100.00 in (adjusted for edges per D.6.2.4) about:blank 3/14/20R 2 Avcx = 7488.00 in2 Avcox = 45000.00 in2 [Eq. D-23] 4'ec,V = 1.0000 [Eq. D-26] `Ped,V = 1.0000 [Sec. D.6.2.1(c)] = 1.0000 [Sec. D.6.21] Tb,v = (1.5cai / ha) = 2.5000 [Sec. D.6.2.8] Vbx = 7(1e/ da )0.2. da" fc(ca1)1.5 [Eq. D-24] le = 8.00 in Vbx = 750241.42 Ib Vcbgx = 312100.43 Ib [Eq. D-22] Vcbgy = 2 * Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 624200.86 Ib = 0.70 Oseis = 0.75 Vcbgy = 327705.45 Ib (for the anchor group) Check anchors at cy1 edge Vcbgy = Avcy/AvcoyPec,VPed,VPc,Vwh,V Vby [Eq. D-22] cal = 100.00 in (adjusted for edges per D.6.2.4) Avcy = 7632.00 in2 Avcoy = 45000.00 in2 [Eq. D-23] `Pec,V = 1.0000 [Eq. D-26] 4jed,V = 1.0000 [Sec. D.6.2.1(c)] tlic,V = 1.0000 [Sec. D.6.2.7] Th,V = �� (1.5cal / ha) = 2.5000 [Sec. D.6.2.8] Vby = 70e/ da )o.2.\1. dad til fc(ca1)1.5 [Eq. D-24] le = 8.00 in Vby = 750241.42 Ib Vcbgy = 318102.36 Ib [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 636204.73 Ib = 0.70 about:blank Page6of9 3/14/2611°2 Page 7of9 Oseis = 0.75 4Vcbgx = 334007.48 Ib (for the anchor group) Check anchors at cx2 edge Vcbgx = Avcx/AvcoxtPec,V'Ped,V,Pc,V+Ph,V Vbx [Eq. D-22] cal = 100.00 in (adjusted for edges per D.6.2.4) Avcx = 7488.00 in2 Avcox = 45000.00 in2 [Eq. D-23] Pec,V = 1.0000 [Eq. D-26] `Ped,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] Pc,V = 1.0000 [Sec. D.6.2.7] Ph,V = (1.5ca1 / ha) = 2.5000 [Sec. D.6.2.8] Vbx = 7(Ie/ da )O.2.\/ daX,Ni fc(ca1)1.5 [Eq. D-24] Ie= 8.00 in Vbx = 750241.42 Ib Vcbgx = 312100.43 Ib [Eq. D-22] Vcbgy = 2 Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 624200.86 Ib 4 = 0.70 4seis = 0.75 Vcbgy = 327705.45 Ib (for the anchor group) Check anchors at cy2 edge Vcbgy —Avcy/Avcoy'Pec,V4Jed,Vt'c,V'Ph,V Vby [Eq. D-221 cal = 100.00 in (adjusted for edges per D.6.2.4) Any = 7632.00 in2 Avcoy = 45000.00 in2 [Eq. D-23] Pec,V = 1.0000 [Eq. D-26] Ped,V = 1.0000 [Sec. D.6.2.1(c)] Pc,V = 1.0000 [Sec. D.6.2.7] Ph V �' (1.5cal / ha) = 2.5000 [Sec. D.6.2.8] Vby = 7(le/ da )O.2. J daX yJ fc(ca1)1.5 [Eq. D-24] 1e=8.00 in about:blank 3/14/20112 Vby = 750241.42 Ib Vcbgy = 318102.36 Ib [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 636204.73 Ib = 0.70 Oseis = 0.75 Vcbgx = 334007.48 Ib (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] Vcpg = kcpNcbg [Eq. D-30] kcP = 2 [Sec. D.6.3.1] e'vx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e'Vy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) `Pec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear Toad eccentricity) `Pec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) kijec,N' = 1.0000 (Combination of x-axis & y-axis eccentricity factors) Ncbg = (ANca/ANc)(Pec,N'/lljec,N)Ncbg Ncbg = 148679.94 Ib (from Section (5) of calculations) ANc = 3483.00 in2 (from Section (5) of calculations) ANca = 3591.00 in2 (considering all anchors) 4'ec,N = 0.8375 (from Section(5) of calculations) Ncbg = 183040.63 Ib (considering all anchors) Vcpg = 366081.26 Ib =0.70[D.4.4] 4seis = 0.75 4Vcpg = 192192.66 Ib (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Note: Ratios have been divided by 0.4 factor for brittle failure. Tension - Steel : 0.3209 - Breakout : 0.9260 - Pullout : 0.8675 - Sideface Blowout : N/A Shear = Steel : 0.0238 about:blank Page 8 of 9 3/14/261122 Page 9 of 9 - Breakout (case 1) : 0.0304 - Breakout (case 2) : N/A - Breakout (case 3) : 0.0071 - Pryout : 0.0263 V.Max(0.03) <= 0.2 and T.Max(0.93) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 1" diameter F1554 GR. 55 Heavy Hex Bolt anchor(s) with 16 in. embedment about:blank 3/14/201 iiiriY Consulting Engineers 1601 Filth Avenue, Suite 7600 Seattle,' WA 98101 (206) 622.5822 law (206) 622-8130 1 5. Bus Canopy Tukwila Sounder Station (111026) 114 O• Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TC. -S by ii SW location TvkW \LA r W p date 103\ I \\ sheet no. client ST $vS SHELTER Clat- -' job no. k\\ OZ(o BUS SH�LT��L ICANoP'r tEgp = Actx, SDL S PSV SN�V1/4i 3a PSe WIND o SEE W\NO S -k Sr-ks I -A .- SEF_ SE1Sr"- L.9AO% t S‘}e-ic'1 1 1 1 1 1 1 1 1 1 1 b 1 1 1 1 1 EMUConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 5E15rSqL Lo POk IN's/ ERTEp Lu • ' - .Cy=. project Tc�S by 13S1/4J location T\J -\ J \ t� 4\1/1* date \0(3k�11 sheet no. client ST BVS SHEA:TE(L CAts.) job no. O AC• Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TGQS by \SSW location "TU KWILA$ YJP1 client ST date \a (28 t1t sheet no. F WIND LoA01N6 MwF S $NS SH1L-.'tE2 Cq�1opl 'L///, Ii 1 job no. \\oZ.e off,,,GCr, 0:\„, . ya,m PSS G z 0.ps F\co -\re,C —a F\ca -‘ SA FRSU(a L-4I1Jc� C(o s \Z- • '7 - PP cv t3 CPN oip • 13`4 PSF ,JIN\?wANRO me.wr��ZO 117 1 1 1 1 1 1 1 1 10 1• 1 1 1 •1 MIE. Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project Tc—.S by location client ST date \o 1 3\ 1 \ sheet no. BUS 51-\LrEL job no. 118 c 0 SAP2000 11/2/11 14:22:40 SAP2000 v15.0.1 File:bus canopy 3-D View - Kip, in, F Units 119 SAP2000 11/2/11 14:22:43 1 1 1 1 1 1 to 1 1 1 1 1 1 1 1 SAP2000 v15.0.1 - Fi;e:bus canopy -3-D View - Kip, , F Units 120 J'RP License #28E28 SAP2000 Analysis Report Prepared by Consulting Engineers Model Name: bus canopy.sdb 2 November 2011 bus canopy.sdb SAP2000 v15.0.1 - License #28E2t 1. Model geometry 02 November 201' 1. Model geometry This section provides model geometry information, including items such as joint coordinates, joint restraints, and element connectivity. Figure 1: Finite element model 1.1. Joint coordinates Table 1: Joint Coordinates Table 1: Joint Coordinates Joint aCoordSys ' CoordType - 'GlobalX : GlobalY GlobalZ in in in 2 GLOBAL Cartesian -89.500 308.250 138.000 3 GLOBAL Cartesian -89.500 229.500 138.000 4 GLOBAL Cartesian -89.500 76.500 138.000 5 GLOBAL Cartesian -89.500 -76.500 138.000 6 GLOBAL Cartesian -89.500 -229.500 138.000 7 GLOBAL Cartesian -89.500 -308.250 138.000 8 GLOBAL Cartesian 89.500 -308.250 138.000 9 GLOBAL Cartesian 89.500 -229.500 138.000 10 GLOBAL Cartesian 89.500 -76.500 138.000 11 GLOBAL Cartesian 89.500 76.500 138.000 12 GLOBAL Cartesian 89.500 229.500 138.000 13 GLOBAL Cartesian 89.500 308.250 138.000 38 GLOBAL Cartesian -48.500 -308.250 138.000 40 GLOBAL Cartesian -48.500 -229.500 138.000 42 GLOBAL Cartesian -48.500 -76.500 138.000 44 GLOBAL Cartesian -48.500 76.500 138.000 4F (jl r)RAI Cartecinn -48.500 77q 5nn 138 nn0 51 GLOBAL Cartesian 0.000 -229.500 0.000 52 GLOBAL Cartesian 0.000 -229.500 138.000 53 GLOBAL Cartesian 0 000 -76 500 0.000 54 GLOBAL Cartesian 0.000 -76.500 138.000 p-,nr? „f !flit 122 bus canopy.sdb SAP2000 v15.0.1 - License #28E2 1. Model geometry 02 November 2011 Table 1: Joint Coordinates 55 GLOBAL Cartesian 56 GLOBAL Cartesian 57 GLOBAL Cartesian 58 GLOBAL Cartesian 62 GLOBAL Cartesian 64 GLOBAL Cartesian 66 GLOBAL Cartesian 68 GLOBAL Cartesian 70 GLOBAL Cartesian 72 GLOBAL Cartesian 73 GLOBAL Cartesian 74 GLOBAL Cartesian 75 GLOBAL Cartesian 76 GLOBAL Cartesian 77 GLOBAL Cartesian 78 GLOBAL Cartesian 79 GLOBAL Cartesian 80 GLOBAL Cartesian 81 GLOBAL Cartesian 82 GLOBAL Cartesian 83 GLOBAL Cartesian 84 GLOBAL Cartesian 0.000 0.000 0.000 0.000 48.500 48.500 48.500 48.500 48.500 48.500 7.500 7.500 7.500 7.500 7.500 7.500 -7.500 -7.500 -7.500 -7.500 -7.500 -7.500 76.500 76.500 229.500 229.500 -308.250 -229.500 -76.500 76.500 229.500 308.250 308.250 229.500 76.500 -76.500 -229.500 -308.250 -308.250 -229.500 -76.500 76.500 229.500 308.250 0.000 138.000 0.000 138.000 138.000 138.000 138.000 138.000 138.000 138.000 138.000 138.000 138.000 138.000 138.000 138.000 138.000 138.000 138.000 138.000 138.000 138.000 1.2. Joint restraints Table 2: Joint Restraint Assignments Table 2: Joint Restraint Assignments Joint U1 U2 U3 R1 R2 R3 51 Yes Yes Yes Yes Yes Yes 53 Yes Yes Yes Yes Yes Yes 55 Yes Yes Yes Yes Yes Yes 57 Yes Yes Yes Yes Yes Yes 1.3. Element connectivity Table 3: Connectivity - Frame Table 3: Connectivity - Frame Frame Jointl JointJ Length 4i.006 3 42 5 41.000 4 40 6 41.000 5 54 9 41.000 Farm J 123 bus canopy.sdb 1. Model geometry Table 3: Connectivity - Frame 66 10 41.000 7 68 11 41.000 8 70 12 41.000 9 2 3 78.750 10 3 4 153.000 11 4 5 153.000 12 5 6 153.000 13 6 7 78.750 14 13 12 78.750 15 12 11 153.000 16 11 10 153.000 17 10 9 153.000 18 9 8 78.750 53 51 52 138.000 54 53 54 138.000 55 55 56 138.000 56 57 58 138.000 76 38 40 78.750 77 40 42 153.000 78 42 44 153.000 79 44 46 153.000 80 46 48 78.750 86 62 64 78.750 87 64 66 153.000 88 66 68 153.000 89 68 70 153.000 90 70 72 78.750 91 84 83 78.750 92 83 82 153.000 93 82 81 153.000 94 81 80 153.000 95 80 79 78.750 96 78 77 76.750 97 77 76 153.000 98 76 75 153.000 99 75 74 153.000 100 74 73 78.750 107 40 80 41.000 108 80 52 7.500 109 52 77 7.500 110 77 64 41.000 111 42 81 41.000 112 81 54 7.500 113 54 76 7.500 114 76 66 41.000 115 44 82 41.000 116 82 56 7.500 117 56 75 7.500 118 75 68 41.000 120 53 55 .5uu 121 58 74 7 500 122 74 70 41.000 !,in v -1'; nnrc SAP2000 v15.0.1 - License #28E2f 02 November 2011 124 bus canopy.sdb 1. Model geometry CTable 4: Frame Section Assignments Table 4: Frame Section Assignments 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 53 54 55 56 76 77 78 79 80 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 107 108 109 110 111 112 113 114 115 CUTHSS3 CUTHSS3 CUTHSS3 CUTHSS3 CUTHSS3 CUTHSS3 CUTHSS3 CUTHSS3 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4, HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS10X6X1/4 HSS10X6X1/4 HSS 10X6X1 /4 HSS10X6X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4XI/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 HSS4X4X1/4 CUTHSS2 CUTHSS1 CUTHSS1 CUTHSS2 CUTHSS2 CUTHSS1 CUTHSS1 CUTHSS2 CUTHSS2 N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default,, N.A. Default N.A.. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default N.A. Default SAP2000 v15.0.1 - License #28E21 02 November 2011 Consulting Engineers Page 7 of 10 125 bus canopy.sdb 2. Material properties Table 4: Frame Section Assignments 116 117 118 119 120 121 122 CUTHSS1 CUTHSS1 CUTHSS2 CUTHSS2 CUTHSS1 CUTHSS1 CUTHSS2 N.A. N.A. N.A. N.A. N.A. N.A. N.A. Default Default Default Default Default Default Default 2. Material properties This section provides material property information for materials used in the model. Table 5: Material Properties 02 - Basic Mechanical Properties Table 5: Material Properties 02 - Basic Mechanical Properties SAP2000 v15.0.1 - License #28E2/ 02 November 201 Material "' UnitWelgh UnitMass 1KIp-s2/in4 A416Gr270 A992 ALUM CLDFRM CONC NOWtStI OTHER STEEL 2.8356E-04 2.8360E-04 9.8000E-05 2.8356E-04 8.6806E-05 0.0000E+00 8.6800E-05 2.8356E-04 7.3446E-07 7.3450E-07 2.5400E-07 7.3446E-07 2.2483E-07 7.3450E-07 2.2464E-07 7.3446E-07 U1 Kip/in2 . KIp/1n2 , 28500.000 29000.000 10100.000 29500.000 3600.000 29000.000 3600.000 29000.000 Table 6: Material Properties 03a - Steel Data Table 6: Material Properties 03a - Steel Data Material Fy Fu Kip/1n2 Kip/in2 A992 NoWtStl STEEL 50.000 65.000 50.000 65.000 36.000 58.000 11153.846 3796.992 11346.154 1500.000 11153.846 1500.000 11153.846 : A1: 1/F 0.300000 0.330000 0.300000 0.200000 0.300000 0.200000 0.300000 Table 7: Material Properties 03b - Concrete Data Table 7: Material Properties 03b - Concrete Data Material Fc Kip/in2 CONC 4.000 6.5000E-06 6.5000E-06 1.3100E-05 6.5000E-06 5.5000E-06 6.5000E-06 5.5000E-06 6.5000E-06 126 bus canopy.sdb 3. Section properties SAP2000 v15.0.1 - License #28E2E 02 November 2011 Table 8: Material Properties 03c - Aluminum Data Table 8: Material Properties 03c - Aluminum Data a`�erial ALUM Wrought 6061-T6 24.000 Table 9: Material Properties 03d - Cold Formed Data Table 9: Material Properties 03d - Cold Formed Data Table 10: Material Properties 03f Tendon Data Table 10: Material Properties 03f - Tendon Data l'n yam. � ..alSlope 44* i� p In A416Gr270 245.100 270.000 -0.100000 3. Section properties This section provides section property information for objects used in the model. 3.1. Frames Table 11: Frame Section Properties 01 - General, Part 1 of 4 Table 11: Frame Section Properties 01 - General, Part 1 of 4 SectionName ;. 2L8X4X1/2X3/4L LBB C12X20.7 C12X25 C12X30 C6X10.5 C6X13 C6X8.2 CUTHSS CUTHSS1 CUTHSS2 CUTHSS3 f! ;1.1 HSS 12.750X.250 HSS 12.750X.375 HSS 12.750X.500 HSS4X2X1/4 STEEL STEEL STEEL STEEL NoWtStl NoWtStl NoWtStl STEEL STEEL STEEL STEEL a992 STEEL STEEL STEEL STEEL (,;,,nsty.'in7 Eng n''nrs t3 in in Double Angle 8.0000 8.7500 Channel Channel Channel Channel Channel Channel Channel Channel Channel Channel Pipe Pipe Pipe Box/Tube 12.0000 12.0000 12.0000 6.0000 6.0000 6.0000 6.0000 6.0000 6.0000 6.0000 12.7500 12.7500 12.7500 4.0000 2.9400 3.0500 3.1700 2.0300 2.1600 1.9200 8.1300 8 1300 7.2500 4 0000 r, tfb Z 0.5010 0.5010 0.5010 0.3430 0.3430 0.3430 0.5000 0.5000 0.5000 0 5000 ,3n 2.0000 0.2330 0.2820 0.3870 0.5100 0.3140 0.4370 0.2000 0.5000 0.5000 0.5000 0.5000 0.2500 0.3750 0.5000 0.2330 in . U nt ,rin 127 bus canopy.sdb 3. Section properties Table 11: Frame Section Properties 01 - General, Part 1 of 4 SOctfonNa a tdaterial:, ksbex'^• ', „N#v -a -v tx �' "., efi, HSS4X2X3/8 HSS4X4X1/4 HSS6X2X1/4 HSS6X3X1 /4 HSS6X4X1/4 HSS8X2X1/4 HSS8X4X1/4 PIPE12STD W12X30 W12X35 W12X40 W12X45 W12X50 W12X58 W 12X65 W12X72 W12X79 W12X87 W12X96 WT6X13 WT6X7 SAP2000 v15.0.1 - License #28E2 02 November 201' STEEL A992 STEEL STEEL STEEL A992 STEEL A992 A992 A992 A992 A992 STEEL STEEL STEEL STEEL STEEL STEEL STEEL STEEL STEEL Box/Tube 4.0000 2.0000 Box/Tube 4.0000 4.0000 Box/Tube 6.0000 2.0000 Box/Tube 6.0000 3.0000 Box/Tube 6.0000 4.0000 Box/Tube 8.0000 2.0000 Box/Tube 8.0000 4.0000 Pipe 12.7500 (/Wide Flange 12.3000 6.5200 I/Wide Flange 12.5000 6.5600 (/Wide Flange 11.9000 8.0100 I/Wide Flange 12.1000 8.0500 I/Wide Flange 12.2000 8.0800 (/Wide Flange 12.2000 10.0000 I/Wide Flange 12.1000 12.0000 I/Wide Flange 12.3000 12.0000 I/Wide Flange 12.4000 12.1000 (/Wide Flange 12.5000 12.1000 I/Wide Flange 12.7000 12.2000 Tee 6.1100 6.4900 Tee 5.9600 3.9700 0.3490 0.3490 0.2330 0.2330 0.2330 0.2330 0.2330 0.2330 0.2330 0.2330 0.2330 0.2330 0.2330 0.2330 0.3750 0.4400 0.2600 6.5200 0.4400 0.5200 0.3000 6.5600 0.5200 0.5150 0.2950 8.0100 0.5150 0.5750 0.3350 8.0500 0.5750 0.6400 0.3700 8.0800 0.6400 0.6400 0.3600 10.0000 0.6400 0.6050 0.3900 12.0000 0.6050 0.6700 0.4300 12.0000 0.6700 0.7350 0.4700 12.1000 0.7350 0.8100 0.5150 12.1000 0.8100 0.9000 0.5500 12.2000 0.9000 0.3800 0.2300 0.2250 0.2000 Table 11: Frame Section Properties 01 - General, Part 2 of 4 Table 11: Frame Section Properties 01 - General, Part 2 of 4 SectionName Area TorsConst 133 122 AS2 AS3 in2 in4 in4 in4 in2 in2 2L8X4X1/2X3/4L 11.60 1.00 77.20 31.13 8.00 4.00 LBB C12X20.7 6.08 0.37 129.00 3.86 3.38 2.95 C12X25 7.34 0.54 144.00 4.45 4.64 3.06 C 1'2X30 8.81 0.36 162.00 5.12 6.12 3.18 C6X10.5 3.08 0.13 15.10 0.86 1.88 1.39 C6X13 3.81 0.24 17.30 1.05 2.62 1.48 C6X8.2 2.39 7.360E-02 13.10 0.69 1.20 1.32 CUTHSS 10.63 0.85 66.86 72.66 3.00 8.13 CUTHSS1 10.63 0.85 66.86 72.66 3.00 8.13 CUTHSS2 9.75 0.77 60.19 52.98 3.00 7.25 CUTHSS3 6.50 0.50 35.54 10.10 3.00 4.00 HSS10X6X1/4 7.10 96.70 96.90 44.10 4.66 2.80 HSS12.750X.250 9.16 359.00 180.00 180.00 8.24 8.24 HSS12.750X.375 13.60 523.00 262.00 262.00 12.24 12.24 HSS12.750X.500 17.90 678.00 339.00 339.00 16.11 16.11 HSS4X2X1/4 2.44 3.82 4.49 1.48 1.86 0.93 HSS4X2X3/8 3.39 4.83 5.60 1.80 2.79 1.40 HSS4X4X1/4 3.37 12.80 7.80 7.80 1.86 1.86 HSS6X2X1/4 3.37 6.55 13.10 2.21 2.80 0.93 HSS6X3X1/4 3.84 14.20 17.00 5.70 2.80 1.40 t. irrr-.,,v„ ,, nn 'Z Rn On nn ,1 1n o on 1 no HSS8X4X1/4 5.24 35.30 42.50 14.40 3.73 1.86 PIPE12STD 13.60 523.00 262.00 262.00 7.12 7.12 W12X30 8.79 0.46 238 00 20.30 320 4.78 W12X35 10.30 0.74 285.00 24.50 3.75 5.69 128 bus canopy.sdb 3. Section properties Table 11: Frame Section Properties 01 - General, Part 2 of 4 W12X40 11.70 0.91 307.00 44.10 W12X45 13.10 1.26 348.00 50.00 W12X50 14.60 1.71 391.00 56.30 W12X58 17.00 2.10 475.00 107.00 W12X65 19.10 2.18 533.00 174.00 W12X72 21.10 2.93 597.00 195.00 W12X79 23.20 3.84 662.00 216.00 W12X87 25.60 5.10 740.00 241.00 W12X96 28.20 6.85 833.00 270.00 WT6X13 3.82 0.15 11.70 8.66 WT6X7 2.08 3.500E-02 7.67 1.18 3.51 6.88 4.05 7.71 4.51 8.62 4.39 10.67 4.72 12.10 5.29 13.40 5.83 14.82 6.44 16.33 6.99 18.30 1.41 2.06 1.19 0.74 Table 11: Frame Section Properties 01 - General, Part 3 of 4 Table 11: Frame Section Properties 01 - General, Part 3 of 4 SectionName 2L8X4X1/2X3/4L 14. LBB 33 s z 522 n� an3 ,. 96 7.12 Z33 , Z22 , _,R33 , R22 � 1134.41; in in 26.20 14.31 2.5798 C12X20.7 21.50 1.72 25.60 C12X25 24.00 1.87 29.40 C12X30 27.00 2.05 33.80 C6X10.5 5.03 0.56 6.18 C6X13 5.77 0.64 7.29 C6X8.2 4.37 0.49 5.16 CUTHSS 22.29 14.64 25.48 CUTHSS 1 22.29 14.64 25.48 CUTHSS2 20.06 11.80 23.06 CUTHSS3 11.85 3.78 14.13 HSS 10X6X1 /4 19.38 14.70 23.60 HSS12.750X.250 28.24 28.24 36.50 HSS12.753X.375 11.10 11.13 53.70 HSS12.750X.500 53.18 53.18 70.20 HSS4X2X1/4 2.24 1.48 2.94 HSS4X2X3/8 2.80 1.80 3.84 HSS4X4X1/4 3.90 3.90 4.69 HSS6X2X1/4 4.37 2.21 5.84 HSS6X3X1/4 5.67 3.80 7.19 HSS6X4X1/4 6.97 5.55 8.53 HSS8X2X1/4 7.13 2.94 9.68 HSS8X4X1/4 10.63 7.20 13.30 PIPE12STD 41.10 41.10 53.70 W12X30 38.70 6.23 43.10 W12X35 45.60 7.47 51.20 W12X40 51.60 11.01 57.00 W12X45 57.52 12.42 64.20 W12X50 64.10 13.94 71.90 W12X58 77.87 21.40 86.40 Pr1nvn;, p0 An nn nn c,r, on .. ,2X72 9/ ;„ 130.30 W12X79 106.77 35.70 119.00 W12X87 118.40 39.83 132.00 W12X96 131.18 44.26 147.00 WT6X13 2.41 2.67 4.20 3.47 3.82 4.32 1.14 1.35 0.99 24.50 24.50 20.02 6.81 16.60 36.50 53.70 70.20 1.79 2.31 4.69 2.61 4.41 6.45 3.43 8.20 53.70 9.56 11.50 16.80 19.00 21.30 32.50 4.6062 4.4293 4.2881 2.2142 2.1309 2.3412 2.5080 2.5080 2.4846 2.3384 3.6943 4.4329 4.3892 4.3518 1.3565 1.2853 1.5214 1.9716 2.1041 2.2046 2.5745 2.8479 4.3892 5.2035 5.2602 5.1224 5.1541 5.1750 5.2859 1.6383 0.7968 0.7786 0.7623 0.5284 0.5250 0.5361 2.6145 2.6145 2.3311 1.2463 2.4922 4.4329 1.389' 4.3518 0.7788 0.7287 1.5214 0.8098 1.2183 1.6067 0.8269 1.6577 4.3892 1.5197 1.5423 1.9415 1.9537 1.9637 2.5088 Al In r 7Qnp ', n4^0 54.30 5.3418 3.0513 60.40 5.3765 3.0682 67.50 5.4350 3.0943 4.08 1.7501 1.5057 SAP2000 v15.0.1 - License #28E2€ 02 November 2011 U2n'..n 129 bus canopy.sdb 3. Section properties SAP2000 v15.0.1 - License #28E2 02 November 201' Table 11: Frame Section Properties 01 - General, Part 3 of 4 WT6X7 1.83 0.59 3.32 0.95 1.9203 0.7532 Table 11: Frame Section Properties 01 - General, Part 4 of 4 Table 11: Frame Section Properties 01 - General, Part 4 of 4 Sectio Name 2L8X4X1 /2X3/4L LBB C12X20.7 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 C12X25 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 C12X30 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 C6)0 0.5 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 C6X13 1.000000 1.000000 . 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 C6X8.2 1.000000 1.000000. 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 CUTHSS 1.000000 1.000000 1.000000 1.000000 .1.000000 ,1.000000 1.000000 1:000000 CUTHSSI . 1.000000 1.000000 1.000000 •.•. 1.000000 1.000000, .1.000000 1.000000 1.000000 CUTHSS2 • 1.000000 1.000000 1.000000 :.:1.000000,. -1:.000000.";,1,:000000. i .1.000000": ' 71:000000. • CUTHSS3 1.000000 1.000000 1.000000 1.000000 1.000000 " . 1.000000 1.000000 1.000000 HSS 10X6X1 /4 1.000000 1.000000 1.000000 1.000000 1.000000 1:000000 1.000000 1.000000 HSS 12.750X. 250 1.000000 1.000000 1.000000 1.000000 1.000000 1:000000 1.000000 1.000000 HSS 12.750X.375 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 HSS 12.750X.500 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 H S S4X2X1 /4 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 HSS4X2X3/8 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 HSS 4 X4 X 1 /4 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 HSS6X2X1/4 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 HSS 6X3X 1 /4 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 H SS6X4X1 /4 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 HSS8X2X1/4 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 HSS8X4X1/4 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 PIPE12STD 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 ,W12X30 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 W12X35 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 W12X40 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 W 12X45 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 W12X50 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 W12X58 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 W 12X65 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 W 12X72 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 W12X79 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 W12X87 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 W12X96 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 W T6X 13 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 WT6X7 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 Consulting Engineers Page 12 of 100 130 r c bus canopy.sdb 4. Load patterns 3.3. Areas Table 13: Area Section Properties, Part 1 of 3 Table 13: Area Section Properties, Part 1 of 3 ASEC1 Deck CONC CLDFRM Shell Shell Shell -Thin Shell -Thin Yes Yes 1.0000 SAP2000 v15.0.1 - License #28E21 02 November 2011 1.0000 1.000000 0.0200 0.0200 1.000000 Table 13: Area Section Properties, Part 2 of 3 • Table 13: Area Section Properties, Part 2 of 3 ASEC1 1.000000 1.000000 1.000000 1.000000 Deck 1•.000000'' i•. 1.000000 `• 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 Table -13 : Area ..Section^P•roperties, Part 3 of 3 Table 13: Area Section Properties, Part 3 of 3 ASEC1 Deck 1.000000 1.000000 3.4. Solids Table 14: Solid Property Definitions Table 14: Solid Property Definitions SoII ropMate:ialr,..• MatAngleA `MatMgleB r M gleC ` �"., .^` .`�-7•" '� r� y�. . i.•s_t -'`� Degrees 3:. ,,z%Degreesr• _•.r "Degrees SOLIDI CONC 0.000 0.000 0.000 4. Load patterns This section provides loading information as applied to the model. 4.1. Definitions 1.000000 1 1.000000 Consulting Engineers Page 13 of 100 131 1 1 1 1 1 1 1 b 1 1 1 1 1 1 1 1` 1 bus canopy.sdb 5. Load cases Table 15: Load Pattern Definitions Table 15: Load Pattern Definitions SELF D_SDL SNOW EX1 EX2 EY W1 W2 DEAD DEAD SNOW QUAKE QUAKE QUAKE WIND WIND 1.000000 0.000000 0.000000 0.000000 None 0.000000 None 0.000000 None 0.000000 None 0.000000 None 5. Load cases This section provides Load case information. f Table 16: Load Case Definitions Table 16: Load Case Definitions SAP2000 v15.0.1 - License #28E2€ 02 November 2011 SELF LinStatic Zero D_SDL LinStatic Zero SNOW LinStatic Zero EX1 LinStatic Zero EY LinStatic Zero W1 LinStatic Zero W2 LinStatic Zero MODAL LinModal Zero Prog Det Non -Compos ite Prog Det Non -Compos ite Prog Det Short -Term Composite Prog Det Short -Term Composite Prog Det Short -Term Composite Prog Det Short -Term Composite Prog Det Short -Term Composite Prog Det Other 5.2. Static case load assignments Table 17: Case - Static 1 - Load Assignments Table 17: Case - Static 1 - Load Assignments SELF D_SDL SNOW Load pattern Load pattem Load pattern Const:lting Engineers SELF D_SDL SNOW 1.000000 1.000000 1.000000 Page 14 of 100 132 bus canopy.sdb 6. Load combinations Table 17: Case - Static 1 - Load Assignments EX1 EY W1 W2 Load pattern EX1 Load pattern EY Load pattern W1 Load pattern W2 1.000000 1.000000 1.000000 1.000000 6. Load combinations This section provides Toad combination information:: Table 19: Combination Definitions Table 19: Combination Definitions - C LRFD3 tinear Add SELF 1.200000 LRFD3 D_SDL 1.200000 LRFD3 SNOW 1.600000 LRFD3 W1 0.800000 LRFD4 Linear Add D_SDL 1.200000 LRFD4 SELF 1.200000 LRFD4 W1 1.600000 LRFD4 SNOW 0.500000 LRFD5A Linear Add D_SDL 1.390000 LRFD5A SELF 1.390000 LRFD5A EX1 1.000000 LRFD5A EY 0.300000 LRFD5C Linear Add D_SDL 1.390000 LRFD5C SELF 1.390000 LRFD5C EY 1.000000 LRFD5C EX1 0.300000 ENV_W Envelope LRFD3 1.000000 ENV_W LRFD4 1.000000 ENV_E Envelope LRFD5A 1.000000 ENV_E LRFD5C 1.000000 ENV_ALL Envelope ENV_W 1.000000 ENV_ALL ENV_E 1.000000 LRFD6 Linear Add D_SDL 0.900000 LRFD6 SELF 0.900000 LRFD6 - W2 1.600000 LRFD7A Linear Add D_SDL 0.900000 LRFD7A SELF 0.900000 LRFD7A EX1 1.000000 LRFD7A EY 0.300000 LRFD7C Linear Add D_SDL 0.900000 LRFD7C SELF 0.900000 LRFD7C EY 1.000000 LRFD7C EX1 0.300000 ENV_E. UP Envelope LRFD7A 1.000000 ENV_E_UP LRFD7C 1.000000 Conailung Engineers SAP2000 v15.0.1 - License #28E21 02 November 2011 01 33ge 15 of 10 1 1 1 1 1 1 1 lo 1 1 1 1 1 1 1 1 bus canopy.sdb 6. Load combinations Table 19: Combination Definitions D D ASD7 ASD7 ASD8 ASD8 ASD6 W ASD6 W ASD6_W ASD6_E Linear Add ASD6_E ASD6_E D+L Linear Add D+L Linear Add Linear Add Linear Add Linear Add D_SDL 1.000000 SELF 1.000000 D 0.600000 W2 1.000000 D 0.600000 EX1 0.700000 D 1.000000 W1 0.750000 SNOW 0.750000 D 1.000000 EX1 0.750000 SNOW 0.750000 D 1.000000 SNOW. 1.000000 SAP2000 v15.0.1 - License #28E2 02 November 201' Consulting Engineers Page 16 of 100 134 • Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project 1 -C? -5 by SSW sheet no. 1 location iL -\ \\ q I W A date "171 \ \ clientST job no. 1\\0 �� $U 5 CAN NOP"( CUT HSS SCc-TS GUT I,\ S ! 1 + (a + GUT 14 SS 2- G, GvT HSS Co „i1 11 1 • Honsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project 1 -CRS by F3w location TL v LA /OA date \' 1 Z 1 \t sheet no.. client S -r svS Go Nop-� CST t-\ SS (7EP-r�S-t Co• 1 y !'I 2 K �tb `2-1-'1 FLANXDE Lor.- L- Sl)t��\�.�ro tp �zu = 33M tt.1 \.283.-1N n < ZS.\ •� �N L-aM Pq L --r yrs . 25,\ S\ _ \"171 *\ o.1F S.t\ xrc ( \'I-q.i M„ _ -1-53 — (11-53 _ o., (\, .7!)(sA e> 1 \ a N t t 1 NI. _1N M 0`10 � 33`f o� 0.• NSs CV 1 SECp of 136 job no. Engineers MIN 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project '� G\Z S by SSW sheet no. location T V \LwA\-o r \ » date 1\ ('Z(1\ client ST job no. \ \ o Lco 1 g V $ CO.N &t"--(1 gJS;C0=q-aop� F0. �rip,L1T% tti) OES�C NO42%-c% vl BElo w ss -r of (-1) P 02a"[ t - TQC \3-V"x 2-0" 9MCX � D. 98"SF bE$(CorJ V. -E- 11,1 F ‘KI NcT t 1•6(o t3c.0 i.b(o.00p't-i TR`( dr, 0 \Z O•L- jj �... (�> 0'59 L . 60NI�s 091 (2\-D3/?.)U.-40.(0c)(l� ' SS.Si cT .`s _7.„1.--.--, -ch11�� ` .,. 4--? a \2- t7 . L . AI. "a6 -b -r. F-rb or_P.,-t L L L L o+G.n..-\ K0 b- 1L -F'9 coot' F -t 0\\k-- GoP4TRoLL.\h C LooO �oSE M . = 2-3.1K��T/FT • Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TORS by 13S location TO tLA r VJA date \013 \ I \\ sheet no. client ST B SHEL'1'�R- c.Pt- P t A- ) i ® R ® 2Y" 51/4' 1 IA job no. \\401.1,, • 138 Anchor Calculations Anchor Selector (Version 4.6.0.0) I Job Name : Tc-lz' - Fps CA.NoP1 ANG P•AvE Date/Time : 11/2/2011 1:17:43 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-05 Calculation Type : Analysis a) Layout Anchor : 1 1/4" Heavy Hex Bolt Number of Anchors : 4 Steel Grade: F1554 GR. 55 Embedment Depth : 20 in • Built-up Grout Pads : Yes c Sys 0 C. CO c 4ANCHORS 'Nua IS POSITIVE FOR TENSION AND NEGATIVE.FOR COMPRESSION. • INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions : cx1 : 150 in cx2 : 150 in cy� : 150 in cy2 : 150 in bx1 : 2.25 in bx2 : 2.25 in bye : 2.25 in bye : 2.25 in sx1 : 10.5 in ahout:hlaak 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 139 I 1/2/2011 + Vuay MUy Nua 3.. 4 MUX . Vyax ey ex 10 02 4ANCHORS 'Nua IS POSITIVE FOR TENSION AND NEGATIVE.FOR COMPRESSION. • INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions : cx1 : 150 in cx2 : 150 in cy� : 150 in cy2 : 150 in bx1 : 2.25 in bx2 : 2.25 in bye : 2.25 in bye : 2.25 in sx1 : 10.5 in ahout:hlaak 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 139 I 1/2/2011 1 syi : 10.5 in b) Base Material ' Concrete : Normal weight fc : 4000.0 psi Cracked Concrete : Yes 'P v : 1.00 1 Condition : A tension and shear 4Fp : 2210.0 psi /Thickness, ha : 24 in 1 Supplementary edge reinforcement : No c) Factored Loads ,Load factor source : ACI 318 Section 9.2 Nua : -300 Ib. 'Vuax :4100 Ib 1 Vuay : 0 Ib Mux : '29583 Ib*ft Muy : 0 Ib*ft • 1 ex:0in ey : 0 in 1 Moderate/high seismic risk or intermediate/high design category : Yes Apply entire shear Toad at front row for breakout : No Id) Anchor Parameters Anchor Model = HB125 do = 1.25 in 1 Category = N/A hef = 18.75 in ragGGU17 1 1 1 1 1 1 1 hmin = 20.75 in cac = 28.125 in cmin = 7.5 in Smin = 7.5 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 N uai = 380.10 Ib Anchor #2 N ua2 = 380.10 Ib Anchor #3 N ua3 = 14517.98 Ib Anchor #4 N ua4 = 14517.98 Ib Sum of Anchor Tension ENua = 29796.17 Ib a= 0.00 in ay = 1.91 in e'Nx = 0.00 in e'Ny = 4.98 in aboui:hiank 140 ii/2120) 1 3) Shear Force on Each Individual Anchor • Resultant shear forces in each anchor: C-) Anchor #1 V ua1 = 1025.00 Ib (V ualx = 1025.00 Ib , V ualy = 0.00 Ib ) Anchor #2 V ua2 = 1025.00 Ib (V ua2x = 1025.00 Ib , V ua2y = 0.00 Ib ) Anchor #3 V ua3 = 1025.00 Ib (V ua3x = 1025.00 Ib , V ua3y = 0.00 Ib ) Anchor #4 V ua4 = .1025.00 Ib (V ua4x = 1025.00 Ib , V ua4y = 0.00 Ib ) Sum of Anchor Shear EVuax = 4100.00 Ib, EVuay = 0.00 Ib e'vx=0.00in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = fA.se futa [Eq. D-3] Number of anchors acting in tension, n = 4 Nsa = 72675 Ib (for each individual anchor) =0.75[D.4.4] Nsa = 54506.25 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] N = A /A '' 'I' 4j �' N E D-5 cbg Nc Nco ec,N ed,N c,N cp,N b [ q' ] Number of influencing edges = 0 hef = 18.75 in ANco = 3164.06 in2 [Eq. D-6] ANc = 4455.56 in2 Ll'ec,Nx 1.0000 [Eq. D-9] `t'ec,Ny = 0.8495 [Eq. D-9] ;cm = 0.8495 (Combination of x-axis & y-axis eccentricity factors.) Ted,N = 1.0000 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 c,N = 1.0000 [Sec. D.5.2.6] Tcp,N = 1.0000 [Eq. D-12 or D-13] Nb = 162. f ' c hef5/3 = 133911.79 Ib [Eq. D-8] Ncby = 160194.50 Ib [Eq. D-5] 41= 0.75 [D.4.4] 4seis = 0.75 about:blank 141 11,2/2011 (I)Ncbg = 90109.41 Ib (for the anchor group) 6) Pullout Strength of Anchorin Tension [Sec. D.5.3]. Np = 8Abrgf 'c [Eq. D-15] Abrg = 2.2370 int Npn = 'Pc,pNp [Eq. D-14] Tc,p = 1.0 [D.5.3.6] Npn = 71584.00 Ib = 0.70 [D.4.4] (1)seis = 0.75 Npn = 4 Neq =37581.60 Ib (for each' individual anchor) rage A+ 01 7 7) Side Face Blowout of Anchor hi Tension [Sec. D.5.4] Concrete. side face.blowout strength is only calculated for headed anchors in tension close -to... an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq = 43605.00 Ib (for each individual anchor) ( = 0.65 [D.4.4] 4) Veq = 28343.25 Ib (for each individual anchor) 4)Veq is multiplied by 0.8 due to built-up grout pads...[Sec D.6.1.3] 4)Veq = 22674.601b (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x -direction... Vcbgx = ' vcx/'.vcox'ec,Vgjed,Vgjc,V Vbx [Eq. D-22] cal = 100.00 in (adjusted for edges per D.6.2.4) vex = 7452.00 in2 Avcox = 45000.00 int [Eq. D-23] `t'ec,v = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Eq. D-27 or D-281 c,V = 1.0000 [Sec. D.6.2.7] Vbx = 70e/ do ),0.2..vdoer fc(cal)1.5 [Eq. le = 10.00 in about:hlank• D-241 142 I I /2/201 1 Vbx = 750241.42 Ib Vcbgx = 124239.98 Ib [Eq. D-22] =0.75 4seis = 0.75 Vcbgx = 69884.99 Ib (for the anchor group) In y -direction... Vcbgy = ' vcy/Avco y`f'ec,V`t'ed,Vt'c,V Vby [Eq. 0-22] cal = 100.00 in (adjusted for edges per D.6.2.4) Avcy = 7452.00 in2 Avcoy = 45000.00 in2:[Eq: D-23] `t'ec,V = 1.0000 [Eq. D-26] 'Yed,v = 1.0000 [Eq. D-27 or D-28] To/ = 1.0000 [Sec. 0.6.2.7] . Vby = 70e/ do )0.2 �I doh' q f c(ca1)1.5 [Eq. D-24] Ie= 10.00 in Vby = 750241.42 Ib Vcbgy = 124239.98 Ib [Eq. D-221 =0.75 (1)seis = 0.75 4Vcbgy = 69884.99 Ib (for the anchor group) Case 2: Anchor(s) furthest from edge checked against total shear Toad In x -direction... Vcbgx = Avcx/AvcoxPec,VTed,VPc,V Vbx [Eq. D-22] cal = 100.00 in (adjusted for edges per D.6.2.4) Avcx = 7452.00 in2 Avcox = 45000.00 in2 [Eq. ,D-23] `t'ec,V = 1.0000 [Eq. D-26] Ped,V 1.0000 [Eq. D-27 or D-28] Tc.V = 1.0000 [Sec. D.6.2.7] Vbx = 70e/ do )0.2 tiI d024 fc(ca1)1.5 [Eq: D-24] le = 10.00 in about:blank . 143 11r2/20i 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 10 1 1 1 1 1 10 1 1 1 1 1 1 Vbx = 750241.42 Ib Vcbgx = 124239.98 Ib [Eq. D-22] = 0.75 (I)seis = 0.75 I)Vcbgx = 69884.99 Ib (for the entire anchor group) ( In y -direction:.. Vcbgy = AvciAvcoytljec,Ojed,V1Pc,V Volt [Eq. D-22] cal = 100.00 in (adjusted for edges per D.6.2.4) Any = 7452.00 in2 Avooy = 4.5000.09 ih2 [Eq: a-23]• Teo/ = 1..0000. [Eq. D-26] ._ ed,V = 1.0000[Eq.•-27 or D28]T Tb,v = too op [Sec..D.'6..7] •.` ' Vby = 7(Ie/ do )°•2 dox.4 fc(cai)1-5 [Eq. D-24] le = 10.00 in Vby = 750241.42 lb Vcbgy = 124239.98 Ib [Eq. D -22J = 0.75 4seis = 0.75 (1)Vcbgy = 69884.99 Ib (for the entire anchor group) Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge Vcbgx = Avcx/AvcoxecNtifed,Ojc,V Vbx [Eq. D-22] cal = 100.00 in (adjusted for edges per D.6.2.4) Avox = 7452.00 in2 Avoox = 45000.00 in2 [Eq. D-23] Teo/ = 1.0000 [Eq. D-26] T ed,V 1.0000 [Sec. D.6.2.1(c)] 11)c,v = 1.0000 [Sec. D.6.2.7]. Vbx = 70e/ do )9-24 d0A4 fo(cal)1.5 [Eq. D-24] le = 10.00 in about:blank Vbx = 750241.42 Ib Vcbgx = 124239.98 Ib [Eq. D-22] 2 * Vcbgx [Sec. D.6.2.1(c)] Vcbgy = = 248479.96 Ib Vcbgy ¢=0.75 (l)seis = 0.75 (1)Vcbgy = 139769.98 Ib (for the anchor group) Check anchors at cy1 edge Vcbgy = Avcy/Avcoy'1'ec,V`'ed,V''c,v Vby [Eq. D-22] . 1 Cal 100.00 in (adjusted for edges per D.6.2.4) Any = 7452.00 in2. • 1 Anby = 4.5000.00 in2.[Eq. D-23] • f ;. `t'ec V =11.0000 [Eq. D-26] • `t'ed,v = 1.0000 [Sec. D.6.2.1(c)] To/ = 1.0000 [Sec. D.6.2.7] J Vby = 70e/ do )O.2 doh' 4 f c(Cai )1.5 [Eq. D-24] 0 le = 10.00 in Vby = 750241.42 Ib Vcbgy = 124239.98 Ib [Eq. D-22] [Sec. D.6.2.1(c)] Vcbgx = 2 * Vcbgy Vcbgx = 248479.96 Ib = 0.75 4 seis = 0.75 hVcbgx = 139769.98 Ib (for the anchor group) Check anchors at cx2 edge Vcbgx = Avcx/Avcojec,V'ed,V4jc,V Vbx [Eq. D-22] 1 Cal = 100.00 in (adjusted for edges per D.6.2.4) Avcx = 7452.00 in2 1 Avcox = 45000.00 in2 [Eq. D-23] `Yec,V = 1.0000 [Eq. D-26] 1 ed,V - 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] 145 'about:blank . 11/2/2011 Tc;V = 1.0000 [Sec. D.6.2.7] Vbx = 7(1e/ do )O.2 doh fc(ca1)1.5 [Eq. D-24] Ie=10.00 in Vbx = 750241.42 Ib Vcbgx = 124239.98 Ib [Eq. D-22] * Vcbgx [Sec: D.6.2.1(c)] Vcbgy = 2 Vcbgy = 248479.96 Ib- = 0.75 (I)seis = 0.75 Vcbgy = 139769.98 Ib (for the anchor`group) Check anchors at cy2 edge VyY `I' [Eq. D-22] cbgy = Avc/ ' 'vcoy`ec,V ed,V`I' V . c,V ;by cal = 100.00 in (adjusted for'edges per D.6.2.4) Avcy = 7452.00 in2 ' Vcoy = 45000.00 in2 [Eq. D-23] `Yec,V = 1.0000 [Eq. D-26] ki'ed,V = 1.0000 [Sec. D.6.2.1(c)] Tc;V = 1.0000 [Sec. D.6.2.7] Vby. = 70e/ do )0.2 .J dox 4 f c(ca1)1.5 [Eq. D-24] Ie = 10.00 in Vby = 750241.42 Ib Vcbgy = 124239.98 Ib [Eq. D-22] Vcbgx = 2 *Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 248479.96 Ib =0.75 4seis = 0.75 Vcbgx = 139769.98 Ib (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] Vcp9 = kcpNcbg [Eq. D-30] kcp = 2 [Sec. D.6.3.1] e'Vx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) about:blank e'vy = 0.00 in (Applied shear Toad eccentricity relative to anchor group c.g.) Tec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) `Yec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) ljec,N' 1.0000 (Combination of x-axis & y-axis eccentricity factors) Ncbg= (ANca/ANc)(�ec,N' ec,N)Ncbg Ncbg = 160194.50 Ib (from Section (5) of calculations) ANc = 4455.56 in2 (from Section (5) of calculations) ANca = 4455.56 int (considering all anchors) 'ec,N = 0.8495 (from Section(5) of calculations Ncbg = 188571.60 Ib (considering all anchors) Vcpg = 377143.21 Ib = 0.70 [D.4.4] 4seis = 0.75 0Vcpg = 198000.18 Ib (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Note: Ratios have been divided by 0.4 factor for brittle failure. Tension - Steel : 0.2664 - Breakout : 0.8267 - Pullout : 0.9658 - Sideface Blowout : N/A Shear - Steel : 0.0452 - Breakout (case 1) : 0.0733 Breakout (case 2) : 0.1467 - Breakout (case 3) : 0.0367 - Pryout : 0.0518 V.Max(0.15) <= 0.2 and T.Max(0.97) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 1 1/4" diameter F1554 GR. 55 Heavy Hex Bolt anchor(s) with 20 in. embedment about:blanl: 147 i 1 /2/201 1 1 1 1 1 1 1 1 1 1 1 0 1 1 1 1 1 1 1 Tukwila Sounder Station (111026) Consulting Engineers 1601 !inn Avenue. Sulte 1600 Seattle. WA 9810; (206) 622.5812 la. /2061 622.8130 6. Ticketing Area 1 Effill Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TC -ZS by \N location TV' -Vv \.. r Wtq client ST date \\1\1\\ sheet no. T\C1LGZ1 N is tat?--CtA job no. \ \o2 (., ›ES‘ C. r\ ST — (Jr L.•IIL SLPC� P�ovE "CIVET\t�X-, A�c> x \ 1 D .Oto 't_F L 1- i 1- --,'- + 6 ..- t I 3.09` I/ 34 Z "• V.16 -S • cerl 1s--...". S T (11-% P V,. SHIP \.oa.OtNt., : r\-.- - c - \S. "'n rtD P.: 1�E t N F 0.35 \z1(.') o.S� a z o.SS �M = O.c\ C� a _ ('i+' )3 t0•A } \.b (lam.\=)' ISS 7._E \-7.)C") c o•C.- o <+ 0 149 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Alff II I Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project -i-C-5?-S by location "t‘.3V--s..-4 % A date sheet no. client ST TtC-,‘-E_T NI Cur AVX -C) job no. 1 IC>E- -tx c.--ks.--r n5c., St_g>z, av, . la.."NrE (3tpoS)( Soo\ k (46'41) 2`1(si.os)(5 - (24 0-4)(‘-2„:1-) 6 1- ir-A 0 c)• 1,4 Cl.o5)154 (`‘ e'tt."-) • a Lf tOS P + X CD ri l4oss 4 , .-1(e."2-)(2-m '1) # e''t 61- \ (r2:1"))' c C. • \n"). -s. (ctb-L)(0,k 150i 110IV I Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project S location client by date f /Viz sheet no. job no. l�h)a- s 1ao--S SibPte► gyp' ze,` -r , b 10c) el(k ) (41210 2E0 s @ L1a.. ci,m (51,01 C le00) A- l CO 4 d �'�. �z ) 32-4- rs Tc� tom. /tc. ---- 2 )z) 6•2te\s, A 64-)wii 0, 01 4.1) I 99 I, N) .g-1 AI' k>er2-s crIT) ,T.43 e ' er = OM' - �o " L4. Nir 1.25- Vrr 41,,ra" .2 ( 4-'4) 222k L 10 �A � c= Av zz,? %,1 C 151 1 1 i 1 1 1 1 1 1 1 1 1 1 1 l—= 1 1 1 1 1 1 1 c 1- 1 1r: ifir a Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project by location date sheet no. client tpts •5't t. cooNii,) 1-30 3 1 5c.) max Spac.t4 sr) /6)4611 L( tsl QA1 z (0. a.0°) sindolmgcnnalluelegginellt job no. e.c,vF earn c PAJFIf/m F fid, 77, oA- 152 Licensed to: KPFF Consulting Engineers. License ID: 57305-1023324-4-lbe6d-29C35 untitled.col General Information: C`,ile Name: untitled.col Project: Column: Code: ACI 318-08 Run Option: Investigation Run Axis: X-axis' Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: Rectangular: Width = 12 in Gross Ix = rx = Xo = section area, Ag = 144 in"2 1728 in"4 3.4641 in 0 in Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in"2) C; # 6 # 9 14 14 0.38 0.75 1.13 1.69 Engineer: Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 12 in . Iy = 1728 in'4 ry = 3.4641 in Yo = 0 in Size Diam (in) Area (in"2) 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 Confinement: Tied; #3 ties with #10 phi(a) = 0.8, phi(b) = 0.9, phi(c) Layout: Rectangular Pattern: All Sides Equal (Cover to Total steel area: As = 2.40 in"2 at Minimum clear spacing = 6.50 in 4 #7 Cover = 1.5 in 0.50 0.88 1.27 2.26 0.20 0.60 1.27 4.00 Size Diam (in) Area (in"2) bars, #4.with larger bars. = 0.65 transverse reinforcement) rho = 1.67% Factored Loads and Moments with Corresponding Capacities: No. Pu kip Mux k -ft 0.63 1.00 1.41 0 0 1 31 79 56 PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi k -ft in in 1 2 92.00 0.00 140.00 5.00 *** End of output *** 77.85 999.999 3.52 9.69 0.00526 0.900 73.38 14.676 5.57 9.69 0.00221 0.662 153 Code: ACI 318-08 Units: English Run axis: About X-axis Run option: Investigation ?nderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/24/12 Time: 17:03:58 P (kip) (Pmax) 500 -- (Pmax) \fs=0.5fy ./ i • I 1—I A I // 80 /� / Mx (k -ft) (Pmin), (Pmin) spColumn v4.60. Licensed to: KPFF Consulting Engineers. License ID: 57305-1023324-4-1be6d-29C35 File: untitled.col Project: Column: Engineer: fc = 5 ksi fy = 60 ksi Ag = 144 inA2 4 #7 bars Ec = 4031 ksi Es = 29000 ksi r ,As = 2.40 inA2 rho = 1.67% fc = 4.25 ksi Xo = 0.00 in Ix = 1728 inA4 !� 9,_u = 0.003 in/in Yo = 0.00 in ly = 1728 inA4 'deta1 = 0.8 Min clear spacing = 6.50 in Clear cover = 1.88 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 154 EEW Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project YGC2-S by V SW location TV V-3.^3 , W(S date k\Ikkikt sheet no. client S� Job no. k\\ 4Zb tsv L) \�oo f` -c- 19` PQM z Z3 w. k "271 Q (4)$1 19 = y,31" 13" Lo Acry ALL'( SNuuJ (.O* Flan Fit Lett, O '� . S cA�Eb DY o•Tit.w 'To uuR.w a►rnA Lo CQMBO 155 ,�.,.... 03:16:26 PM Licensed to: KPFF Consulting Engineers, License ID: 58594-1028139-4-1BE6D-237BF G:\2011_projects\111026.16 TCRS North Structural\CALLS\PCASLAB\ticketingbm-2o120517.slb Page 1 000000 0 0 00 00 00 00 00000 000000 00 00 00000 00 00 0 00 00 00 00 0 00 00 00 00 00 000 00 000000 000000 00000 oo 00 000 00 00 00 00 00 00 000000 00 00 00 00 00 00 0 00 00 00 00. 00 0 00 00 00 00 00000 oo ' 000000 000 00000 o :00000 (TM) spSlab v3.50 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright o 2003-2011, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes ariy warranty expressed nor implied with respect to the correctness of the output prepared by the spSlab program. Although STRUCTUREPOINT has endeavored to produce spSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab program. [1] INPUT ECHO General Information File name: G:\2011_projects\111026.16 TCRS North Structural\CALCS\PCASLAB\ticketingbm-20120517.slb Project: TCRS frame: TicketingBm engineer: bsw Code: ACI 318-02 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 5 Floor System: One-Way/Beam Live load pattern ratio = 75% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 0% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties Slabs1Beams Columns we = 150 150 lb/ft3 f'c = 5 5 ksi Ec = 4286.8 4286.8 ksi fr = 0.53033 0.53033 ksi fy = 60 ksi, Bars are not epoxy -coated fyv = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in); Ab (in"2), Wb (lb/ft) ;ize Db Ab Wb Size Db Ab Wb #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 156 Licensed to: KPFF Consulting Engineers, License ID: 58594-1028139-4-1BE6D-237BF G:\2011_projects\111026.16 - TCRS North Structural\CALCS\PCASLAB\ticketingbm-20120517.sib Page 2 Span Data Slabs C. snits: L1, wL, wR (ft); t, bEff, Hmin (in) pan Loc L1 t wL wR bEff Hmin 1 Int 2 Int 3 Int 4 Int Support Data Columns 19.580 17.660 17.660 19.500 24.00 24.00 24.00 24.00 1.170 1.170 1.170 1.170 1.170 1.170 1.170 1.170 28.08 9.79 28.08 7.57 28.08 7.57 28.08 9.75 Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% 1 12.00 12.00 0.000 12.00 12.00 10.000 100 2 12.00 12.00 0.000 12.00 12.00 10.000 100 3 12.00 12.00 0.000 12.00 12.00 10.000 100 4 12.00 12.00 0.000 12.00 12.00 10.000 100 5 12.00 12.00 0.000 12.00 12.00 10.000 100 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Fixed Fixed 2 0 0 Fixed Fixed 3 0 0 Fixed Fixed 4 0 0 Fixed Fixed 5 0 0 Fixed Fixed Load Data Load Cases and Combinations ~ase SELF Dead Live(11 Wind EQ 'ype DEAD DEAD LIVE LATERAL LATERAL U1 1.400 1.400 0.000 0.000 0.000 U2 1.200 1.200 1.600 0.000 0.000 U3 1.200 1.200 1.600 0.800 0.000 U4 1.200 1.200 1.600 -0.800 0.000 .U5 1.200 1.200 1.000 1.600 0.000 U6 1.200 1.200 1.000 -1.600 0.000 U7 0.900 0.900 0.000 1.600 0.000 U8 0.900 0.900 0.000 -1.600 0.000 U9 1.200 1.200 1.000 0.000 1.000 U10 1.200 1.200 1.000 0.000 -1.000 U11 0.900 0.900 0.000 0.000 1.000 U12 0.900 0.900 0.000 0.000 -1.000 Area Loads Units: Wa (lb/ft2) Case/Patt Span Wa SELF Line Loads 1 300.00 2 300.00 3 300.00 4 300.00 • Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb Dead 2 3400.00 0.000 3400.00 17.660 3 3400.00 0.000 3400.00 17.660 1 3400.00 0.000 3400.00 19.580 4 3400.00 0.000 3400.00 19.500 Live 4 1700.00 0.000 1700.00 19.500 3 1700.00 0.000 1700.00 17.660 2 1700.00 0.000 1700.00 17.660 1 1700.00 0.000 1700.00 19.580 Live/Odd 3 1275.00 0.000 1275.00 17.660 1 1275.00 0.000 1275.00 19.580 Live/Even 4 1275.00 0.000 1275.00 19.500 2 1275.00 0.000 1275.00 17.660 Live/S1 1 1275.00 0.000 1275.00 19.580 Live/S2 2 1275.00 0.000 1275.00 17.660 157 SpaiaD vs.DU truccureroint 05-17-2012, 03:16:26 PM Licensed to: KPFF Consulting Engineers, License ID: 58594-1028139-4-1BE6D-237BF G:\2011_projects\111026.16 - TCRS North Structural\CALCS\PCASLAB\ticketingbm-20120517.slb Page 3 1 1275.00 0.000 1275.00 19.580 Live/S3 3 1275.00 0.000 1275.00 17.660 2 1275.00 0.000 1275.00 17.660 Live/S4 4 1275.00 0.000 1275.00 19.500 3 1275.00 0.000, 1275.00 17.660 !ive/S5 4 1275.00 0.000 1275.00 19.500 Point Forces Units: Wa (kip), La (ft) Case/Patt Span Wa La Dead 1 4.40 2 4.40 3 4.40 4 4.40 Live 4 1.70 3 1.70 2 1.70 1 1.70 Live/Odd 3 1.27 1 1.27 Live/Even 4 1.27 2 1.27 Live/S1 1 1.27 Live/S2 2 1.27 1 1.27 Live/S3 3 1.27 2 1.27 Live/S4 4 1.27 3 1.27 Live/S5 4 1.27 Reinforcement Criteria Slabs and Ribs 17.500 12.000 6.000 1.500 1.500 6.000 11.500 17.500 6.000 17.500 1.500 11.500 17.500 11.500 17.500 6.000 11.500 1.500 6.000 1.500. _Top bars_ _Bottom bars Min Max Min Max Bar Size #5 #8 #5 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 Cover 2.00 2.00 in There is more than 12 in of concrete below top bars. Beams Top bars _Bottom bars_ Stirrups Min Max Min !Max Min Max Bar Size #5 #8 #5 #8 #3 #5 Bar spacing 1.00 18.00 . 1.00 .18.00 6.00 18?00 in Reinf ratio 0.14 5.00 0.14 5.00 $ Cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup.3.00 in There is NOT more than 12 in of concrete below top ars. 158 Licensed to: KPFF Consulting Engineers, License ID: 58594-1028139-4-1BE6D-237BF G:\2011_projects\111026.16 - TCRS North Structural\CALCS\PCASLAB\ticketingbm-20120517.slb 000000 0 0 00 00 00 00 00000 000000 00 00 00000 00 00 0 00 00 00 00 0 00 00 00 00 00 000 00 000000 000000 00000 00 00 000 00 00 00 00 00 00 000000 00 00 00 00 00 00 0 00 00 00 00 - 00 0 00 00 00 00 00000 00 000000 000 00000 0 00000 (TM) spSlab v3.50 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright 0 2003-2011, STRUCTUREPOINT, LLC. All rights reserved Page 1 Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes any warranty.expressed nor implied with respect to the correctness of the output prepared by the spSlab program. Although STRUCTUREPOINT has endeavored to produce spSlab error free the program, is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents isthe licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab program. [2] DESIGN RESULTS Top Reinforcement Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in"2), Sp (in) -Span Zone Width Mmax Xmax AsMin AsMax AsReq SpProv Bars 1 Left 2.34 0.00 0.500 0.000 12.941 0.000 0.000 Midspan 2.34 0.00 9.790 0.000 12.941 0.000 0.000 --- Right 2.34 259.12 19.080 1.213 12.941 2.742 3.120 9-#5 2 Left 2.34 260.28 0.500 1.213 12.941 2.755 3.120 9-#5 Midspan 2.34 11.25 6.331 1.213 12.941 0.115 7.020 4-#5 Right 2.34 155.98 17.160 1.213 12.941 1.629 4.680 6-#5 3 Left 2.34 156.04 0.500 1.213 12.941 1.630 4.680 6-#5 Midspan 2.34 8.99 11.329 1.213 12.941 0.092 7.020 4-#5 Right 2.34 257.39 17.160 1.213 12.941 2.723 3.120 9-#5 4 Left 2.34 255.83 0.500 1.213 12.941 2.706 3.120 9-#5 Midspan 2.34 0.00 9.750 0.000 12.941 0.000 0.000 Right 2.34 0.00 19.000 0.000 12.941 0.000 0.000 NOTES: *3 - Design governed by minimum reinforcement. Top Bar Details Units: Length (ft) Left Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length 1 5-#5 6.63 4-#5 4.22 2 3-#5 6.00 2-#5 3.83 4-#5 17.66 2-#5 6.00 3 2-#5 6.00 4-#5 17.66 3-#5 6.00 2-#5 3.83 4 5-#5 6.61 4-#5 4.20 Bottom Reinforcement C` Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in"2), Sp (in) 3pan Width Mmax Xmax AsMin AsMax AsReq SpProv Bars 1 2.34 219.60 7.932 1.213 12.941 2.312 3.510 8-#5 2 2.34 112.35 9.949 1.213 12.941 1.167. 7.020 •4-#5 3 2.34 114.03 7.711 1.213 12.941 1.185 7.020 4-#5 4 2.34 216.52 11.600 1.213 12.941 2.279 3.510 8-#5 *3 *3 *3 159 1 1 1 1 1 1 1 1 1 1 o 1 1 1 1 1 1 1 1 1 sp.an vj.50 - acruccureroint 05-17-2012, 03:16:35 PM Licensed to: KPFF Consulting Engineers, License ID: 58594-1028139-4-1BE6D-237BF G:\2011_projects\111026.16 - TCRS North Structural\CALLS\PCASLAB\ticketingbm-20120517.slb Page 2 ' NOTES: ' *3 - Design governed by minimum reinforcement. Bottom Bar Details nits: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length 1 4-#5 0.00 19.58 4-#5 0.00 15.27 2 4-#5 0.00 17.66 3 4-#5 0.00 17.66 4 4-#5 0.00 19.50 4-#5 4.37 15.13 Flexural Capacity Units: x (ft), As (in"2), PhiMn (k -ft) .Span x AsTop AsBot PhiMn- PhiMn+ 1 0.000 0.00 2.48 0.500 0.00 2.48 7.003 0.00 2.48' 9.790 0.00 2.48 12.577 0.00 2.48 12.948 0.00 2.48 14.271 1.51 2.48 14.306 1.55 2.44 15.271 1.55 1.24 15.363 1.55 1.24 16.721 2.79 1.24' 19.080 2.79 1.24. 19.580 2.79 1.24 2 0.000 2.79 1.24 0.500 2.79 1.24 2.469 2.79 1.24 3.833 2.17 1.24 4.634 2.17 1.24 5.998 1.24 1.24 6.331 1.24 1.24 8:830 1.24 1.24 11.329 1.24 1.24 11.662 1.24 1.24 12.869 1.86 1.24 17.160 1.86 1.24 17.660 1.86 1.24 0.00 0.00 0.00 0.00 0.00 0.00 -144.83 -148.'55 -148.55 - 148.55 -263.48 -263.48 -263.48 -263.48 -263.48 - 263.48 206.45 -206.45 -119.28 -119.28 -119:28 -119.28 -119.28 -177.61 - 177.61 -177.61 235.08 235.08 235.08 235.08 235.08 235.08 235.08 231.12 119.28 119.28 119.28 119.28 119.28 119.28 119.28 119.28 119.28 119.28 119.28 119.28 119.28 119.28 119.28 119.28 119.28 119.28 3 0.000 1.86 1.24 -177.61 119.28 0.500 1.86 1.24 -177.61 119.28 4.790 1.86 1.24 -177.61 119.28 5.998 1.24 1.24 -119.28 119.28 6.331 1.24 1.24 -119.28 119.28 8.830 1.24 1.24 -119.28 119.28 11.329 1.24 1.24 -119.28 119.28 11.662 1.24 1.24 -119.28 119.28 13.010 2.17 1.24 -206.45 119.28 13.827 2.17 1.24 -206.45 119.28 15.175 2.79 1.24 -263.48 119.28 17.160 2.79 1.24 -263.48 119.28 17.660 2.79 1.24 -263.48 119.28 4 0.000 2.79 1.24 -263.48 119.28 0.500 2.79 1.24 -263.48 119.28 2.861 2.79 1.24 -263.48 119.28 4.201 1.55 1.24 -148.55 119.28 4.365 1.55 1.24 -148.55 119.28 5.266 1.55 2.36 -148.55 223.69 5.365 1.43 2.48 -137.69 235.08 6.605 0.00 2.48 0.00 235.08 6.975 0.00 2.48 0.00 235.08 9.750 0.00 2.48 0.00 235.08 12.525 0.00 2.48 0.00 235.08 19.000 0.00 2.48 0.00 235.08 19.500 0.00 2.48 0.00 235.08 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu 1 28.08 21.69 1.000 64.59 92.41 19.08 *EXCEEDED 2 28.08 21.69 1.000 64.59 59.40 2.31 160 Licensed to: KPFF Consulting Engineers, License ID: 58594-1028139-4-1BE6D-237BF G:\2011projects\111026.16 - TCRS North Structural\CALLS\PCASLAB\ticketingbm-20120517.s1b Page 3 3 28.08 21.69 1.000 64.59 59.30 15.35 4 28.08 21.69 1.000 64.59 92.25 0.50 *EXCEEDED Deflections. \t - Vection properties Units: Ig, Icr, Ie (in"4), Mcr, Mmax (k -ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie 1 29937 14652 Midspan 32348 5809 119.13 117.93 32348 166.73 15490 Right 32348 6418 119.13 -164.45 16276 -232.54 9905 2 30067 ' 27814 Left 32348 6418 119.13 -159.91 17141 -226.13 10210 Midspan 32348 3173 119.13 48.24 32348 68.50 32348 Right 32348 4536 119.13 -94.64 32348 -133.59 24262 3 30112 27826 Left ` 32348 4536 119.13 -94.70 32348 -133.67 24227 Midspan 32348 3173 119.13 49.69 32348 70.10 32348 Right 32348 6418 119.13 -158.44 17442 -223.92 10323 4 29985' 15028 Left 32348 6418 119.13 -162.74 16591 -230.00 10021 Midspan 32348 5809 119.13 116.22 32348 164.38 15912 Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal 1 0.051 0.075 0.126 2 0.009 0.003 0.012 3 0.010 0.003 0.013 4 0.050 0.071 0.121 Maximum Long-term Deflections Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal 1 0.051 2.000 0.102 0.177 0.177 0.228 2 0.009 2.000 0.018 0.021 0.021 0.030 Cl)3 0.010 2.000 0.019 0.022 0.022 0.032 4 0.050 2.000 0.099 0.170 0.170 0.220 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: 330.1 lb <_> 4.44 lb/ft <=> 1.896 lb/ft"2 Bottom Bars: 437.2 lb <_> 5.88 lb/ft <_> 2.512 lb/ft"2 Stirrups: 0.0 lb <_> 0.00 lb/ft <_> 0.000 lb/ft"2 Total Steel: 767.3 lb <_> 10.31 lb/ft <=> 4.407 lb/ft"2 Concrete: 348.2 ft"3 <_> 4.68 ft"3/ft <_>. 2.000 ft"3/ft"2 1 1 1 1 11 1 161 1 ocL uucuiervinc 05-17-2012, 03:16:41 PM Licensed to: KPFF Consulting Engineers, License ID: 58594-1028139-4-1BE6D-237BF G:\2011_projects\111026.16 - TCRS North Structural\CALLS\PCASLAB\ticketingbm-20120517.slb Page 1 000000 0 0 00 00 00 00 00000" 000000 00 00 00000 00 00 0 00 00 00 00 0 00 00 00 00 00 000 00 000000 000000 00000 00 00 000 00 00 00 00 00 00 000000 00 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00000 00 000000 000 00000 0 00000 (TM) spSlab v3.50 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab,Systems Copyright ° 2003-2011, STRUCTUREPOINT, LLC A11 rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spSlab program. Although STRUCTUREPOINT has endeavored to produce spSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab program. [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k -ft) Case/Patt Joint Far Ends Supp Comb/Patt P[axial] P[spring] Mb[top] Ma[bottom] M[spring] Mb[bottom] Ma[top] 1 SELF Dead Wind EQ Live/All Live/Odd Live/Even Live/S1 Live/S2 Live/S3 Live/S4 Live/S5 0.00 • 0.00 `13.65 11.34 - 1.10 11.08 10.07 - 0.74 0.17 -0.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -2.47 -12.08 0.00 •0.00 -6.02 - 5.76 1.25• - 5.46 -4.32 0.83 -0.19 0.11 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.23 0.00 6.04 0.00 -0.00 -0.00 -0.00 -0.00 3.01 0.00 2.88 0.00 -0.62 -0.00 2.73 0.00 2.16 0.00 -0.42 -0.00 0.10 0.00 -0.06 -0.00 U1 46.16 0.00 -20.37 0.00 0.00 10.18 0.00 U2/A11 61.41 0.00 -27.09 0.00 0.00 13.54 0.00 U2/Odd 57.71 0.00 -26.67 0.00 0.00 13.34' 0.00 U2/Even 37.80 0.00 -15.47 0.00 0.00 7.73 0.00 U2/S1 57.28 0.00 -26.19 0.00 0.00 13.09 0.00 U2/S2 55.68 0.00 -24.37 0.00 0.00 12.19 0.00 U2/S3 38.38 0.00 -16.13 0.00 0.00 8.06 0.00 U2/S4 39.84 0.00 -17.77 0,00 0.00 8.88 0.00 U2/S5 39.41 0.00 -17.28 0.00 0.00 8.64 0.00 U3/A11 61.41 0.00 -27.09 0.00 0.00 13.54 0.00 U3/Odd 57.71 0.00 -26.67 0.00 0.00 13.34 0.00 U3/Even 37.80 0.00 -15.47 0.00 0.00 7.73 0.00 U3/S1 57.28 0.00 -26.19 0.00 0.00 13.09 0.00 U3/S2 55.68 0.00 -24.37 0.00 0.00 12.19 0.00 U3/S3 38.38 0.00 -16.13 0.00 0.00 8.06 0.00 U3/54 39.84 0.00 -17.77 0.00 0.00 8.88 0.00 U3/S5 39.41 0.00 -17.28 0.00 0.00 8.64 0.00 U4/A11 61.41 0.00 -27.09 0.00 0.00 13.54 0.00 U4/Odd 57.71 0.00 -26.67 0.00 0.00 13.34 0.00 U4/Even 37.80 0.00 -15.47 0.00 0.00 7.73 0.00 U4/S1 57.28 0.00 -26.19 0.00 0.00 13.09 0.00 U4/S2 55.68 0.00 -24.37 0.00 0.00 12.19 0.00 U4/S3 38.38 0.00 -16.13 0.00 0.00 8.06 0.00 U4/S4 39.84 0.00 -17.77 0.00 0.00 8.88 0.00 U4/S5 39.41 0.00 -17.28 0.00 0.00 8.64 0.00 U5/A11 53.22 0.00 -23.48 0.00 0.00 11.74 0.00 U5/Odd 50.91 0.00 -23.22 0.00 0.00 11.61 0.00 U5/Even 38.46 0.00 -16.21 0.00 0.00 8.11 0.00 U5/S1 50.64 0.00 -22.92 0.00 0.00 11.46 0.00 U5/S2 49.63 0.00 -21.78 0.00 0.00 10.89 0.00 U5/S3 38.83 0.00 -16.63 0.00 0.00 8.31 1620.00 1J5/S4 39.73 0.00 -17.65 0.00 0.00 8.83 0.00 Licensed to: KPFF Consulting Engineers, License ID: 58594-1028139-4-1BE6D-237BF G:\2011_projects\111026.16 - TCRS North Structural\CALCS\PCASLAB\ticketingbm-20120517.sib G U5/S5 U6/A11 U6/Odd U6/Even U6/S1 U6/S2 U6/S3 U6/S4 U6/S5 U7 U8 U9/A11 U9/Odd U9/Even U9/S1 U9/S2 U9/S3 U9/S4 U9/S5 U10/A11 U10/Odd U10/Even U10/S1 U10/S2 U10/S3 U10/S4 U10/S5 U11 U12 2 SELF Dead Wind EQ Live/All Live/Odd Live/Even Live/S1 Live/S2 Live/S3 Live/S4 Live/S5 39.47 53.22 50.91 38.46 50.64 49.63 38.83 39.73 39.47 29.67 29.67 53.22 50.91 38.46 50.64 49.63 38.83 39.73 39.47 53.22 50.91 38.46 50.64 49.63 38.83 39.73 39.47 29.67 29.67 •or 78.07 0.00 0.00 138.481 15.67 13.19 17.50 30.02 10.70 -1.16 0.67 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -17.35 -23.48 -23.22 -16.21 -22.92 - 21.78 -16.63 -17.65 -17.35 -13.09 - 13.09 -23.48 -23.22 -16.21 -22.92 -21.78 -16.63 -17.65 -17.35 -23.48 -23.22 -16.21 -22.92 -21.78 -16.63 -17.65 -17.35 -13.09 -13.09 0.76 3.79 -0.00 -0.00 1.86 4.15 -2.75 3.48 0.97 -1.84 0.43 -0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 0.00 0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.67 11.74 11.61 8.11 11.46 10.89 8.31 8.83 8.67 6.55 6.55 11.74 11.61 8.11 11.46 10.89 8.31 8.83 8.67 11.74 11.61 8.11 11.46 10.89 8.31 8.83 8.67 6.55 6.55 -0.38 -1.89- 0.00 0.00 -0.93 -2.08 1.38 -1.74 -0.49 0.92 -0.21 0.12 Page 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 0.00 131 130.30 0.00 6.36 0.00 0.00 -3.18 0.00 U2/A11 173.26 0.00 8.44 0.00 0.00 -4.22 0.00 U2/Odd " 136.76 0.00 12.10 0.00 0.00 -6.05 0.00 U2/Even 132.79 0.00 1.05 0.00 0.00 -0.53 0.00 U2/S1 139.68 0.00 11.02 0.00 0.00 -5.51 0.00 U2/S2 159.72 0.00 7.01 0:00 0.00 -3.51 0.00 U2/S3 128.81 0.00 2.51 0.00 0.00 -1.26 0.00 U2/S4 109.83 0.00 6.14 0.00 0.00 -3.07 0.00 U2/S5 112.75 0.00 5.06 0.00 0.00 -2.53 0.00 U3/A11 173.26 0.00 8.44 0.00 0.00 -4.22 0.00 1J3/0dd 136.76 0.00 12.10 0.00 0.00 -6.05 0.00 U3/Even 132.79 0.00 1.05 0.00 0.00 -0.53 0.00 U3/S1 139.68 0.00 11.02 0.00 0.00 -5.51 0.00 U3/S2 159.72 0.00 7.01 0.00 0.00 -3.51 0.00 U3/S3 128.81 0.00 2.51 0.00 0.00 -1.26 0.00 U3/S4 109.83 0.00 6.14 0.00 0.00 -3.07 0.00 U3/S5 112.75 0.00 5.06 0.00 0.00 -2.53 0.00 U4/A11 173.26 0.00 8.44 0.00 0.00 -4.22 0.00 U4/Odd. 136.76 0.00 12.10 0.00 0.00 -6.05 0.00 U4/Even 132.79 0.00 1.05 0.00 0.00 -0.53 0.00 134/S1 139.68 0.00 11.02 0.00 0.00 -5.51 0.00 U4/S2 159.72 0.00 7.01 0.00 0.00 -3.51 0.00 U4/S3 128.81 0.00 2:51 0.00 0.00 -1.26 0.00 U4/S4 109.83 0.00 6.14 0.00 0.00 -3.07 0.00 U4/S5 112.75 0.00 5.06 0.00 0.00 -2.53 0.00 U5/A11 150.17 0.00 7.32 0.00 0.00 -3.66 0.00 U5/Odd 127.36 0.00 9.60 0.00 0.00 -4.80 0.00 U5/Even 124.88 0.00 2.70 0.00 0.00 -1.35 0.00 U5/S1 129.19 0.00 8.94 0.00 0.00 -4.47 0.00 U5/S2 141.71 0.00 6.43 0.00 0.00 -3.21 0.00 U5/S3 122.39 0.00 3.62 0.00 0.00 -1.81 0.00 U5/S4 110.53 0.00 5.88 0.00 0.00 -2.94 0.00 U5/S5 112.35 0.00 5.21 0.00 0.00 -2.61 0.00 U6/A11 150.17 0.00 7.32 0.00 0.00 -3.66 0.00 136/0dd 127.36 0.00 9.60 0.00 0.00 -4.80 0.00 U6/Even 124.88 0.00 2.70 0.00 0.00 -1.35 0.00 U6/S1 129.19 0.00 8.94 0.00 0.00 -4.47 0.00 U6/S2 141.71 0.00 6.43 0.00 0.00 -3.21 0.00 U6/S3 122.39 0.00 3.62 0.00 0.00 -1.81 0.00 U6/S4 . 110.53 0.00 5.88 0.00 0.00 -2.94 '0.00 U6/S5 112.35 0.00 5.21 0.00 0.00 -2.61 1630.00 U7 83.77 0.00 4.09 0.00 0.00 -2.05 0.00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Licensed to: KPFF Consulting Engineers, License ID: 58594-1028139-4-1BE6D-237BF G:\2011_projects\111026.16 - TCRS North Structural\CALLS\PCASLAB\ticketingbm-20120517.s1b Page 3 U8 83.77 0.00 4.09 0.00 0.00 -2.05 0.00 U9/A11 150.17 0.00 7.32 0.00 0.00 -3.66 0.00 U9/Odd 127.36 0.00 9.60 0.00 0.00 -4.80 0.00 U9/Even 124.88 0.00 2.70 .0.00 0.00 -1.35 0.00 U9/S1 129.19 0.00 8.94 0.00 0.00 -4.47 0.00 U9/S2 141.71 0.00 6.43 0.00 0.00 -3.21 0.00 U9/S3 122.39 0.00 3.62 0.00 0.00 -1.81 0.00 U9/S4 110.53 0.00 5.88 0.00 0.00 -2.94 0.00 U9/S5 112.35 0.00 5.21 0.00 0.00 -2.61 0.00 U10/A11 150.17 0.00 7.32 0.00 0.00 -3.66 0.00 U10/0dd 127.36 0.00 9.60 0.00 0.00 -4.80 0.00 U10/Even 124.88 0.00 2.70 0.00 0.00 -1.35 0.00 U10/S1 129.19 0.00 8.94 0.00 0.00 -4.47 0.00 U10/S2 141.71 0.00 6.43 0.00 0.00 -3.21 0.00 U10/S3 122.39 0.00 3.62 0.00 0.00 -1.81 0.00 U10/S4 110.53 0.00 5.88 0.00 0.00 -2.94 0.00 U10/S5 112.35 0.00 5.21 0.00 0.00 -2.61 0.00 U11 83.77 0.00 4.09 0.00 0.00 -2.05 0.00 U12 83.77 0.00 4.09 0.00' 0.00 -2.05 0.00 US -17-2012, 03:16:41 PM 3 SELF Dead Wind EQ Live/Al1 Live/Odd Live/Even Live/S1 Live/S2 Live/S3 Live/S4 Live/S5 0.00 10.93 10.97 -2.91 10.92 27.67 10.98 -2.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.05 - 0.00 -0.00 -0.02 -3.29 3.28 -0.89 1.51 0.00 - 1.53 0.87 - 0.00 -0.00 -0.00 -0.00 - 0.00 -0.00 0.00 -0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.00 '0.00 0.01 1.64 -1.64 0.45 -0.76 -0.00 0.76 -0.44 U1 99.44 0.00 -0.08 0.00 0.00 0.04 U2/A11 131.97 0.00 -0.10 0.00 0.00. 0.05 U2/Odd 102.72 0.00 -5.33 0.00 0.00 2.67 U2/Even 102.80 0.00 5.17 0.00 0.00 -2.58 U2/S1 80.58 0.00 -1.49 0.00 0.00 0.75 U2/S2 102.71 0.00 2.35 0.00 0.00 -1.17 U2/S3 129.51 0.00 -0.07 0.00 0.00 0.03 U2/S4 102.81 0.00 -2.51 0.00 0.00 1.26 U2/S5 80.67 0.00 1.33 0.00 0.00 -0.66 U3/A11 131.97 0.00 -0.10 0.00 0.00 0.05 U3/Odd 102.72 0.00 -5.33 0.00 0.00 2:67 U3/Even 102.80 0.00 5.17 0.00 0.00 -2.58 U3/S1 80.58 0.00 -1.49 0.00 0.00 0.75 U3/S2 102.71 0.00 2.35 0.00 0.00 -1.17 U3/S3 129.51 0.00 -0.07 0.00 0.00 0.03 U3/S4 102.81 0.00 -2.51 0.00 0.00 1.26 U3/S5 80.67 0.00 1.33 0.00 0.00 -0.66 U4/A11 131.97 0.00 -0.10 0.00 0.00 0.05 U4/Odd 102.72 0.00 -5.33 0.00 0.00 2.67 U4/Even 102.80 0.00 5.17 0.00 0.00 -2.58 U4/S1 80.58 0.00 -1.49 0.00 0.00 0.75 U4/S2 102.71 0.00 2.35 0.00 0.00 -1.17 U4/S3 129.51 0.00 -0.07 0.00 0.00 0.03 U4/S4 102.81 0.00 ' -2.51 0.00 0.00 1.26 U4/S5 80.67 0.00 1.33 0.00 0.00 -0.66 U5/A11 114.44 0.00 -0.09 0.00 0.00 0.05 U5/Odd 96.17 0.00 -3.36 0.00 0.00 1.68 U5/Even 96.21 0.00 3.20 0.00 0.00 -1.60 U5/S1 82.33 0.00 -0.96 0.00 0.00 0.48 U5/S2 96.16 0.00 1.44 0.00 0.00 -0.72 U5/S3 112.91 0.00 -0.07 0.00 0.00 0.03 U5/S4 96.22 0.00 -1.60 0.00 0.00 0.80 U5/S5 82.38 0.00 0.80 0.00 0.00 -0.40 U6/A11 114.44 0.00 -0.09 0.00 0.00 0.05 U6/Odd 96.17 0.00 -3.36 0.00 0.00 1.68 U6/Even 96.21 0.00 3.20 0.00 0.00 -1.60 U6/S1 82.33 0.00 -0.96 0.0b 0.00 0.48 U6/S2 96.16 0.00 1.44 0.00 0.0.0 -0.72. U6/53 112.91 0.00 -0.07 0.00 0.00 0.03 U6/S4 96.22 0.00 -1.60 0.00 0.00 0.80 1J6/S5 82.38 0.00 0.80 0.00 0.00 -0.40 U7 63.93 0.00 -0.05 0.00 0.00 0.03 U8 63.93 0.00 -0.05 0.00 0.00 0.03 U9/A11 114.44 0.00 -0.09 0.00 0.00 0.05 U9/Odd 96.17 0.00 -3.36 0.00 0.00 1.68 U9/Even 96.21 0.00 3.20 0.00 0.00 -1.60 U9/S1 82.33 0.00 -0.96 0.00 0.00 0.48 U9/S2 96.16 0.00 1.44 0.00 0.00 -0.72 U9/S3 112.91 0.00 -0.07 0.00 0.00 0.03 U9/S4 96.22 0.00 -1.60 0.00 0.00 0.80 U9/S5 82.38 0.00 0.80 0.00 0.00 -0.40 U10/A11 114.44 0.00 -0.09 0.00 0.00 0.05 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 - 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1640.00 0.00 Licensed to: KPFF Consulting Engineers, License ID: 58594-1028139-4-1BE6D-237BF G:\2011_projects\111026.16 - TCRS North Structural\CALCS\PCASLAB\ticketingbm-20120517.slb U10/0dd U10/Even U10/S1 U10/S2 U10/S3 U10/S4 U10/S5 U11 U12 96.17 96.21 82.33 96.16 112.91 96.22 82.38 63.93 63.93 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -3 36 3 20 -0 96 1.44 -0.07 -1.60 0.80 -0.05 -0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.68 -1.60 0.48 -0.72 0.03 0.80 -0.40 0.03 0.03 Page 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 SELF 0.00 -0.74 -0.00 0.00 0.37 0.00 Dead 78.03 0.00 -3.56 -0.00 0.00 1.78 0.00 Wind 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 EQ 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 Live/All38.38 0.00 -1.78 -0.00 0.00 0.89 0.00 Live/Odd 13.20 .0.00 2.75 0.00 0.00 -1.37 -0.00 Live/Even 15.59 0.00 -4.09 -0.00 0.00 2.04 0.00 Live/S1 0.68 0.00 0.25 0.00 0.00 -0.12 -0.00 Live/S2 -1.15 0.00 -0.42 -0.00 0.00 0.21 0.00 Live/S3 10.69 0.00 1.83 0.00 0.00 -0.92 -0.00 Live/S4 29.94 0.00 -0.92 -0.00 0.00 0.46. 0.00 Live/S5 17.42 0.00 -3.42 -0.00 0.00 1.71 0.00 131 130.19 0.00 -6.02 0.00 0.00 3.01 0.00 U2/A11 173.00 0.00 -8.02 0.00 0.00 4.01 0.00 U2/Odd 132.71 0.00 -0.76 0.00 0.00 0.38 0.00 U2/Even 136.54 0.00 11.70 0.00 0.00 5.85 0.00 U2/S1 112.68 0.00 -4.76 0.00 0.00 2.38 0.00 U2/S2 109.75 0.00 -5.83 0.00 0.00 2.92 0.00 U2/S3 128.70 0.00 -2.23 0.00 0.00 1.12 0.00 U2/S4 159.49 0.00 -6.63 0.00 0.00 3.31 0.00 U2/S5 139.46 0.00 -10.63 0.00 0.00 5.31 0.00 U3/A11 173.00 0.00 -8.02 0.00 0.00 4.01 0.00 U3/Odd 132.71 0.00 -0.76 0.00 0.00 0.38 0.00 U3/Even 136.54 0.00 -11.70 0.00 0.00 5.85 0.00 U3/S1 112.68 0.00 -4.76 0.00 0.00 2.38 0.00 U3/S2 109..75 0.00 -5.83 0.00 0.00 2.92 0.00 U3/S3 128.70 0.00 -2.23 0.00 0.00 1.12 0.00 U3/S4 159.49 0.00 -6.63 . 0.00 0.00 3.31 0.00 U3/S5 139.46 0.00 -10.63 0.00 0.00 5.31 0.00 U4/A11 173.00 0.00 -8.02 0.00 0.00 4.01 0.00 1J4/0dd 132.71 0.00 -0.76 0.00 0.00 0.38 0.00 U4/Even 136.54 0.00 -11.70 0.00 0.00 5.85 0.00 U4/S1 112.68 0.00 -4.76 0.00 0.00 2.38 0.00 1J4/S2 109.75 0.00 -5.83 0.00 0.00 2.92 0.00 U4/S3 ' 128.70 0.00 -2.23 0.00 0.00 1.12 0.00 U4/S4 159.49 0.00 -6.63 0.00 0.00 3.31 0.00 U4/S5 139.46 0.00 -10.63. 0.00 0.00 5.31 0.00 U5/A11 149.98 0.00 -6.95 0.00 0.00 3.47' 0.00 U5/Odd 124.79 0.00 -2.41 0.00 0.00 1.21 0.00 U5/Even 127.18 0.00 -9.25 0.00 0.00 4.62 0.00 U5/S1 112.27 0.00 -4.91 0.00 0.00 2.46 0.00 U5/S2 110.44 0.00 -5.58 0.00 0.00 2.79 0.00 U5/S3 122.28 0.00 -3.33 0.00 0.00 1.66 0.00 1J5/S4 141.53 0.00 -6.08 0.00 0.00 3.04 0.00 U5/S5 129.01 0.00 -8.58 0.00 0.00 4.29 0.00 U6/A11 149.98 0.00. -6.95 0.00 0.00 3.47 0.00 1J6/0dd 124.79 0.00 -2.41 0.00 0.00 1.21 0.00 U6/Even 127.18 0.00 -9.25 0.00 0.00 4.62 0.00 1J6/S1 112.27 0.00 -4.91 0.00 0.00 2.46 0.00 U6/S2 110.44 0.00 -5.58 0.00 0.00 2.79 0.00 U6/S3 122.28 0.00 '-3.33 0.00 0.00 1.66 0.00 U6/S4 141.53 0.00 -6.08 0.00 0.00 3.04 0.00 U6/S5 129.01 0.00 -8.58 0.00 0.00 4.29 0.00 U7 83.70 0.00 -3.87 0.00 0.00 1.94 0.00 U8 83.70 0.00 -3.87 0.00 0.00 1.94 0.00 U9/A11 149.98 0.00 -6.95 0.00 0.00 3.47 0.00 U9/Odd 124.79 0.00 -2.41 0.00 0.00 1.21 0.00 U9/Even 127.18 0.00 -9.25 0.00 0.00 4.62 0.00 U9/S1 112.27 0.00 -4.91 0.00 0.00 2.46 0.00 U9/S2 110.44 0.00 -5.58 0.00 0.00 2.79 0.00 139/S3 122.28 0.00 -3.33 0.00 0.00 1.66 0.00 U9/S4 141.53 0.00 -6.08 0.00 0.00 3.04 0.00 U9/S5 129.01 0.00 -8.58 0.00 0.00 4.29 0.00 U10/A11 149.98 0.00' -6.95 0.00 0.00 3.47 0.00 U10/Odd 124.79 0.00 -2.41 0.00 0.00 1.21 0.00 U10/Even 127.18 0.00 -9.25 0.00 0.00 4.62 0.00 U10/S1 112.27 0.00 -4.91 0.00 0.00 2.46 0.00 U10/S2 110.44 0.00 -5.58 0.00 0.00 2.79 0.00 U10/S3 122.28 0.00 -3.33 0.00 0.00 1.66 0.00 U10/S4 141.53 0.00 -6.08 0.00 0.00 3.04 0.00 U10/S5 129.01 0.00 -8.58 0.00 0.00 4.29 0.00 1311 83.70 0.00 -3.87 0.00 0.00 1.94 0.00 U12 83.70 0.00 -3.87 0.00 0.00 1.94 1650.00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -,"'-'^ �••, Ub-1/-2012, 03:16:41 PM Licensed to: KPFF Consulting Engineers, License ID: 58594-1028139-4-1BE6D-237BF G:\2011_projects\111026.16 - TCRS North Structural\CALLS\PCASLAB\ticketingbm-20120517.s1b Page 5 5 SELF iffs*g9V' 0.00 2.43 0.00 0.00 -1.22 -0.00 Dead 27.13 0.00 11.82 0.00 0.00 -5.91 -0.00 Wind -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 EQ -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 Live/All �13�'l 0.00 5.91 0.00 0.00 -2.95 -0.00 Live/Odd -1.11 0.00 -1.24 -0.00 0.00 0.62 0.00 Live/Even 11.28 0.00 5.67 0.00 0.00 -2.84 -0.00 Live/S1 -0.10 0.00 -0.11 -0.00 0.00 0.06 0.00 Live/S2 0.17 0.00 0.19 0.00 0.00 -0.10 -0.00 Live/S3 -0.74 0.00 -0.83 -0.00 0.00 0.41 0.00 Live/S4 10.00 0.00 4.24 0.00 0.00 -2.12 -0.00 Live/S5 11.01 0.00 5.37 0.00 0.00 -2.69 -0.00 U1 45.81 0.00 19.96 0.00 0.00 -9.98 0.00 .U2/A11 60.96 0.00 26.56 0.00 0.00 -13.28 0.00 U2/Odd 37.49 0.00 15.11 0.00 0.00 -7.56 0.00 U2/Even 57.31 0.00 26.18 0.00 0.00 -13.09 0.00 U2/S1 39.10 0.00 16.93 0.00 0.00 -8.46 0.00 U2/S2 39.53 0.00 17.41 0.00 0.00 -8.71 0.00 U2/S3 38.08 0.00 15.78 0.00 0.00 -7.89 0.00 U2/S4 55.26 0.00 23.89 0.00 0.00-11.94 0.00 U2/S5 56.88 0.00 25.70 0.00 0.00 -12.85 0.00 U3/A11 60.96 0.00 26.56 0.00 0.00 -13.28 0.00 U3/Odd 37.49 0.00 15.11 0.00 0.00 -7.56 0.00 U3/Even 57.31 0.00 26.18 0.00 0.00 -13.09 0.00 U3/S1 39:10 0.00 16.93 0.00 0.00 -8.46 0.00 U3/S2 39.53 0.00 17.41 0.00 0.00 -8.71 0.00 U3/S3 38.08 0.00 15.78 0.00 0.00 -7.89 0.00 U3/S4 55.26 0.00 23.89 0.00 0.00 -11.94 0.00 U3/S5 56.88 0.00 25.70 0.00 0.00 -12.85 0.00 U4/A11 60.96 0.00 26.56 0.00 0.00 -13.28 0.00 U4/0dd 37.49 0.00 15.11 0.00 0.00 -7.56 0.00 U4/Even 57.31 0.00 26.18 0.00 0.00 -13.09 0.00 U4/S1 39.10 0.00 16.93 0.00 0.00 -8.46 0.00 U4/S2 39.53 0.00 17.41 0.00 0.00 -8.71 0.00 U4/S3 38.08 0.00 15.78 0.00 0.00 7.89 0.00 U4/S4 55.26 0.00 23.89 0.00 0.00 -11.94 0.00 U4/S5 56.88 0.00 25.70 0.00 0.00 -12.85 0.00 U5/A11 52.82 0.00 23.01 0.00 0.00 -11.51 0.00 U5/Odd 38.15 0.00 15.86 0.00 0.00 -7.93 0.00 U5/Even 50.54 0.00 22.78 0.00 0.00 -11.39 0.00 U5/S1 39.16 0.00 16.99 0.00 0.00 8.50 0.00 U5/S2 39.43 0.00 17.30 0.00 0.00 -8.65 0.00 U5/S3 38.52 0.00 16.28 0.00 0.00 -8.14 0.00 U5/S4 49.26 0.00 21.34 0.00 0.00 -10.67 0.00 U5/S5 50.27 0.00 22.48 0.00 0.00 -11.24 0.00 U6/A11 52.82 0.00 23.01 0.00 0.00 -11.51 0.00 U6/Odd 38.15 0.00 15.86 0.00 0.00 -7.93 0.00 U6/Even 50.54 0.00 22.78 0.00 0.00 -11.39 0.00 U6/S1 39.16 0.00 16.99 0.00 0.00 -8.50 0.00 U6/S2 39.43 0.00 17.30 0.00 0.00 -8.65 0.00 U6/S3 38.52 0.00 16.28 0.00 0.00 -8.14 0.00 U6/S4 49.26 0:00 21.34 0.00 0.00 -10.67 0.00 U6/S5 50.27 0.00 22.48 0.00 0.00 -11.24 0.00 U7 29.45 0.00 12.83 0.00 0.00 -6.41 0.00 U8 29.45 0.00 12.83 0.00 0.00 -6.41 0.00 U9/A11 52.82 0.00 23.01 0.00 0.00 -11.51 0.00 U9/Odd 38.15 0.00 15.86 0.00 0.00 -7.93 0.00 U9/Even 50.54 0.00 22.78 0.00 0.00 -11.39 0.00 U9/S1 39.16 0.00 16.99 0.00 0.00 -8.50 0.00 U9/S2 39.43 0.00 17.30 0.00 0.00 -8.65 0.00 U9/S3 38.52 0.00 16.28 0.00 0.00 -8.14 0.00 U9/S4 49.26 0.00 21.34 0.00 0.00 -10.67 0.00 U9/S5 50.27 0.00 22.48 0.00 0.00 -11.24 0.00 U10/A11 52.82 0.00 23.01 0.00 0.00 -11.51 0.00 U10/0dd 38.15 0.00 15.86 0.00. 0.00 -7.93 0.00 U10/Even 50.54 0.00 22.78 0.00 0.00 -11.39 0.00 U10/S1 39.16 0.00 16.99 0.00 0.00 -8.50 0.00 U10/S2 39.43 0.00 17.30 0.00 0.00 -8.65 0.00 U10/S3 38.52 0.00 16.28 0.00 0.00 -8.14 0.00 U10/S4 49.26 0.00 21.34 0.00 0.00 -10.67 0.00 U10/S5 50.27 0.00 22.48 0.00 0.00 -11.24 0.00 U11 29.45 0.00 12.83 0.00 0.00 -6.41 0.00 U12 29.45 0.00 12.83 0.00 0.00 -6.41 0.00 Sum SELF 52.23 0.00 -0.02 0.00 0.00 0.01 Dead 270.56 0.00 -0.09 0.00 0.00 0.04 Wind 0.00 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 0.00 Live/All 133.28 0.00 -0.05 0.00 0.00 0.03 Live/Odd 50.03 0.00 -3.40 0.00 0.00 1.70 Live/Even 49.93 0.00 3.36 0.00 0.00 -1.68 Live/S1 26.24 0.00 -2.73 0.00 0.00 1.37 Live/S2 50.03 0.00 -2.07 0.00 0.00 1.03' Live/S3 47.58 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 1660.00 0.00 Licensed to: KPFF Consulting Engineers, License ID: 58594-1028139-4-1BE6D-237BF G:\2011_projects\111026.16 - TCRS North Structural\CALCS\PCASLAB\ticketingbm-20120517.slb C Page 6 Live/S4 49.93 '0.00 2.03 0.00 0.00 -1.01 0.00 Live/S5 26.14 0.00 2.70 0.00 0.00 -1.35 0.00 U1 451.90 0.00 -0.15 0.00 0.00 0.08 0.00 U2/A11 600.59 0.00 -0.21 0.00 0.00 0.11 0.00 U2/Odd 467.40 0.00 -5.56 0.00 0.00 2.78 0.00 U2/Even 467.23 0.00 5.24 0.00 0.00 -2.62 0.00 U2/S1 429.33 0.00 -4.50 0.00 0.00 2.25 0.00 U2/S2 467.40 0.00. -3.44 0.00 0.00 1.72 0.00 U2/S3 463.48 0.00 -0.14 0.00 0.00 0.07 0.00 U2/S4 467.23 0.00 3.12 0.00 0.00 -1.56 0.00 U2/S5 429.17 0.00 4.18 0.00 0.00 -2.09 0.00 U3/A11 .600.59 0.00 -0.21 0.00 0.00 0.11 0.00 U3/Odd 467.40 0.00 -5.56 0.00 0.00 2.78 0.00 U3/Even 467.23 0.00 5.24 0.00 0.00 -2.62 0.00 U3/S1 429.33 0.00 -4.50 0.00 0.00 2.25 0.00 U3/S2 467.40 0.00 -3.44 0.00 0.00 1.72 0.00 U3/S3 463.48 0.00 -0.14 0.00 0.00 0.07 0.00 U3/S4 467.23 0.00 3.12 0.00 0.00 -1.56 0.00 U3/S5 429.17 0.00 4.18 0.00 0.00 -2.09 0.00 U4/A11 600.59 0.00 -0.21 0.00 0.00 0.11 0.00 U4/Odd 467.40 0.00 -5.56 0.00 0.00 2.78 0.00 U4/Even 467.23 0.00 5.24 0.00 0.00 -2.62 0.00 U4/S1 429.33 0.00 -4.50 0.00 0.00 2.25 0.00 U4/S2 467.40 0.00 -3.44 0.00 0.00 1.72 0.00 U4/S3 463.48 0.00 -0.14 0.00 0.00 0.07 0.00 U4/S4 467.23 0.00 3.12 0.00 0.00 -1.56 0.00 U4/S5 429.17 0.00 4.18 0.00 0.00 -2.09 0.00 U5/A11 520.63 0.00 -0.18 0.00 0.00 0.09 0.00 U5/Odd 437.38 0.00 -3.53 0.00 0.00 1.76 0.00 U5/Even 437.28 0.00 3.23 0.00 0.00 -1.61 0.00 U5/S1 413.59 0.00 -2.86 0.00 0.00 1.43 0.00 U5/S2 437.38 0.00 -2.20 0.00 0.00 1.10 0.00 U5/S3 434.93 0.00 -0.13 0.00 0.00 0.07 0.00 U5/S4 437.28 0.00 1.90 0.00 0.00 -0.95 0.00 U5/S5 413.48 0.00 2.56 0.00 0.00 -1.28 0.00 U6/A11 520.63 0.00 -0.18. 0.00 0.00 0.09 0.00 U6/Odd 437.38 0.00 -3.53 0.00 0.00 1.76 0.00 U6/Even 437.28 0.00 3.23 0.00 0.00 -1.61 0.00 U6/S1 413.59 0.00 -2.86 0.00 0.00 1.43 0.00 U6/S2 437.38 0.00 -2.20 0.00 0.00 1.10 0.00 U6/S3 434.93 0.00 -0.13 0.00 0.00 0.07 0.00 U6/S4 437.28 0.00 1.90 0.00 0.00 -0.95 0.00 U6/S5 413.48 0.00 2.56 0.00 0.00 -1.28 0.00 U7 290.51 0.00 -0.10 0.00 0.00 0.05 0.00 U8 290.51 0.00 -0.10 0.00 0.00 0.05 0.00 U9/A11 520.63 0.00 -0.18 0.00 0.00 0.09 0.00 U9/Odd 437.38 0.00 -3.53 0.00 0.00 1.76 0.00 U9/Even 437.28 0.00 3.23 0•.00 0.00 -1.61 0.00 U9/S1 413.59 0.00 -2.86 0.00 0.00 1.43 0.00 U9/S2 437.38 0.00 -2.20 0.00 0.00 1.10 0.00 U9/S3 434.93 0.00 -0.13 0.00 0.00 0.07 0.00 U9/S4 437.28 0.00 1.90 0.00 0.00 -0.95 0.00 U9/S5 413.48 0.00 2.56 0.00 0.00 -1.28 0.00 U10/A11 520.63 0.00 -0.18 0.00 0.00 0.09 0.00 U10/Odd 437.38 0.00 -3.53 0.00 0.00 1.76 0.00 U10/Even 437.28 0.00 3.23 0.00 0.00 -1.61 0.00 U10/S1 413.59 0.00 -2.86 0.00 0.00 1.43 0.00 U10/S2 437.38 0.00 -2.20 0.00 0.00 1.10 0.00 U10/S3 434.93 0.00 -0.13 0.00 0.00 0.07 0.00 U10/S4 437.28 0.00 1.90 0.00 0.00 -0.95 0.00 U10/S5 413.48 0.00 2.56 0.00 0.00 -1.28 0.00 U11 • 290.51 0.00 -0.10 0.00 0.00 0.05 0.00 U12 290.51 0.00 -0.10 0.00 0.00 0.05 0.00 167 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 °(7 1 1 1 1 1 1 1 taw' 1 1 1 1 1 1 1 (1 1 MEUConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 ' (206) 622-5822 Fax (206) 622-8130 project TSS by QI location -1•utCtutt . W A date Li/10/3,01a sheet no. client job no. TicicEnnjc, AREA 13E4\ — TORStonj CHECK Pu w I -. S k -I p to SO In Fr-tctP i 1 Ft=nr„k PLAT (.1.(LIA CANOPY ANAL`f SI r • DIMENSION C -NEC<- (1►.�,3,1) DtMANO • 4 ( \//j) Vv P� + IS`,- KIP 1U, - a8 w Tu PA„ = o.t, Pr -wtP Pi,= a//(ao •N) _ y a(P9 ,N) = 881 IN R0� \ D IN)(aj IN) = 93© NI IyEMAtdD 41,15•S kIP� (018 INX 14)14 + ) ('08 ) / t.i (490, t -)7-j 'MAND = 4 L'13 Pst -+ 16(v \\ Pst rnAHD _ 1341 Fat C INP ACl Y`2 = + ( V6/b�.;,.d 4 $ CApr srt ` Of, (10 V 7 'c ) lc IQO00 PS; cl\PAc-tT•Y - 071 S C (o 46000 CAPAc t .581 Ps 1 > pEMAnSD O}c 168 \ 0 0 aLI" as e` ,.0 0 0 0 1 Ft=nr„k PLAT (.1.(LIA CANOPY ANAL`f SI r • DIMENSION C -NEC<- (1►.�,3,1) DtMANO • 4 ( \//j) Vv P� + IS`,- KIP 1U, - a8 w Tu PA„ = o.t, Pr -wtP Pi,= a//(ao •N) _ y a(P9 ,N) = 881 IN R0� \ D IN)(aj IN) = 93© NI IyEMAtdD 41,15•S kIP� (018 INX 14)14 + ) ('08 ) / t.i (490, t -)7-j 'MAND = 4 L'13 Pst -+ 16(v \\ Pst rnAHD _ 1341 Fat C INP ACl Y`2 = + ( V6/b�.;,.d 4 $ CApr srt ` Of, (10 V 7 'c ) lc IQO00 PS; cl\PAc-tT•Y - 071 S C (o 46000 CAPAc t .581 Ps 1 > pEMAnSD O}c 168 2 • I Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TSS by C IAI) location Tu Ic v } 11 A , W F\ date u1julabia client sheet no. job no. 111oaco KF,TitJc1 AREA BEAM — Tore.StoN CNFCK avvT, • S 1tENCII.1- Ct (1‘. �Tn *#ap '� core/s A> O. Aot. o •e,s(4gp 14Z) At a o*&b L4 CSO 1 41T. _ 0.95(a)(t1os 14aXO.26 911)( too %S) CAT(ys'•) / t3 IN (t �5) 140 tN'- ct-1—h 919 Iti - k -IP n ~ -lo•S Fr -kip > Tu = 6b.t.9 Fr 169 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r 1 1 • r/ Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TSS by CitiConsulting sheet no. location 1 t11(,rjt(...(a, VV PS date 'f17lab 1. client job no. I o a to TICKaTnN-1=00TtnJCt g1 Ner�'n1 CONC•' COLUMNS Pz 1?3 -(--' .' W x 36` D p PLA_ Pht.,t ` X8.1 v-'13 , PLL, 1 13.5- t<,P _'? p, - (rD•u k'P, ,2, = aq a trip P, = eft.a x,P Poi 3 X8.0 KIP, fit 3 3E• -I s -AP P3 Ilto.•{ KIQ Pat) E LON SPRENZIS - i Fr IN ERC" t1RECTTON QMnx Pt 1410 A8 ' ('3 Fr) t. 113 Fr) -.. , 3 (p t.mv = 11 t • (e FIP / t a u = 9 a r F < UTt,.,-ot,, . N=- ow_ CHECK Ft-Ey,u2E ON Foo-ntA AVE 'ra ee-KIRIt�lf PRESSURE. CoNStDE_ MAk BEPt1Z-1N(t uJ„ \.io (0oo 1 1 P57 -)C -j •a ),,IP./>r V i M„ = 1 Wv Li - L (Ii.. k,P/F_r )Ci FT )1 5950 IN -K.It' (1 CAtalt~VER.) 04,J) (61.- Ac%/1 y(cb) Ac = (lo) 4-6 •1 Mi.- &„ i —d.:. QA I N (yau.6 r-tp) (a1 rN - O Ail IN) W 05 IN - KcLA M 170 MEIConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project `TSS by CMn location I J �� t 1 R. 114.R. date '--I JID &DIa sheet no. client job no. 111096 Tcic 1- t\1G P\R5A - ' Sov-v s1oE RtTNINI14(1 WN -Lt- -12]-0" N-1,1_ -12-0„ 30" St,►,$ • 4 Pt.R1FoRM M 1.NE lq Ill =t11_ 111 6 • COKSN R RS "Eit$F_.ME i wRU_ DUE_ Ta Re SiRAINI- OF PC.RTFo(ZM, aRVE. ` C PRTPct%Er, AES t 4 NSI ! 2 PaRg- ok (.50bIIJCI CAN BR IGNORED Ava_ -7D ,gesTeAjF.rr- PRoviDsbr 6'? nnI - SUU H iXkF1ltJCt f p Cbt.UMNS Focrr G BENEATH - sseCAIC� 171 1 1 1 1 1 1 1 1 1 1 1 1 li 1 1 1 1 1 1 1_ 1 frig Consulting Engineers 1601 5th Avenue, Suite 1600 , Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 • project —KS by CMp location TU tL WI LA , CA) A date LA/lo l a.ola sheet no. client 1-lC1G�r1F�Ct ( Rtrf� - SOullf}' SIDE' RE`TRiN1Nf� W(\.1. esptsfr EOR SLl JCT -re far (c. NoRE.A! FbalnICI MUST 6E STRONCj 5N bU6 H 7D CANTILEVER OVER_ NORTH -SOLfl FO011N4 -7aWARu T.ftST \K1AL1,. d )18d (L �wsv 800 �F Wv •- 1.4 tuts%•A •a I'd' /Fr 3o' la)* to (16►J`RF R•E At NIN(t 8141s') 14 . t•CVW cc -0(30 IN) Nov . 1►1v 1-110, rnv = (3.a I"P(F,))(ICI 9)Z/a My : hot) Fr -tc-tP My •- (CI 0 IN -'K -IP 4 M.. = •s -(J¼- R[ = ) e. le o • WO- l .110 1 t0L 1 CtMr (c 1) (.0-g8 w)(bo ksr) �Mr = y,taL}S int- wiP 1ov33 tW -141F rcs1)/ I (39 I•a)( 9.1cs), ot<. SUbtNti of WM-L. CAN 6F 161JORED OK 172 k . Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 raect project �5' by CMp sheet no. location TO ic. u.1 1 t- N , W A date 6114 ) & t l a client job no. \\\ Obi to Ti NC) ARrq - SovTr S\OF `2CiFtNtMCt VALL CUNT C.1-IECK . vas's. t?.‘ tiCi UNbER T1C K.tE -tntC1 Zr AN\ 'k SID ktP (FP- A TICt4FTt(\lc1 RRfiA t31_AtsA- R6RC►'tONS� P ^bFr lar is F-)( lv ri ) Aron- .. j L = P =J�'(o3 ?$F - (5-7r)('Fr) rjp tt,P/9I F.T �Huow z t VCb 49F 014 Chris Davies Temporary License 123 Easy Street Town, USA 00000 i)000-0000 South Ticketing Area WaII Design Detail T L7 18 in 1 --3.5 ----6 4 -- Check Summary .. Ratio Check bilily Chr. ' earing Pressure Bearing Eccentricity --- Toe Checks ---- 0.045 Shear 0.110 Moment / 0.053 Min Strain V. 0.000 Min Steel / 0.4.44 Development / 0.667 S&T Max Spacing / 0736 S&T Min Rho Heel Checks ✓ 0.138 Shear. / 0.039 Moment ---- Stem Checks ---- ✓ 0.697 Horz Bar Rho ✓ 0.667 Horz Bar Spacing / 0.507 Moment / 0.293 Shear ✓ 0.064 Max Steel / 0.000 Min Steel / 0.222 Base Development Loads Wir: 70 Ib/in Concrete Pc = 3000 psi Rebar Fy = 60000 psi Unit Weight = 150 lb/ft3 /t5 @ 12 in (S&T) 45 @ 12 in 45 @ 12 in (S&T) 45@12in Toe Bars: 46 @ 12 in Footing SIT Bars: f:6 @ 12 in SLIGHT E1tcS SS (E R. tvy csic,. oc.c.0 tS V' HEEL Du.E To sot L. U EtG.Wr. Provided Required Combination 1000 psf 1131 psf Unfactored 0.47 in 12 in Unfactored 26.25 k/ft 1.17 k/ft 1.40 51.86 ft•k/ft 5.7 ft•k/f: 1.4D 0.0757 0.0040 1.2D + 1.6H + 1.61 0.04 in' Din' 1.2D + 1.6H + 1.61 27 in 12 in 1.2D + 1.6H + 1.61 12 in 18 in 1.2D + 1.611 + 1.61 0.0024 0.0018 1.2D + 1.6H + 1.61 18.4 k/ft 2.54 k/ft 1.4D 32.21 ft•k/ft 1.27 ft•k/ft 1.4D 0.0029 0.0020 1.2D + 1.6H + 1.6L 12 in 18 in 1.2D+1.611+1.6L 21.46 ft•k/ft 10.89 ft•k/ft 1.2D + 1.6H + 1.61 15.47 k/ft 4.52 k/ft 1.2D + 1.6H + 1.6L 0.0628 0.0040 1.2D + 1.6H + 1.6L 0.03 in'fin 0 in'/in 1.20 + 1.6H + 1.6L 27 in 6 in 1.2D + 1.6H + 1.6L = 120 Ib/ft' -tern = 220 Ib/ft' Loading Options/Assumptions Passive pressure neglects top 0 ft of soil. y= 1201b/f0 ?EFP = 55 Ib/ft' - Criteria Building Code Concrete Load Combs Masonry Load Combs Stability Load Comb Restrained Against Sliding Neglect Bearing At Heel Use Vert. Comp. for OT Use Vert. Comp. for Sliding Use Vert. Comp. for Bearing Use Surcharge for Sliding & OT Use Surcharge for Bearing Neglect Soil Over Toe Neglect Backfill WI. for Coulomb Factor Soil Weight As Dead Use Passive Force for OT Assume Pressure To Top Extend Backfill Pressure To Key Bottom Required F.S. for OT Required F.S. for Sliding Has Different Safety Factors for Seismic Allowable Bearing Pressure Req'd Bearing Location Wall Friction Angle Friction Coefficent IBC 2006 IBC 2003/06 (Str) MSJC 02/05 (ASD) Unfactored Yes Yes No No Yes Yes Yes No No Yes Yes Yes No 1.00 1.00 No 1000 psf Middle third 25' 0.30 -- Load Combinations --- IBC 2003/06 (Str) 1.2D + 1.6H + 1.61 1.2D + 0.51 0.9D + 1.611 1.40 1.20 1.2D • QuickRWall 2.0 (iesweb.com) G:\2011jrojects\111026.16 - ...\TSS Ticketing Area.rwd Page 1 of 20 Thursday 06/14/12 8:27 AM 174 Chris Davies Temporary License 123 Easy Street ("--:Town, USA 00000 i) 000-0000 South Ticketing Area Wall Bac/i!! Pressure - = 120 Ihr(t' YEFP = 55 Ib/ft Lateral Earth Pressure Equivalent Fluid Pressure ah = H Yriuid = (14.5 f0 (55 Ib / ft') = 797.5 psf Lateral Earth Pressure (stern only) ah = H Yju;d = (12 ft) (55 Ib / ft') = 660 psf Passive Pressure - 120 Ib/FP 7EFP = 220 Ib/fl= Lateral Earth Pressure Equivalent Fluid Pressure an = H Yflu+d = (2.5 ft) (220 Ib / ft') = 550 psf • II ' I_ -797.5 psf -660 psf 550 psf, N) 57.29 Ib/in Z; 7 481.8 Ib/in r 330 Ib/in 0 j- co QuickRWall 2.0 (iesweb.com) G:\2011_projects\111026.16 - ...\TSS Ticketing Area.rwd Page 2 of 20 Thursday 06/14/12 8:27 AM 175 Chris Davies Temporary License 123 Easy Street r" • 'Town, USA 00000 %1) 000-0000 South Ticketing Area Wall Line/Scrip Pressure - 70 Iblin Lateral Pressure Due To Line Surcharge The horizontal stresso at depth z is given by: g 0.203 b Hf0.16+b^2)^2 where b is z/ H where 'a' is given by: _ b' __ (0 ft) a H (14.5 ft) - 0.0 -0 psf -8.74 psf Integrating this over the height of the backfill gives the pressure distribution shown above. Wali/Soil Weights -59.67 psf -59.67 psf -38.28 Ib/in 36 Ib/in I.0 225,Ib/in 120.1b/in 187.51b/in I II I 0 lb/in-e".. ' a QuickRWall 2.0 (iesweb.com) G:\2011_projects\111026.16 - ...\TSS Ticketing Area.rwd Page 3 of 20 Thursday 06/14/12 8:27 AM 176 Chris Davies Temporary License 123 Easy Street ( --Town, USA 00000 C, )) 000-0000. South Ticketing Area Wall Bearing Pressure iilut 11311aQ16 psi e=047 in 3.04 ft "I I- 544.2 Ib/in riction MPtti PRES$VR$ OCCURA a HEEL •.DVE '3b Sou. we V.1% F = p R = (0.30) (544.2 Ib / in) = 163.3 Ib/ in Bearing Pressure Calculation - --- --- -- Contributing Forces Backfill Pressure Line/Strip Surcharge Footing Weight Stem Weight Backfill Weight Soil over toe Weight Stem Base Shear Stem Base Moment - 238149.02 in -lb/ ft- 3.04 ft -544.17Ib/in Vert Force ...offset Horz Force -01b/in - - Olb/in -11.67 Ib/in 5:5 ft 0 Ibin -187.5 Ib/in 3 ft 0 Ib/in -225 Ibfin 4.25 ft 0 Ib/in -120 lb/in 5.5 ft 0 Ib/in -0 lb/in - Olb/ln -0 Ib/in -235.64 Ibfin 0 Ib/in 0 Ib/in -544.17 Ib/in 163.3 Ib/in offset 2.5 ft OT Moment -0 in•Ib/ft -9240 in-lb/ft -81000 in•Ib/ft -137700 in-lb/ft -95040 in•Ib/ft -0 in•Ib/ft 84831 in-lb/ft 0 in•Ib/ft -238149.02 in•Ib/ft QuickRWall 2:0 (iesweb.com) G:\2011_projects\111026.16 - ...\TSS Ticketing Area.rwd Page 4 of 20 Thursday 06/14/12 8:27 AM 177 1 1 1 1 1 1 1 1 1 I 0 1 Chris Davies Temporary License 123 Easy Street r*Town, USA 00000 t . ^ J) 000-0000 South Ticketing Area Wall Stability Checks —Overturning Check Check not performed: wall has lateral support. Sliding Check Check not performed: restrained against sliding. Bearing Check Bearing pressure > allowable (1131 psf > 1000 psf) - FAILS Bearing resultant eccentricity < allowable (0.47 in < 12 in) - OK 1 1 1 1 1 1 1 1 C QuickRWall 2.0 (iesweb.com) G:\2011_projects\111026.16 - ...\TSS Ticketing Area.rwd Page 5 of 20 Thursday 06/14/12 8:27 AM 178 re— MrliConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project -CCAS by\3SW location T1/4.3U-tn1\, A. date \"\(\\ client 9" sheet no. job no. 'Mcw-\EN't T42-0•1...14abFE2 i3EAt-"S M, h r. s \5`-(3' 2 . \' 4 c3W zy b n . O.4S r t') Z\ Z' Lo +w\'j(1_ � ;. CZI ow /N2sav % \ \ Lie Pc -1 \ tilb "1V) (cyvl (r,a z 7;L1 . F� 179 MIConsulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 (206) 622.5822 lax (206) 622-8130 7. Wind .Screen Tukwila Sounder Station (111026) 180 Etliffli Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 protect I G f S location client by 6.41-/ date 2/12x/ 12 sheet no. WtNDSCP.EE/0 LoL job no. /1/02.0 Si CSL S c2K R ESTA.rv`p(Ar6, , c4-^'T/�F. 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I MA;p5C t f_EN CoL job no. �I�Da(p -rgy IiS5.� %xx;%y :_ .28.(piny� �Iz tn3-=y71� FasT) � 0,117 (1)3 (12)1 = 0.29 tt = Vloo 3(Aaoo0)(mc,) Mv= 0.75(9-10-5)= 7.) Kt= ast" lh3 �MN = 0.1(100.2>_ H6,3 t" 6` CogN Cocas o(1_ 500* e (4,901_164/Q5) as -(4.5)3(12)3 = 0.03" e_ 5' 3 (-90oo) US/01-tc. K�,,K �✓ L 7a I N� /i� 57� Ic�N€ 5 05E S6k6x 182 O 2/nht CzMN SECTION - OPTION 2 183 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 C; 1 1 1 1 1 � 1 184 . Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 ro ect project 1 �.�5 by sheet no. location TU►c.V*lt L Ac , vJ Pr date 3/1a/ 3o l'a. client job no. 111 Oat. WINb SCREEN - cl onnvrz-1/4( 17.4 11-o" 51-0" y' o" '71-0" a' -a" HSS SCREE N PRW ti MIRR0(2. MEI Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project Tc laS by CAA location TU K W t t,,A, W R date 2 / PZ/ u t sheet no. client job no. 111 oak, WINO SCREEN — LoRDINCC • wlt.lD LoRp ih , 0.0nac(9 Kz kzE )4.4 R,t 6.00 asto (o.sc)(I.0)(o.e5) (8S rep (►.c) 13,4 ?SF =1yS LOAD CASE A = Wt NORM PL T° SJIzf RCF_ w% No fat cEnn7RI c cry MoAb Cfc-SE 13 .U.1tMb tJORMAL 7.6 SUR -FRCS W/ abib E-ccEc.Cr? GASB R CASt• B TT ur P 16.c twF L • t?i1-1ER 1.oPoo S '. 6RRvtN = NEGLIGIF3LE SEiSM(C = NEGLICt 18f -E LIVE ; /P. Sabal rJ/A r A L 186 =aa•i?SF 121711 Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TC .s by C h(l b location To )cW (LA , t11/43 ri date 3/149.61a sheet no. client job no. WINb SEEN — MEMBER. '.SSICIN • Co L' M 1) DF S t c,'N M„ L Wuti'-/a l.0 = 1,,to rr,gx ( P.11? -03 ; WU a 11e10 LB/Fr h= 9Fr • (1 ln(Q '/ pr) (9 F'r) a / a • 80.-8 wIP - Inl 0-S 1 80.16114 KIP = 0 .`) (SO k j ) 2 •ps-JR18''') = Ll, Mn.ri[(Ile.SpsF)(45 Fr), (2:1S?SF)(0.114(1 -SA L> 44SS (oxo 0 E INSPEC,ToN Sit`? £Mpg = (1314,0 (SIMPLY Supfo{Z-i-E.D) Nt.A : 1"1 3(,, ( CA•dTlt.t<YFR-) V\ .9 Fr ((Smoot a-(1FT) /3(00 A UMA,c .- 0 . (n 1 N SCJ L' /3 2,v1 EI < IN MAx , W-: /t,b = 103,8 `1/Fr E a -c000 t<sx 6MN,•`o'� IN L = 5 Fr 0.1. 14 S(l/FT)(9 Pr)'1/ 38y (aqDOC) rSi) _ Z ? 0.8$ lNy HSS 6,, 4 OK f3`i LN S c -r t o =M,N Fog H SS (zoo-{ Cor.ISIDER- Soo Lfa SIVE LbRD e S Fr ( PERSON C IMEIN4 ott Wrt.tb SCRE>`N, Q4 (500 )(_S FT )2. (IFT - FT) /(,(aa•oo KSi)L(,.)S It1 ) o� 0.44 It G &PAR", - . C)K 187 MEI Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TORS by cMr" location TO K W t 1.R , W R date 3JIa/aota sheet no. client job no. 1110x4 W l't SCTLEE - R>\tc kc , T{ PICAL rNo Posi— W„ 7c 9,.0. V„ = w„•h vv (llab 01r -r) l9 Fr) V4 - 11-19 LI to W„ (P•• - , -TRtF3" ) 10, = Holo M w hL/a M„ \u3/FT)C1 prf/a M„ 112--a3 Li -pr L> usE ?/4 ifk '1 Atuct4O -, EM3Eb to" cry (SES Hlt_TI ,REWR1-) 188 EI 1 • Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project —Tr,RS by CMS location 1 wcw i t -A- , W A date 3)148.61a. sheet no. client job no. "1 oat,, 1 WIND SCREEN — BPSE RATE DEM N WORST cP\sE M = (99a3 18 - fr Mk 6).-KtP, (ptAr - 9 Fy 21 > M 4 4 b 80(OA) (36 its') ax . �� > a S ►nc3 Zy 6 = 8 w ak 1+1(B114)(L ? a.s N3 t '_ I,1a IN L> USE I Ytl' T ttCk SNSE PLKTE Wit LP &'r raRSE c)t-Pc F-- V„ - ►•s kip UK. T Mu / 3 IN . BOa 1N-Ktp 13 .. a6.9 taP rr (T-1 LY" i (Vu/L)s /L Fr•c/90 rr - I•S/9901-- dA/70,L .t = I•iS I.P/mr FILL E -T v[ELb olc 189 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Ic 1 1 1 1 1 1 IC 1 1 1 1 1 1 1 1 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: KPFF CMD Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.3.0 1 TCRS 111026 5/11/2012 Specifiers comments: WIND SCR. -t4 ANCHOR - NPICPL 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report:: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C. D, E, or F) Geometry [in.] & Loading [Ib, in.lb] HIT -RE 500 -SD + HAS 3/4 hetan = 5.000 in. (het,limit = - in.) ASTM F 568M Class 5.8 ESR 2322 4/1/2010 1 4/1/2012 design method ACI 318 / AC308 eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x ly x t = 8.000 in. x 16.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Rectangular HSS (AISC); (L x W x T) = 6.000 in. x 4.000 in. x 0.375 in. cracked concrete, 4000, fc' = 4000 psi; h = 8.000 in., Temp. short/long: 32/32 °F hammer drilled hole, installation condition: dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no Z Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hifi AG. FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 190 iii•mmerim www.hilti.us Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Profis Anchor 2.3.0 Page: 2 Project: TCRS Sub -Project I Pos. No.: 111026 Date: 5/11/2012 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 6571 747 0 -747 2 324 747 0 -747 max. concrete compressive strain: 0.16 [9e.] max. concrete compressive stress: 695 [psi] resulting tension force in (x/y)=(0.000/4.530): 6896 [Ib] resulting compression force in (x/y)=(0.000/-7.173): 6896 [Ib] 3 Tension Toad Load Nua [lb] Capacity +Nn [Ib] Utilization (3N = Nua/+Nn Status Steel Strength* 6571 15762 42 OK Bond Strength* 6896 7047 98 OK Concrete Breakout Strength** 6896 7174 97 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N,a = ESR value refer to ICC -ES ESR 2322 Nsteel2 Nua ACI 318-08 Eq. (D-1) Variables n Ase.N [in.2] futa [psi] 1 0.33 72500 Calculations Nsa [Ib] 24250 Results Nsa [ib] steel Nsa [Ib] Nua [ib] 24250 0.650 15762 6571 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG. FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 191 www.hilti.us MI L:1 1 Profis Anchor 2.3.0 Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: 3 Project: TCRS Sub -Project I Pos. No.: 111026 Date: 5/11/2012 3.2 Bond Strength AN Nag !ANao a) Wad.Na Wg.Na Wec:Na Wp,Na Neo ICC -ES AC308 Eq. (D -16b) ` 4, Nag a N. ACI 318-08 Eq. (D-1) ANa = see ICC -ES AC308, Part D.5.3.7 ANaO = ScrNa ICC -ES AC308 Eq. (D -16c) Scr,Na = 20dTk'°n`r 5 3 hat 1450 - ICC -ES AC308 Eq. (D -16d) — s`r'"a ICC -ES AC308 Eq. (D -16e) Ccr,Na — 2 Wed,Na = 0.7 + 0.3 (Ca =min) 5 1.0 ICC -ES AC308 Eq. (D -16m) ` Ccr,Na S 0.5 1 Wg,Na = W9.NaO + [( ' (1 - tyg,NaO)] a 1.0 ICC -ES AC308 Eq. (D -16g) ) `` Scr,Na �rr ( Tk,c Wg,NaO = Y4171' (T'f1 - 1) ' )1.51 a 1.0 ICC -ES AC308 Eq. (D -16h) Tk,max,c Tk,maz,c = n k`d h • f' ICC -ES AC308 Eq. (D -16i) of c ( 1 Wec.Na = 1 + 2eN ) 5 1.0 -ICC-ES AC308 Eq. (D -16j) Sc, Na Wp.Na = MAXa ,ruin c,...)5 1.0 ICC -ES AC308 Eq. (D -16p) Cac Cac Nao = Tk.c ' Kbond ' n ' d • hat ICC -ES AC308 Eq. (D -16f) Variables Tk.c.uncr [psi] danchor [in.] hat [In.] 2065 0.750 5.000 Ca,min [In.] Sa,rg [in.] 6.000 10.000 n Tk,c [psi] 2 1000 ke 4 [psi] ec1,N [in.] ec2,N [in.] cac [in.] Kbond 17 4000 0.000 4.530 10.357 1.00 Calculations Scr,Na [in.] Ca,Na (in•] AN. [in.2] ANaO [In.2] Wed,Na Tk,max [PSI] 15.000 7.500 352.50 225.00 0.940 1020 Wg,Na0 Wg,Na Vec1,Na Wec2,Na Wp,Na N80 [Ib] 1.012 1.002 1.000 0.623 1.000 11781 Results Nag [Ib] ltbond 4, Nag [Ib] N. [Ib] 10841 0.650 7047 6896 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 192 www.hilti.us 1■■11`TI Profis Anchor 2.3.0 Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: 4 Project: TCRS Sub -Project I Pos. No.: 111026 Date: 5/11/2012 3.3 Concrete Breakout Strength r( ANc Ncb° = \ANco/l Wec.N yred.N Wc,N Wcp,N Nb 41 Ncbg 2 Nua ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANcg = 9 her 1 Wec,N + 2 eN 5 1.0 3 her Wed,N Wro•N Nb = kc =0.7+0.3 (ca.min151.0 `1.5he1 = MAX(ca=min 1.5het1 5 1.0 bac ' Oac Variables ' he, [in.] 5.000 ACI 318-08 Eq. (D-5) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ec1.N [in.] ec2.N [in.] cam. [in.] 0.000 4.530 6.000 cac [in.] kc x tc [psi] 10.357 17 1 4000 Calculations • AN, [in.2] 352.50 Results Nth„ [Ib] 11037 ANco [in.2] 225.00 4>conuele 0.650 Wc,N tired ,N Wec2,N 1.000 0.623 Nth, [Ib] N18 [Ib] 7174 . 6896 1.000 Wed,N 0.940 Wcp.N 1.000 Nb [Ib] 12021 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (,c ) 2003-2009 Hilti AG, FL -9494 Schaan Hifi is a registered Trademark of Hilti AG, Schaan 193 1 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 4 Shear Toad DOI LEVI Profis Anchor 2.3.0 KPFF Page: 5 CMD Project: TCRS Sub -Project I Pos. No.: 111026 Date: 5/11/2012 I Steel Strength' Load Vua [Ib] Capacity +14 [lb] • Utilization Pv = Vua/4Vn Status 747 8730 9 OK Steel failure (with lever arm)' N/A N/A N/A N/A Pryout Strength (Bond Strength 1494 24344 7 OK I controls)" Concrete edge failure in direction " N/A N/A N/A N/A ' anchor having the highest loading "anchor group (relevant anchors) ' 4.1 Steel Strength Vsa = (n 0.6 Ase.v futa) Vsteel 2 Vua refer to ICC -ES ESR 2322 ACI 318-08 Eq. (D-2) IVariables n Ase,v [in.2] fun. [psi] (n 0.6 Asev futa) [Ib] . 1 0.33 72500 14550 I Calculations Vse [lb] 14550 ' Results Vsa [ib] (1)steel 14550 0:600 to 1 1 1 1 1 1 1- 1 Q Vse [Ib] Vua [Ib] 8730 747 Input data and results must be checked for agreement with the existing condmons.and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 194 www.hilti.us FII`TI Profis Anchor 2.3.0 Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: 6 Project: • TCRS Sub -Project I Pos. No.: 111026 Date: 5/11/2012 4.2 Pryout Strength (Bond Strength controls) ANa Vcpg—rcco[(^A4 .0) Wed,Na t9/g,Na Wec.Na Wp,Na Na0] Vcpg 2 Vua ANa see ICC -ES AC308, Part D.5.3.7 z ANaO = Scr,Na Soola = 20 d Tk.uncr0 5 3 hef 145 _ Sc2 Cu rya 2 Wed... 0.7 + 0.3 1 Cmin) 5 1.0 \ Ccr.Na 1 0.5 Wg,Ne — 13/g,NaO + [( -) • (1 Wg.NaO)] 2 1.0 Scr,Na 1.5 W •" g,Na0 _ - [(,F1- 1) • ( ]2 1.0 Tk,max,c kc tk.max,c = n d elle l Wec,Na = (1 + 12e N ■ 5 1.0 Scr,NaC / WP•Na = min Ccr.Na MAX—--,� 5 1.0 cap cap Nao = Tk,c Kbond R d hef ACI 318-08 Eq. (D-31) ACI 318-08 Eq. (D-1) ICC -ES AC308 Eq. (D -16c) ICC -ES AC308 Eq. (D -16d) ICC -ES AC308 Eq. (D -16e) ICC -ES AC308 Eq. (D -16m) ICC -ES AC308 Eq. (D -16g) ICC -ES AC308 Eq. (D -16h) ICC -ES AC308 Eq. (D -16i) ICC -ES AC308 Eq. (D -16j) ICC -ES AC308 Eq. (D -16p) ICC -ES AC308 Eq. (D -16f) Variables kcp Tk.c.uncr [psi) Tk.c [psi] dancha [in.] ha, [in.] sayg [in.] n 2.000 0 1000 0.750 5.000 10.000 2 kc rc [psi) ec1.N [in.] ec2,N [in.] Ca.mtn [in.] Cac [in.] Kbond 17 4000 0.000 0.000 6.000 10.357 1.00 Calculations Scr,Na [in.] 15.000 W8,Na0 1.012 Results Vcp, (Ib] 34777 Cc, Na [in.] 7.500 Wg,Na • 1.002 Qconcrete 0.700 ANa [in.2] ANaO [in.2] Wed,N Tk,max [psi] 352.50 225.00 0.940 1020 Wec1,N 1.000 Va,g [Ib] 24344 5 Combined tension and shear Toads PN 13v 0.979 0.086 13NV = ((3N + Du) / 1.2 <= 1 Wec2,N 1.000 Vua [Ib] 1494 1.000 Wp,Na Nao [Ib] 1.000 11781 Utilization 1'N.v [%] 89 Status OK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt, AG. FL -9494 Schaan Hila is a registered Trademark of Hdti AG, Schaan 195 www.h!Iti.us u■■11`i.T1 Profis Anchor 2.3.0 Company: Specifier: Address: Phone I Fax: E -Mail: KPFF Page: 7 CMD Project: TCRS Sub -Project I Pos. No.: 111026 Date: 5/11/2012 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Condition A applies when supplementary reinforcement is used. Them factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c). • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. Refer to the ICC -ES Evaluation Service Report (e.g. section 4.1.1 of the ICC -ESR 2322) for details. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant • standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 196 www.hliti.us Company: Specifier: Address: Phone I Fax: E -Mail: KPFF CMD Page: Project: Sub -Project 1 Pos. No.: Date: Profis Anchor 2.3.0 8 TCRS 111026 5/11/2012 7 Installation data Anchor plate, steel: - Profile: Rectangular HSS (AISC); 6.000 x 4.000 x 0.375 in. Hole diameter in the fixture: d1= 0.813 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Cleaning: Premium cleaning of the drilled hole is required 0 Coordinates Anchor in. Anchor x y y 4.000 Anchor type and diameter: HIT -RE 500 -SD + HAS, 3/4 Installation torque: 1200.000 in.lb Hole diameter in the base material: 0.875 in. Hole depth in the base material: 5.000 in. Minimum thickness of the base material: 6.750 in. 4.000 0 0 O c'i is ff1`, i5P te 0 0 O cd 0 0 O 2 O O O O O O ol) 4.000 4.000 c -x c.x c -y c.y 1 0.000 5.000 2 0.000 -5.000 6.000 16.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 MU AG, FL -9494 Schaan Hi is a registered Trademark of Hilti AG, Schaan 197 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 www.hilti.us Profis Anchor 2.3.0 Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: 9 Project: TCRS Sub -Project I Pos. No.: 111026 Date: 5/11/2012 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up -t� -date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hi ti AG, FL -9494 Schaan Hilti is a registered Trademark of Multi AG, Schaan 198 tinligrConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TC jt --S by Mt location TU K-UJvt-t , UJ r date 3)PO sheet no. client job no. 1110Q10 w 1 ND SGRIF-F N ANc-H,..,1e,S, • Co RNA Po5r- CO15r1u- CPSE. Q P_CC.EM'R4G WIN1J LORD °N F{ StbEs. OF CoRNSR Pb5T Pt a1 • PSF, PZ : (aa•v .Pst) ('•ss/t•-is) = a9.9 Ps r: CORtdER Po ST Wv = 1, to (Vi.S PcF)(7 94 Fr) = I'otq . y t_& /Pr t°3",2 I, (VI PSFj(a•1 Pr) = 15.8 /Fr Vv,x = O.1S Wv,t V x 5 (Ia9.4 (Fr)(°I Pr) 1813•5" L4 M,,,y : 0.45- wv„ hl" /2. M y : O:1 -s ( (141:.4 tB r -) (9 FT) L/2 3'.3o) Le -Pr Vv, 0.4-.5 wu,: • h v,y - 0.5(78.9 /Fr)(c Fr) Vv,$. = 6106.1 Le h� 14\v, o W U,: /z Mv,X t o gc('19.8 I-2(POOPr)2 /a M : apo 4 i8 -Fr JSE 3/y EPG*1 ANC is , gm\BED (SEE {11LTI QEPoRr) c" O�c 199 1 1 1 1 1 1 1 1 1 IC) 1 1 1 1 1 1 1 1 1 1■■111.T1 www.hlltl.us Profis Anchor 2.3.0 Company: KPFF• Specifier: CMD Address: Phone I Fax: E -Mail: Page: 1 Project: TCRS Sub -Project I Pos. No.: 111026 Date: 5/11/2012 Specifier's comments: *1% NO SC.R.&EN ht4c io(Z - CoRNER 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report:: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: HIT -RE 500 -SD + HAS 3/4 haw = 5.000 in. (hef.iimit = - in.) ASTM F 568M Class 5.8 ESR 2322 4/1/2010 14/1/2012 design method ACI 318 / AC308 eb = 0.000 in. (no stand-off); t = 0.500 in. lx x ly x t = 16.000 in. x 16.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Square HSS (AISC); (L x W x T) = 6.000 in. x 6.000 in. x 0.375 in. cracked concrete, 4000, fc' = 4000 psi; h = 8.000 in., Temp. short/long: 32/32 °F hammer drilled hole, installation condition: dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, in.lb] Z Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt' AG, FL -9494 Schaan Hitb is a registered Trademark of Hilb AG, Schaan 200 www.hilti.us Profis Anchor 2.3.0 Company: Specifier: Address: Phone I Fax: E -Mail: KPFF CMD Page: Project: Sub -Project I Pos. No.: Date: 2 TCRS 111026 5/11/2012 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 276 -219 -168 2 1480 276 -219 -168 3 827 276 -219 -168 4 2531 276 -219 -168 max. concrete compressive strain: 0.11 [%o] max. concrete compressive stress: 471 [psi] resulting tension force in (x/y)=(3.290/1.942): 4838 [ib] resulting compression force in (x/y)=(-6.458/-5.502): 4838 [Ib] 3 Tension Toad Load N. [Ib] Steel Strength* 2531 Bond Strength` Concrete Breakout Strength** anchor having the highest loading 3.1 Steel Strength N9e = ESR value Nsteel Z Nua Variables n 1 Calculations Nsa [Ib] 24250 Results Nsa [Ib] 24250 4838 4838 **anchor group (anchors in tension) refer to ICC -ES ESR 2322 ACI 318-08 Eq. (D-1) Ase.N [in.21 0.33 (I)steel 0.650 futa [psi] 72500 A Nsa [lb] 15762 Nua [lb] 2531 03 1 C impression Capacity +Nn [Ib] 15762 12417 12620 Input data and results must be checked for agreement with the existing conditions and for plausibility, PROF'S Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan 04 Tension Dx 0 2 Utilization DN = N„a/+Nn Status 17 OK 39 OK 39 OK 201 1 1 1 1 1 1 1 1 1 1 0 1 1 1 1 1 1 1� 1 1 www.hilti.us 1.11`'11 Profis Anchor 2.3.0 Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: 3 Project: TCRS Sub -Project 1 Pos. No.: 111026 Date: 5/11/2012 3.2 Bond Strength ANa Nag 1 — ANao1Wed,Na 4rg,Na 111ac,Na IJrp,Na No 4, Nag 2 Nua ANa = see ICC -ES AC308, Part D.5.3.7 ANaO = Scr,Na Scr,Na = 20dTk,uncr 5 3 het 1450 Ccr,Na SU,Na 2 Wed,Na = 0.7 + 0.3 5 1.0 Ccr,Na (9-1--min) IrrI S 0.5 419,Na Wg.N40 + L� o (1 w9,Na0)] 2 1.0 Su,Na rr-- � W9•Na0 = Vn - [(Vrl - 1) • ( Tk,c 115 1 a 1.0 Tk,max,c kc Tk.max.c = n , d hl el ' fc 1 Wec,Na = 1 1 + 2eN J 5 1.0 Scr,Na WpNo = MAX1`` Cac , cca,: ccr,cac //Na) S 1.0 ICC -ES AC308 Eq. (D -16p) Nao = Tk,c ' Kbond ' n • d • hat ICC -ES AC308 Eq. (D -16f) Variables 1 1 1 1 1 1 Tk,c.uncr [Psi) danchor [in.] hat [in.] Ca.min [in.]. s., [In•]. n Tk,c [Psi] 2065 0.750 5.000 6.000 10.000 3 1000 kc fc [psi] ec1.N [in.] eczN [in.] cac [in.] )(bond 17 4000 1.623 0.275 10.357 1.00 Calculations scr,Na [in.] Ccn NO [in.] ANa [in.2] ANaO [in•2] Wed,Na Tk.max [Psi] 15.000 7.500 487.50 225.00 0.940 1020 Wg,Na0 4/0,Na Wec1,Na Wec2,Na Wp,Na Nao [Ib] 1.022 1.004 0.822 0.965 1.000 11781 Results Nag [Ib] bond 4) Nag [Ib] Nua [Ib] 19103 0.650 12417 4838 ICC -ES AC308 Eq. (D -16b) ACI 318-08 Eq. (D-1) ICC -ES AC308 Eq. (D -16c) ICC -ES AC308 Eq. (D -16d) ICC -ES AC308 Eq. (D -16e) ICC -ES AC308 Eq. (D -16m) ICC -ES AC308 Eq. (D -16g) - ICC -ES AC308 Eq. (D -16h) ICC -ES AC308 Eq. (D -16i) ICC -ES AC308 Eq. (D -16j) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hdti AG, FL -9494 Schaan Hi@ is a registered Trademark of Hdti AG, Schaan 202 www.hilti,us Profis Anchor 2.3.0 - Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: 4 Project: TCRS Sub -Project 1 Pos. No.: 111026 Date: 5/11/2012 3.3 ConcretelrBreakout Strength • Ncbg _ \ANce/ Wec.N liled.N Wc.N Wcp,N Nb Ncbg 2 NUe AN, see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 het Wec•N = (1+1 2 eN 5 1.0 3 hef Wed.N = 0.7 + 0.3 (=m1.5he!in ) 5 1.0 ` Wcp,N = MAX----. 1.5her/ 5 1.0 bac bac f Nb =kc?, hej Variables hef [in.] ec1.N [in.] 5.000 . 1.623 ec2.N [in.] ACI 318-08 Eq. (D-5) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) Ca,min [in.] Wc,N 0.275 6.000 cac [in.] kc x fc [psi] 10.357 17 1 4000 Calculations ANc Iln•21 ANcO [ln•2] Wec1,N Wec2,N 487.50 225.00 0.822 0.965 Results Ncbg [Ib] 4/concrete 4 Nmp [Ib] Nub [Ib] 19415 0.650 12620 4838 1.000 Wed,N Wcp.N 0.940 1.000 12021 Nb [Ib] Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilli AG. FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 203 1 1 1 1 1 1 1 1 1 to 1 1 1 1 1 1 1 1 1 I■■1116.TI www.hilti.us Profis Anchor 2.3.0 Company: Specifier: ] Address: Phone I Fax: E -Mail: KPFF Page: 5 CMD Project: TCRS Sub -Project I Pos. No.: 111026 Date: 5/11/2012 4 Shear Toad Load V,,, [Ib] Capacity tisVn [Ib] Utilization fly = V„,/4,V„ Status Steel Strength' 276 8730 4 OK Steel failure (with lever arm)' N/A N/A N/A N/A Pryout Strength (Bond Strength 1102 40703 3 OK controls)" Concrete edge failure in direction x-" 1102 8213 . 14 OK * anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength Vs, = (n 0.6 Ase.v luta) Vsteel Z Vua refer to ICC -ES ESR 2322 ACI 318-08 Eq. (D-2) Variables n Amy [in.2] ` luta [Psi] (n 0.6 Amy futa) [Ib] 1 0.33 . 72500 14550 Calculations Vsa [Ib) 14550 Results Vsa [lb] 14550 (Psteel 0.600 4) Vsa [Ib] 8730 Vua [lb] 276 Input data and results must be checked for agreement with the existing conditions and tor plausibility! PROFIS Anchor ( c ) 2003-2009 Hdti AG, FL -9494 Schaan HAI is a registered Trademark of Hd9 AG, Schaan 204 www.hilti.us 14116719 9� Profis Anchor 2.3.0 Company: KPFF ) Specifier: CMD • Address: Phone I Fax: I E -Mail: O Page: 6 Project: TCRS Sub -Project I Pos. No.: 111026 Date: 5/11/2012 4.2 Pryout Strength (Bond Strength controls) ANa van _-cpRANao Wed.Na Wg,Na Wec.Na Wp,Na Ned] 4, Vcp9 Z Vua ANa see ICC -ES AC308, Part D.5.3.7 z ANaO = SwNa SC,Na = 20 dT1450 4 5 3 het 50 = Scr,Ne Cw,Na 2 Wed.Na = 0.7 + 0.3 (cc:1.:)'s 1.0 Ccr,Na 1 P 0.5 WON. — Wg.NaO + [(�) • (1 W9.Na0)] 2 1.0 Sw.Na 4-11. -- `1.5 W9.Na0 — Vn - [(Vtl� - 1) ( Tk,c / la 1.0 Tk,maz,c Tk.max.c = d h 1 tdec.Ne = (1 4. 2eN) 5 1.0 Scr,Na =MAX(Ga=" " cE \ 1.0 WD•Na J Cac Cac Nap = tk.c libond R d hef ACI 318-08 Eq. (D-31) ACI 318-08 Eq. (D-1) ICC -ES AC308 Eq. (D -16c) ICC -ES AC308 Eq. (D -16d) ICC -ES AC308 Eq. (D -16e) ICC -ES AC308 Eq. (D -16m) ICC -ES AC308 Eq. (D -16g) ICC -ES AC308 Eq. (D -16h) ICC -ES AC308 Eq. (D -16i) ICC -ES AC308 Eq. (D -16j) ICC -ES AC308 Eq. (D -16p) ICC -ES AC308 Eq. (D -16f) Variables kcp Tk,c,uncr [Psi) Tk,c [Psi] dancnw [in.] het [in.] sen [in.] 2.000 0 1000 0.750 5.000 10.000 kc fc [psi] ec1.N [in.] ecz.N [in.] ;min [in.] Cee [in.] 17 4000 0.000 ' 0.000 6.000 10.357 Calculations Scr,Na [in.] 15.000 ccr,Na [in.] AN. [fn?] ANao [in.2] Wed,N 7.500 587.50 225.00 0.940 Wg,Na0 4/9,Na Wec1,N Wec2,N Wp,Na 1.030 1.005 1.000 1.000 1.000 Results Vepg [Ib] 58147 concrete 0.700 Vcp9 [lb] 40703 Vua [Ib] 1102 n Tk,max [psi] 1020 Nee [Ib] 11781 4 Kbond 1.00 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan 205 www.hilti.us 1104111.1191 Profis Anchor 2.3.0 Company: Specifier: Address: Phone I Fax: E -Mail: •KPFF Page: 7 CMD Project: TCRS Sub -Project I Pos. No.: 111026 Date: 5/11/2012 4.3 Concrete edge failure In direction x- Avcl Vcb9 = (Avco/ Wec,V Wed.V Wc,V 4/0.V WparalleI,V Vb Vc0g Z Vua Avc see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) z Avco = 4.5 Cat 1 Wec.V = 1 + 2e„ 5 1.0 3Cat Wed.v = 0.7 + 0.3 (1 SCat) 5 1.0 _ 1.5ct 1.0 ha _(7 (d) o.2 a Wn,v Vb Variables Cat [in.] 12.000 Cat [in.] ecv [in.] ACI 318-08 Eq. (D-22) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) Wc.v ha [in.] 6.000 0.000 1.000 Ia [in.] � da [in.] f. [psi] 5.000 1 0.750 4000 Calculations Avc [in.2] 272.00 Results Vcby [Ib] 11732 Avco [in.2] Wec,V Wed,V 8.000 Wparallel.V 1.000 648.00 tpcen«ate 0.700 1.000 tb Vcb9 [Ib] 8213 5 Combined tension and shear Toads [3N 0.390 PNV = 13it<= 0.800 Vv8 [Ib] 1102 Wh,V 1.500 Vb [Ib] 23292 pv Utilization No, [%) Status 0.134 5/3 25 OK 6 Warnings To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Condition A applies when supplementary reinforcement is used. The'P factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c). Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions r The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. Refer to the ICC -ES Evaluation Service Report (e.g. section 4.1.1 of the ICC -ESR 2322) for details. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c j 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of HIItI AG, Schaan 206 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: KPFF CMD Page: Project: Sub -Project 1 Pos. No.: Date: Profis Anchor 2.3.0 8 TCRS 111026 5/11/2012 7 Installation data Anchor plate, steel: - Profile: Square HSS (AISC); 6.000 x 6.000 x 0.375 in. Hole diameter in the fixture: df = 0.813 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Cleaning: Premium cleaning of the drilled hole is required ♦y 8.000 Anchor type and diameter: HIT -RE 500 -SD + HAS, 3/4 Installation torque: 1200.000 in.lb Hole diameter in the base material: 0.875 in. Hole depth in the base material: 5.000 in. Minimum thickness of the base material: 6.750 in. 8.000 0 . 0 3 1 0 0 0 0 ri 4 0 0 0 0 0 cci (. hv' 0 0 0 0 cci 2 0 0 0 0, 3.000 10.000 3.000 Coordinates Anchor in. Anchor x y c.x c„ c -y c.y 1 -5.000 -5.000 12.000 2 5.000 -5.000 22.000 3 -5.000 5.000 12.000 4 5.000 5.000 22.000 16.000 16.000 6.000 6.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilo AG, FL -9494 Schaan Hdti Is a registered Trademark of Hula AG, Schaan 207 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 C.1; 1 1 1 1 1 1 1011116M1 www.hilti.us Profis Anchor 2.3.0 Company: Specifier: Address: Phone I Fax: E -Mail: KPFF Page: 9 CMD Project: TCRS Sub -Project I Pos. No.: 111026 I Date: 5/11/2012 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 208 11=1 0 Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project by CM location 1 k3V<-vJ tLP V1/43 Pc client date 3 /1'4] at) sheet no. job no. \I\I Sc9--E-G_Nt 17 -14 P\NoAc,R.S , END P6ST \j).. (iL).) (1 a..9 4 Ls trr)(1 Fr) \hi - I\45 LS tvv \)u-'1/ 10‘) (13.1•4 L.BIET)(1 F7)/ - 5T -R0 LE tAgx. [ P • 1-11-te, , 1,- • -r-4] psF)t3.s Fr) ( 7FsF) 0• Liz) ( 3 Fr)] 140N7, [ 6-1 , g Letr, Le /1.3 • ias),9 ,1„ L UE BP6t- PLPFTE. MuST tAsrp4INJ Iktstc.Mot?._ ANCILts• oF PLAT -F.56 -w\ C,ANDPL? CoLunnt4, Sik?J¼& L.) a-rti IN; 3A-1" EPoyi nr..‘-koe_ , (CEs v11LTI ,{Z,EPOT) o4 209 1 1 1 1 1 www.hilti.us Profis Anchor 2.2.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPFF Page: 1 CMD Project: TCRS Sub -Project I Pos. No.: 111026 Date: 3/13/2012 Specifier's comments: pit4c40 2.tzestE 3 — fiN . QST pir Cp4,401N 1 Input data{, iltrit Anchor type and diameter: HIT-HY 150 MAX -SD + HAS 3/4 Effective embedment depth: . hf, = 7.000 in. (hei i,bi, = - in.) 3 Material: 5.8 Evaluation Service Report:: ESR 3013 Issued I Valid: 4/1/2010 14/1/2012 Proof: design method ACI 318 / AC308 Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: Ix x Iy x t = 12.000 in. x 10.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profiler Rectangular HSS (AISC); (L x W x T) = 6.000 in. x 4.000 in. x 0.375 in. Base material: cracked concrete, 4000, fe' = 4000 psi; h = 10.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, installation condition: dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, in.lb] w Z T Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 210 www.hilti.us Profis Anchor 2.2.6 Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: 2 Project: TCRS Sub -Project I Pos. No.: 111026 Date: 3/13/2012 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 7037 2 7037 max. concrete compressive strain: 583 583 0 0 0.34 [%o] max. concrete compressive stress: 1474 [psi] resulting tension force in (x/y)=(0.000/0.000): 14073 [Ib] resulting compression force in (x/y)=(0.000/4.469): 14073 [Ib] 3 Tension Toad 583 583 02 ®y ,Comp ression Tension Load Ne, [Ib] Capacity +Nn [Ib] Utilization ]1N = NeJ Nr, Status Steel Strength' 7037 15762 45 OK Bond Strength' 14073 14741 96 OK Concrete Breakout Strength** 14073 17874 79 OK anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value Nsteet > Nua refer to ICC -ES ESR 3013 ACI 318-08 Eq. (D-1) Variables n Ase.N Iin.2] fata [psi] 1 0.33 72500 Calculations Nsa [Ib] 24250 Results Nsa [Ib] 24250 4tsaol 0.650 4 Nsa [lb] Nua [Ib] 15762 7037 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor 1 c 12003-2009 Hilti AG. FL -9494 Schaan Hilti is a registered lrademark of Hilti AG. Schwan 211 1 r- 1 1 1 1 1 1 1 1 0 i 1 t 1 1 1 1 1 1 www.hilti.us Profis Anchor 2.2.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPFF Page: 3 CMD Project: TCRS Sub -Project I Pos. No.: 111026 I Date: 3/13/2012 3.2 Bond Strength ANa Nag _ (tTZ-0) Wed,Na SIg.Na Woc,Na WV•Na Na0 Nag 2 Nua ANa = see ICC -ES AC308, Part D.5.3.7 ANaO - Sr,Na Scr,Na = 20dTk,uncr 5 3 hc1 1450 Scr,Na Ccr,Na - 2 1ved.Na = 0.7 + 0.3 rCa.min) 5 1.0 `Ccr.Na 0.5 wg.Na = Wg,NaO + [(29-) • (1 wg.Nao)] 1.0 Scr.Na 1 Wg,NaO = Vn - [(Vrl - J 1) ik,c \ .5 1 > 1.0 Tk.max,c/ kc rk.max.c = d Jhe1 ' fc 1 1yec.Na = 1 1 + 2eN )�i.o \ /Scr.Na = MAX1 cc7in Ccr_Na1 c 1.0 4 p,Na ` 1 Cac Cac Na0 = Tk,c bond 1[ • d ' hof ICC -ES AC308 Eq. (D -16b) ACI 318-08 Eq. (D-1) ICC -ES AC308 Eq. (D -16c) ICC -ES AC308 Eq. (D -16d) ICC -ES AC308 Eq. (D -16e) ICC -ES AC308 Eq. (D -16m) ICC -ES AC308 Eq. (D -16g) ICC -ES AC308 Eq. (D -16h) ICC -ES AC308 Eq. (D -16i) ICC -ES AC308 Eq. (D -16j) ICC -ES AC308 Eq. (D -16p) ICC -ES AC308 Eq. (D -16f) Variables Tk.c.uncr [Psi] danchor [in.) hot [in.] Ca,mi [in.] savg [in.] n ik,c [Psi] 1710 0.750 7.000 22.000 8.000 2 881 17 Calculations scr,Na Pm] 16.289 y1g,Na0 1.156 f� [psi] ec1.N [in.] ec2.N [in.] Cac [in.] 4000 0.000 0.000 16.214 )(bond 1.00 • Ccr,Na [in.] ANa [in.2] Nag [in.2] wed.Na Tk.max [Psi] 8.145 395.66 265.34 1.000 1207 yr9.Na ' yec1.Na 91ec2,Na 1.047 1.000 1.000 Results Nag [Ib] 4/bone 4, Nay [Ib] Nua [Ib] 22678 0.650 14741 14073 IIJp.Na 1.000 Input dam and results must be checked for agreement with the existing conditions and for plausibdily! PI2GIrIS Anchor ( c ) 2003-2009 Hilti AG, Ft. -9494 Schwan Hilti is a registered Trademark of Hilti AG. Schaan Nag [Ib] 14531 212 www.hilti.us Profis Anchor 2.2.6 Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: 4 Project: TCRS Sub -Project I Pos. No.: 111026 Date: 3/13/2012 3.3 Concrete Breakout Strength ANC Ncb9 = (ANc-) Woc.N Wod.N Wc,N Wcp.N Nb u NcugNua ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANcO = 9 ho2t 1 Woc,N=(1+2eN)51.0 3 hot Wed,N = 0.7 + 0.3 15hca,mineet J ``5 1.0 Wcp.N = MAx(ca.min 1.5het) `\ cac cac / Nb=kc).'h�t Variables but [in.] 7.000 e0.N [in.] ec2,N fin.] ACI 318-08 Eq. (D-5) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ca.min [in.] Cab [in.] 0.000 0.000 _Wc,N 22.000 1.000 kb ?. tc [psi] 16.214 17 1 4000 Calculations AN. [in.2] 609.00 Results Nb,g [Ib] 27498 ANco [in.2] 441.00 (lconcrolo 0.650 Woc1,N 1.000 Wec2,N 1.000 4, N, [Ib] N,,, [Ib] 17874 14073 Wed,N 1.000 Wcp,N .1.000 Nb [Ib] 19913 Input data and results must be checked for agreement with the existing conditions and for plausibility! PHOFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 213 1 1 1 1 1 1 1 1 1 1 1 www.hilti.us Profis Anchor 2.2.6 • Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: 5 Project: TCRS Sub -Project 1 Pos. No.: 111026 Date: 3/13/2012 4 Shear Toad Steel Strength' Steel failure (with lever arm)* Pryout Strength (Bond Strength controls)" Concrete edge failure in direction x-" Load Vua [Ib] Capacity 4,V,, [Ib] Utilization pv = Vua/4,Vn Status 583 8730 7 OK N/A N/A N/A N/A 1165 31750 4 OK 1165 46215 3 OK anchor having the highest loading **anchor group (relevant anchors). 4.1 Steel Strength Vsa = (n 0.6 Aso foto) refer to ICC -ES ESR 3013 Vs,001 > Vua ACI 318-08 Eq. (D-2) Variables n Asu.v [in.2] fu,a [psi] (n 0.6 Aso.v tuis) [Ib] 1 0.33 72500 14550 Calculations Vsa [Ib] 14550 Results Vsa [Ib] (1).staul 14550 0.600 Vsa [Ib] Vua [Ib] 8730 583 Input data and results must be checked for agreement with the existing conditions ana for plausibility! PROFIS Ancho, (c ) 2003-2009 Hilti AG. FL -9494 Schaan Hub is a registerea 1 raaemark ul ralti AG. Schaan 214 C www.hilti.us Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Profis Anchor 2.2.6 Page: 6 Project: TCRS Sub -Project I Pos. No.: 111026 Date: 3/13/2012 4.2 Pryout Strength (Bond Strength controls) Vcpg —kcpRANao/ Wod,Na Wg,Na Woc,Na Wp,Na Mao, ACI 318-08 Eq. (D-31) 4, Vcpg 2 Vua ACI 318-08 Eq. (D-1) ANa see ICC -ES AC308, Part D.5.3.7 ANao = Scr.Na ICC -ES AC308 Eq. (D -16c) ser Na = 20 dTk,unG s 3 hot ICC -ES AC308 Eq. (D -16d) 1450 = s—,Na ICC -ES AC308 Eq. (D -16e) ccr.Na 2 ty ed Na = 0.7 + 0.3 (ca.min) s 1.0 ICC -ES AC308 Eq. (D -16m) `` Ccr.Na J r/ 0.5 W9•Na = tyg,Nao + [( Sav ) • (1 - t1g.Nao) 1 J 2 1.0 ICC -ES AC308 Eq. (D -16g) SerAa 1.5 Wg,Nag = Vii - [(.In - 1) • ( Tk•c—) ]2 1.0 ICC -ES AC308 Eq. (D -16h) L \ Tk,max,C . ke Tk.nau.c = n d Jhal • fc ICC -ES AC308 Eq. (D -16i) 1 gree Na = (1 + 20,N ) <_ 1.0 ICC -ES AC308 Eq. (D -16j) Scr.Na 41p Na = MAX(ca=""" s 1.0 ICC -ES AC308 Eq. (D -16p) Cac Cac Nap = Tk.c Kbond n d hat ICC -ES AC308 Eq. (0-16f) Variables kcp Tk,c,uncr [psi] Tk.c [psi] danchor [in.] hat [in.] sa„9 [in.] 2.000 0 881 0.750 7.000 8.000 2 ke ff [psi] 17 4000 ec1,N [in.] 0.000 ec2,N [in.] 0.000 Ca.nun [in.] eac [in.] Kbond 22.000 16.214 1.00 Calculations Sc,.Na [in.] Ccr,Na [in.] ANa [in7] ANag [ix1.2] ylad,N Tk.max [psi] 16.289 8.145 395.66 265.34 1.000 1207 yrg.NaO 1.156 Results Vep9 [lb] 45357 1yg.Na 1.047 Cl/concrete 0.700 ylocl.N 1.000 $ Vroa [Ib] 31750 y1ec2,N yip,Na Nap (lb].] 1.000 1.000 14531 Vua [Ib] 1165 Input data and results must be chocked for agreement with the existing conditions and for plausibility! PROPIS Anchor ( c ) 2003-2009 lib AG, Fl. -9494 Schaan 11115 is a registered Trademark of Hilti AG, Schaan 215 1 1 1 www.hilti.us Profis Anchor 2.2.6 Company: / Specifier: �_. Address: Phone I Fax: E -Mail: 1 1 1 1 1 1 0 1 1 1 1 1 1 1 1 1 KPFF Page: 7 CMD Project: TCRS Sub -Project I Pos. No.: 111026 I Date: 3/13/2012 4.3 Concrete edge failure in direction x- Vcbg = (Avco)Woc,V Wod.V 4/c,V 4/KV ylparallaIN Vb 4, Vcbg 2 Vb. Avc see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 caz , 1 /oc.V = 1 + 2e: < 1.0 3ca, l tyed,v = 0.7 + 0.3( 1 5cdt) ` 1.0 g1.5ca, z 1.0 ha 110.2 ` =(7(d/ dJj'' AV cs a, a Wh,V Vb Variables Cal [in.] 22.000 ca2 [in.] ecv [in.] 0.000 da [in.] ACI 318-08 Eq. (D-22) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) t11c.V 6.000 1 0.750 Calculations Avc [in.2) Avco [in.2] ylac.v 660.00 2178.00 1.000 Results 66021 0.700 46215 1165 1.p00 fc [psi] 4000 yled.V 1.000 10.000 4lparallel.V Vcbg [lb] I/concrete Vcbg [lb] Vua [Ib] 5 Combined tension and shear Toads [SN 0.955 [3Nv = ([SN + (3v) / 1.2 <= 1 2.000 Wh.v 1.817 Vb [lb] 59967 (3v C Utilization (3N.v [%) Status 0.067 1.000 86 OK 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate aro not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part 0.4.4(c). • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The'present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. Refer to the ICC -ES Evaluation Service Report (e.g. section 4.1.1 of the ICC -ESR 2322) for details. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! Fastening .meets the design criteria! Input data and results must be cnecked for agreement with the existing conditions and for plausibility! PROI'IS Anchor ( c 12003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 216 www.hilti.us Profis Anchor 2.2.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPFF CMD Page: Project: Sub -Project I Pos. No.: Date: 8 TCRS 111026 3/13/2012 8 Installation data Anchor plate, steel: - Profile: Rectangular HSS (AISC); 6.000 x 4.000 x 0.375 in. Hole diameter in the fixture: df = 0.813 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Cleaning: Premium cleaning of the drilled hole is required Ay 6.000 Anchor type and diameter: HIT-HY 150 MAX -SD + HAS, 3/4 Installation torque: 1200.002 in.lb Hole diameter in the base material: 0.875 in. Hole depth in the base material: 7.000 in. Minimum thickness of the base material: 8.750 in. 6.000 0 u; 2.000 8.000 2.000 Coordinates Anchor in. Anchor x c.x c -y c.y 1 4.000 0.000 30.000 2 -4.000 0.000 22.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PIROFIS Anchor ( c ) 2003-2009 Hilti AG. FL -9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan 0 to 217 t 1 t 1 1 1 1 1 1 I 0 1 1 1 1 1 1 1 www.hilti.us Profis Anchor 2.2.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPFF Page: 9 CMD Project: TCRS Sub -Project I Pos. No.: 111026 I Date: 3/13/2012 9 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdato function of the Software, you must.ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROF'S Anchor ( c ) 2003-2009 lidti AG. li: 9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan 218 0 E• Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TCKS by C Mp location IUKtP,A. , 1./E1 date 5/ I t / sheet no. client job no. j� I { VV lND SGRFEN. - GEON/kp-RN a`- f .SCRE N YRNEL. 219 1 1 1 1 1 1 U 1 1 1 f 1 1 1 EI• Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project ` C, by CMt location I V Mr—t,01 L date 5/1l%o2DIa_ sheet no. client job no. II14a� Nb SC.I2F'EN - MFMBE;{2 DESte,N ' GIRT UFSIt,N'. wti,,No DEAD (I o Fs -r)(_ pr) swt t E (91wL3/r o.o95- L IaSFt F = act000 r 1-1.01 (0,o1S 41rtr.r) (Ia•S Q+ -)a /62c1800 oo t.si) 3• y► 'may 4 14SS (0(t...\ 01, 1,1 111+ - Csi REcTiuN SiRFN(t'il.I b1G t3 A lNC SPciioN kIP /pr t tnt,y S>R EN /I c DFpLeuri ni EY IhISPEuTioN rt PE>CTto gv PO -St, Sts Pz-s\pouS. • goo- 1>1`SIGN 2201 EMI Consulting Engineers • 7601 Finn Avenue. Suite 7600 Seattle, I64 08707 (206)622-38n la. 12001 622,8130 8. Retaining Walls Tukwila Sounder Station,(111026) 221 MilConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project -rs s by location To L i client date L•{ 1 3) aU 13 sheet no. job no. IIIUa(,, N1 1 NCC W R1.1., - P Nc w -r SHSt..* FR FONct //t I 1 gSDIL w �- `1.S FT N1=Eb '7'o Spy 0 tyrc tDE OF' 1 F -r 'FT ALL° W I\8Lt SE1\9-tNCt w I1 b 9 SFr - (G FT = 3.S f r hrsoMEN r tRon1\ PLq-rt=-o $ CANofN Cb\ w\N M,= 38.to Fr- tc-tp CFP•sotA SAP TAMEL) MR �SDtL • . L .0 Fr - 5/ - 1 >_'r) 3r-, (Cow sre..vA-1-1\/ . L -- f• --T ll 1000 CSF (1060(tos')(3 r0(10 'r) 1•i5 Fr - 1.5 FT - 1 Fr) MR = 1.41 % a\o Fr-KiP MR >> Mb L9EAC?tt3 (t of S4 rt._ W ILL cz,FA (Att.t 1:$0TS1 D T1 -14q. ttS F Lu F_NGt_ Z -t N E of -14(it K -E11\ t tJ t N f1 WA -LL —'> Nb P 0 )' rto N AL Ski RCNflRG 222 1121111 Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project 'r$S by CIAO location IOKWIt-Vcl WA client date /2/g01 sheet no. job no. NE 1-Att.11 N(.1 \NI Nvt, - \ J \u. PcSlC N R1=111 111= (II=111 -111 Suett-If\IZGF- 4 AY'51r-_Sr CtoL PRFSSuRI TDP of- WALL. (2FSTRR 1tgEb 8 1 PLr-IFo I . St,o.4 / Pc NCS faZ R1?Rt-(StiOKi b DvRtt.1C1 Cok TRuc"nuN• Sot w%LA.. WNLL. = QES'>iaNNFb' U— ((3ASE-r r•c- wAU.) ?Roe RRF_S (FRotvw GFOTECt+r.IICPct- R-rPofr) �iR�sT = 55 Pr - j = 3s0 aF (aeo4 i - 'TN%L.S) .3o ( INGL'b6S g.S SRFEr FAc1002) lao PcF Io0O Ps SoRt-1tCE Itrf<,HT or ?LATFDU'A FoUNR(1'T1o1V/CLf `1' 1 Pr USF S FT WALL ANn y Fr WA41.,) GRApC- egNmS wtLL- SwPr_ Th%\L-\' Fog S1-1/1LLow ;ZEGIoNg ( Fr) PR.ov IDE 223 Chris Davies Temporary License 123 Easy Street Town, USA 00000 - .) 000-0000 Basement Wall (Sft) t4E RE-rAI tJ i tvU Watt. Design Detail to to - 1 ft ----2.17 ft- - Check Smnnlarr Ratio Check Stability Checks • 1.000 Sliding v 0.971 Bearing Pressure �✓ 0292 Bearing Eccentridity Toe Checks -•- rl'0009 Shear ✓ 0.028 i 0.096 .i 0.000 0.363 ✓ 0.667 0.488 Moment Min Strain Min Steel Development S&T Max Spacing S&T Min Rho ---- Heel Checks 1 0.299 Shear ✓ 0171 Moment Stem Checks ---- v 0774 Hort Bar Rho • 0667 Her/ Bar Spacing v 0154 Moment ✓ 0234 Shear ✓ 0223 Max Steel J 0000 Min Steel 1 0545 Base Development Loads Concrete fc = 3000 psi Rebar Fy = 60000 psi Unit Weight = 150 lb/ft' 45 @ 12 in (S8T) I/5 cu 12 ut Toe Bars: /;5 @ 12 in Fooling SIT Bars: a5 © 12 in Provided Required Combination 1.00 1.00 Unfactored 1000 psf 971.3 psf Unfactored 2.34 in 8.01 in Unfactored 10.54 k/ft 0.09 Wfn 1.2D + 1.6H 4 1.61. 14.49 frk/fl 0.4 ft-14/ft 1.20 + 1.611 + 1.6L 0.0418 0.0040 1.20 + 1.6H + 1.6L 0.03 in' Din' 1.2D + 1.6H + 1.6L 33.04 in 12 in 1.2D+1.6H+1.6L 12 in 18 in 1.2D41.61 -1+1.6L 0.0037 0.0018 1.2D + 1.61-1+ 1.6L 7.89 Wit 2.35 kilt 1.4D 5.92 fl• Wft 1.01 fl-k/ft 1.2D + 1.611 + 1.6L 0.0026 0.0020 1.2D + 1.611 + 1.6L 12 in 18 in 1.2D + 1.6114 1.6L 6.55 ft•Wfl 1.01 ft•k/fl 1.2D 4 1.611 + 1.6L 4.93 k/ft 1.16 kat 1.2D + 1.611+1.61. 0.0180 0.0040 1.20 « 1.611. 1.6L 0.03 in'/in 0 in'fin 1.20 + 1.611 « 1.6L 11 in bin 1.21) r-1.611 «1.6L (additional 1 ft backfill) II►1 nl •f= 1201h/11' yup 4r, N = 120 Ih/i•; Fn = 240 lblfl' Loading Options/Assumptions 4 Passive pressure neglects top 0.75 ft of soil. Criteria Building Codo Concrete Load Combs Masonry Load Combs Stability Load Comb Restrained Against Sliding Neglect Bearing At Heel Use Vert. Comp. for OT Use Vert. Comp. for Sliding Uso Ven. Comp. for Bearing Use Surcharge for Sliding & OT Use Surcharge for Bearing Neglect Soil Over.Toe Neglect Backfill Wt. for Coulomb Factor Soil Weight As Dead Use Passive Force for OT Assume Pressure To Top Extend Backfill Pressure To Key Bottom Required F.S. for OT Required F.S. for Sliding Lias Different Safety Factors for Seismic Allowable Bearing Pressure Req'd Bearing location Wall Friction Angle Friction Coofficent IBC 2006 IBC 2003/06 (Str) MSJC 02J05 (ASD) Unfactored No Ycs No No Yes Yes Yes No No Yes Yes Yes No 1.00 1.00 No 1000 psi Middle third 30' 0.30 Load Combi,mtinns IBC 2003/06 (Str) 1.2D+1.6114h1-.61- 1.20 + 0.51. 0.9D + 1.611 1.4D 1.21) 1.2.0 QuickRWall 2.0 (iesweb.com) G:\2011_projects\111026.16 - ...\TSS Retaining Walls.rwd Page 1 of 20 Monday 05/07/12 9:27. PM 224 Chris Davies Temporary License 123 Easy Street Town, USA 00000 ;) 000-0000 Basement Wall (5ft) Backfill Pressure n. nj I •/ = 120 111 .1( -670 = 55 Ibflt Lateral Earth Pressure Equivalent Fluid Pressure Qn = H Yf1uid = (6.17 ft) (55 Ib / fe) = 339.2 psf Lateral Earth Pressure (stem only) 0;0 = H ?fluid = (5 ft) (55 Ib / ft') = 275 psf Passive Pn sure - 340.8 psf,/ 201/(1 ;pp, - 2404h/ft' t1 teral Earth Pressure Equivalent Fluid Pressure on = H Ynuid = (1.42 ft) (240 Ib / ft') = 340.8 psf -339.17 psf 20.16 Ib/in -87.15 bin - 57.29 57.29 Ib/in ,ol QuickRWall 2.0 (iesweb.com) G:\2011_projects\111026.16 - ...\TSS Retaining Walls.rwd Page 2 of 20 Monday 05/07/12 9:22 PM 225 1 1 1 1 1 1 Chris Davies Temporary License 123 Easy Street Town, USA 00000 1) 000-0000 Basement Wall (5ft) 1 1 1 10 1 1 1 1 1 1 1 1 Uniform Surcharge Pressure (additional 1 fl backfill) l_ rIii • Lateral Surcharge Pressure q = 7 Hsu, = (120 Ib / ft') (1 ft) = 120 psf Equivalent Fluid Pressure K = Yfluid - (55 Ib / ft') = 0.4583 y (1201b/ft') asur = K q = (0.4583) (120 ps0 = 55 psf Wt!!1/Soil Weights -55 psf •55 psf + — 28.26 Ib/in - • 22.92Ibtin L=) 52.08 lb/in 108.5 Ib/in 1 58.38 Ib/in 10.03 Ib/in QuickRWall 2.0 (icsweb.com) G:\2011_projects\111026.16 - ...\TSS Retaining Walls.rwd Page 3 of 20 Monday 05/07/12 4:22 PM 226 Chris Davies Temporary License 123 Easy Street ( Town, USA 00000 4 000-0000 Basement Wall (5ft) C,) I3eariig Pressure uu��ut it llt!1 531<a psf • 971.3 psf Friction F = ft R = (0.30) (250.7 Ib / in) = 75.21 Ib / in Bearing Pressure Calculation Contributing Forces e=?.34to 1,81, ft 250.7 Ib/in Vert Force ...offset Horz Force Backfill Pressure -0 Ib/In - 0 Ib/in Uniform Surcharge Pressure -21.7 Ib/in 2.92 ft 0 Ib/in Footing Weight -58.38 Ibfin 2 ft 0lb/iin Stem Weight -52.08 Ibfin 1.42 ft 0 Ian Backfill Weight -108.5 Ib/in 2.92 ft 0 Ib/in Soil over toe Weight -10.03 Ibfin 0.5 ft 0 Ib/in Stem Base Shear -0 Ib/in - -60.16 Ibfin Stem Base Moment 0 Ib/in 0 Ib/in 75.21 Ib/in- -- - ...offset 1.17 ft -250.7 Ib/in - 65216 in•Ib/ ft -2.50.7lb/ in 1.81 ft QuickRWall 2.0 (iesweb.com) G:\2011_projects\111026.16 - ...\TSS Retaining Walls.rwd Page 4 of 20 OT Moment -0 imlb/ft -9119.21 In-tb/ft -16828.01 In-lb/ft -10625 in•Ib/ft -45596.04 In•Ib/ft -722.4 in•Ib/ft 10107 in•Ib/ft 7567 in•Ib/ft -65216 in•Ib/ft Monday 05/07/12 4:22 PM 227 Chris Davies Temporary License 123 Easy Street Town, USA 00000 `tet 9:) 000-0000. Basement Wall (5ft) Stability Checks Overturning Check ---- t Check not performed: wall has lateral suopon. --Sliding. Check Sliding Force(s) Resisting Force(s) RF = 115.4 lb/in SF 115.4 lb/In Backfill pressure 87.151b/ih Surcharge (uniform) lateral pressure 28.261b/in Total: 115.4 Ib/in Passive pressure (a7 toe 20.16 Ib/in Friction' 75.211b/In Lateral Support Reaction 20:05 Ib/in 115.4 Ib/in Total: = 1.000 > 1.00 rOK) —Bearing Check Bearing pressure < allowable (971.31psf < 1000 psf) - OK Bearing resultant eccentricity < allowable (2.34 in < 8.01 in) - OK QuickRWall 2.0 (iesweb.com) G:\2011_projects\111026.16 - ...\TSS Retaining Walls.rwd Page 5 of 20 Monday 05/07/12 4:22. PM 228 Chris Davies Temporary License 123. Easy Street '`Town, USA 00000 )000-0000 Basement Wall (4ft) NVE Rs tNtNC� vJAtt_ Design Detail N -10 In- - 1 9- 1.6711 - 359 - C'lrcck Sonoma), ' Ratio Check ----- Stability Checks ✓ 0.999 Sliding ✓ 0.791 Bearing Pressure 0.240 Bearing Eccentricity Toe Checks 0.007 Shear / 0.020 Moment ✓ 0.096 Min Strain V. 0.000 Min Steel •/ 0.444 Development •/ 0.667 S8T Max Spacing J 0.488 S&T Min Rho Heel Checks ---- ✓ 0.194 Shear d 0.093 Moment ----- Stem Checks ✓ 0 774 ✓ 0.667 ✓ 0.084 J. 0.159 ✓ 0.223 •/ 0.000 ✓ 0.545 quIs 'n Iior/ Bar Rho 1 fort Bar Spacing Moment Shear Max Steel Min Steel Base Development Concrete fc = 3000 psi Rebar Fy = 60000 psi Unit Weight = 150 Ib/ft' t(5 7 12 to (SST) ti5©12in Toe Bars: 45 © 12 u1 Footing SIT Bars: 775 et 12 in Provided Required Combination 1.00 1.00 Unfactored 1000 psf 791 psf Unfactored 1.68 in 7.01 in Unfactored 10.54 k/ft 0.07 k/ft 1.2D + 1.6H + 1.6L 14.49 ft•k/ft 0.29 ft-k/ft 1.2D + 1.6H 4 1.6L 0.0418 0.0040 1.2D + 1.6H + 1.6L 0.03 in' 0 in' 1.2D + 1.614 + 1.6L 27.04 in 12 in. 1.2D+1.614+1.6L 12 in 18 in 1.2D+ 1.614+1.6L 0.0037 0.0018 1.2D + 1.6H + 1.6L 7.89 k/ft 1.53 k/ft 1.4D 5.92It•k/ft 0.55 (t•k/ft 1.20 • 1.611 • 1.6L 0.0026 0.0020 1.2D + 1.614 • 1.6L 12 in 18 in 1.2D • 1.614+1.6L 6.55 ft•k/ft 0.55 ft-k/ft 1.2D + 1.611 • 1.6L 4.93 kik 0.78 k/ft 1.20 • 1.6114 1.6L 0.0180 0.0040 1.20 • 1.614 4 1.61. 0.03 in'fin 0 in'fin 1.2D • 1.611 + 1.6L 11 in 6 in 1.2D + 1.611 4 1.6L (additional 1 ft backfill) • l 7 = 120 Ib,ft' rp = 250 lb/f13 Loading Options/Assumptions -?• Passive pressure neglects top 1 ft of soil. / = 12f. tb/(14 ;E.;=p = 55 IWfe Is Criteria Building Code Concrete Load Combs Masonry Load Combs Stability Load Comb Restrained Against Sliding Neglect Bearing At Heel ' Use Ven. Comp. for OT Use Vert. Comp. for Sliding Use Ven. Comp. for Bearing Use Surchargo for Sliding & OT Use Surcharge for Bearing Neglect Soil Over Too Neglect Backfill Wt. for Coulomb Factor Soil Weight As Dead Use Passive Force for OT Assume Prossure To Top Extend Backfill Pressure To Key Bottom Required F.S. for OT Required F.S. for Sliding Has Different Safety Factors for Seismic Allowable Bearing Pressure Req'd Bearing Location Wall Friction Angle Friction Coofficent IBC 2006 IBC 2003106 (Str) MSJC 02/05 (ASO) Unfactored No Yes No No Yes Yes Yes No No Yes Yes Yes No 1.00 1.00 No 1000 psf Middle thiro 3U' 0.30 Load Combinations IBC 2003/06 (Str) 1.20 •- 1.611 i 1.61.. 1.213 -4 0.51 0.90 + 1.611 1.4D 1.2D 1.20 QuickRWall 2.0 (iesweb.com) C:\Users\ChrisD\Desktop\TSS Retaining Walls.rwd Page 1 of 20 Wednesday 04/04/12 4:45 PM 229 1 1 1 1 1 Chris Davies Temporary License 123 Easy Street CyTown, USA 00000 ;) 000-0000 Basement Wall (4ft) 1 1 1 1 1 c 1 1 1 1 1 1 1 1 1 Bac:/cJiII Pressure •r = 120 Ib/ft' 7Ert' = 55 Ibffi'" ^1 L. r Lateral Earth Pressure Equivalent Fluid Pressure eh = H Ynuid = (5.17 ft) (55 lb / ft3) = 284.2 psf Lateral Earth Pressure (stem only) 6h = H Ylluid = (4 ft) (55 Ib / ft') = 220 psf Passive Pressure 304.2 psf. ^: y= 120Ib1fP i[F✓ = 260 Ib/ft' Lateral Earth Pressure Equivalent Fluid Pressure a„ = H Ylluid = (1.17 ft) (260 Ib / ft3) = 304.2 psf J -\ _i\-284.17 psf :`�`\ .220 psf 14.83 lb/in-- <-� +--- 36.67 lb/in QuickRWall 2.0 (iesweb.com) C:\Users\ChrisD\Desktop\TSS Retaining Walls.rwd Page 2 of 20 Wednesday 04/04/12 4:45 PM 230 Chris Davies Temporary License 123 Easy Street Town, USA 00000 tt - ;) 000-0000 Basement Wall (4ft) Uiifhrnt Surcharge Pressure (additional 1, ft backfill) 111111.1 Lateral Surcharge Pressure q = 7Hsur = (1201b/ft3)(1 ft) = 120psf Equivalent Fluid Pressure K = (fluid = (551b/ft') = 0.4583 (1201b/W) asur = K q = (0.4583)(120 psf) = 55 psf Wal!/.Soil Weights 41.67 Ib/in 51.09 Ib/in -55 psf -55 paf 66.8 Ib/in 10.03 Ib/in 18.33 Ib/in QuickRWall 2.0 (iesweb.com) C:\Users\ChrisD\Desktop\TSS Retaining Walls.rwd Page 3 of 20 Wednesday 04/04/12 4:45 PM 231 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Chris Davies Temporary License 123 Easy Street r' --Town, USA 00000 ./) 000-0000 Basement Wall (4ft) Bearing Pressure 485:2 psf 791 psf Friction F = L R = (0.30) (186.3 Ib / in) = 55.89 Ib / in Bearing Pressure Calculation Contributing Forces Backfill Pressure Uniform Surcharge Pressure Footing Weight Stem Weight Backfill Weight Soil over toe Weight Stem Base Shear Stem Base Moment - 43235.96 in -lb/ ft - 186.29 Ib/ in = 1.61 ft =,1,168 in • 1.61 It A 186.3 Ib/in Von Force ...offset Herz Force -0 lb/in - Olb/in -16.7 ib/in 2.67 ft 0 Ib/in -51.09 lb/in 1.75 ft 0 Ib/in -41.67 Ib/in 1.42 ft 0 lb/In -66:8 Ib/in 2.67 ft 0 Ib/in -10:03 ib/in 0.5 ft 0 Ib/in -0 Ib/in - -40.75Ib/in 0 lb/in 0 lb/in -186.29 Ib/in 55.89 Ib(in-- — ...offset 1.17 ft OT Moment -0 in.lb/ft -6416:81 in•Ib/ft -12887.01 in-lb/ft -8500 imlb/ft -25667.23 in•Ib/ft -722..4 in•Ib/lt 6846 in-lb/ft 4112 in-ib/ft -43235.96 in-Ib/ft QuickRWall 2.0 (iesweb.com) C:\Users\ChrisD\Desktop\TSS Retaining Walls.rwd Page 4 of 20 Wednesday 04/04/12 4:45 PM 232 Chris Davies Temporary License 123 Easy Street rTown, USA 00000 �1 4 000-0000 Stability Checks r --Overturning Check Check not performed: wall has lateral support. Basement Wall (4ft) Sliding Check i Sliding Foree(s) Resisting Force(s) F.S. =RF SF 84.97 Ib/ in 84.861b / in Backfill pressure 61.17 Ib/in Surcharge (uniform) lateral pressure 23.68 Ib/in Total: 84.861b/in Passive pressure (r) toe 14.83 Ib/in Friction 55.89 Ib/in Lateral Support Reaction 14.25 lb/in Total: = 1.001 > 1.00 (OK) 84.97 Ib/in (---Bearing Check Bearing pressure < allowable (791 psf < 1000 psf)- OK Bearing resultant eccentricity < allowable (1.68 in < 7.01 In) - OK QuickRWall 2.0 (icsweb.com) C:\Users\ChrisD\Desktop\TSS Retaining Walls.rwd Page 5 of 20 Wednesday 04/04/12 4:45 PM 233 f f I • ■ / Consulting Engineers 1601 51h Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TSS by ONt D sheet no. location 1 V K.-t()I L� , W N - date 513 / a01;L client job no. 111 D o"'1 le cI ,-1 NF (Z�TAININCz WPCLL 1 - NE 51-Nt \OR1.1- ~'� FT ".I Fr Ill = 111 STN RS 1a Fr i w;r. LL A;r, Ft;R9roRM tom'— PART" FOONDKTION DESIGN CHG{GS. - D.e.-s J "W KLL- FAIT R N -T aR-tiv1 As B RSEIMEN.11- wf t -L. , (IAr c lc S IZ NG'I-1; 4,1\611-1'TN' SLIM WS- " WALL A� • CI1FGtic i BER12rP14 Sat t tn! -Ft LI aw4b gPgFNwE {- WALL, CtAEcK S't7tENftA W AU. a -r 1?oNT FoaaM SES AT'KcrtED DESIGN .IZZPorRtr og 234 MEIConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project 1 -SS by CMC, location TV I<- u p , W (k date 7/1 /at,I sheet no. client job no. IV RE -TR l r l IN el W.Fxtt:. - NE STA- i R W kl.l Co tsr i WP 1 F>rr STNlRS .�^lu �Mlt • I18 P`-) (30 kr) _ t5F %r} = (*46r\n.i‘)(h/3)i • 1/2J(at-11, PSP)CP, f -T1 (Q,Fr/jJ� M . 30 .la IN- NIP /Fr M,, - l•to(3o.la IN-1c1P/Fr) m, y a lw1-KtP I FT (1NSIOF) t,161..) eoiu F{4C.V.5 go 4 I = tt. (4 1\4'i Ei I 0111 CrMiN . (I Fr) (Ss reF) = 5-S-est? (9Fr)(SSrcF) : y9sFSF M t\11 a) i o, oto -1 .((rMpk . `_i z A(ssrsF)(Sfry.. + o.ut,Ui(yt.loPsr=)(e Fr)` M Q.l„ . `i l Nu -KtP /Fr M v 1 • lo 1✓\ M, .1.6 ( 2t, •ck 1FtJ Mu = L13 W-K.IP /Pr Caurstcn_) IN—ttlP/Fr 4'z o.90 RS , ' }Z,, y 0. 3t &-./rr (Do rci a- 8-11 : `9 Iry ,( (�,� 6 ' IZ IN 1 r- I, 4(l\, ..I (oAo)(o.3t t►i1)(.at) v.tl) [q. ltv — (o•!tsN�",1 I,01<SL�/I •�(7rSi)( IZ I01 4" t, I(01.°. IN -KIP'/ Fr .. OK - 235 235 1 1 1 1 1 1 1 1 1 1 1 1 1-D 1 1 1 1 1 1 1 1 1 MilConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TSS location —TU k-W��A 11SA date 519 a01,.. sheet no. client job no. �E RV_:Th\ () • SotL FILL CONDtTON'• 111 c1t Itl NE Srpri R. '' M L C.ONS- Ill c ltl 6F -)(6 .‘•)(. SS Kr) +i SSrsr TMRtc A (1° Fr) (3 pu) = SSD r,sr z�roIN h2 b Crt•`Hx !11 Inst=) (9 Fr)Z ' Yt. (SSo M = gglob Fr -)e.p/FT p= ( L0i4gmvRTIV ) nr) (9 fi-V" VJmt * 2W N, . WP31.1 44 (I Lo PCF)( :i- r. (Q,9a % (.1So'tF) 0 Fr) I . o �+ ( l5o PcF)Lly +u)(la Fr) = P•I : 10,0a u.AP (Fr e =• MfP = 9•b. , Ba s -,- )(. P 1'Fr KA) 1 r -r '[-.lP /Fr 0,89 Fr x I,S h • 3e - I•S-(tz Fr) -3(0•F.i( Pr, - IS, 33 Fr R 50a. +p3F I0.Oa wiP/r-r / (t .vyX pr.) < V . 4.o w .. CA< - 6 -9 vs 6 . 236 Chris Davies Temporary License 123 Easy Street Town, USA 00000 i) 000-0000 NE Stair Wall Design Detail • Concrete To = 3000 psi Rebar Fy = 60000 psi 0:.' Unit Weight = 150 Ib/ft' 5fi4 11 99 II Cheek .4unfn ai Ratio Check Stability Checks ✓ 0.999 Sliding ✓ 0.772 Bearing Pressuro 0.605 Bearing Eccentricity Toe Checks / 0.123 Shear ✓ 0.188 Moment v� 0.096 Min Strain • 0.000 Min Steel v 0.462 Development V 0.667 S&T Max Spacing ,i 0.488 S&T Min Rho •••-- Heel Checks ---- ✓ 0.318 Shear ✓ 0.287 Moment ----- Stem Checks ---- ✓ 0.774 ✓ 0.667 ✓ 0.460 • 0.457 ✓ 0.223 Ni 0.000 ✓ 0.545 Lime& -t r rtr l Torr Bar Rho Horz Bar Spacing Moment Shear Max Steel Min Stool Base Development 95 a 12 in (S&T) its C• 12 in _ 1 oe h+rs: iia C? 12 in 1 be 1Fooling S/T Bars' 95 © i2 in Provided Required Combination 1.00 1.00 Unfactored 1000 psf 772.1 psf Unfactored 14.51 in 23.99 in Unfactored 10.54 k/ft 1.29 k/ft 1.4D 14.49 ft•k/ft 2.73 ft•k/ft 1.2D + 1.611 0.0418 0.0040 1.2D + 1.611 0.03 in' 0 inT 1.2D + 1.611 25.96 in 12 in 1.20 *1,611 12 in 18 in 1.2D + 1.611 0.0037 0.0018 1.20 + 1.6H 7.89 k/ft 2.51 k/ft 1.4D 5.92 ft-k/ft 1.7 9.919 1.2D + 1.6H 0.0026 0.0020 1.20 + 1.611 12 in 18 in 1.2D + 1.611 6.55 ft -Mt 3.01 11-k/ft 1.2D 4 1.6H 4.93 k/ft 2.25 k/ft 1.2D + 1.6H 0.0180 i 0.0040 1.2D + 1.6H 0.03 in'fin 0 in'fin 1.2D + 1.611 11 in 6 in 1.2D + 1.611 7 - 120 Ib/fP = 230 !bite Loading Options/Assumptions 4 Passive pressure neglects top 0.75 ft of soil. = 120 Ihflis EFp = 55 Ib/ft3 .id I • Criteria Building Code Concrete Load Combs Masonry Load Combs Stability Load Comb Restrained Against Sliding Neglect Bearing At Heel Use Vert. Comp. for OT Use Vert. Comp. for Sliding Use Vert. Comp. for Bearing Use Surcharge for Sliding & OT Use Surcharge for Bearing Negtect Soil Over Too Neglect Backfill Wt. for Coulomb Factor Soil Weight As Dead Use Passive Force for OT Assume Pressure To Top Extend Backfill Pressure To Key Bottom Required F.S. for OT Required F.S. for Sliding Has Different Safety Factors for Seismic Allowable Bearing Pressure , Req'd Bearing Location Wall Friction Angle Friction Coefficent IBC 2006 IBC 2003/06 (Str) MSJC 02/05 (ASD) Unfactored No Yes No No Yes Yes Yes No No Yes Yes Yes No 1.50 1.00 No 1000 psf Middle third 25° 0.30 Load Combinations IBC 2003/06 (Str) 1.2D + 1.611 0.90 + 1.611 1.4D 1.2D 1.2D QuickRWall 2.0 (iesweb.com) C:\Users\ChrisD\Desktop\TCRS--NE Stair Wall.rwd Page 1 of 19 Tuesday 05/08/12 9:27 AM 237 1 1 1 1 1 Chris Davies Temporary License 123 Easy Street !' --Town, USA 00000 ,)) 000-0000 1 1 1 1 1 G 1 1 1 1 1 1 1 1 1 BacAJill Pressure NE Stair Wall v-= 120fblftt'' IEF= =55 Ib/ft' Lateral Earth Pressure Equivalent Fluid Pressure ah = H -fluid = (9.17 ft) (55 Ib / (t')' = •504.2 psf Lateral Earth Pressure (stem only) on = H Yfluid = (8 ft) (55 Ib / ft') = 440 psf Passilve Pressure.' hid y= 120 lb/ft' wpp = 230 101' 326.6 psf= iteral Earth Pressure EquivalentFluid' Pressure = H (1.42 6)(230' Ib / (t') = 326.6 psf \ -504:17 psf -440 psf 19.32 Iblin-_ _ ► y� 192.6 Ib/iil S7 ci ri, 146.71b/in QuickRWall 2.0'(iesweb.com) C:\Users\ChrisD\Desktop\TCRS--NE Stair Wall.rwd Page 2 of 19 Tuesday 05/08/12— 9:27 AM 238 Chris Davies Temporary License 123 Easy Street rCrown, USA 00000 ,J) 000-0000 NE Stair Wall Wall/Soil Weights Bearing Pressure 189:91pgf i i 772.1 psf 83.33 Ib/in 174.9 Ib/in Friction F = p R = (0.30) (480.8 Ib / in) = 144.2 Ib / in Bearing Pressure Calculation Contributing Forces Backfill Pressure Footing Weight Stem Weight Backfill Weight Soil over toe Weight Stem Base Shear Stern Base Moment - 498878.37 in -lb/ ft = 7.21 ft - 480.761b / in QuickRWall 2.0 (iesweb.com) e = 1r..51.n 7.21 i1 480.8 Ib/in Ven Force ...offset Herz Force -0 Ib/in - 0Ib/in -174.9 Ib/In 6 h 0 Ib/in -83.33 Ib/In 10 ft 0 Ib/in -12.6.4 Ib/In 11.2. It O lb/in -96.12 Ib/iin 4.79 ft 0 Ib/in -0 Ib/in -117.4 Ib/in 0 Ib/in 0 lb/in -480.76 lb/in 126.4 Ib/in 96.12 Ib/in 144,2 Ib!in----• ...offset 1.17 ft OT Moment -0 in•Ib/ft -151032.05 in•Ib/fi -119960 in•Ib/ft -203918.59 in•lb/ft -66299.27 in•Ib/ft 19724 in•Ib/ft 22608 in-lb/ft -498878.37 irt-lb/ft C:\Users\ChrisD\Desktop\TCRS--NE Stair Wall.rwd Page 3 of 19 Tuesday 05/08/12 9:27 ANI 239 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Chris Davies Temporary License 123 Easy Street •'Town, USA 00000 i) 000-0000 NE Stair Wall Stability Checks Overturning Check. Check not performed: wall has lateral support. r ---Sliding Check Sliding Force(s) Resisting Force(s) F.S. = SF = 192.8 Ib/ In 192.6 Ib/in Backfill pressure Total: Passive pressure (et) toe Friction Lateral Support Reaction Total: = 1.001 > 1.00 (OK) 192.6 Ib/in 192:6 Ib/in 19.32 Ib/in 144.2 Ib/in 29.26 Ib/in 192.8 Ib/in Bearing Check Bearing pressure .< allowable (772.1 psf < 1000 psf) - OK Bearing resultant eccentricity < allowable (14.51 in < 23.99 in) - OK QuickRWall 2.0 (icsweb.com) C:\Users\ChrisD\Desktop\TCRS--NE Stair Wall.rwd Page 4 of 19 Tuesday 05/08/12 9:27 AM 240 E f • Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project -rss by Glib location —Ft) f c -W I GR V R date Sti/aOIaa sheet no. client job no. 1 I V� RTA\ N 1 Kt.) DES 1(,N ;1 F -r N E PLP FoRM BND W R1 L rIcrMa \\ AS I3EME-Mr loSALL `J+/ SuRA-1,1W-CIE PRtSSuR-E P -ON\ C'LRTFURNA SsE 14 r hoi-Fb. DE.Si c,N REP02T CAG. ExcEE.pANCE aR'.•Rl,wuStv6'- M..ARtNC1. CEEBLE Rrt MRx 14H -r L NE StPrik WRt,L, pimp Mgr FovNcIA IoN ktE CZs.S'riz.Pttir PrG KtN51- .1matt G Re Afti f=R.EtSuQ . SLACOIT Ex EbbME_ . aF Sub. NCt RFtI>rlirn(r f' 'JtDF_D IN NE &MRtR_u.)ft Posit, MAT FOuNDp�ri J 0K t:oNAIT10N' c4K AcCEPThin.x. wr 1,4RX HF(414-r CoND1770N 241 Chris Davies Temporary License 123 Easy Street ' Town, USA 00000 )) 000-0000 NE Platform End Wall Design Detail 10 in i r•177.1 it - •4.171t 5 11- C'irecl; Su,ninu v Ratio Check Provided Stability Checks X 1.024 Sliding x.98-* X 1.453 Bearing Pressure 1000 psf C0.307 Bearing Eccentricity 3.68 in --- Toe Checks 4 0.015 Shear 10.54 k/ft J 0.048 Moment 14.49 ft'k/ft V 0.096 Min Strain 0.0418 V 0.000 Min Steel 0.03 in' •i 0.210 Development 57.04 in 1 0.667 S&T Max Spacing 12 in v 0.488 S&T Min Rho 0.0037 Heel Checks v 0.840 Shear ✓ 0.629 Moment -•--- Stem Checks ✓ 0 774 Hort Bar Rho 0.0026 ✓ 0.667 11orr Bar Spacing 12 in ✓ 0.568 Moment 6.55 ft•k/ft ✓ 0.547 Shear 4.93 kilt ✓ 0.223 Max Steel 0.0180 ✓ 0.000 Min Steel 0.03 in9in .1 0.545 Base Development 11 in 7.89 k/ft 5.92 ft.k/ft Loads 1s 74,1 (additional 1 ft backfill) rf1T,l��f - p x 120 Ib'it' -tEF2 - 55 ib%it' y = 12011,//1' iEFP = 2:30 IbIft Concrete fc = 3000 psi Rebar Fy = 60000 psi Unit Weight = 150 Ib/ft' 5 ©'12 in (SST) i5 tit 12 in Toe Bars: ii5 @ 12 in Footing Srr Bars: i/5 © 12 in SuBi , 8eaiuN Required Combination 1.00 }a6a'pSf 12.01 in 0.1610 0.69 ft'k/ft 0.0040 0 in' 12 in 18 In 0.0018 6.63 kilt 3.72 ft-k/ft 0.0020 18 in 3.72 ft'klft 2.69 k/fi 0.0040 0 in'fin 6 in Unfactorod Unfactored Unfactored 1.4D 1.2D+1.61+1.6L 1.2D 4 1.6H + 1.6L 1.2D + 1.6H + 1.6L 1.2D + 1.6H + 1.6L 1.2D + 1.6H + 1.6L 1.2D +- 1.6H + 1.6L 1.40 1.2D4 1.6114 1.61. 1.20 1.611 1.2D + 1.611 1.2D + 1.611 1.2D 1 1.611 1.2D • 1.611 1.2D+1.6H 1.2D + 1.6H 4 1.6L 1.6L 1.6L 1.6L + 1.6L + 1.61. + 1.61. Loading Options/Assumptions -3' Passive pressure neglects top 0.75 ft of soil. 1 DUE 1.t.c.i6iirsiTP-K CIF E - Building Code Concrete Load Combs Masonry Load Combs Stability Load Comb Restrained Against Sliding Neglect Bearing At Heel Use Vert. Comp. for OT Use Vert. Comp. for Sliding Use Ven. Comp. for Bearing Use Surcharge for Sliding & OT Use Surchargo for Bearing Neglect Soil Over Toe Neglect Backfill Wt. for Coulomb Factor Soil Weight As Dead Use Passive Force for OT Assume Pressure To Top Extend Backfill Pressure To Key Bottom Required F.S. for OT Required F.S. for Sliding Has Different Safety Factors for Seismic Allowable Bearing Pressure Roq'd Bearing Location Wall Friction Angle Friction Coefficent sTl'N R:W 't FN" NM" " MIN& IBC 2006 113C 2003/06 (Str) MSJC 02/05 (ASO) Unfactorod No Yes No No Yes Yes Yes No No Yes Yes Yes No 1.50 1.00 No 1000 psf Middle third 25' 0.30 Load Combinations IBC 2003/06 (Str) 1.2D + 1.611 -f• 1.6L 1.20 + 0.51. 0.90 4- 1.611 1.40 1.20 1.2.0 QuickRWall 2.0 (iesweb.com) C:\Users\ChrisD\Desktop\TCRS--NE Stair Wall.rwd Page 1 of 20 Tuesday 05/08/12 10:7.6 AM 242 Chris Davies Temporary License 123 Easy Street —"Town, USA 00000 ( ,) 000-0000 NE Platform End Wall i ackjiii Pressure yr y= 120 One YEFP = 55 Ihlh' _ I L -. Lacer& Earth Pressure Equivalent Fluid Pressure an = H YfIuid = (9.17 ft) (55 Ib / ft') = 504.2 psf Lateral Earth Pressure (stem only) ah = H Num = (8 ft) (55 Ib / ft') = 440 psf Passim Pressure L._ n4'.• = 120 Ib/ft' 7 },Fp = 230 Ih/ft' 326.6 psf.,,14 Lateral Earth Pressure Equivalent Fluid Pressure = H YtNtd = (1.42 ftl (230 Ib / ft') = 326.6 psf -504.17 psf -440 psf c;•- --192.6 Ib/in tzt _; •-146.7lb/in 19.32 Ib/in--s- QuickRWaII 2.0 (iesweb.com) C:\Users\ChrisD\Desktop\TCRS--NE Stair Wall.rwd Page 2 of 20 Tuesday 05/08/12 10:26 AM 243 1 1 1 1 1 1 Chris Davies Temporary License 123 Easy Street """(Town, USA 00000 .a) 000-0000 1 1 1 1 1 1 1 1 1 NE Platform End Wall Uniform Sarchcage Press,ue (additional 1 ft backfill) i11?Il feral Surcharge Pressure q = 7 Hsu, = (120 Ib / ft') (1 ft) = 120 psf Equivalent Fluid Pressure K = 711uid __ (55 Ib / ft') = 0.4583 (120Ib/ft') 6sur = K q = (0.4583) (120 psf). = 55 psf Wall/Soil N'iglas 83.33 Ib/in -55 psf 55 psf ni r 333.6 Ib/in 10.03 Ib/in 87.55 Ib/in 1 QuickRWall 2.0 (iesweb.com) C:\Users\ChrisD\Desktop\TCRS--NE Stair Wall.rwd ---42.01 Ib/in 36 67 lb/in Page 3 of 20 Tuesday 05/08/12 10:26 AM 244 Chris Davies Temporary License 123 Easy Street /"':Town, USA 00000 ;) 000-0000 NE Platform End Wall Bearing Plcs.wre 770.7 psf 1453 psf Friction F = 1t R = (0.30)(556.2 Ib/ in) = 166.9 Ib/in Bearing Pressure Calculation Contributing Forces Backfill Pressure Uniform Surcharge Pressure Footing Weight Stem Weight Backlit' Weight Soil over toe Weight Stem Base Shear Stem Base Momont - 215834.15 in•Ib/ ft - 556.22 Ib/ in - 2.6911 e=3.68 in 2.60 n 166.9 Ib/in - —► 556.2 Ib/in Vert Force ...offset Horz Force ...offset OT Moment -0 Ian • 0 Ib/in - -0 in.lb/ft -41.7 Ib/in 3.92 ft 0 Ib/in - -2352.8.81 in•Ib/ft -87.55 lb/in 3 ft 0 Ib/in -37842.01 in-lb/ft -83.33 Ibfin 1.42 ft 0Ib/in -17000 in•Ib/ft -333.6 Ib/in 3.92 fl 0 Ib/in -188230.46 imlb/ft -10.03 Ib/in 0.5 ft 0 Ib/in - -722.4 in-ib/ft -0 lb/in - -140.34 Ib/in 1.1711 23577 in•Ib/It 0 Ib/in - 0 Ib/in - 27912 in•Ib/ft -556.22 Ib/in -2.15834.15 imlb/ft QuickRWall 2.0 (iesweb.com) C:\Users\ChrisD\Desktop\TCRS--NE Stair Wall.rwd Page 4 of 20 Tuesday 05/08/12 10:26 AM 245 1 1 1 1 1 Chris Davies Temporary License 123 Easy Street 14 :Town, USA 00000 +.� ,) 000-0000 NE Platform End Wall 1 1 1 1 1 L Stability Checks - —Overturning Check Check not performed: wail has lateral support. —Sliding Check Sliding Force(s) Resisting Force(s) F.S. = Backfill pressure Surcharge {uniform) lateral pressure Total: 192.6 Ib/in 42.01 Ib/in 234.6 Ib/in Passive pressure (a? toe 19.32 Ib/in Friction 166.9 Ib/in Lateral Support Reaction 42.99 Ib/in Total: RF 7.2.9.2. Ib/ in - 0.977 < 1.00 /SD.t6t3f SF 2.3,1.6 lb/in 229.2 Ib/in •oi DOE 10 smsTitcosr C¢ NE sriNiknaR« MNCT FNO Bearing Check Bearing pressure > allowable (1453 psf > 1000 psl) -$A4tS Bearing resultant eccentricity < allowable (3.68 in < 12.01 in) - OK DO r Reaft-40.3T of NE s?I.tiitljr InP(r 'o QuickRWall 2.0 (iesweb.com) C:\Users\ChrisD\Desktop\TCRS--NE Stair Wall.rwd Page 5 of 20 Tuesday 05/08/12 10:26 AM 246 k • f f ■ I Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822Fax (206) 622-8130 project TSS by C MD sheet no. location TV wdJ t t, A , W date (o 1191 ao I d client job no. \ 4 \ oa.t, �N�z`l Slf�tRS R �tc�lt Ct wovtL,S rs.rv1/4‘,_„..3 tat\ Itt � 111 = 11t c 1\t a CROSS wPLL 'PIM vEpJ1- r ro Ef iSv R. IBJ P%U (" Ftt-L QSIL • NC`P . TH fig" WPt1- CRoti w^LL WNu-% SLSO1NCN OR CXPIIF rC� rcGEN't-21c, z,CR4z.thlt� F1L:S KNOUc\i f=LC.kURAU S ,CNC11'14 7o P-ST(ZAjNa twSPZ.LTtt)N SEE Soli TlCKFrtN1C1 PvttiiP wnt.\,, Effig Consulting Engineers 1601 Filth Avenue, Suite 1600 Seattle, WA 98101 (206) 622.5822 fax (206) 622-8130 9. Platform Slab Tukwila Sounder Station (111026) 248 1111111Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project 'TGCLS by .BSW location 1vVANI \LIS., *IN date 1\ i ly 1\ sheet no. client SI' 5-A\I 'DES1(oRJ job no. 1\I o'L(o COSI toN SL 1-b 1'rP-f SPprYJ 3-C..J N aR-p,p� Atm a 1 5PAP - \\ VJ - \•2CO.1\o> # k-6(°•`"":.) * 5 e \ 1 / /1 *Nr, = o. f i�@ps- Q4\60 31\(bo\C;i),5✓--F-IFT 17 1 -al 1 DES16N "CUP S . 1-5iti"." h Z S-3l-FZ /FT =� :. *1/4 -Se lb ekt..0-%fie 46 - "TSP Desi bN IoNI� -co?; SPgN gZ .JiJ Ce.114t S ..1( �v� L Sc.* L L..= Om W,' Lb"`F - p.9 0) - z (z1(t.(p: !IS. (0MY)(bo l ; c V -15-"/F" 1795 (3)(t21 (o > IICM.1 (4.,0)(4k). o, s A;\54. e -\ OL "c6l4 249 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1- 1 MConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project Tc -?- by SSW location V1/4..4 -W\114, WA. date \\N \`i kI sheet no. client SZ DES\Ca% job no. \I\ 0-2.6 l�EgtCer,N DS C2S.t•,S0:.1•••• M� z o.zS2(32-)(Y i \.3`-F,/( G LT 1 S,J s' o -EP JI 07, (÷..),‘. 0.1ra_3\1(�Ooz `�•s`--"A-c oti 250 Honsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 BE41-1 project TC,\2S by SSW location-TvV—w\Lf� �W A date \\I vj\‘ sheet no. client \.1G\-\'TPo`t- I aY-Ms \Art CEG1t,t•1_ CG�vc.) Ce.R-PCO@ Oe'+ DaE? Ta--, C1-) -r `1 1( \$ a . 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Bike Cage Tukwila Sounder Station (111026) 252 G 1 1 1 1 1 1 MIN/4" MI 11/ RIFY IN FE! 1 1 1 1 1 1 1 1 1 BICYCLE cRciE ELEvpen ot4 EOQ1'_9 1 /9• �9" GMP sOl iL 1 TK -A8.20 7'_7 , /9" 7'_9 , /7• DETAIL 4 SCALE: 3/4" = 1'-0" CHRNNEL TK -A4.12 STEEL CHANNEL SECURITY SCREEN SUPPORT, TYP 2 MIN/4" .MAX VERIFY IN FEII.D M11.--1.1 - -- MIL -6 - SCHEDULED HOLLOW MCIAL DOOR, SFT: 1X -A10.11 HSS POS1 60% SUBMITTAL - 254 ' ` ' I - 11 l� , II I ► I II, iil ,I , ii ' 1 i' .. 11 .I1 it I .i I 1 + j i i � ; 1 _ ;' N:1, I .1 1 li In I �I1i�t. 1' tl ,'1l IJ i' I I" � � .� 1]': 1 1 i•' {1 1 , �� 1 t :. �j �i 1,. . , I..1, IF i 1 11 it ' I l ,, f , 111+ 1 ..�. d-iit.1 'till �� t \ 1 1 .� i' I, II; ,1 t1 -1,I +i i'i 1 , :1 1 1 11 1 I , 11 f, �. { I - E 11 Ii li11. :r .. 4 1. !, 1, . 1. 1 ,111 . :: H 1 , 1 1 1; 1,; IC 1i' 1 11111_.', I 1�,•I1; ;�I1 I . I Ill lill 41 / DETAIL 4 SCALE: 3/4" = 1'-0" CHRNNEL TK -A4.12 STEEL CHANNEL SECURITY SCREEN SUPPORT, TYP 2 MIN/4" .MAX VERIFY IN FEII.D M11.--1.1 - -- MIL -6 - SCHEDULED HOLLOW MCIAL DOOR, SFT: 1X -A10.11 HSS POS1 60% SUBMITTAL - 254 81 CYCLE CPGE ELEVPRT ior4 c.Mo 3,15/12- 2" MIN/4" MAX VERIFY IN EILD EQ 2" MIN/4" M ' X VERIFY IN FE LD C% .411 Pr DETAIL Ng POST '-21/2"`E 1.TK-A8.2O 2'-1 3/4" 2'-1 3/4" 2'-1 3/4" 1+-1'-21/21E 3/4" - - .._ IF I F 1 _ 14 SCALE: 3/4" = 1'-0" TK -A5.22 \ •••••-..." CHANNEL STEEL CHANNEL SECURITY SCREEN SUPPORT, TYP EQ 2" MIN/4" MAX VERIFY IN FEILD MTL-1.1 HSS POST, TYP 255 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • I Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TC? S by C'M location -1`) K wltr(\ I W date 3/IC sheet no. client job no. 41C''cLE Cj,GE - ScREFN SoPFortT GIRT APPLY 8S0 t— t_oNt. tnl RN`3 1\1 REc,'t1 o N (" H00 LIC -712\' Lo iN p) PLS asb to I,to,� = j.b (2So Sa) ('v 1400 1.8 F612 MAX INA it,/\ - / bEF APPS`( logo qZ MIASQAN oF C)IR-r (SlMPLN-SuPPoR-7 ) Mu' ' Pu L/y L. x la Fr ' (MAX M. _ (40b ls3)(td Fr)/y' IN•clp Co Nib tTtoil) (1st, = oqo Fy 2io (c NAtSNEL) i4,4,N-KIP lost N > Cg (?!� 11360 ` Ia Pr/4, 0 0--io,. (N L3 / 1-18 ET <_ tAv y, C- = x9000 vc1 .0.1--fo IN (aso 1.10 I3.6->-)3 LIB (?g000 tert)T 256 o ( Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TCR; by GMT Iocatlon 1—tAct&X r (A) date 3/15 /pots sheet no. client job no. Moak, 2tcNcLE CRCIE_ - ScRSEN SUMoRT Posr aso 1.43 LIvE LuAb. IN .C.*TI N ( 1+00 L I A N* Lo(b) PLL, as -c• 18 Pu 1 -(OPLL. - 1,6 (asa Pt, - Lioo Le) FoR NAM( tAt) MEN -7/ DETLg--CT70K1 IV\ \ \ II Fr t\A„, = (HO 0 03)(11 Fr) /9 +My\ 4P1. Fy > 0•1 G-0 (MSS) 13,11N -belt, t. (o)( -o )(61) 0:R1 kt=3 Hss Hy. twg L/3(Do 2K/70,0 dtAkx a(it ‘ FT) 93/LJ- 11,nelik-A E 'P9Doo 0.74-33 t (50 t.2)( I% 71)2 /14c3(A000 r b,sy: its14 HSS L)%1 -I ' ot• M ittILE OF P6CT (Si ('AL'( -CuPP0P--ttb) 257 1 1 1 1 1 1 1 1 1 I 0 1 1 1 1 1 1 1 1 1 www.hilti.us Profis Anchor 2.3.0 Company: KPFF Specifier: CMD , Address: Phone I Fax: E -Mail: Page: 6 Project: TSS Sub -Project I Pos. No.: 111026 Date: 6/18/2012 7 Installation data Anchor plate, steel: - Profile: Square HSS (AISC); 3.000 x 3.000 x 0.250 in. Hole diameter in the fixture: d1 = 0.688 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Anchor type and diameter: Kwik Bolt TZ - CS, 5/8 (4) Installation torque: 720.001 in.lb Hole diameter in the base material: 0.625 in. Hole depth in the base material: 4.438 in. Minimum thickness of the base material: 8.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 0 -1.500 3.500 y .500 0 ( ) 20-3 , IV 1 r ;ct ... �.,p ,,yytX 2.000 3.500 1.500 Coordinates Anchor in. Anchor x y c.x 1 2.000 -1.500 10.000 2 -1.500 2.000 6.500 3 2.000 2.000 10.000 C1x C -y 0 0 14) 0 0 to 0 0 0 N 0 LO0 th 0 0 N tri Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Kitt AG, FL -9494 Schaan Hilti is a registered Trademark of Hilli AG, Schaan 292 www.hilti.us Profis.Anchor 2.3.0 Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: 7 Project: TSS Sub -Project I Pos. No.: 111026 Date: 6/18/2012 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them•for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan HIM is a registered Trademark of Hi lli AG, Schaan 293 1 1 r 1 1 1 1 1 1 1 �G 1 1 1 1 1 1 1 1 1 Effli Consulting Engineers 7601 filth Avenue. Suite 7600 Seattle. WA 96701 (2061 622.3822 1a. (206) 6728730 13. Light Poles Tukwila Sounder Station (111026) 294 MConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project T' location I U !, j I L Pr , by CM date t-1 /4 / a oia sheet no. client job no. lima le PLATFORM LIGHT Po LE (1' 7rvs 4• 8 • S _ Foomia A'fi0N R C170NS . (II r -i)(- I.91 Le ter S.a w/rr) - 3(Ib.a Fr) (a/3 •1SMt-1:1.2/r-r.) (lag Fr) (yo.S t—1 frr Qt) .a 0$1pr) 4(Slc,ty14 Soo �K) Ssl , a u + 15-5-(0. lfj a -toS Lt k bb Qi _ . 3313 \-e W = [NS -1.a 03)(0 (1ss'b. 8 u0)(3.33s pr) + ( los LEX- o.s8 Fr) + , (Soo Le)( 4,as ar)] / 3393 to a.1 Fr Pt = WY) M = MD + ML _ (331s Ut)(.l >'r) 0,0o ta) (8•s t,-) M = la . a Fr -XIP p = DL. rt Pt t. (331-3 Ls) + (goo 1-8) P= 9.0 tut,' 295 1 1 1 1 1 1 1 1 1 1 1 1 1 1 M.rig Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TSS location TV Km.) l l -p , A by C� date Ll / c / aO 1 a sheet no. client job no. II I(co PLPcr-FOPYv1 . U Ct HI -Pc t -E — Focm DF -51G k" 4- V -o" - > +a.' Fr -KIP P = Hop cstP TTL' S' -a" , S' o' x 30.. Foo`iTNct r'A - M - Pe. MEFF - iO • a Fr - km) M., - I a, a — t i' FT -KIP — Cy.0 kW)(a•S Fr- j FT) MRES ' (t-I•a vIP) (y.0 r` -r) + (SFr){ rr)(a•SFT) (o,IS KCF)(P.S Fr) M ges 39 . y Pr -V-IP . Fs _ 35.m/Iz-a -- 3. a aP/xL = i.S b - 3 (A rF/p) TMt,x = a (`i wiP) / (a.bs FT) (s r) G'Mgx s S(o r PSF < t000 PSF Q'rgpx Cy, . 296 Consulting Engineers grin 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TSS by CA/kb no. location TUK.WtLA , WA date SIR /aoIa client job no. 1 i 1 U a 1p LIC1i-r Pot -E ,NbAT/ ti\J - HA LOc ATIO N 1-11\ G° S tT1` VJ Prl- L HAI @ FPrST' CAMP SAY LIGHT Ft rUR>r x Roo Ls PULE x LS/ FT -74 w z ROo w + (ty r) (S Lahr) HAI ILI Fr .. CHC -GK. SEISMlc l.vt�O cousibFlZ Pts S11 i_ ' 1,eCo1`nMvNlcp\TloNs cs Cc Soy / C R/, Spb r o•cjr Ito .95-/l•S = O.(03 V -- Cs V\1 _ (0•(o3)(a 0 t -e) V = ISI u3 WIND wtttr ClovCRN (SEE wlcALcs) 1 1 9 1 1 1 1 IC 1 1 1 1 1 1 1 1 Tukwila Sounder Station North Site Development SECTION 26 51 00 Light Fixture Schedule Reset Foni% KIM LIGHTING • PRA Round Aluminum Non -Tapered Pole revision 111'/1(• pra.pdi Type: Job: Catalog number: ns wawlryl <pclgniturinani Finish (lpin.a Iinpri (Id;MrxxV's ap:,n K i h'vx'e smrhn1 am .JI sd.h,;r+ Approvals: Date: Page: 1 of 5 Specifications Conduit Opening Presswood Template Base Cover Plan View A,'�i/ 45' -4-- Longitudinal reference line. Bolt Circle Orient parallel Diameter to curb or walkway. Leveling Nut Base Cover and Washer Concre e tooting to be designed by Others. =y Anchor Bolt Projection Base Detail Grout must be packed under pole base to insure full contact with footing and prevent loosening of leveling nuts. Provide a channel through the grout for drainage Iron the pole interior. r- Handhole Base Cover 18' f�l_1 Post Top Mounting Side Arm Mounting Y See chart on page 2. Handhole Base Cover 18' Pole Construction: Seamless round extruded aluminum ad* of atby 6063-T6, welled to tcp and bottom of aluminum bare casting oi alloy 356. Base Cover. Base has a hvo-piece cast aluminum full cover of 319 allot; secured by stainless steel screws. Pole Cap: A flush -sided cast aluminum pole cap is pmvided for side am, mounted luminaires. Handhole: 18' up from base, with a ggasketed cover and ground hug. Poles with a 3W O.D. include a handhole reinforcement aging welded in place. Anchor Botts: Four galvanized anchor bolts provided, complete with eight nuts. eight flat washers, and a premtwd template. Vibration Dampener. All polls 25' and abase include an internally mounted, factory installed pendulum vibration dampener, with flush cainlcss steel socket head flnteners finished to match pole. Strength: sales will withstand wind loads as listed in chap {See page 21 when luminaires are mounted per future instaltatbn instructions. Finish: Super TGIC thermoset polyester povnkv mat paint applied over a htanated zirconium corncrsinn coating. Standard colas are Black, Dark Bronze, Light Cray, Stealth Gray*•', Platinum Silva, arca While. Cusom colors are available CAUTION: Installation of poles without luminaires) will compromise pole strength. Any accessories attached to pole, or other modification will compromise pole strength and nuy result in pole failure. Maintenance: A regularly scheduled maintenance program must be established to insure the protective paint coaling is intact corrosion or structural dansage has not occurred, and anchor bolt nuts are liglu Failure to do so cadd lead to pole collapse and serious personal injury. Pole Allowable Pole EPA Wind Map 1p Stetsdy Calalog X Y Wind Y Numbs 85 90 100 110 120 130 140 150 PRA84125 8' 4' x .125 13.06 11.49 10.46 8.39 6.81 5.65 4.80 4.13 ❑ PRA85125 8' 5' x .125 21.29 18.79 17.15 14.05 11.72 9.92 8.49 734 ❑PRA1034125 10' 33b'x.125 658 5.70 7.71 6.05 4/9 3.88 327 2.78 O PRA104125 10' 4' x .125 9.78 8.53 9.09 7.01 5.42 430 3.58 3.01 PRA105125 10 5' x .125 16.21 14.21 12.90 1051 8.72 734 6.25 538 ❑PRA1234188 12' 3%''..188 8.76 .7.62 6.86 535 4.20 330 239 2.03 O PRA124125 12' 4' x .125 7.48 6.44 5.75 4.37 332 259 2.14 1.78 PRA125125 12' 5' x .125 12.67 11.01 9.91 8.01 6.60 5.51 4.66 3.99 0PRA12-6188 12 6's.188 32.89 29.22 27.04 22.20 1853 15.69 13.44 11.64 O PRA1434188 14' 3 Ye x .188 6.94 5.95 531 4.01 3.02 2.26 1.65 1.17 D PRA144125 14' 4' x .125 5.73 4.84 4.25 3.16 2.16 1.57 1.24 0.98 1 PRA144188 14' 4' x ARS 10.56 9.14 821 6.34 4.92 3.91 3.26 2.74 O PRA145125 14' 5' x .125 10.01 8.38 7.64 6.10 4.98 • 4.11 3.44 2.91 OPRA145188 14' 5'..188 17.90 15.62 14.12 I1.46.9.48 7.95 6.75. 5.79 I PRA146188 14' 6'x.188 27.19 24.11: 22:17 18.31 1524 12.87 11.00 9.49 O PRA164188 16' 4' x .188 855 7.31 6.30 4.86 3.62 2.76 O PRA155125 16' i x .125 7.9(1 6.65 5.83 457 3.67 2.98 O PRA165188 16' 5 x ,188 14.80 12.81 11.50 9.26 7.61 634 LJ PRA164188 16' 6'x .188 22.77 20.16 18.75 15.29 12.69 10.68 O PRA204188 195 4' x .188 5.13 4.17 3.74, 2.x(4 152 n.91 '_j PRA205125 195 x .125 4.50 .1.54 2!0 2.11 1.56 1.16 =1 PRA205188 19.5 5'' . ((*1 9.83 8!9 7.28 5.73 4.60 1.75 :71 PRA205188 19.5' 6' x .138 1569 1'1.81 17.95 10.16 3.59 7.16 PRA255188 25' G x .188 9.74 8,46 807 6.38 3.12 4.17 O PRA3O.6188 1U' r; x ,18[1 5.f,5 4.74 4.69 1.54 2.71 2.08 PRA30-8250 . (1 b'.x 250 1 1.17 • (.88 '1;12 7.45 5.99 4.88 115 2.45 534 9.09 0.63 0.85 3.09 6.03 3.43 1.60 4.02 1.85 2.03 455 7.82 0.42 0.62 2.56 5.14 2.85 1.2.1 33.) F- WORST C ASE Type: HA1 \VSP Flack + Kurtz Draft 90% Submittal for coordination 2May 2, 2012 C SAP2000 5/18/12 11:01:31 H R UC HT POLE - MoaPt. ANNt..4stS (o b 7HlGIC Iypr-17.1 WMINum. Fbt,E SAP2000 v15.1.0 - File:HA Light Pole Modal - Deformed Shape (MODAL) - Mode 1 - T = 0.17679; f = 5.65649 - Kip, in 299 1 1 1 1 1 1 1 1 1 1 C 1 1 1 1 1 1 1� 1 1 Eff Consulting Engineers 7601 Filth Avenue. Suite 1600 Seattle. Washington 98101 (206) 622-5822 Fax: (206) 622-8130 project -i-sS by CMD location —j"v date _ 5/18/12 sheet no. client HA Light Pole job no. AN\oat, Wind Loads ASCE 7-05 Method 2 - Analytical Procedure Sec. 6.5 Basic Wind Speed Sec. 6.5.4 basic wind speed V 85 mph (Fig. 6-1) wind directionality factor Kd 0.95 (Tab. 6-4) Importance factor Sec. 6.5.5 category 11 (IBC 2006 Tab. 1604.5) importance factor, wind loads Iw 1 (Tab. 6-1) Exposure Sec. 6.5.6 exposure category C mean roof height h 14.0 ft velocity pressure exposure coefficients Kh MWFRS Kh C&C 0.849 (Table 6-3) 0.849 (Table 6-3) Gust Effect Factor Sec. 6.5.8 fundamental period from seismic analysis T 0.177 sec (from SAP analysis) natural frequency n1 5.65 Hz critical damping ratio p 2.5% equivalent height 15.0 ft 0.6h building width normal to wind B 0.50 ft building length parallel to wind L 0.50 ft peak factors 90, gv 3.4 turbulence intensity 12 0.228 (Eq. 6-5) integral length scale of turbulence L2 427 ft (Eq. 6-7) Topographic Effects Sec. 6.5.7 hill shape from Fig. 6-4 none height of hill or excarpment H Oft distance from crest to half -way down Ln O ft distance from crest to site x Oft topographic shape factor K1 0.00 (Fig. 6-4) distance to crest factor K2 0.00 (Fig. 6-4) height above terrain factor K3 1.00 (Fig. 6-4) topographic factor Kn 1.00 topo effects only occur when H>15 ft background response Q 0.965 (Eq. 6-6) terrain exposure constants from Tab. 6-2 Zmin c ( 15 ft 0.2 500 ft E 1/5.0 b 0.65 1/6.5 peak factor for wind response 9R 4.6 (Eq. 6-9) mean hourly windspeed at z �!Z 72 mph (Eq. 6-14) reduced frequency N1 33.615 (Eq. 6-12) resonant response factors Rn Rh RB RL R 0.015 0.178 0.889 0.694, 0.282 (Eq. 6-11) (Eq. 6-13a) (Eq. 6-13a) (Eq. 6-13a) (Eq. 6-10) 300 Consulting Engineers 1601 Fifth Avenue. Suite 1600 Seattle. Washington 98101 (206) 622-5822 Fax: (206) 622-8130 project TSS by CMD locationT tJK�AJ t L.. . W A" date 5/18/12 sheet no. client HA Light Pole job no. ICG gust effect factor, rigid structures G 0.906 (Eq. 6-4) structure defined as rigid per Sec. 6.2 governing gust effect factor G 0.906 Velocity Pressure Sec. 6.5.10 velocity pressure at h (14. ft) qh 14.9 psf (Eq. 6-15) gust effect factor, flexible structures Gr 0.944 (Eq. 6-8) Pressure and Force Coefficients Sec. 6.5.10 cross-section, surface round, smooth (Fig. 6-21) height to diameter h/D see below (Fig. 6-21) net force coefficient C1 see below (Fig. 6-21) design wind force F/Af see below (G*qh *C1] pole dia. (Fig. 6-21) (Table 6-3) (Eq. 6-15) (Fig. 6-21) (Fig. 6-21) (Eqn. 6-28) z D h/D Kz • qz D4(qz) C1 F/Af Oft 0.6 ft 1.1 ft 1.7 ft 2.2 ft 2.8 ft 3.4 ft .3.9 ft 4.5 ft 5.0 ft 5.6 ft 6.2 ft 6.7 ft 7.3 ft 7.8 ft 8.4 ft 9.0 ft 9.5 ft 10.1 ft 10.6 ft 11.2 ft 11.8 ft 12.3 ft 12.9 ft 13.4 ft 14.0 ft 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 In 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf '14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1,.9 1.9 1.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf. 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 301 1 1 1 1 1 1 1 1 i C. 1 1 1 1 1 1 1� 1 1 EIM Lon>;ul!inq Enyinc:crs 1601 Filth Avenue. Suite .1600 S%nttle, mishinglrm 96101-3665 (205) 622-5627 fox (206) 622-6130 pro(ect oy CMD location Mulc.0 L A , WIN date 5/18/12 sheet no Client HA Light Pole job nn. tlloa(0 Loading pole arm & Ar Added Added Added z qZ F/Ar Ar pole z,; zm luminaries luminaries item EPA F F M 14 ft 14.9 psf 16.2 psf 0.5 sf/ft 1.0 ft 1 27 sf 13ft 14.9psf 16.2psf 0.5sf/ft 0.8ft 12 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 11 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 11 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 10 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 9 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 8ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 8ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 7ft 14.9psf 16.2psf 0.5sf/ft 0.8 ft 6 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 5ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 5ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 4ft 14.9psf 16.2psf 0.5sf/ft 0.8ft 3ft 14.9psf 16.2psf 0.5sf/ft 0.8ft 2ft 14.9psf 16.2psf 0.5sf/ft 0.8ft 2ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 1 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 0 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.0 ft 449.4 Ib 6291 Ib -ft 6.2 Ib 81 Ib -ft 6.2 Ib 76 Ib -ft 6.2 Ib 71 Ib -ft 6.2 Ib 66 Ib -ft 6.2 Ib 62 Ib -ft 6.2 Ib 57 Ib -ft 6.2 Ib 52 Ib -ft 6.2 Ib 47 Ib -ft 6.2 Ib 43 Ib -ft 6.2 Ib 38 Ib -ft 6.2 Ib 33 Ib -ft 6.2 Ib 28 Ib -ft 6.2 Ib 24 Ib -ft 6.2 Ib 19 Ib -ft 6.2 Ib 14 Ib -ft 6.2 Ib 9 Ib -ft 6.2 Ib 5 Ib -ft 0.0 Ib 0lb-ft Centroid Sum: 7 sf 1 27 sf 0 sf 0 Ib 555 Ib 7017 Ib -ft 12.6 ft 382 cwt Am Iv& • Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TSS by C IA \'' sheet no. I+ location Ti K W I LA , W A date 018 j 070 1a_ client job no. k 11 p ala Lica i -n Po E FU» c1 DIitb N LICt14T 3%o" cNate--fvE21-41t'C, Ct-r_ck< Me = M v97, H? L M- -0r9 FT•LB (.FROM W'ts18 g -q = 25" PC1: H = t-ly iN L L 8 Mo e1-4- Fr •u3 t bio S'905 FT•1.6 MO MR (EWt p• alp -t \til = e (g JraOO P a-90 oa, 13' Ip F r 3a.00 `tJset� v306 --Le) �a�o MR (1 - ago LA)( 3 Fr-) LoAetN(s) ( 3s- per) (50 .�►11•iN)3 ( N) (30/, - 1,5/y Saco ,1 4 ( u8)(q, las Fr) mg. = 114krrb• Fr • L8 aeltp10 (:T -t-[3 F•5 • = MR-/ Mo ES. lir - i .s - 34o 014 303 1 1 1 1 1 li 1 1 1 1 1 1 1 1 •EIConsulting Engineers 16015th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TS by CMD location TUKWIL(a , Jr date 511 0l X sheet no. client job no. Llca2LS I r'ounibA-77cN • SUptNcl LhC_CK'• 1JP. LI Ciyr CONT• F = SCS L (FRo &A. WIND ANA‘..x(stf� IT -n 3S PM �t = yyntti t !, 9 ties Fs = SSS tf .• 1/2, (3s—)141(,$)1 (,1,,D e4) Fs (oSt'` t8 1130 Fk, y.1 + P . v\1501,) 1M 5 -apo z W 19bt5 tC3 r 3.00 Ws, = 1`c1b0' t8 M- 0.36 .'� So�00 )ou FR = (1.'t4U 1 a�:0 LE t Le) (0.a) PS, > 1•S 1,y i a k,5; es CWLL1c 810E tpusc z - 9-A-1) FT -L4 = 143.k9*-- FT - LIZ!. Sa�oo 32» 8010 a -To L8 \ taes f i a-qo t$ a.d.—A L -v e = ^ ie ��'-t4-�r5 P- (erRit,Nc, i cc.Fnm ttxz-`?) x . 1,C B - 3e - 441; Fr (mmt_• SEPRaNC, LF1•KI-1 t1) Blofts toa't• CGMAx z aQ/x L i C^ -1s Le) (y.$;/'6 PO 0-1 MRx ^ P5F Qq rJ s I 0 0 PSF (k .° 11 '1'+ CIO 4.. SITE. v -.-) (,L1 0 c yC, 0k 304 Enr11 Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project .-Y by ChNb, location I UitW tt,A r WA date r 1/P.))aola sheet no. client job no. (.11+TbL 1 Ft) NOgTIoN LIG EFTS (a'- IN - 9 IN) X x a1 ,N > %P o1 Fr (i hi Pt,I) rTrON Tb 1 'Fr r4oRMRLL1 jCNNORF-b� SEE KirRGHE, DESie, N CA LC - , c. D F?Z v�c.rT = -9.s c.r 305 1 1 1 1 1 Q.� Crf1S;;liinU -ngirt eery 1601 Filth Avenue, Suite 1600 Seattle, v/icIi,glor. 06101-.1660 (205) 672-5622 Fe. (206) 622-0.133 project TSS by CMD locution Tuu.UJ+t_.a , WR dote 5/18/12 sheet no. client I Ha% u(.,wr Pole. job no. liNoab Loading pole arm & At Added . Added Added z q2 F/Ar At pole z„zm luminaries luminaries item EPA F F M 14 ft 14.9 psf 16.2 psf 0.5 sf/ft 1.0 ft 1 27 sf 13 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 12 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 11 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 11 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 10ft 14.9psf 16.2psf 0.5sf/ft 0.8ft 9 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 8 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 8ft 14.9psf 16.2psf 0.5sf/ft 0.8ft 7 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 6 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 5ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 5ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 4 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 3 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 2ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 2ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 1 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft Oft 14.9 psf 16.2 psf Q.5 sf/ft 0.0 ft 449.4 Ib 6291 Ib -ft 6.2 Ib 81 Ib -ft 6.2 Ib 76 Ib -ft 6.2 Ib 71 Ib -ft 6.2 Ib 66 Ib -ft 6.2 Ib 62 Ib -ft 6.2 Ib 57 Ib -ft 6.21b 521b -ft 6.2 Ib 47 Ib -ft 6.2 Ib 43 Ib -ft 6.2 Ib 381b -ft 6.2 Ib 33 Ib -ft 6.2 Ib 28 Ib -ft 6.2 Ib 241b -ft 6.21b 19 lb -ft 6.2 Ib 14 lb -ft 6.2 Ib 9 Ib -ft 6.2 Ib . 5 Ib -ft 0.0 Ib 0 Ib -ft Centroid Sum: 7 sf 1 27 sf 0 sf 0 Ib 555 Ib 7017 Ib -ft 12.6 ft Foundation Designs Employing Lateral Bearing IBC 2006 Nonconstrained • Sec. 1805.7.2.1 Depth of top soil to be ignored for passive resistance = 3.0 ft (Per geotech recommendation) applied lateral force P 555 Ib [Eqn. 16-11] centroid of force h 12.6 ft diameter of footing b 1.5 ft depth of footing - top d 4.5 ft point of max pressure A 1.0 ft allowable soil bearing pressure' Sa 350 psf/ft soil -bearing pressure at d/3 Si 875 psf •minimum embedment (Eq. 18-1) dmin 4.2 ft d > dmin TRUE depth of footing d1nal 7.5 ft 1. Pressure includes factor of 2.0 increase for allowable movement of 1/2" kf ■ Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project S b �� Y sheet no. location 1 UKW t t...R , --WC), date 51 j 6 labia client job no. 1 \ 10 a tQ L\(.,NT POLE FDUNDPV1-7 N — NC LIGHTS WC PM tN t 4 M -PLR'rF064..M 6" Sh x 3/1. PL.ut+itvM QULE 0 1.13 ( HA \ l,1QNTs) CHECK SEAS M'C LuADs V x 14,1 t.C3 ( %S `'/ 14 -Pk ANO H R 1 LIC 41 S' �, W A N O ' C1oT t'. 1 1 1 1 1 14 1 1 1 1 1 C 1 1 1 1 1 1 1 1 Tukwila Sounder Station North Site Development SECTION 26 51 00 Light Fixture Schedule /mss KIM LIGHTING Reset Form: PRA Round Aluminum Non -Tapered Pole revision 1/12110 • pra.pdi Type: Job: Catalog number: nvs MWNiilg S,fl. )4gmmia:x Firoh Opir ul l'saud Ilpe.ul rxgdr. oWion a,.s B,trxacle L. Sr rMw'1 J d hFuyl Approvals: Date: Page: 1 of 5 Specifications Conduit Opening"\ Presswood Template Base Cover Plan View -4- Longitudinal reference line. Orient parallel to curb or walkway. \ /Bolt Circle Diameter Leveling Nut Base Cover and Washer Concrete Doting to be designed by others. X d -Y Anchor Bolt Projection Base Detail Grout must be packed under pole base to insure full contact with looting and prevent loosening of leveling nuts. Provide a channel through the grout for'drainage hom the pole interior. Post Too Mounting Side Arm Mounting Y See chart X on page 2. Handhole Base Cover 18' Pole Rale Catalog X Y Number ❑ PRA8.4125 8' C PRA8-5125 8' U PRA1034125 l l7 G PRA10.4125 10' j l PRA105125 10' 'J PRA1234188 12' PRA124125 12' 1 PRA125125 12' PRA12-6188 12' J PRA1434188 14' PRA14-4125 14' ..'I PRA144188 14' '] PRA145125 14' PRA145188 14' I I PRA144188 14' l_I PRA18.4188 1 G' 0 PRA165125 Irl 16' / PRA15-6188 16' rase •.J PRA204188 19.5' _ECover ❑ PRA205125 19S r 18 Handhole a ; pRA16-5188 J PRA205188 14_; :•1PRA2046188 1'15 .-1PRA25.6188 25' PRA30-8188 311 PRA30.6250 '5"l r WSP Flack 4- Kurtz 85 4'x.125 13.06 5" x325 21.29 3W x .125 658 4".v .125 9.78 .5'x.125 16.21 3W s..1813 8.76 4"x.125 7.48 x.125 12.67 6'x.188 32.89 .lit x'.188 6.94 4"x.125 5.73 4"x.1418. 10.56 5'x .12S 10.01 5 x .188 17.90 6't .188 -27.19 4'x 188 8.55 5"x.125 7.90 .5'x.188 14.80 6'x.188. 22.77 4",.188 533 5" x .125 4.50 5"x.188 9,83 6'x.188 15.6'1 1:x.188 9.74 v 188 5;111 x 250 11.)? Pole Construction: Seamless rand extruded aluminum tube d alloy 6063•T6, wekkd to top and bottom d aluminum base casting of alloy 356. Base Cover. Base has a two-piece cast coma full ma el 319 alloy: second by stainless steel screws. Pole Cap: A flush -sided cast aluminum pole cap is pmviderd for side ant mounted luminaires. Handhole: 18' upfrom base, with a s asketed cover and gnxFnd lug. Poles with a 3% O.D. irduxde a hand ole reinforcement tasting weld's' place Anchor Bolts: Four gahanizcd anchor Lilts provided complete with eight nuts, eight flatwashers, and a pressor d template Vibration Dampener. All poles 25 and abode include an internally mounted factory installed pendulum vibration dampener, with flush stainless steel socks head fasteners finished to match pole withstand Strength: Poles will wind loads as listed in chart fSee page 2) when luminaires are mounted per fixture installation inmuclions. Finish: Super TGIC thermoset polyester powder coat paint applied over a titanated zirconium conversion coating. Standard colors am Black, Dark Bronze, Light Gray, Stealth Gray'" Platinum Silver, and White. Custom colas are available. CAUTION: Installation of poles without lum)nairers) will corrlpromise pole strength. Any accessories attached to pole, or other modifications will carylromise pole strength and may result in pole failure. Maintenance: A regularly scheduled maintenance program must be =Wished to insure the protective pain) coating is intact: corrosion or structural damage has rust occurred, and anchor bolt nuts are tight Failure to do so could lead to pole collapse and serious personal injury. Allowable Pole EPA Wind Map 1Stea Winedy 1 90 100 110 120 130 140 150 11.49 10.46 8.39 6.81 5.65 4.80 4.13 18.79 17.15 14.05 11.72 9.92 8.49 734 5.70 7.71 6.05 4.79 3.88 327 2.78 833 9.09 7.01 5.42 430 3.58 3.01 14.21 12.90 10.51 8.72 7.34 625 538 7.62 6.86 535 4.20 330 259 2.03 6.44 5.75 437 332 2.59 2.14 1.78 11.00 9.91 8.01 6.60 551 4.66 3.99 2922 27.04 2220 18.53 15.69 13.44 11.64 5.95 531 4.01 3.02. 2.26 1.65 1.17 4.84 425 3.06 2.16 137 1.24 0.98 9.14 821 6.34 4.92 3.91 326 2.74 838 7.64 6.10 4.98 4.11 3.44 2.91 15.62 14.12 11.46 9.48 7.95 6.75 5.79 24.11 22_37 1831 1524 12.87 11.00 9.49 f - 4,10141- CASSE 731 630 4.86 3.62 2.76 225 1.85 6.65 5.83 4.57 3.67 2.98 2.45 2.03 12.81 11.50 9.26 7.61 634 534 4.55 20.16 18.75 1529 12.69 10.68 9.09 7.82 4.37 3.74 2.48 1.52 0.91 0.63 0.42 334 2.90 2.11 1.56 1.16 0.85 052 8.29 728 5.73 4.60 3.75 3.09 236 13.81 12.95 10.46 8.59 7.16 6 03 5.14 8.41, 8.0? 638 5.12. 4.17 3.43 2.85 4.74 4.69 3.54 .2.71 2.08 1.60 1.23 `1.88 9.42 7.45 5.9!1 4.81 4.02 334 'xsssaxusrm'.t<srtm¢cox+ zxxv..c�macb^ae- Type: ..rrnensra.ate. Draft 90% Submittal for coordination 3May 2, 2012 SAP2000 5/18/12 11:20:07 H C LIC,H-r POLE - MODAL PPP .Y&1S (v" s x ?itb' ili<<{C IN Pr ALL NWN'txNn., M POLE SAP2000 v15.1.0 - File:HC Light Pole Modal - Deformed Shape (MODAL) - Mode 1 - T = 0.17679; 1 f = 5.65649 - Kip, ir, 309 1 1 1 1 1 c 1 1 1 1 id 1 1 1 1 1 1 1 1 El= Consulling Engineers 1601 Fifth Avenue. Suite 1600 ' Seattle. Washington 98101 (206) 622-5822 Fax: (206) 622-8130 project -fSS by CMD location 1-014.1.00...0% , W A date 5/18/12 sheet no. client HC Light Pole job no. klk(Yako Wind Loads ASCE 7-05 Method 2 - Analytical Procedure Sec. 6.5 Basic Wind Speed Topographic Effects Sec. 6.5.4 Sec. 6.5.7 basic wind speed hill shape from Fig. 6-4, V 85 mph (Fig. 6-1) none wind directionality factor height of hill or excarpment Kd 0.95 (Tab. 6-4) H 0 ft distance from crest to half -way down Importance factor Lh 0 ft Sec. 6.5.5 distance from crest tosite category 11 (IBC 2006 Tab. 1604.5) x 0 ft importance factor, wind loads topographic shape factor Iw 1 (Tab. 6-1) K, 0.00 (Fig. 6-4) distance to crest factor Exposure K2 0.00 (Fig. 6-4) Sec. 6.5.6 height above terrain factor exposure category K3 1.00 (Fig. 6-4) C topographic factor mean roof height Krt 1.00 h • 14.0 ft topo effects only occur when H>15 ft velocity pressure exposure coefficients Kh MWFRS 0.849 (Table 6-3) Kh cac 0.849 (Table 6-3) Gust Effect Factor background response Sec. 6.5.8 Q 0.965 (Eq. 6-6) fundamental period from seismic analysis terrain exposure constants from Tab. 6-2 T 0.177 sec (from SAP analysis) Zmin 15 ft natural frequency c 0.2 n1 5.65 Hz f 500 ft critical damping ratio E 1/5.0 13 2.5% b 0.65 equivalent height c 1/6.5 z 15.0 ft 0.6h peak factor for wind response building width normal to wind gR 4.6 (Eq. 6-9) B 0.50 ft mean hourly windspeed at z building length parallel to wind V7 72 mph (Eq. 6-14) L 0.50 ft reduced frequency peak factors N1 33.615 (Eq. 6-12) go, gv 3.4 resonant response factors turbulence intensity . Rn 0.015 (Eq. 6-11) 17 0.228 (Eq. 6-5) Rh 0.178 (Eq. 6-13a) integral length scale of turbulence RB 0.889 (Eq. 6-13a) L7 427 ft (Eq. 6-7) RL • 0.694 (Eq. 6-13a) R 0.282 (Eq. 6-10) 310 MBConsulting Engineers 1601 Fifth Avenue. Suite 1600 Seattle. Washington 98101 (206) 622-5822 Fax: (206) 622-8130 project location client HC Light Pole TSS TuK.WtLR.j WA by CMD sheet no. date 5/18/12 job no. ‘1‘ gusteffect factor, rigid structures G 0.906 (Eq. 6-4) structure defined as rigid per Sec. 6.2 governing gust effect factor G 0.906 Velocity Pressure Sec. 6.5.10 velocity pressure at h (14. ft) qh 14.9 psf (Eq. 6-15) gust effect factor, flexible structures Gf 0.944 (Eq. 6-8) Pressure and Force Coefficients Sec. 6.5.10 cross-section, surface round, smooth (Fig. 6-21) height to diameter h/D see below (Fig. 6-21) net force coefficient Cf see below (Fig. 6-21) design wind force F/Af see below [G*q h `C fJ pole dia. (Fig. 6-21) (Table 6-3) (Eq. 6-15) (Fig. 6-21) (Fig. 6-21) (Eqn. 6-28) z D h/D Kz qz Dq(gz) Cf F/Af Oft 0.6 ft 1.1 ft 1.7 ft 2.2 ft 2.8 ft 3.4 ft 3.9 ft 4.5 ft 5.0 ft 5.6 ft 6.2 ft 6.7 ft 7.3 ft 7.8 ft 8.4 ft 9.0 ft 9.5 ft 10.1 ft 10.6 ft 11.2 ft 11.8 ft 12.3 ft 12.9 ft 13.4 ft 14.0 ft 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16.2 psf 16:2 psf 16.2 psf 16.2 psf 16.2 psf 311 1113:111Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project -r -cg --S location TV 1Gw1 t p., W 1a by C date Slo\y sheet no. client job no. oa� B 1 CYCLE CSCE — CONNFC 1oNs GIS ii p s-- cots EcioN ASSUME FVLL R. (A-0 L8) Co NS IDF_R R1)TI-tE1, tafl CONNGC.7-toN N HSS POST CNRNNEL \//: goo t.8 V., -- goo ix (p" LONT21C. T`( —> P°7FNTftL SH -ER- TP M„ : (goo us)(t, iN) a,y tN-jtli) d3/12 (0 ,-i)3/ y a, -i ,Ha tx t Md./ar = (2,4 u4 -1r -1e)(8 M) / 219,1.} ,A3) = o,a- xte (o .4 u.tP) % (8 = 0, OS wto / 1 o.ay KIP/It,1 MIN IiJ CLD C (3/!to' FILLET) 258 fill" Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TC,P_S by C M location '-U K W t LR , w f)c date 3/'/SISot �. sheet no. client job no. �11oa� d�C\-eCLE CAGE — CoNN�CnONS Cot.IT, • $ LoTI'F'b CON NECTI 01V 6 �X Co t3 c(tErF SE.PA oft SLA$ OM:Et KRTE gNUltr -Y NEED- Su31ZEb Nol£ 1/4" yS -Ii1FERBEt 'Rob LLL + Nd„, 61.4. ` L/3t,0 = Cao FT)/360 = o,(01 IN ((oNSF_2vrk r = R. 6 (u)NG - TFR.N1 DEFLEL7i ONS) DbL . o.na AN (.( ALL utta-rtb •'f1CeF71Nh RRFA 5U8) 644N, _ 0'D-7 M t e`Z(0. 13 IN) ,x r- J.O IN WE 3 " LoN(? LEG Sur Ne LE. LI,AX i %i" _ 1 Z M„ = 'R„ • pMAx = Q400 ol)(I,() IN) .L4 IN -K.tp 4)N1r Fj Mk, o.y .,-tile 0.1(31, ut) >_ o.ota AN? -4 6 t2 (3 .SIN) '(,L 6,b1L IN0 0.OA2 AN3 E >_ O, I18 (N L3 -ix azy t b ` 3.S" - LIN TUQ'E - 42.x, 'AA, T) 259 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 u.. 1 • Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TGRS by 4AD sheet no. location Tu tr. wt L A , W 1a date 31 l 0/o t a client job no. 11\ oat, • 13ICYCLE CfvCIE — coNNEcnoNs co►s, . • MST S F\S E p LATE. / ANC OCetaE Li DO 1-2 MtN ‘,/J ELL) c' $`t MIS PECM b CoNStAER (t" LoN6 wcE.1.311-ttctll > My = 2o-1 to -K 243' yf EXPANSto» 3 PoLTS (hL (SEE H11 -TI RE 0124: LDAD 1149(-1 IN BoT}1 AtIR€CTioNS) k (OMSEIZVATIVE - a.y tN-k1P s +M.. = clpFy? ,t.4• KAPS 0.9 (3G, cs) ..1,t1/9 t>_ o•a4 IN L 34" PLATE Clic 3 (ONS t oER. PU\TE CAN 'MEN lrR FOR- Dr= FLE 01 tsl • 1-" CAMAS eft -V ATI v E, 6, PLL L3/ 3 Er 1.1, = (asp 1.3) (} n.)3 / 3(.7,7001,•.5‘)( • ti" (246'•)') O.OIn ,N L) 260 www.hilti.us Profis Anchor 2.2.6 Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: 1 Project: TCRS Sub -Project 1 Pos. No.: 111026 Date: 3/15/2012 Specifier's comments: ANGOR Ce.SIf4N AT la%KE CAGE 1 Input data Anchor type and diameter: Kwik Bolt 17 - CS 318 (2) Effective embedment depth: he, = 2.000 in., hnom = 2.313 in. Material: Carbon Steel. Evaluation Service Report:: ESR 1917 .Issued I Valid: 5/1/2011 1 5/1/2013 Proof: design method ACI 318 / AC193 Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.375 in. Anchor plate: Profile: Base material: Reinforcement: Ix x ly x t = 8.000 in. x 4.000 in. x 0.375 in.; (Recommended plate thickness: not calculated) Rectangular plates and bars (AISC); (L x W x T) = 4.000 in. x 0.500 in. x 0.000 in. cracked concrete, 2500, fo' = 2500 psi; h = 4.000 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, in.lb] Z at 0 co 0 input data and results must be checked for agreement with the existing conditions and for plausibility! PROI°IS Anchor ( c ) 2003.2009 Hilli AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 261 www.hilti.us Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 572 283 -200 -200 2 757 283 -200 -200 max. concrete compressive strain: 0.22 [%o] max. concrete compressive stress: 971 [psi] resulting tension force in (x/y)=(0.418/0.000): 1329 [Ib] resulting compression force in (x/y)=(-1.388/-1.806): 1329 [Ib] 3 Tension Toad Profis Anchor 2.2.6 2 TCRS 111026 3/15/2012 Y Tension Compression Load N. [Ib] Capacity sNn [Ib] Utilization I3N = Nua/,N0 Status Steel Strength* 757 4875 16 OK T Pullout Strength* 757 1475 52 OK Concrete Breakout Strength** 1329 2743 49 OK anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength N5a = ESR value lb Nsmel Nua refer to ICC -ES ESR 1917 ACI 318-08 Eq. (D-1) Variables n Ase.N [in.2] 1 0.05 Calculations Nsa [lb] 6500 fine [psi) 115000 Results Nsa [Ib] 4,steol 4, Nsa [Ib] Nua [Ib] 6500 0.750 4875 757 3.2 Pullout Strength Npn.r, = N"5oo 2500 4 Npn.(Nua Variables fc [psi] 2500 refer to ICC -ES ESR 1917 ACI 318-08 Eq. (D-1) N9.2500 [Ib] Calculations c 2500 2500.000 Results Npn f [Ib] 2270 2270 4,concrete 0.650 4, Non,f, [Ib] 1475 Nua [Ib] 757 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt, AG, FL -9494 Schaan Hdb is a registered Trademark of Hitti AG, Schaan 262 C G www.hilti.us Profis Anchor 2.2.6 Company: KPFF Specifier: CMD Address: Phone I Fax: 1 E -Mail: Page: 3 Project: TCRS Sub -Project I Pos. No.: 111026 Date: 3/15/2012 3.3 Concrete Breakout Strength 1/ANc\ Ncbg _ \ANco/ 4Ioc.N Wod.N 4/c.N WW.N Nb 4, Nog aNW ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) z ANm = 9 hol 1 = (.1 + Shot/ Wed.N = 0.7 + 0.3 15hpca,min 5 1.0 1 Wcp,N = MAX(cemin 1.5N_) 5 1.0 ` Oac bac J Nb = kc i. (c hai�s Variables hot [in]ect.N [in.] ecz.N [in.] 2.000 0.418 0.000 ACI 318-08 Eq. (D-5) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) Ca,min [in.] wc,N cab [in.] f r, [psi] 4.375 17 1 2500 Calculations ANc [in.2] 72.00 Results Ncbe [Ib] 4221 And) [in.2] Wec1,N 1 Ioc2.N 36.00 Sconcroto 0.650 0.878 1.000 Nd,9 [Ib] Naa [Ib] 2743 1329 1.000 Wed,N 1.000 Wcp,N 1.000 Nb [Ib] 2404 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL 9494 Schaan Hilti is a registered Trademark Of Hilti AG, Schaan 263 www.hilti.us Profis Anchor 2.2.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPFF Page: 4 CMD Project: TORS Sub -Project I Pos. No.: 111026 Date: 3/15/2012 4 Shear Toad Load Vua [Ib] Capacity 4,V, [Ib] Utilization (3v = Vaa/4Vn Status Steel Strength' 283 2337 13 . OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 566 3366 17 OK Concrete edge failure in direction ** N/A N/A N/A N/A ' anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value 4 Vsteel > Vua refer to ICC -ES ESR 1917 ACI 318-08 Eq. (D-2) Variables n Ase,v [in•21 fut. [psi] 1 0.05 115000 Calculations Vsa [Ib] 3595 Results Vsa [ib] jsleal 4, Vsa [Ib] Vua [Ib] 3595 0.650 2337 283 4.2 Pryout Strength Vcpg = kp rrANco Ark c) Wec,N Wed,N Wc,N Wcp.N Nb] ACI 318-08 Eq. (D-31) l ` 4) Vcpg > Vua ACI 318-08 Eq. (D-2) AN, see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 het ACI 318-08 Eq. (D-6) 1 y/ec,N = 1 + 2 eN s 1.0 ACI 318-08 Eq. (D-9) 3 -her Wod,N = 0.7 + 0.3 (15ca,mihet ) 5 1.0 ACI 318-08 Eq. (D-11) C Wcp,N = MAx(ca,ac min 1.5ha1) s 1.0 ACI 318-08 Eq. (D-13) `` Cac Nb = kc ), he)5 ACI 318-08 Eq. (D-7) Variables kcp hal [in.) ec1,N [in.] ear.' [in.] Ca,min [in.] 1 2.000 0.000 0.000 Wc,N cac [in.] kc 7. fc [psi] 1.000 4.375 17 1 2500 Calculations AN. [in.2] 72.00 Results Vcpg [Ib] 4808 ANco [in.2] Wact,N Wec2,N 36.00 !concrete '0.700 1.000 1.000 Vcpv [Ib] Vua [Ib] 3366 566 5 Combined tension and shear loads Wcd,N Wcp,N 1.000 Nb [Ib] 1.000 2404 (3N (3v ; Utilization )tN,v [%] Status 0.513 0.168 5/3 39 OK i3NV=13N+14<=1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PHOFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 264 www.hilti.us Profis Anchor 2.2.6 Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: - 5 Project: TCRS Sub -Project I Pos. No.: 111026 Date: 3/15/2012 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The 4 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PIfOFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 265 1 1 1 1 1 1 1 1 c 1 1 1 1 1 1 1 www.hilti.us Profis Anchor 2.2.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPFF CMD Page: Project: Sub -Project I Pos. No.: Date: 6 TCRS 111026 3/15/2012 8 Installation data Anchor plate, steel: - Profile: Rectangular plates and bars (AISC); 4.000 x 0.500 x 0.000 in. Hole diameter in the fixture: df = 0.438 in. Plate thickness (input): 0.375 in. Recommended plate thickness: not calculated Cleaning: Manual cleaning of the drilled hole according to instructions 4.000 Anchor type and diameter: Kwik Bolt TZ - CS, 3/8 (2) Installation torque: 300.000 in.lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.313 in. Minimum thickness of the base material: 4.000 in. for use is required. ♦y 4.000 1.000 6.000 1.000 , Coordinates Anchor in. Anchor x y c., c.x c -y c.y 1 -3.000 0.000 2 3.000 0.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c )2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 266 www.hilti.us Profis Anchor 2.2.6 Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: 7 Project: TCRS Sub -Project 1 Pos. No.: 111026 Date: 3/15/2012 9 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing Conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hill, AG, FL -9494 Scnaan Hill, is a registered Trademark of Hilti AG, Schaan 267 ii>•gli Consulling Engineers 1601 Filth Avenue, Suite 1600 Seattle, WA 98101 (206) 6225822 fax (206) 622.8130 11. Guardrail Tukwila Sounder Station (111026) 268 7.74 ti if D STL OPP HAND 1 1 1 1 1 1 • 11 DIM PT TOP OF GUARDRAIL EL XX' -X" CO WEST PLATFORM EL XX' -X" ® EAST PLATFORM C�UI4Rb A L— SSan bt J CNS 3'tc1 )12 2 X 2 TUBE STEEL TYP 10 TK -A8.22 1 1 1 MIMI MINIM III PLATFORM ELEVATION VARIES 269 1 1 1 1 1 1 1 1 1 1 1 1 1 r 1 1 • Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TCP.S by CMT locationI v {c t.t.l i , W A' date 31 la ao1a- sheet no. client job no. ll+taco GUARDRf\\L — 1)>✓stc,N NL9' > LL aft M„ = (3a0 ‘.e)(Nt-t uN) nn, = Iy,06 tN-wtr Wl h CVNk,Fye ' M k. I1-1.08 w -1u4 4 G •' (So tcsl) > 0. 3I2 I43 _. L> HSS ax ax Yy ( ▪ Lr31a0 = a ti /3t00 ▪ (LOA .N) / 3too 0 8119 IN = Sa Ls/Fr X12 a 0 0 L.8 S QACI K ct LI FT" ado, LB P„ _ , b Put, 320 t-6 0.a,y -t iN ? (02.00 tp.)(L14 ,N)3 / 3 lAg000 tcst) L t45S1xax 1/4 OIL 270 • 11Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TC RS location TU ILbI%up, , W R by CMn date 31 �\I aota sheet no. client job no. 1110a6 Clop9.3z,RFA\- ANCHoR 1•1 M, (2 tsa (y -k 'N� 1113,3 FT -Le \I \I ?%.) V� Sao \s WPD \•.1 b‘}tS-ertoN PNMt NIblSTIN- hiCE OSE. (3) '/z": Sn x 2 '/y " EkPANSIOKl 4oetS (SF 1-'1LTI REPoR'r) 271 1 1 1 1 1 1 1 1 1 0 1 1 1 1 1 1 1 r 1 www.hilti.us Profis Anchor 2.2.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPFF Page: 1 CMD Project: TCRS Sub -Project 1 Pos. No.: 111026 I Date: 3/19/2012 Specifier's comments: Gpax) Rmt. mt4cANOR "b -S14N 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report:: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Kwik Bolt TZ - CS 1/2 (3 1/4) het = 3.250 in., hnom = 3.625 in. Carbon Steel ESR 1917 5/1/2011 j 5/1/2013 design method ACI 318 / AC193 et, = 0.000 in. (no stand-off); t = 0.500 in. x ly x t = 7.000 in. x 7.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Square HSS (AISC); (L x W x T) = 2 000 in x 2 000 in x 0.125 in. cracked concrete, 4000, fc' = 4000 psi; h = 9.000 in. tension: condition A, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar ' Seismic loads (cat. C, D, E, or F) no Geometry [in.) & Loading [Ib, in.lb] 00 ��. Z e} 4- 1 o tots Input data and results must be checked fur agreement with the existing conditions and for plausibility! PHOFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schwan Hilt, is a registered Trademark of Hilti AG, Schaan 272 www.hilti.us Profis Anchor 2.2.6 Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: 2 Project: TCRS Sub -Project I Pos. No.: 111026 Date: 3/19/2012 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2272 107 0 2 407 107 0 3 407 107 0 max. concrete compressive strain: 0.18 [%o] max. concrete compressive stress: 781 [psi] resulting tension force in (x/y)=(0.000/-1.446): 3086 [Ib] resulting compression force in (x/y)=(0.000/3.124): 3086 [Ib] 3 Tension Toad 107 107 107 02 .O: Compression Y 0 Tension 01 -*x Load Nua [Ib] Capacity +Nn [Ib] Utilization ]1N = Nua/$Nn Steel Strength' 2272 8029 29 Pullout Strength' 2272 4041 Concrete Breakout Strength** 3086 5126 anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value 4,N4,001ZNua refer to ICC -ES ESR 1917 ACI 318-08 Eq. (D-1) Variables n Aae.N [in.z ] futa [psil 1 0.10 Calculations Nsa [lb] 10705 Results Nsa [Ib] 10705 4Istool 3.2 Pullout Strength -CC Npn f = Np,2500 2500 0.750 106000 (01‘1„, [Ib) Nua [Ib] 8029 2272 refer to ICC -ES ESR 1917 Npn 1, Z Nua ACI 318-08 Eq. (0-1) Variables ff [psi] Np.2500 [Ib] 4000 Calculations f7 2500 4000.000 Results Npn r [lb] 6217 4915 4/concrete 0.650 + Npn [Ib] 4041 Nue [Ib] 2272 57 61 Status OK OK OK Input data and results must be checked for agreement with the existing conditions and for plausibility! PF2OFIS Anchor ( c ) 2003-2009 I iilti AG, FL -9494 Schaan 111111 is a registered Trademark of Hilli AG, Schaan 273 www.hilti.us Profis Anchor 2.2.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPFF Page: 3 CMD Project: TCRS Sub -Project 1 Pos. No.: 111026 Date: 3/19/2012 3.3 Concrete Breakout Strength Awe Nein = (Ai -7Q') Woc.N yrod.N 41c.N Wcp.N Nb 4, Ncb9 > Nub ANc see ACI 318-08, Part D 5 2 1, Fig. RD 5 2 1(b) ANc0 Woc.N Wed.N Wcp.N Nb =9hel 1 1+2eN 51.0 3 het = 0.7 + 0.3 \ 1 1 Ca•minc1 / \ 5 1.0 .5h = MAX `` (ea_min 1.5he11 5 1.0 Cab Cab / = kc k Ni ho15 Variables het [in.] 3.250 cac [in.] 6.000 ec1.N [in.] ec2.N [in.] 0.000 1.612 kc 17 ACI 318-08 Eq. (D-5) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ca,min [In.] 3.000 to [psi] 1 4000 wc.N 1.000 Calculations- 1 ANc [in.2] ANed [In•2] Wec1,N Wec2,N Wod,N Wcp.N Nb [lb] 155.16 95.06 1.000 0.751 0.885 1.000 6299 Results Ncbg [Ib] (1)concrete 4, Nog [Ib] Naa [Ib] 6835 0.750 5126 3086 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG. FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 274 1 C. www.hilti.us Profis Anchor 2.2.6 Company: KPFF Specifier: CMD Address: Phone I Fax: I E -Mail: Page: 4 Project: TCRS Sub -Project I Pos. No.: 111026 Date: 3/19/2012 4 Shear Toad Load V,, [Ib] Capacity 4,V,, [Ib] Utilization [iv = Vu,/i[Vn Status Steel Strength* 107 3572 3 OK Steel failure (with lever arm)' N/A N/A N/A N/A Pryout Strength'" 320 12733 3 OK Concrete edge failure in direction y+" 320 2575 13 OK ' anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength Vs, = ESR value Vsteol Vua Variables n 1 Calculations V„ [Ib] 5495 Results Vsa [lb] 5495 refer to ICC -ES ESR 1917 ACI 318-08 Eq. (D-2) • Asu.v (in.2 1 0.10 • 4'steol luta [psi] 106000 co Vsa [lb] 0.650 3572 Vua [Ib] 107 4.2 Pryout Strength ANc Vcpg = kcp 1 `A^co) woc,N wed.N Wc.N wcp•N Nb] ACI 318-08 Eq. (D-31) Vcpg t V,,, ` N . ACI 318-08 Eq. (D-2) AN, see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) AN = 9 het ACI 318-08 Eq. (D-6) 1 wc,,N2 ON 5 1.0 ACI 318-08 Eq. (D-9) 1 + 3hot yrod.N = 0.7 + 0.3 (ca,m'n) c 1.0 1.5hACI 318-08 Eq. (D-11) 1` e1 Wcp,N = MAX(caimin , 1.5he1\ 5 1.0 ACI 318-08 Eq. (D-13) cac cac j Nb = kc ),Iff7chad ACI 318-08 Eq. (D-7) Variables kcp her [in.) eci.N [in.] ec2.N [in.] ca.min [in.] 2 3.250 • 0.000 0.000 3.000 wc,N cac [in.] kc 1.000 Calculations ANc [in.2] 155.16 Results • V [Ib] 18191 6.000 ANco [in.2] 17 • fc [psi] 1 4000 Woc1,N Wec2.N Wod.N 95.06 1.000 1.000 0.885 `rconcrote 0.700 4, Vcpg [Ib] Vua [Ib] 12733 320 Wcp,N 1.000 Nb [Ib] 6299 Input data and results must bo checked for agreement with the existing conditions and tor plausibility! PROP'S Anchor ( c ) 2003-2009 Hilti AG, PL -9494 Schaan Hilti is a registered Trademark of HIV AG, Schaan 275 www.hiltl.us Profis Anchor 2.2.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPFF Page: 5 CMD Project: TCRS Sub -Project I Pos. No.: 111026 Date: 3/19/2012 4.3 Concrete edge failure in direction y+ Avc l Vch — \Avco/ y'oc,V Wod.v yrc.V 41h.V Wparauet,V Vb (I) Vcbg 2 Vua Avo see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco 1yoc.V Wed,V Wh.V Vb = 4.5 cat 1 = 2e )551.0 1+ 3Ca1 =0.7+0.3(1 5Ca1) 51.0 .V1.5ca1 z 1.0 • ha \0.2 = (7 (1 ) Veal x Ytc 415\ a Variables cal [in.] 3.000 le [in.] cat [in.] ea/ [in.] ACI 318-08 Eq. (D-22) ACI 318-08. Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) Wc.V ha [in.] 3.250 0.000 da [in.] 0.500 Calculations Avc [in.2] Avoo [in.2] yroc.V 63.00 40.50 1.000 Results V [Ib] +concrete 3679 0.700 2575 Veb9 [Ib) 5 Combined tension and shear Toads 1.000 k [psi] 4000 y/od,v 1.000 Vua [Ib] 320 9.000 yrparallol,V 1.000 wh.V 1.000 Vb [Ib] 2365 fiN ]3v Utilization DNA, (%] Status 0.602 0.124 513 47 OK I1Nv=PIN +IAV<=1 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The (Di factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC1318 or the relevant standard! Fastening meets the design criteria! Input data and results must bo checked tor agreement with the existing conditions and for plausibility! PHOFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilo is a registered Trademark of Hilti AG. Schaan 276 C' www.hilti.us Profis Anchor 2 2.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPFF CMD Page: Project: Sub -Project I Pos. No.: Date: 6 TCRS 111026 3/19/2012 8 Installation data Anchor plate, steel: - Profile: Square HSS (AISC); 2.000 x 2.000 x 0.125 in. Hole diameter in the fixture: d1= 0.563 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Cleaning: Manual cleaning of the drilled hole according Anchor type and diameter: Kwik Bolt TZ - CS, 1/2 (3 1/4) Installation torque: 480.001 in.lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 3.625 in. Minimum thickness of the base material: 8.000 in. to instructions for use is required. y Coordinates Anchor in. Anchor x y c -x c.x c -y c.y 1 0.000 -2.500 2 -2.500 1.500 3 2.500 1.500 7.000 3.000 3.000 1.x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Villi AG. Ft: 9494 Schaan Hilti is a registered .1 rademark o1 Hilti AC, Schaan 277 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 C2. \ 0 0 N t O O co )----3 1.000 4.000 1 0 0 In. - a 1 1.000 2.500 2.500 1.000 Coordinates Anchor in. Anchor x y c -x c.x c -y c.y 1 0.000 -2.500 2 -2.500 1.500 3 2.500 1.500 7.000 3.000 3.000 1.x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Villi AG. Ft: 9494 Schaan Hilti is a registered .1 rademark o1 Hilti AC, Schaan 277 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 www.hilti.us Profis Anchor 2.2.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPFF ' Page: 7 CMD Project: TCRS Sub -Project I Pos. No.: 111026 Date: 3/19/2012 9 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you boar tho sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. Tho Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must eo checked for agreement with the existing conditions and for plausibilityl PROMS Anchor ( c ) 2003-2009 flilti AG. FL -9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan 278 Efflif Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project T (,� by CMt ,location Twe it) ILA , ljjFt date ' I t' (2-‘2,1- sheet 2ot- sheet no. client job no. 1116&-6 c 279 1 1 1 1 1 1 I ) 1 1 1 1 1 1 1 1 1 k • ■sheet Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TC R S by C� no. location TUv. uU_t>„ , WI', date 311"N 1 db {d, client job no. I 1 1 O a_f,,, E�4E ur S AS 280 Q -71.18E 0 Effig0 Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project R -S by CMU location date 31 ici/.7.01. sheet no. client job no. \\\OZ(z. • C...Tusa 281 1 1 1 1 1 1 1 1 14, 1 1 1 1 1 1 1 r 1 1 Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project Tc�S b r CMS sheet no. location date v 1 tq 1 a 0 (2 client job no. 11\oak.c) D6E cc - SLAB SLAB L Posr- (4) 3/8" Ey. PAncSION 60L -TS az„ ai" a" 74 P°57 282 G Consulting Engineers 7601 Fifth Avenue. Suite 7600 Seattle. 17A 98101 (2061 622.5822 la. (206) 622.8130 Tukwila Sounder Station (111026) 12. Kiosk 283 1 1 1 1 1 1 1 1 1 1 1 1 1 1 •illiConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 Project TS location 1 UILId)tLid W client by CMt� date 2/30/ 20 1,3,„ sheet no. job no. oaf, Pt -NI -Fog NM K1oSK W1n+b LoP. % PS % zt =W f1,7o = I .a PS Ps • ►-0 L0PbiN(, 11. 5- Psc (WW) r -13.Qj PSt= ((tour-,) (l.a►)(►.o)(►.b) Ps,20 13,9 PS'F (6.1w) r - I6.-4 PST (Roof) • L1VF_ LoROS: Co nt k � jZ 111 PCF A -8'- ft 8' - in r Ds- e., t a' 1 i a00 u t•HooLtc.p ) LOAb AT AlsN SPOT otl ktoStc • c1;:tScatG GoAbS NGLI(it13L'E. (Loi SE1SM1G WE1C,y1 284 ragConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project -FS S by CMD location Ill rW 1l . LOP. date 3 120 1 at.A1 sheet no. client job no. IMOD.° (�T F --ORM KIOSK MEM06R D6St(it • •TOP GIcer DUI CN t'A = 1. o M L (Dor) 0-1 cm-) / = a „kip 3•�y IN-K1P <_ (OA)(SO Kai) 2 >_ 0,oB5- INS Q = Po. C3 /4 Y, sr `- L/3 co o _ >_ •s Pty Li/ F r > . - (a.00 us) (' 1 V -TY- / (ae10oo tta,) 'L' > 0.119 IN4 > O.OBS tN3 > O,\Iq INy 0,5-0 114 -KIP Mu 4'kL/y - > 1.1 SS ax • \IF_(ZTIGAL PUSS- AI: St Gni M w = kkho LZ �c3 = (13.9 mv) (I-1 Fr/ a) (Z5Fr) L /a 11 Mtn = i9 . L = (aoo (85 -) = ao,4 IN tv •KIP } NSEV-VuE MO j,lo Mw - I o MLL ko(11 .- ,r.-,ctp i ,j,o(ao.'. cN K,4) = 3q, 1 ,n-1411, 4'Mn = fi Rs1 39.1 IN le C ( (Se 2.>_ O , a ca q l t•13 113 h3 er S L/360 = a N/ 3coo T > tots PLL k2/r- r (aoo t6)( 8.S Pr)'"/ (a9000 w5� 1 3 1-1 • 3o.S Item O. $109 IN3 T > q.3o5 HSS 4 -it% µ:ss • x 3 06 (Ft2AMc1». RFA)V cv S 9EFLEtit 285 1 1 1 1 1 1 1 1 1 1 1 1 1 t 1 1 BITEConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project T c by CMp location j U tc t tf t tr ti l�.j A date S/y /80 la_ sheet no. client job no. 1 oatp PLATFORM KIOSK • Law, 1 Ww, SASE.: ? cnot.n i� 6 12 t M„ r/ 6 + 1/4 kA).. ['rm. 121 X10 tti wtc)/ ( la (2� z 2C-00 tB (TENStoN) tip try ('- PSf) ( 4 Fr)( j FT) 286 www.hilti.us Profis Anchor 2.3.0 Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: 1 Project: TSS Sub -Project I Pos. No.: 111026 Date: 6/18/2012 Specifier's comments: Fut'rfoto& KkoSK f\w-E4o(- AESt6N 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 5/8 (4) Effective embedment depth: hof = 4.000 in., Nom = 4.438 in. Material: Carbon Steel Evaluation Service Report:: ESR 1917 Issued I Valid: 5/1/2011 1 5/1/2013 Proof: design method ACI 318 / AC193 Stand-off installation: ef, = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: Ix x ly x t = 7.000 in. x 7.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Square HSS (AISC); (L x W x T) = 3.000 in. x 3.000 in. x 0.250 in. Base material: cracked concrete, 4000, fc' = 4000 psi; h = 8.000 in. Reinforcement: tension: condition A, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, in.ib] Z 0 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 287 www.hilti.us 141116 Profis Anchor 2.3.0 Company: KPFF Specifier: CMD Address: Phone 1 Fax: E -Mail: Page: 2 Project: TSS Sub -Project 1 Pos. No.: 111026 Date: 6/18/2012 2 Load case/Resulting anchor forces Load case: Design loads . Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2 3 2916 224 -200 100 2916 412 100 400 189 141 100 100 max. concrete compressive strain: 0.46 [960] max. concrete compressive stress: 1989 [psi] resulting tension force in (x/y)=(0.305/0.305): 6021 [Ib] resulting compression force in (x/y)=(2.811/2.811): 2521 [Ib] 3 Tension Toad Load Nua [Ib] Capacity +Nn [lb] Utilization pN = N„a/4Nn Status Steel Strength' 2916 12877 23 OK Pullout Strength' N/A N/A N/A N/A Concrete Breakout Strength" 6021 8628 70 OK anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC -ES ESR 1917 Nstsel ? Nua ACI 318-08 Eq. (D-1) Variables n Ase,N [in -2j faa [psi] 1 0.16 106000 Calculations Nsa [lb] 17170 Results Nsa [ib] llsteei 4) Nsa [Ib] Nua [Ib] 17170 0.750 12877 2916 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hili is a registered Trademark of Hilti AG, Schaan 288 C www.hilti.us Profis Anchor 2.3.0 Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: 3 Project: TSS Sub -Project I Pos. No.: 111026 Date: 6/18/2012 3.2 Concrete Breakout Strength ANc Now= (n �) Wac.N Wed.N 41c.N Nrcp.N Nb Now 318-08 Eq. (D-5) Ncbg Z N„a ACI 318-08 Eq. (D-1) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) kid) = 9 hef ACI 318-08 Eq. (D-6) 1 tyocN 1 + 2 eN 5 1.0 ACI 318-08 Eq. (D-9) 3 het Wod.N = 0.7 + 0.3 (Ca—min) 5 1.0 1.5hACI 318-08 Eq. (D-11) ef (—Ca—) min = MAXlcamin 1.5hof) 5 1.0 ACI 318-08 Eq. (D-13) `` cac Cac 1 Nb = kc 3. 4Tc Ni5 ACI 318-08 Eq. (D-7) Variables het [in.] ec1.N [in.] ec2.N [in.] Ca.min [in.] 4.000 0.528 0.528 6.500 coo [in.] kc X fc [psi) 6.750 17 1 4000 Calculations ANc [in.2) 228.00 Results Noo9 [Ib] 11503 AN (in.2] Wc,N 1.000 Wec1,N Woc2,N Wod,N 144.00 0.919 0.919 1.000 4concrete 0.750 Noog [Ib] Nua [Ib] 8628 6021 cp.N 1.000 1 1 1 1 1 1 1 1 m, , 1 1 1 1 1 1 1 1 1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 289 1 www.hilti.us Fi11`I�' Profis Anchor 2.3.0 Company: Specifier: Address: Phone I Fax: E -Mail: KPFF Page: 4 CMD Project: TSS Sub -Project I Pos. No.: 111026 I Date: 6/18/2012 4 Shear Toad Load Vua [Ib] Capacity 4,Vn [Ib] Utilization iv = Vua/+Vn Status Steel Strength* 412 5259 8 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 600 17160 4 OK Concrete edge failure in direction x" 608 5331 12 OK * anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength Vs, = ESR value Vstooi Z Vua refer to ICC -ES ESR 1917 ACI 318-08 Eq. (D-2) Variables n Aso.v [in.2] luta [psi] 1 0.16 106000 Calculations Vsa [Ib] 8091 Results Vsa [Ib]4,stoo! 4, Vs,, [lb] Vua [Ib] 8091 0.650 5259 412 4.2 Pryout Strength Nc Vcp9 = kc,, [\ANco) Wec.N Wod,N Wc.N Ww:N Nb] ACI 318-08 Eq. (D-31) Vcp9 2 Vua ACI 318-08 Eq. (D-2) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 her ACI 318-08 Eq. (D-6) 1 Wec.N 1 + 2 eN 5 1.0 ACI 318-08 Eq. (D-9) 3hott 4/00.14at = 0.7 + 0.3 GInh.n) 5 1.0 ACI 318-08 Eq. (D-11) 1` .5 Wcp.N = MAXrcaCac _mn t5Cac fhOf) 5 1.0 ACI 318-08 Eq. (D-13) `` Nb = kc ) A hy ACI 318-08 Eq. (D-7) Variables kcp het [in.] ec1.N [in.] ec2.N [in.] ca,min [in.] 2 4.000 0.667 0.000 6.500 Wc.N cac [in.] kc 1.000 6.750 17 Calculations ANc [In.2] ANco [In -2] Wec1.N 41oc2.N 228.00 144.00 0.900 1.000 Results Vcpg [Ib] $concrete 4, Vcp9 [Ib] Vua [Ib] 24514 0.700 17160 600 f. [psi] 4000 Wed.N Wcp,N Nb [Ib] 1.000 1.000 8601 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c 12003-2009 Hilti AG. FL -9494 Schaan Hllri is a registered Trademark o1 Hillt AG. Schaan 290 1■■11`T[1 www.hilti.us Profis Anchor 2.3.0 Company: KPFF .Specifier: CMD , Address: . Phone I Fax: [ E -Mail: G Page: 5 Project: TSS Sub -Project I Pos. No.: 111026 Date: 6/18/2012 4.3 Concrete edge failure in direction x- Av Vcbg = (Avg) ylec.V yrod.V 1yc.V tyh.V Wparauo4v Vb Vcbg a Vua Avc see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 c!, 1 Wec.V 1 + 2ev 5 1.0 3ca1 wod.V =0.7+0.3(1 5ca1)51.0 _ yrh,v 41.5hc91 2 1.0 a � Vb = (7 (d )0.2 YOa) ?. Vlc cai5 a Variables cal [in.] 6.500 c92 [in.] ecv [in.] ACI 318-08 Eq. (D-22) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) ylc.V ha [!n.] 0.000 1.000 la [in.] a da [in.) (c [psi] 4.000 1 0.625 4000 Calculations Ave [in.21 156.00 Results Vdag [Ib] 7616 Avco [in 2] 8.000 Vparallol.v 1.000 1}1ec,V tyod,V wh.v Vb [!b] 190.13 1.000 1.000 1.104 4corwota 0.700 Vey [Ib] Vaa [Ib] 5331 608 5 Combined tension and shear Toads [3N 0.698 131,v=01+6"e<= 1 (iv 8408 Utilization ]3N,v [a/o] Status 0.114 5/3 58 OK 6 Warnings To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Condition A applies when supplementary reinforcement is used. The m factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition 8 applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! Fastening meets the design criteria! Input data and results must bo checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG. FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 291 1 1 1 1 1 1 1 1 �C 1 1 1 1 1 1 1 1 1 c • Consulting Engineers 1601 Fifth Avenue. Suite 1600 SCeIue, 'Wusi.inelon 98101-3669 (206) 627-5977 rix (206) 627-6130 project by CMD loco tion dole 5/18/12 Sheet no, Client HC Light Pole job no. Loading pole arm & Af Added Added Added az F/Af Af pole z„zm luminaries luminaries item EPA F F M 14 ft 14.9 psf 16.2 psf 0.5 sf/ft 1'.0 ft 1 27 sf 449.4 Ib 6291 Ib -ft 13ft 14.9psf 16.2psf 0.5sf/ft 0.8 ft 6.2 Ib 811b -ft 12 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 6.2 Ib 76 Ib -ft 11 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 6.2 Ib 71 Ib -ft 11 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 6.2 Ib 66 Ib -ft 10ft 14.9psf 16.2psf 0.5sf/ft 0.8ft 6.21b 621b -ft 9 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 6.2 Ib 57 Ib -ft 8 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 6.2 Ib 52 Ib -ft . 8 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 6.2 1b 471b -ft 7 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 6.2 Ib 43 Ib -ft 6 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 6.2 Ib 38 Ib -ft 5ft 14.9psf 16.2psf 0.5sf/ft 0.8ft 6.21b 331b -ft 5ft 14.9 psf 16:2 psf 0.5 sf/ft 0.8 ft 6.2 Ib 28 Ib -ft 4 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 6.2 lb 24 Ib -ft 3 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 6.2 1b 191b -ft 2 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 6.2 Ib 14 Ib -ft 2 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 6.2 1b 9 1b -ft 1 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.8 ft 6.2 Ib 5 Ib -ft 0 ft 14.9 psf 16.2 psf 0.5 sf/ft 0.0 ft 0.0 Ib 0 Ib -ft Centroid Sum: 7 sf 1 27 sf 0 sf 0 Ib 555 lb 7017 Ib -ft 12.6 ft 312 iffg• Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TSS by CN\ location {V1GUJlt,R , �R date 5118 f De, ‘a. sheet no. client job no. liloay LIGHT 4LE. FoyNDATioN v F U G H -T5 CONT. • OvE•R-TVR tit' 4(, C HEC1c Mo _M Pr --1,13 (FRoM. W"Nfl CAL) MR = (P + + \NIsuit_) ''8/Z Pago VS t W = 5300 �s V\isot%_ t ai:oo U3 = 5rat- Mc� _ (a@:io LEO( a,sfr) M,z = ROW -45- t= - - 18 ES. MR / M� = SFr (sow RtJ Dy lto IN 313 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ElligConsultingEngineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 Project TSS by CMD location TV KLl) t L1 - date she/aura sheet no. client job no. 1116u. LI C 1-1-T F3 Ntutt - — • SLI p1 N Ct :COECK *- FS F SSS u Hc. LI4i?-15 Co NIT-. (FI OM W (ND CA Lc) FR P WF + Ws", —) = 0.30 Fa = (e Zoo a)(-°.°) F. a98) u3 F.S. = Fg-/FS Fs. • eF AR.1 NC] C 44S -CK M •olj Fr -L$ P ea3-n t e = M/p - 0•$S Fr x - ).5-6- 2 e = i -I 95 Pr- ( h3S•INFOt.t() 8--\ N � Ec c r NrRAc. Ty t¢.N4TH) Q'rrA7, = "/x L Q k a(8a�dL$)/(y.9SFrYs-Fr) LQ(nt3 PSF t ThL.v = IOM PSF Cs1c 314 1311( Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 Project ' 1 vJ by CtM location Tug LLA , \ 3I\ date S R% aola sheet no. dient job no. 11 t oa,‘„ L1G i'Oy (•1 NrlO N1 LOE.Rno ) '• f'ARrctt,tc, List AT 13166WRLss SA4 LA t% ; F ' .bo cg P U t_.F_ •+c �B /Fr 74 �'a W ` aao t-8 4. (as r-)(t-alc,-) 3DS Cla6ctc SF-1SMtc. LONC. COt4C ACCR.. STl~Ftr-LE(.vMMUN'CA-Tte CS = Sbc / (R /; Sot I. 0.9S / Cs :. 6.1s>3 v = C.s W = (o . L4) (a as) V to La 1"0 LE -4 g41.S 'W(NC Wart. • Gpsi CRN �Er u.)" ) C.RLcs) .315 1 1 1 1 1 1 1 1 17 Tukwila Sounder Station North Site Development SECTION 26 51 00 Light Fixture Schedule 1 1 1 1 1 1 c 1 1 1 1 1 1 1 1 1 c Reset Formj KIM LIGHTING PRA Round Aluminum Non -Tapered Pole n aJnn 1.12/)0 • pra.prii Type: Job: Catalog number: �h.•.. xixmiin tarkum Kon!, ()pr:,ru Hir711 r}+nxu4 rrrk, y.3m Bare tnw•dr Sm Fr,: sa pro .1 Approvals: Date: Page: 1 of 5 Specifications Conduit Opening Presswood Template Base Cover Plan View E- Lorgitudinal reference line. Orient parallel to curb or walkway. Bolt Circle Diameter Leveling Nut Base Cover and Washer Anchor Bolt Projection Concre e looting o be designed by Others. - Y Base Detail .. Post Top Mounting Side Arm Mounting Y See chart on page 2. Handhole Base Cover Grout must be packed under pole base to insure full contact with fooling and prevent loosening of leveling nuts. Provide a channel through the grout for drainage from the pole interior. Handhole Base 4 ___,_„Cover 18' 1_1. 18' Pole Construction: Seamleu nxaod extruded aluminium tube of alloy 6063-T6, welded to top and bottom of aluminum base casting of alloy 356. Base Cover, Base his a two-piece cast aluminum hill CCACT of 319 alloy, sccund by stainless steel shrews. Pole Cap: A flush -sided cast aluminum ln!e cap, Es provided for side ann mounted luminaires. Handhole: 18' up front lure, with a gasketel cover and ground lug. Roles with a 3 /r O.D. include a han hole nanfacanent casting welded in place. Anchor Botts: Four gahanizcd anchor bolts provided, complete with eight nuts. eight flat washers, and a presswork" ;tinplate Vibration Dampener All Exiles 25' and above include an internally meun:ed, factory installed pendulum vibration dampener, with hush stainless steel snarl head beenos finished to match pie. Strength: Poles will withstand wind hoods as listed in than (See page 2, when luminaires are mounted per future installation instructions. FINsh: Super TGIC. themuxcl pollester pavder coat paint applied over a titanated zirconium comemnn mating. Standard coins arc Black, Dark Bronze, Licht Cray, Stealth Cray'‘'.Platinum Silver, and White. Custom colors are available. • CAUTION: Installation of (roles without lurninain{s) will ctmprtxni:e pule strength. Any accessories attacked to pole. or other modifications will compromise pole strength and may resuh in pole failure Maintenance: A regularly scheduled maintenance program must be utablishcd to insure the protective pairs coating is intact, corrosion or stnurural damage has not occurred, and anctwr bolt nuts are tight. Failure to do so could lead to pole collapse and serious personal injury. Pole Allowable Pole EPA Wind,xlap Pole .Steady Catalog X Y wind Number 85 90 100 110 120 130 140 i r PRA84125 8' 4' x .125 13.06 11.49 10.46 8.39 6.81 5.65 4.80 0PRA85125 8' 5'x.125 21.29 18.79 17.15 14.05 11.72 9.92 8.49 0 PRA1044125 10' 334' x .125 658 5.70 7.71 6.05 4.79 3.88 3.27 CI PRA104125 10 4' n .125 9.78 833 9.09 7.01 5.42 4.30 3.58 I PRA105125 10 5' x .125 16.21 14.21 12.90 10.51 8.72 7.34 6.25 OPRA123418312' 3;4'x.188 8.76 7.62 6.86 535 4.20 .330 239 7PRA124125 12' 4'x.125 .7.48 6.44 5.75 4.37 3.32 239 2.14 PRA125125 12' 5'x.125 12.67 11.00 9.91 8.01 6.60 551 4464 PRA125188 12' 6' x .188 32.89 29.22 27.04 22.20 18.53 15,69 13.44 0 PRA1434188 14' 33i x .188 6.94 5.95 531 4.01 3.02 2.26 1.65 1 1 PRA144125 14' 4' x .125 5.73 4.84 4.25 3.06 2.16 1.57 1.24 -? PRA144188 14' 4- x .188 10.56 9.14 821 634 4.92 3.91 3.26 J PRA145125 14' 5' x .125 10.01 8.58 7.64 6.10 4.98 4.11 3.44 l PRA145188 14' 5' x .188 17.90 15.62 14.12 11.46 9.48 795 6.75 1 PRA14-6188 14' 6's .188 27.19 24.11 2237 18.31 15.24 12.87 1 .00 1' PRA164188 16' 4' x .188 835 731 630 4.86 3.62 2.76 2.25 Q PRA165125 16'5' x .125 7.90 6.65 5.83 437 3.67 298 3.45 _:tPRA165188 16' 5'x.188 14.80 12.81 1130 9.26 7.61 6.14 534 EJ PRA166188 16' 6's .188 22.77 20.16 18.75 1529 12.E/4 10.68 9.09 PRA204188 195 4' x .188 5.13 4,37 3.74 248 1 51 n91 04,3 PRA205125 19.E 5'x .125 430 354 2.90 2.11 1.56 1.16 0.85 DPRA205188 195' x.188 9.83 8.29 7.28 5.73 4,1at 3.75 3.01 =. tt PRA205188 19.5' 6' x .188 15.69 1.3.81 12.95 10.46 859. 7.16 6 01 150 4.13 7.34 2.78 3.01 538 2.03 1.78 .1.99 11.64 1.17 0.98 • 2.74 2.91 5.79 9.49 1.85 2.03 435 7.82 0.42 0.6! 256 5.1.1 It 1 PRA25.6188 _ 25' ' 6' x .1813 9.74 8.46 8.07 6:38 .12 4.17 3.4'3 ,,.85141- ' WORST Cr` . i PRA30-6188 30 6' v .188 5.41 4,74 4 69 1.51 2 a 1 ? 08 1 01 1 23 7 PRA30-6250 311' f>' x .250 1137 9.88 9.42 74; 5 99 4155 '1(! 31.3.) Type: HD1 • WSP Flack + Kurtz aocea..:a�> Draft 90% Submittal for coordination 3g May 2, 2012 SAP2000 5/18/12 11:23:33 SAP2000 v15.1.0 - File:HD Light Pole Modal - Deformed Shape (MODAL) - Mode 1 - T = 0.56328; f = 1.77533 - Kip, 317 1 1 1 1 1 11 1 1 G 1 1 1 1 1 1 1� 1 1 r Consulting Engineers 1601 Filth Avenue, Suite 1600 Seattle. Washington 98101 (206) 622-5822 Fax: (206) 622-8130 project -rs s by CMD location Tv KW tL R, tri A date 5/18/12 sheet no. client HD Light Pole job no. i11 o0b Wind Loads ASCE 7-05 Method 2 - Analytical Procedure Sec. 6.5 Basic Wind Speed Topographic Effects Sec. 6.5.4 Sec. 6.5.7 basic wind speed hill shape from Fig. 6-4 V 85 mph (Fig. 6-1) none wind directionality factor height of hill or excarpment Kd 0.95 (Tab. 6-4) H 0 ft distance from crest to half -way down Importance factor Lh 0 ft Sec. 6.5.5 distance from crest to site category 11 (IBC 2006 Tab. 1604.5) x 0 ft importance factor, wind loads topographic shape factor IW 1 (Tab. 6-1) K, 0.00 (Fig. 6-4) distance to crest factor Exposure K2 0.00 (Fig. 6-4) Sec. 6.5.6 height above terrain factor exposure category K3 1.00 (Fig. 6-4) C topographic factor mean roof height Krt 1.00 h 25.0 ft topo effects only occur when H>15 ft velocity pressure exposure coefficients Kh MWFRS Kh c&C 0.945 (Table 6-3) 0.945 (Table 6-3) Gust Effect Factor background response Sec. 6.5.8 Q 0.951 (Eq. 6-6) fundamental period from seismic analysis terrain exposure constants from Tab. 6-2 T 0.563 sec (from SAP analysis) zm;n 15 ft natural frequency c 0.2 n1 1.78 Hz r 500 ft critical damping ratio - 1/5.0 • p 2.5% b 0.65 equivalent height a 1/6.5 z 15.0 ft 0.6h peak factor for wind response building width normal to wind gR 4.3 (Eq. 6-9) B 0.50 ft mean hourly windspeed at z building length parallel to wind VZ 72 mph (Eq. 6-14) L 0.50 ft reduced frequency peak factors N, 10.568 (Eq. 6-12) g0, g„ 3.4 resonant response factors turbulence intensity Rn 0.031 (Eq. 6-11) 17. 0.228 (Eq. 6-5) Rh 0.290 (Eq. 6-13a) integral length scale of turbulence RB 0.963 (Eq. 6-13a) L2 427 ft (Eq. 6-7) RL 0.884 (Eq. 6-13a) R 0.575 (Eq. 6-10) 318 Effg Consulting Engineers 1601 Fifth Avenue, Suite 1600. Seattle, Washington 98101 (206) 622-5822 Fax: (206) 622-8130 project TS s by CMD location 'tLt 1. A, t. A date 5/18/12 sheet no. client HD Light Pole job no. gust effect factor, rigid structures G 0.899 (Eq. 6-4) structure defined as rigid per Sec. 6.2 governing gust effect factor G 0.899 Velocity Pressure Sec. 6.5.10 velocity pressure at h (25. ft) qh 16.6 psf (Eq. 6-15) gust effect factor, flexible structures Gf 1.030 (Eq. 6-8) Pressure and Force Coefficients Sec. 6.5.10 cross-section, surface round, smooth (Fig. 6-21) height to diameter h/D see below (Fig. 6-21) net force coefficient Cf see below (Fig. 6-21) design wind force F/Af see below iG*q,, *CfJ pole dia. (Fig. 6-21) (Table 6-3) (Eq. 6-15) (Fig. 6-21) (Fig. 6-21) (Eqn. 6-28) z D h/D Kz qz D4(g5) Cf F/Af Oft 1.0 ft 2.0 ft 3.0 ft 4.0 ft 5.0 ft 6.0 ft 7.0 ft 8.0 ft 9.0 ft 10.0 ft 11.0 ft 12.0 ft 13.0 ft 14.0 ft 15.0 ft 16.0 ft 17.0ft 18.0 ft 19.0 ft 20.0 ft 21.0 ft 22.0 ft 23.0 ft 24:0 ft . 25.0 ft 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.86 0.87 0.88 0.89 0.90 0.91 0.92 0.93 0.94 0.95 14.9 14.9 14.9 14.9 14.9 14.9 14.9 14.9 14.9 14.9 14.9 14.9 14.9 14.9 14.9 14.9 15.1 15.3 15.5 15.7 15.8 16.0 16.2 16.3 16.5 16.6 psf psf psf psf psf psf psf psf psf psf psf psf. psf psf psf psf psf psf psf psf psf psf psf psf psf psf 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1:2 1.2 1.2 1.2 1.2 1.2 16.1 psf 16.1 psf 16.1 psf 16.1 psf 16.1 psf 16.1 psf 16.1 psf 16.1 psf 16.1 psf 16.1 psf 16.1 psf 16.1 psf 16.1 psf 16.1 psf 16.1 psf 16.1 psf 16.3 psf 16.5 psf 16.7 psf 16.9 psf 17.1 psf 17.3 psf 17.4 psf 17.6 psf 17.8 psf 17.9 psf 319 1 1 1 1 1 1 11) 1 1 1 1 1 1 ic 1 1 k • f f Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project 1. -SS by CMD sheet no. location TV1L W t LR , W A date 5/al ) a0 la client job no. 1 1 I pato Ltc,riT FO t t) Pert t.‘ - 1-1b M F LIGH7c conlT 74 BtOSw (kt,S tC,NbRF `NP v 3,S r) SCF 'A'rTl.cli ;t TJSS t G N Ci t�ltr cry_ = L, MgW LI' -lo'' PAST I3105wP<t,F ( MINI 320 Q.m Consul ling I:ngincer 1601 Fifth Avenue. Suite 1600 `.zcllle. 7lasnin0:n 9M;(11- 3665 (206) E22-552? iax (206) 622-6.130 Project --r< by CMD location-rWC_UJtL../A W A date 5/21/12 s' eet no. client HD Light Pole job no Loading. pole arm & Af Added Added Added z qZ F/Af Af pole z,; zm luminaries luminaries item EPA F F M 25 ft 16.6 psf 17.9 psf 0.5 sf/ft 1.0 ft 1 10 sf 183.5 Ib 4587 Ib -ft 24 ft 16.5 psf 17.8 psf 0.5 sf/ft 1.4 ft 12.5 Ib 301 Ib -ft 23 ft 16.2 psf 17.4 psf 0.5 sf/ft 1.4 ft 12.3 Ib 278 Ib -ft 21 ft 16.0 psf 17.3 psf 0.5 sf/ft 1.4 ft 12.2 Ib 258 Ib -ft 20 ft 15.7 psf 16.9 psf 0.5 sf/ft 1.4 ft 11.9 Ib 236 Ib -ft 18 ft 15.5 psf 16.7 psf 0.5 sf/ft 1.4 ft 11.81b 217 lb -ft 17 ft 15.1 psf 16.3 psf 0.5 sf/ft 1.4 ft 11.5 Ib 195 Ib -ft 16 ft 14.9 psf 16.1 psf 0.5 sf/ft 1.4 ft 11.4 Ib 176 Ib -ft 14 ft 14.9 psf 16.1 psf 0.5 sf/ft 1.4 ft 11.4 Ib 160 Ib -ft 13 ft 14.9 psf 16.1 psf 0.5 sf/ft 1.4 ft 11.4 Ib 144 Ib -ft 11 ft 14.9 psf 16.1 psf 0.5 sf/ft 1.4 ft 11.4 Ib 128 Ib -ft 10 ft 14.9 psf 16.1 psf 0.5 sf/ft 1.4 ft 11.4 Ib 112 Ib -ft 8 ft 14.9 psf 16.1 psf 0.5 sf/ft 1.4 ft 11.4 Ib 96 lb -ft 7 ft 14.9. psf 16.1 psf 0.5 sf/ft 1.4 ft 11.4 Ib 80 Ib -ft 6 ft 14.9 psf 16.1 psf 0.5 sf/ft 1.4 ft 11.4 Ib 64 Ib -ft 4 ft 14.9 psf 16.1 psf 0.5 sf/ft 1.4 ft 11.4 lb 48 Ib -ft 3 ft 14.9 psf 16.1 psf 0.5 sf/ft 1.4 ft 11.4 Ib 32 Ib -ft 1 ft 14.9 psf 16.1 psf 0.5 sf/ft 1.4 ft 11.4 lb 16 Ib -ft 0 ft 14.9 psf 16.1 psf 0.5 sf/ft 0.0 ft 0.0 Ib 0 Ib -ft Centroid Sum: 13 sf 1 10sf 0sf 0 l 381 Ib 7130 ib -ft 18.7ft Foundation Designs Employing Lateral Bearing IBC 2006 Depth of top soil to be ignored Nonconstrained for passive resistance = Sec. 1805.7.2.1 (Per geotech recommendation) applied lateral force P 381 Ib [Eqn. 16-11] centroid of force h 18.7 ft diameter of footing b 1.5 ft depth of footing - top d • 4.5 ft point of max pressure A 0.6 ft allowable soil bearing pressure' Sa 350 psf/ft • soil -bearing pressure at d/3 S1 933 psf minimum embedment (Eq. 18-1) dmin 3.9 ft d > dmin TRUE depth of footing dfinai 8.0 ft 1. Pressure includes factor of 2.0 increase for allowable movement of 1/2" 3.5 ft 321 1 1 1 1 1 1 1 f�1 1 1 r r 1 'ling Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 Project TSS location j U KW \ L ., W A by CM' date S /a -I /0201 a sheet no. client job no. \4 itTl,E Dov NDP-F"(o o.1 LOC I\T10N 1 PR p.._1‹._‘, RC1 LOT 1Q PS Y YL ALu►n1NUM •- moi poLE SAN Lt G HT- :f" txWRs. 9.00 U3 POLE - S I-8 l Kl " 2 W — acx LS - (3o Fr) (S 1-e F --r) 3S0 LS C5 • cs • Lt c. rrs 3OF-T TS -Met) hn? U 1c Pk -MCI N s Po .1= V = V4 = 0, e3 C3s-b • La) LB L, 2. Wt Nt W1 ". G b`16 RZN (S ss CI\Lt. 322 20 Tukwila Sounder Station North Site Development SECTION 26 51 00 Light Fixture Schedule ,ResetFohri� KIM LIGHTING PRA Round Aluminum Non -Tapered Pole nvisinn 1/12110 • pra.txe Type: Job: Catalog number: a:• w•min, Smtwra, Lm•.Uwm /alit` nrlrvdllintrd fT,,:•ul(x'.4•, 1Anlm Ng. • Van.* Approvals: Date: Page: 1 of 5 Specifications Conduit Opening Presswood Template Base Cover Plan View Longitudinal reference line. \/ Bolt Circle Orient parallel Diameter to curb or walkway. 45, Leveling Nut and Washer Concre e looting o be designed by others. Base Cover Anchor Bolt Projection Base Detail Grout must be packed under pole base to insure full contact with footing and prevent loosening of leveling nuts. Provide a channel through the grout for drainage from the pole interior. Pole Post Top Mounting Side Arm Mounting Y See char) X on page 2. Handhote Base Cover 18' Pole Construction: Seamless nand extruded akaninsrn rube of alloy 6063-T6, welded to top arc! Kollin, of akeninum base casting of alloy 356. Baso Cover. Base has a two-piece cast aluminum full cover of 319 alloy, secured by stainless steel screws. Pole Cap: A 8srdh-sided cast aluminum pole cap is provided for side arm mounted luminaires. Handhole: 18' up from base, with a casketed cover and grourxi lug. Poles with a 399%,a' O.D. inclu[i a handhule renkxcement casting welded in place Anchor Bolts: Four galvanized anchor bolts provided, complete with eight nuts, eight flat .rashers, and a presswood tempble Vibration Dampener. All poles 25' and above include an internally mounted, factory installed pendulum vibration dampener, web flush stainless steel socket head fasteners fnished to match pole. Strength: roles will withstand wind loads as listed in chart bee page 21 when luminaires are mounted per fixture installation instructions. Finish: Super TGIC the moset polyester powder coat paint applied over a titanated zirconium corrasion coating. Siandard colas are Blac, Dark Bronze, Light Gray, Stealth CaayT", Platinum Silver, and White. Custom cokes are available. CAUTION: Installation of poles without iuminaireis) will canpeomise pole strength. Any accessories attached to pole, or other modifications will compromise pole strength and may result in pole failure Maintenance: A regularly scheduled maintenance program must be established to insure the protective paint coating is intact. corrosion or structural dams has noccurred, and anchor bolt nub are tight nor occurred, Failure to do so could lead to pole collapse and serious personal injury. Allowable Pole EPA Wind Map Pole Steady Catalog X Y Wind Number 85 90 100 110 120 130 140 150 O PRA84125 8' 4' x .125 13.06 11.49 10.46 8.39 6.81 5.65 4.80 4.13 C) PRA85125 8' 5' x .125 21.29 18.79 17.15 14.05 11.72 9.92 8.49 734 O PRA1034125 10' 3-14' x .125 638 5.70 7.71 6.05 4.79 3.88 327 2.78 O PRA10.4125 10 4' x .125 9.78 853 9.09 7.01 5.42 430 3.58 3.01 O PRA10-s125 10' 5' x .125 16.21 14.21 12.90 1051 8.72 734 6.25 538 PRA1234188 12' 33/! x .188 8.76 7.62 6.86. • 5.35 4.20 330 2.59 2.03 .I PRA124125 12' 4' x .125 7.48 6.44 5.75 437 ' 332 259 2.14 1.78 PRA125125 12' 5' x .125 12.67 11.00 9.91 8.01 6.60 551 4.66 3.99 PRA125188 12' 6' x .188 32.89 29.22 27.04 22.20 18.53 15.69 13.44 11.64 �PRA1434188 14' 311;k .188 6.94 5.95 531 4.01 3.02 226 1.65 1.17 D PRA144125 14' 4' x .125 5.73 4.84 4.25 3.06 2.16 157 124 0.98 5.7 PRA144188 14' 4" x .188 10.56 9.14 8.21 634 4.92 3.91 3.26 2.74 0 PRA145125 14' x .125 10.01 8.58 7.64 6.10 4.98 4.11 3.44 2.91 PRA145188 14' s x .188 17.90 15.62 14.12 11.46 9.48 7.95 6.75 5.79 'J PRA14-6188 14' 6'N .188 27.19 24.11 2237 1831 15.24 12.87 11.00 9.49 O PRA164188 36' 4' s .188 955. 731 630 4.86 3.62 2.76 2.25 1.85 O PRA165125 11, 5' x .125 7.90 6.65 5.83 457 3.67 2.98 2.45 2.03 Handhofe n. P R A 1 6 5 1 8 8 16' , 5' x .188 14.80 12.81 11.50 9.26 7.61 634 534 455 PRA16.6188 19' 6' x .188 22.77 20.16 18.75 15.29 12.69 10.68 9.09 7.82 Base _J PRA204188 19.5' 4' x .188 533 437 3.74 2.48 1.52 0.91 0.63 0.42 PRA20=55125-19:5--i. 1-1:k:-2:90-211- r.S6 1.16 0:85-0'6_ -� O PRA205188 193 ->' x .188 9.83 8.29 7.28 5.71 4.60 3.75 3.09 256 16-.1PRA20-6188 19,5' 6-x.138 15.69 13.81 12.95 10.46 859 7.16 6.03 5.14 _1 = PRA25-6188 25' f: s .ties 11.74 8.46 8.07 638 5.12 4.17 3.43 2.85 i PRA30-6188. 333 6' < .188 ,;.61 4.74 4.69 .154 2.71 2.08 1.60 1.23 PRA305250 ;:Ii'' 6" x .250 1137 9.88 9.42 7.45 5.) 4.88 4.02 .'1:14 I 'Wont. zpesE Draft 90% Submittal for coordination 323ay 2, 2012 \VSP Hack + Kurtz SAP2000 5/18/12 11:26:44 HE L1GHT- POLE — P Ot P L Met L'(St$ 41 f$ x Yy " -TF+icK 3o rrr. TALL ALUMINUM X01, SAP2000 v15.1.0 - File:HE Light Pole Modal - Deformed Shape (MODAL) - Mode 1 - T = 0.81949; f = 1.22027 - Kip, in 324 DWI Consulting Engineers 1601 Filth Avenue, Suite 7600 Seattle, Washington 98101 (206) 622.5822 Fax: (206) 622-8130 project TSS by CMD location -1"-, date 5/18/12 sheet no. client HE Light Pole job no. Wind Loads ASCE 7-05 Method 2 - Analytical Procedure. Sec. 6.5 Basic Wind Speed Topographic Effects Sec. 6.5.4 Sec. 6.5.7 basic wind speed hill shape from Fig. 6-4 V 85 mph (Fig. 6-1) none wind directionality factor height of hill or excarpment Kd 0.95 (Tab. 6-4) H 0 ft distance from crest to half -way down Importance factor Lh 0 ft Sec. 6.5.5 distance from crest to site category II (IBC 2006 Tab. 1604.5) x 0 ft importance factor, wind loads topographic shape factor IW 1 (Tab. 6-1) Kl 0.00 (Fig. 6-4) distance to crest factor Exposure K2 0.00 (Fig. 6-4) Sec. 6.5.6 height above terrain factor exposure category K3 1.00 (Fig. 6-4) C topographic factor mean roof height Kr 1.00 h 30.0 ft topo effects only occur when H>15 ft velocity pressure exposure coefficients Kh MWFRS Kh C&C 0.982 (Table 6-3) 0.982 (Table 6-3) Gust Effect Factor background response Sec. 6.5.8 Q 0.946 (Eq. 6-6) fundamental period from seismic analysis terrain exposure constants from Tab. 6-2 T 0.820 sec (from SAP analysis) Zmin 15 ft natural frequency c 0.2 ni 1.22 Hz ( 500 ft critical damping ratio E 1/5.0 13 2.5% b 0.65 equivalent height a 1/6.5 z 18.0 ft 0.6h peak factor for wind response building width normal to wind gR 4.2 (Eq. 6-9) B 0.50 ft mean hourly windspeed at z building length parallel to wind VZ 74 mph (Eq. 6-14) L 0.50 ft reduced frequency peak factors N1 7.317 (Eq. 6-12) go, g„ 3.4 resonant response factors turbulence intensity . Rn 0.040 (Eq. 6-11) 12 0.221 (Eq. 6-5) Rh 0.343 (Eq. 6-13a) integral length scale of turbulence RB 0.975 (Eq. 6-13a) L2 443 ft (Eq. 6-7) RL 0.920 (Eq. 6-13a) R 0.716 (Eq. 6-10) 325 1 1 1 1 1 1 1 110111111 1 1 Consulting Engineers 1601 Filth Avenue. Suite 1600 Seattle. Washington 98101 (206) 622-5822 Fax: (206) 622-8130 project TSS by CMD location - V - date 5/18/12 sheet no. client HE Light Pole job no, Itloae gust effect factor, rigid structures G 0.897 (Eq. 6-4) structure defined as rigid per Sec. 6.2 governing gust effect factor G 0.897 Velocity Pressure Sec. 6.5.10 velocity pressure at h (30. ft) qh 17.3 psf (Eq. 6-15) pole dia. z D gust effect factor, flexible structures • Gf 1.081 (Eq. 6-8) Pressure and Force Coefficients Sec. 6.5.10 cross-section, surface round, smooth. (Fig. 6-21) height to diameter h/D see below (Fig. 6-21) net force coefficient C( see below (Fig. 6-21) design wind force F/Af see below [G*q h *C f] (Fig. 6-21) (Table 6-3) (Eq. 6-15) (Fig. 6-21) (Fig. 6-21) (Eqn. 6-28) h/D Kz qz D4(qz) C, F/Af Oft 1.2 ft 2.4 ft 3.6 ft 4.8 ft 6.0 ft 7.2 ft . 8.4 ft 9.6 ft 10.8 ft 12.0 ft 13.2 ft 14.4 ft 15.6 ft 16.8 ft 18.0 ft 19.2 ft 20.4 ft 21.6 ft 22.8 ft 24.0 ft 25.2 ft 26.4 ft 27.6 ft 28.8 ft 30.0 ft 6.0 in 60:0 6.0 in 60.0 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 6.0 in 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.86 0.87 0.88 0.89 0.91 . 0.92 0.93 0.94 0.95 0.96 0.97 0.97 0.98 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 14.9 psf 15.0 psf 15.3 psf 15.5 psf 15.7 psf 15.9 psf 16.1 psf 16.3 psf 16.5 psf 16.6 psf 16.8 psf 17.0 psf 17.1 psf 17.3 psf 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 2.0 2.0 2.0 2.0. 2.0 2.0 2.0 2.0 2.0 2.1 2.1 2.1 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2. 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2. 1.2 1.2 1.2 1.2 1.2 1.2 1.2 16.1 psf 16.1 psf 16.1 psf 16.1 psf 16.1 psf 16.1 psf 16.1 psf 16.1 psf 16.1 psf 16.1 psf ,16.1 psf 16.1 psf 16.1 psf 16.2 psf 16.4 psf 16.7 psf 16.9 psf 17.1 psf 17.3 psf 17.5 psf 17.7 psf 17.9 psf 18.1 psf 18.3 psf 18.4 psf 18.6 psf 326 k • ffConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project j 1y S by CMU sheet no. location TUK-w t 1.11,,, , LO( date Sid 1 /rp,0 l client job no. \\ 1 O z3t.ke LI(11k-T CI)LF FOJNDAT7ON•H E L14 4T5 Co N.Or SFE rNTTHCk{ED t*S&GN CAS G IGNORE Tor 1 of. &tl. Consulting I:neineers 1601 Fiilh Avenue, Suite 1600 Seetle. 'Wusirinct::n 98101-3661] (206) 672-5522 rwr (206) 627-8130 project TSS by CMD iocc;ior. T uKWlL{} l W A acre 5/18/12 sheet no client HE Light Pole job nc. MUako Loading pole arm & Al Added Added Added z qZ F/A1 Af pole z,; zm luminaries luminaries item EPA F F M 30 ft 17.3 psf 18.6 psf 0.5 sf/ft 1.0 ft 1 12 sf 232.3 Ib 6968 Ib -ft 29 ft 17.1 psf 18.4 psf0.5 sf/ft 1.7 ft 15.7 Ib 456 Ib -ft 27 ft 16.8 psf 18.1 psf 0.5 sf/ft 1.7 ft 15.4 Ib 421 Ib -ft 26 ft 16.6 psf 17.9 psf 0.5 sf/ft 1.7 ft 15.3 Ib 391 Ib -ft 24 ft 16.3 psf 17.5 psf 0.5 sf/ft 1.7 ft 15.0 lb 357 Ib -ft 22 ft 16.1 psf 17.3 psf 0.5 sf/ft 1.7 ft 14.8 Ib 328 Ib -ft 20 ft 15.9 psf 17.1 psf 0.5 sf/ft 1.7 ft 14.6 Ib 299 Ib -ft 19 ft 15.5 psf 16.7 psf 0.5 sf/ft 1.7 ft 14.2 Ib 267 Ib -ft 17 ft 15.3 psf 16.4 psf 0.5 sf/ft 1.7 ft 14.0 Ib 239 Ib -ft 15 ft 14.9 psf 16.1 psf 0.5 sf/ft 1.7 ft 13.7 Ib 210 Ib -ft 14 ft 14.9 psf 16.1 psf 0.5 sf/ft 1.7 ft 13.7 Ib 187. Ib -ft 12 ft 14.9 psf 16.1 psf 0.5 sf/ft 1.7 ft 13.7 Ib 164 Ib -ft 10 ft 14.9 psf 16.1 psf 0.5 sf/ft 1.7 ft 13.7 Ib 140 Ib -ft 9ft 14.9psf 16.1 psf 0.5sf/ft 1.7ft 13.7 Ib 117 Ib -ft 7 ft 14.9 psf 16.1 psf 0.5 sf/ft 1.7 ft 13.7 Ib 93 Ib -ft 5ft 14.9psf 16.1 psf 0.5sf/ft 1.7ft 13.71b 70 lb -ft 3 ft 14.9 psf 16.1 psf 0.5 sf/ft 1.7 ft 13.7 Ib 47 Ib -ft 2 ft 14.9 psf 16.1 psf 0.5 sf/ft 1.7 ft 13.7 Ib 23 Ib -ft 0 ft 14.9 psf 16.1 psf 0.5 sf/ft 0.0 ft 0.0 Ib 0 Ib -ft Centroid Sum: 15 sf 1 12 sf 0 sf 0 Ib 475 Ib 10777 Ib -ft 22.7 ft Foundation Designs Employing Lateral Bearing 18C 2006 Nonconstrained Sec. 1805.7.2.1 Depth of top soil to be ignored for passive resistance = (Per geotech recommendation) applied lateral force P 475 Ib [Eqn. 16-11] ' centroid of force h 22.7 ft diameter of footing b 1.5 ft depth of footing - top d 5.5 ft point of max pressure A 1.0 ft allowable soil bearing pressure' Sa 350 psf/ft soil -bearing pressure at d/3 S1 758 psf minimum embedment (Eq. 18-1) dmin 5.4 ft d > dmin TRUE depth of footing drnai 6.5 ft 1. Pressure includes factor of 2.0 increase for allowable movement of 1/2" 1.0 ft alp Consulting Engineers 1601 Filth Avenue. Suite 1600 Seattle, WA 98101 (206) 622.5822 tar (206) 6228130 14. Trestle Underpass Tukwila Sounder Station (111026) 329 1 1 1 1 1 10 1 1 1 1 1 • f / f Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TORS by �� sheet no. location TUKW t LIN , W A date 51 (et p t a client job no. (\10'. l�NC)ERSSS F1-(\(VI.E - LOtK tNCt .1 'FT r<X - XX XX iLIG`!\XXY t / 3 S PSF \ t0 PSF / A / / PSF 6 SPn,c ttsc(1 (p FT - = r_ (s PSt=)(a )(la r-) _ l -o u V‘12 = (‘O PS) (q Fr) (1, F,) = 54 0 t8 y.13 (S Psr) ( 8 F7) ((r pr) = a40 t.8 ClRSS+FY \c ' No -1:3U NCI STR.AxTUR- Cs = "� (R -ti) �s 9yS = 1.0 Cs 0.94S/ (3.s71.,,) Cs :. 0 - &. Fx _ CS- Wx t8) = \40a t$ Fd = o.a-3 (51-0 u3) = 11-1c% L2 F3 - o. as (a L.) Le) - (ay.sl L - Q FT (oRDtNp ' MOM'EV4 Ef2p.M1` COkiSE(tvATvF) 330 Miil Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project Tc -R S by CMD location 'Tv K -to t t -i , date Sill % sheet no. client job no. Ut,1Ds(ZPr\SS FRAME loAtAN(1 Gong C0NStbr-_(Z aoU Le ltv WAD P- (°N' locl\-1-toN (' ooLl AJ" 1olNb, LOttb CASE -S '-[e • coNStbER'• +I •�� a : 1.at, 1•�� * S; (%. ai o.aSb,$) D N_ I,o E f 1,6 L (0.9 - o s) h 1.6 E 331 1 1 1 1 1 1 1 11.) 1 1 1 1 1 1 1 1 1 leirlffiConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TCR by CMV) location TU IC W RA; , Vick client date 51131 ot01a sheet no. job no. II I)a(a UNhFRASS. rw-Pok11F_ - MFNtBE(Z_ r�s(c, N i • (I o R V bNT \ L ME.1\MI E`K2 MMnx = 8.1-4 ,N.KtP r mm,N -11,02 I14-1<IP 7 IB . y INS S+ .a n•3 S- - la•a ,N3 } FROM SAP CNNAtN,S1S IA- WTqv, 95 tTRtMMEt) Yi r y = -� 5 iMAx ( MMAY � s{ MM, N I S ti Ty = MAx 871/. , 11.ov12.1) 1 _ Mnx ( I,2ol 1 , 0•90 kst). tb I, 2.P. KSI ; c • SF-TlC AL MEMBER MMAxa•41(� IN • KIP.FRoti� SAP ANAL• SlS. MM,N - t41,4a .N -kW SRME SFCT(ow AS -Jr.f22-MEMBER_ T6 M1iX ( /s -, m-- /S-) Max dab/}.a, i R-9a/(a.A., .r3 I. 39 vs, c . • TALL \JERTtCAt. MrMBER OK 1 1WPFc'1-1U 332 • Consulting Engineers 1601 5117 Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TGRS by CMb sheet no. location TU Iu,J l Ll, , i/l1(k, date S/ 13 / oO ha client job no. 11 1 Oab NDE Ri4cSS rR�YV1E � k • St, Fzr „A.. Ry ULI u.tP 0 KIP M� z oto -°la IN -KAP ANCHOR / $ASE i St (I N } N F -oti SAP WhlNISIS SSE KITKCM ED H I LTJ 12EPORr ok_ • SupPoer- i3 = 1,IF rip Rx _ 0113 loll 4 -1 FR0IA SAP tm4PANS, tS SEE f\TTPvCHI`b HI LT) FWR.T GK 3331 1 1 1 1 1 1 1 1 1 1 1 F■111`i.T1 www.hilti.us Company: KPFF Specifier: CMD Address: Phone I Fax: 1 E -Mail: Page: Project: Sub -Project !Pos. No.: Date: Profis Anchor 2.3.0 1 TSS 5/17/2012 Specifiers comments: S'F UNDERPASS (=RAMS ANGttptL (SQ"elft^t' "P 1 Input data Anchor type and diameter: AWS D1.1 GR. B 5/8 Effective embedment depth: hof = 10.000 in. Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, 'nib] 1 design method ACI 318 / CIP eb = 0.000 in. (no stand-off); t = 0.500 in. 1, x ly x t = 12.500 in. x 8.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) W shape (AISC); (L x W x Tx FT) = 5.990 in. x 5.990 in. x 0.230 in. x 0.260 in. cracked concrete, 4000, fc' = 4000 psi; h = 420.000 in. tension: condition A, shear: condition A; anchor reinforcement: tension, shear edge reinforcement: none or < No. 4 bar yes (D.3.3.6) Z Input data and results must be checked for agreement with the existing conditions and for plausibility, PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 334 I -un -I• 1 www.hilti.us Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.3.0 2 TSS 5/17/2012 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2793 2 . 2694 869 0 -869 79 0 79 max. concrete compressive strain: 0.15 [16o] max. concrete compressive stress: 668 [psi] resulting tension force in (x/y)=(-0.045/0.000): 5486 [Ib] resulting compression force in (x/y)=(0.415/-3.582): 4746 [Ib] 3 Tension Toad O1 Tension x Compression Load Nu, [Ib] Capacity 4Nn [Ib] Utilization ];N = Nu,/4Nn Status Steel Strength* 2793 • 14966 19 OK Pullout Strength' 2793 6182 46 OK Concrete Breakout Strength"f N/A N/A N/A N/A Concrete Side -Face Blowout, direction 2793 8190 . 35 OK x-" * anchor having the highest loading **anchor group (anchors in tension) 1 Tension Anchor Reinforcement has been selected! 3.1 Steel Strength Ns, = n AB..N futa ACI 318-08 Eq. (D-3) 4, Nsteei 2 Nua ACI 318-08 Eq. (D-1) Variables E se.N [fn•21 fat. [psi] 1 0.31 65000 Calculations Nsa [Ib] 19955 Results Nsa [Ib] 19955 3.2 Pullout Strength NPN = Wc Np Np=8Aiwa ( NPN 2 Nua Variables Wee ysteel 0.750 ACI 318-08 Eq. (D-14) ACI 318-08 Eq. (D-15) ACI 318-08 Eq. (D-1) April [in.2] @ Ns, [Ib] Nua [Ib] 14966 2793 1.000 Calculations Np [Ib] 29440 0.92 [psi] 4000 Results Npn [lb] $conaete Cif seismic 4nonduaile 4) Nix, [Ib] Nua [lb] 29440 0.700 0.750 0.400 6182 2793 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 1-ti111 AG. FL -9494 Schwan Hilt is a registered Trademark of Hdti AG, Schaan 335 1 1 1 1 1 1 1 1 1 1 1 1 1 O 1 1 1 1 1 1 1 1 1 www.hiltius Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: Project: Sub -Project 1 Pos. No.: Date: Profis Anchor 2.3.0 3 TSS 5/17/2012 3.3 Concrete Side -Face Blowout, direction x - Ne, = 160 ca, ii Nsbg = agroup N$b 4) Nog a Nua aup 1 + 6 s Cal/ Variables ca, [in.] cat [in.] 3.750 4.000 Calculations agroup Nsb [Ib] 1.000 36398 Results Nog [Ib] 4concrete 36398 0.750 ACI 318-08 Eq. (D-17) ACI 318-08 Eq. (D-18) ACI 318-08 Eq. (D-1) see ACI 318-08, Part D.5.4.2 Eq. (D-18) Abrg [in.2] f. [psi] 0.92 1 4000 s [in.] itiseismic +nonduclile ib Nog [Ib] Nua,edge [Ib] 0.750 0.400 8190 . 2793 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilli AG, FL -9494 Schaan Hilti is a registered Trademark of I-11111AG, Schaan 336 I041111i lrl 1 www.hilti.us Profis Anchor 2.3.0 Company: KPFF Page: 4 Specifier: - CMD Project: TSS Address: Sub -Project I Pos. No.: Phone I Fax: i Date: E -Mail: 4 Shear Toad Load V. [Ib] Capacity 4Vn [lb] Utilization ]3v = Vaa/4Vn Status Steel Strength* 869 12971 7 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength* 869 2128 41 OK Concrete edge failure in direction i1 N/A N/A N/A N/A • anchor having the highest loading "anchor group (relevant anchors) 1 Shear Anchor Reinforcement has been selected! - 4.1 Steel Strength V. = n ASe,v futa ACI 318-08 Eq. (D-19) 4, Vsteel 2 vu. ACI 318-08 Eq. (D-2) Variables l n A.,/[in.2] luta [Psi) 1 0.31 65000 Calculations V. [Ib] 19955 5/17/2012 Results V. [Ib] 4steet 4 Vsa [Ib] V. (Ib] 19955 0.650 12971 869 4.2 Pryout Strength ANcl Vcp = kcp [(t) Wed,N Wc.N Ww.N N] ACI 318-08 Eq. (D-30) 4, Vcp a Vua ACI 318-08 Eq. (D-2) At•1c see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANA = 9 her ACI 318-08 Eq. (D-6) 1 Wec,N = (1 , 2 eN ) 5 1.0 ACI 318-08 Eq. (D-9) 3 hel Wed.N = 0.7 + 0.3 (1.5herc=m'") 5 1.0 ACI 318-08 Eq. (D-11) 1 Wcp,N = M(Ca_min 1.5her15 1.0 ACI 318-08 Eq. (D-13) pec Cac 1/ Nb = kc?, A h., ACI 318-08 Eq. (D-7) Variables kcp hat [in.] ec1.N [in.]ec2.N [in.] c„.„[in.] 2 2.667 0.000 0.000 3.750 Wc,N Cac [in.] kc 3 fc [psi] 1.000 24 1 4000 Calculations ANc [in 2] ANc0 (in•2] Wec1,N Wec2,N Wed.N Wcp,N Nb [Ib] 50.00 64.00 1.000 1.000 0.981 1.000 6610 Results Vcp [lb] +concrete +seismic 4nonductile + Vcp [Ib] Vua [Ib] 10134 0.700 0.750 0.400 2128 869 5 Combined tension and shear Toads 13N 13v Utilization pN,v [o/a] Status 0.452 0.408 5/3 50 OK pNv=(31�+(3v<=1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG. FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 337 1■■11`TI www.hilti.us Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.3.0 5 TSS 5/17/2012 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. Them factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c). • Checking,the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-08 Appendix D, Part D.3.3.4 this requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5; the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "non-structural components" as defined in ASCE 7, Section 13.4.2. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out -of -plane forces" as defined in ASCE 7, Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputting values for brittle reduction factors (�nonducdle) different than those noted in ACI 318-08, Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the governing building code. Selection of ynonductile = 1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318-08, Part D.3.3.3. • The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI -318-08, Part D.5.2.9 for information about Anchor Reinforcement. • The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI -318-08, Part D.6.2.9 for information about Anchor Reinforcement. • Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Anchor calculations. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 338 MIL.TI www.hilti.us Company: Specifier: !!!C.. Address: Phone I Fax: E -Mail: KPFF CMD Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.3.0 6 TSS 5/17/2012 7 Installation data Anchor plate, steel: - Profile: W shape (AISC); 5.990 x 5.990 x 0.230 x 0.260 in. Hole diameter in the fixture: dl = 0.688 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Cleaning: No cleaning of the drilled hole is required Ay -3.000 6.2E0 Anchor type and diameter: AWS D1.1 GR. B, 5/8 Installation torque: -0.009 in.lb Hole diameter in the base material: - in. Hole depth in the base material: 10.000 in. Minimum thickness of the base material: 11.813 in. 6.250 2 3.750 5.000 3.750 Coordinates Anchor In. Anchor x y c.x c„ c.y c.y 1 -2.500 0.000 3.750 2 2.500 0.000 8.750 4.000 4.000 4.000 4.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG. FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 339 1 1 1 1 1 1 1 1 IC; 1 1 1 1 1 1 1(1 1 1 1•41111:1111 www.hilti,us Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.3.0 7 TSS 5/17/2012 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PRGFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 340 141I1.T11 www.hilti.us Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.3.0 1 TSS 5/17/2012 Specifier's comments: (3NSF V NDERP,lSS PR.ptNbE ANc,EtoR- (Suppo) r " 8 1 Input data Anchor type and diameter: HIT-HY 150 MAX -SD + HAS 1/2 Effective embedment depth: hef,act = 4.000 in. (hef,limit = - in.) Material: • 5.8 Evaluation Service Report:: ESR 3013 Issued I Valid: 4/1/2010 14/1/2012 Proof: design method ACI 318 / AC308 Stand-off installation: et, = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: Ix x ly x t = 10.000 in. x 6.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Rectangular plates and bars (AISC); (L x W x T) = 4.000 in. x 1.000 in. x 0.000 in. Base material: cracked concrete, 4000, fc' = 4000 psi; h = 8.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, installation condition: dry Reinforcement: tension: condition 8, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, in.Ib] Z N+ 0 Input data and results must be checked for agreement with the existing conditions end for plausibility! PROFIS Anchor ( c ) 2003-2009 Heti AG, FL -9494 Schaan la is a registered Trademark of Hilti AG, Schaan 341 1 www.hilti,us Profis Anchor 2.3.0 Company: KPFF Page: 2 Specifier: CMD Project: TSS Address: Sub -Project I Pos. No.: Phone I Fax: I Date: 5/17/2012 E -Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 575 75 0 75 2 575 75 0 75 max. concrete compressive strain: - [%e] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 1150 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension Toad Load N. [Ib] Capacity 4Nn [Ib] Utilization ]3N = N1e/$Nn Status Steel Strength* 575 6688 9 OK Bond Strength* 1150 3839 30 OK Concrete Breakout Strength" 1150 6290 19 OK ' anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength N„ = ESR value Nateel a N. refer to ICC -ES ESR 3013 ACI 318-08 Eq. (D-1) Variables n Ase,N [in.2] futa [psi] 1 0.14 72500 Calculations Nsa [Ib] 10290 Results Nsa [Ib] 10290 Wsteei 0.650 4, Nsa [Ib] N. [Ib] 6688 575 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 342 C G 1111411:119 www.hilti.us Company: KPFF Specifier: CMD Address: Phone I Fax: 1 E -Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.3.0 3 TSS 5/17/2012 3.2 Bond Strength Nag – (-c:2-0)Wed,Na Wg,Na 41ec.Na 41p,Na Na0 4, Nag 2 Nua AN. = see ICC -ES AC308, Part D.5.3.7 ANa0 = Sv,Na Sam = 20d Tk,uncr 5 3 het 1450 Sp _Na Cc, Na _ 2 • Wed.Na = 0.7 + 0.3 1 Ca --,r"—"\ 5 1.0 Ca Nal f (/S• 0.5 Wg,Na = W9,Na0 + L\S --/ (1 - W9,Na0)] 2 1.O �rr �15 W440.0 = Vn ' [(`1f1�� - 1) • Tk.c ] Tk,max,c Tk.max,c = n d hY el ' Tc 1 Wec,Na = 1 1 + 2eN ) 5 1.0 Scr,Na 1yp,Na = MAX(Ca—min' Ca,Na) 1.0 Cac Cac 1 Nag = Tk.c Kbond 7t d hef 2 1.0 ICC -ES AC308 Eq. (D -16b) ACI 318-08 Eq. (D-1) ICC -ES AC308 Eq. (D -16c) ICC -ES AC308 Eq. (D -16d) ICC -ES AC308 Eq. (D -16e) ICC -ES AC308 Eq. (D -16m) ICC -ES AC308 Eq. (D -16g) ICC -ES AC308 Eq. (D -16h) ICC -ES AC308 Eq. (D -16i) ICC -ES AC308 Eq. (D -16j) ICC -ES AC308 Eq. (D -16p) ICC -ES AC308 Eq. (D -16f) Variables tk,c,uncr [psi] danohor [In.] he [in.] Ca.min [in.] savg [In•] n tk,c [Psi] 1985 0.500 4.000 4.000 6.000 2 763 kc fc [psi] ec1,N [in.] ec2,N [in.] cac [in.] Kbond ' 17 4000 0.000 0.000 6.000 1.00 Calculations Sv,Na [in.] Ccr,Na Pm] ANa [in.2] ANa0 [in.2] Wed,Na Tk,max [Psi] 11.700 5.850 174.35 136.90 0.905 1369 Wg.NaO Wg,Na Wec1,Na Wec2,Na Wp,Na Neo [Ib] 1.242 1.069 1.000 1.000 1.000 4794 Results Nag [Ib] 4)bond 4) Nag [Ib] N. [Ib] 5906 0.650 3839 1150 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 343 1■■1I WTI www.hilti.us Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: Project: Sub -Project 1 Pus. No.: Date: Profis Anchor 2.3.0 4 TSS 5/17/2012 3.3 Concrete Breakout Strength 1/ANc1 Ncbp = \ANco 1Vec.N Wed.N 1Jrc.N Wcp.N Nb 4)Nog2Ne AN, see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) z ANS = 9 hef 4401 Wed•N 1 1+2eN 51.0 3 hef = 0.7 + 0.3 (ca ni" 1 5 1.0 `1.Shefl = MAX Ca -min 1.5het � Wro N 1 vac Cac Nb =kcX he1s Variables hat [in.] 4.000 Cac [in.] .0 ACI 318-08 Eq. (D-5) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ec1,N [in.] ec2,N [in.] ca,min [in.] 0.000 0.000 4.000 6.000 Calculations ANc [in.2] 180.00 Results Nag [Ib] 9677 kc 17 1 ANco [in.2] 144.00 gconcrete 0.650 ( [psi] 4000 West ,N Wac2,N 1.000 1.009 4) N [Ib] NUe [Ib] 6290 1150 Wc•N 1.000 Wed,N 0.900 Wcp.N Nb [Ib] 1.000 8601 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 344 11141116:191 www.hilti.us Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.3.0 5 TSS 5/17/2012 4 Shear Toad Load V,,, [Ib] Capacity ¢Vn [Ib] Utilization pv = Vud+V0 Status Steel Strength* 75 3705 3 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Bond Strength 150 8268 2 OK controls)" Concrete edge failure in direction y+'• 150 3986 4 OK ' anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = (n 0.6 Asev futa) Vsleel a Vua Variables n 1 refer to ICC -ES ESR 3013 ACI 318-08 Eq. (D-2) Amy [in?] fut. [psi] (n 0.6 Ase.v lute). [Ib) Calculations Vse [lb] 6175 Results VSa [Ib] 6175 0.14 72500 6175 steel 0.600 4, Vsa [Ib] Vua [Ib] 3705 75 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hiiti AG, Ft. -9494 Schaan Hdti is a registered Trademark of Hlltl AG, Schaan 345 www.hilti.us Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: Project: Sub -Project 1 Pos. No.: Date: Profis Anchor 2.3.0 6 TSS 5/17/2012 4.2 •Pryout Strength (Bond Strength controls) ) 1 Vcpg —t(cp[( a0/ Wed,Na Wg,Na WeC,Na Wp,Na Na0] Vcpg 2 Vua ANa see ICC -ES AC308, Part D.5.3.7 ANaO Scr,Na = 20 d471; 5 3 het Cc Na = S2CT,N8 Wed.Na = 0.7 + 0.3 (C=min) 5 1.0 Cu,Na r s 0.5 Wg.Na = Wg.NaO + [(.. / (1 - W9.NaO)] 2 1.0 Scr,Na -- rr `11 5 9�N WaO II = - - [(1 - 1) • (Tkfmax.c/ ]2 1.0 kc �� Tk,max,c = i< . d h� 01 fc 1 Wec,Na = (1 + 2e.N) 5 1.0 Sar,Na Wpm. = MAX Ca min Cu.Na 5 1.0 -� Cac Cac Nab = Tk,c Kbond R d hef Variables ACI 318-08 Eq. (D-31) ACI 318-08 Eq. (D-1) ICC -ES AC308 Eq. (D -16c) ICC -ES AC308 Eq. (D -16d) ICC -ES AC308 Eq. (D16e) ICC -ES AC308 Eq. (D -16m) ICC -ES AC308 Eq. (D -16g) ICC -ES AC308 Eq. (D -16h) ICC -ES AC308 Eq. (D -16i) ICC -ES AC308 Eq. (D -16j) ICC -ES AC308 Eq. (D -16p) ICC -ES AC308 Eq. (D -16f) kep :.c,uncr [psi] Tk.c [psi] danctwr [in.] her [in.] sa„re [in.] 2.000 0 763 0.500 4.000 6.000 kc fc [psi] ec1.N [in.] ec2.N [in.] Cairo [in.] cac [in.] 17 4000 0.000 0.000 4.000 6.000 n Calculations ser,NO [in.] c«Na [in.] AN. [in.2] ANao [41.2] Wed,N Tk,max [Psi] 11.700 5.850 174.35 136.90 0.905 1369 Wg,NaO Wg,Na Wec1,N Wec2,N Wp,Na Nao [Ib] 1.242 1.069 1.000 1.000 1.000 4794 Results Vcp5 [Ib] 11812 • +con«ete 4f Vcpg [Ib] V. [Ib] 0.700 8268 150 2 Kbond 1.00 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c )2003-2009 Hilti AG. FL -9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan 346 r ) www.hilti.us Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: Project: Sub -Project 1 Pos. No.: Date: Profis Anchor 2.3.0 7 TSS 5/17/2012 4.3 Concrete edge failure in direction y+ Vcbg , (Avco) Wec.v Wed,V Wc,V Wh,V Wparallel,V Vb Vcbg 2 Vua Avc see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 ce, 1 Wec.v = (1 + 2e ) 5 1.0 3ca, Wed.v =0.7+0.3(1 SCai)51.0 - ha � = (7 (d)0.2 (471.) Vte ca i5 a Wh,V Vb ACI 318-08 Eq. (D-22) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) Variables ca, [in.] ca [in.] ea, [in.] tic,V ha [in.] 4.000 - 0.000 1.000 8.000 IB [in.] ) da [In.] fc [psi] Wparallel,v 4.000 1 0.500 4000 1.000 Calculations Avc [in.2] Avco [in.21 Wee,V Wed.V Wh,v 108.00 72.00 1.000 1.000 1.000 Results Vcbg [lb] $conc,ete Vcbg [Ib] Vua [Ib] 5694 0.700 3986 150 5 Combined tension.and shear loads (3N [3V C 0.300 0.038 5/3 13Nv=A+0,<=1 Vb [Ib] Utilization [3N,v [%] 14 3796 Status OK 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The m factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout • Strength. Refer to ACI 318, Part D.4.4(c). • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. Refer to the ICC -ES Evaluation Service Report (e.g. section 4.1.1 of the ICC -ESR 2322) for details. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 347 1 1 1 1 1 1 1 1 1 c- 1 1 1 1 1 1� 1 1 11041`T1 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: KPFF CMD Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.3.0 8 TSS 5/17/2012 7 Installation data Anchor plate, steel: - Profile: Rectangular plates and bars (AISC); 4.000 x 1.000 x 0.000 in. Hole diameter in the fixture: df = 0.563 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Cleaning: Premium cleaning of the drilled hole is required 5.000 Anchor type and diameter: HIT-HY 150 MAX -SD + HAS, 1/2 Installation torque: 360.001 in.lb Hole diameter in the base material: 0.563 in. Hole depth in the base material: 4.000 in. Minimum thickness of the base material: 5.250 in. 5.000 2.000 6.000 2.000 Coordinates Anchor in. Anchor x c -x c.x c -y c.y 1 -3.000 0.000 2 3.000 0.000 4.000 4.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c )2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 348 www.hilti.us Company: KPFF Specifier: CMD Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.3.0 9 TSS 5/17/2012 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hutu AG, FL -9494 Schaan Hite is a registered Trademark of Hilti AG, Schaan 349 1 1 1 1 1 1 1 U 1 1 1 1 1 11 1 1 MConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TC,IkS by (Mt. location TU IC1 t R, W P� date S 19 /a 01,R sheet no. client job no. 111 oak. � I I UNDFRZpASS FRAME - t_OW)?lvcINaL LOADINC) H FE 'a N FE ;230 t-8 • 1+ E M = = (F) ( y Fr) - (R),) (lo ter) 0 - (3'.30 Le) (4 Fr) - I(Rx)(bFT) Rx Is -3 Le Csx_ g`? J`NSPCGrieW r 350 Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TZ by CT• sheet no. 1 location Tv tcw 1 t R , uJ (1, date . / I—i/ a b t a client job no. (i i (1 . (0 UtteCR PP\SS' FRAME — LONA i'I'UDINAL ME.MQE.R cls c to n (A)c L _ CIL •-7FR.1?3 = (1 t) s3 F) (.ti Ff) Max p _ 5/3!gy `41-9/ET L/240 >_ 5/394 wo Er W = Q.003 K-'17* L = In i,- '- 99. E _ a°I000 ; KsI r > 3. IPS' (o. oo3) ("3a)' / (2a000) r > 0,'13(-1 IN4 t3� 1NSPEc rro N 351: 1 1 1 1 1 1 ID 1 1 1 1 1 1 1 r 1 . Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TL� by CMD sheet no. • location j V k W l t -A , W 1\_ date •S-1 ? 1 at la client job no. k 11 a to UNDER -PASS FRAME - LRooF t cK: i ' l SPt+N B ; FT (Si n)G t E i'0•1\) b ?SF --� qq < (0 ''S F- t t G. S t, N (.4 LE S* -N 7Y PS Q Y M ErR_� (wont= DECK VFf2.tb pF_SIC,N . (Kt iRc ff /mini - T'1oR SiNC,te 8 Pr - L dK SPAN 352 4 ALLOWABLE UNIFORM LOADS (psf, N/m2) a Type PLBTM-36 or HSB®36 1 2 11/2" (38 mm) Deep Roof Deck Primer Painted or Galvanized 0 Lail! -in., mm) 4'-0" 5'-0" 5'-6" 6'-0" 6'-6" 7'-0" 7'-6" ('c` 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" SPAN GAGE 1,220 1,520 1,680 1,830 1,980 2,130 2,290 2, •'i 2,590 2,740 2,900 3,050 3,200 3,350 3,500 3,660 178 114 94 79 67 58 51 44 39 35 31 28 22 STRESS 8523 5,458 4,501 3,783 3,208 2,777 2,442 2,107 1,867. 1,676 1,484 1,341 L/240 ++♦ 92 69 53 42 34 27 Z2 19 16 13 11 4,405 3,304 2,538 2,011 1,628 1,293 1,053 910 766 622 527 1 STRESS 223 143 118 99 85 73 64 56 49 44 40 36 32 30 27 25 10,677 6,847 5,650 4,740 4,070 3,495 3,064 2,681 2,346 2,107 1,915 1,724 1,532 1,436 1,293 1,197 1 20 222 113 85 66 52 41 34 28 23 19 17 14 12 11 9 8 L/240 10,629 5;410 4,070 3,160 2,490 1,963 1,628 1,341 1,101 910 814 670 575 527 431 383 8 STRESS 300 196 162 136 116 100 87 1 68 60 54 49 44 40 37 34 1 1 14,364 9,385 7,757 6,512 5,554 4,788 4,166 3,639 3,256 2,873 2,586 2,346 2,107 1,915 1,772 1,628 159 119 92 72 58 47 391 32 27 23 20 17 15 13 11 16 L/240 +++ 198 149 115 90 72 59 48 40 34 29 25 21 19. 16 14 9,480 7,134 5,506 4,309 3,447 2,825 2 8 1,915 1,628 1,389 '1,197 1,005 910 766 670 STRESS 188 120 99 84 71 61 54 47 42 37 33 30 9,001 5,746 4,740 4,022 3,399 2,921 2,586 2 0 2011 1,772 1,580 1,436 L/240 +++ 7,613 5,698 4,405 3,447 2,777 2,250 1,867 1,532 1,293 1,101 958 814 718 622 527 STRESS 300 250 207 174 148 127 111 98 86 77 69 62 57 52 47 43 14,364 11,970 9,911 8,331 7,086 6,081 5,315 4,692 4,118 3,687 3,304 2,969 2,729 2,490 2,250 2,059 22 L/240 +++ +++ +++ +++ +++ +++ +++ +++ +++ ++♦ 3 1,532 1,,33 28 41 , STRESS 236 151 125 105 89 77 67 59 52 47 42 38 34 31 29 26 LLI 11,300 7,230 5,985 5,027 4,261 3,687 3,208 2,825 2,490 2,250 2,011 1,819 1,628 1,484 1,389 1,245 20 47 40 34 29 26 22 20 m L/240 +++ +++ +++ +++ +++ +++ +++ +++ +++ 2250 1,915 1,628 1,389 045 1,053 958 STRESS 300 204 168 141 121 104 91 80 70 63 56 51 46 42 39 35 0 18 14,364 9,768 8,044 6,751 5,794 4,980 4,357 3,830 3,352 3,016 2,681 2,442 2,202 2,011 1,867 1,676 56 48 41 36 31 28 U240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ 2,681 2298 1,963 1,724 1,484 1,341 16 70 60 51 45 39 34 L/240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ 3,352 2,873 2,442 2,155 1,867 1,628 STRESS 300 254 210 176 150 129 113 99 88 78 70 63 57 52 48 44 14,364 12,162 10,055 8,427 7,182 6,177 5,410 4,740 4,213 3,735 3,352 3,016 2,729 2,490 2,298 2,107 2 STRESS 235 150 124 105 89 77 67 59 52 46 42 38 ' 22 11,252 7,182 5,937 5,027 4,261 3,687 3,208 2,825 2,490 2,202 2,011 1,819 L 100 79 63 51 42 35 30 25 22 ...I 20 U240 +++ +++ +++ 124 97 78 63 52 44 37 31 27 23 20 18 15 O. 5,937 4,644 3,735 3,016 2,490 2,107 1,772 1,484 1,293 1,101 958 862 718 ' re 300 255 210 177 151 130 113 99 88 79 71 64 58 53 48 44 STRESS 14,364 12,209 10,055 8,475 7,230 6,224 5,410 4,740 4,213 3,783 3,399 3,064 2,777 2,538 2,298 2,107 L1240 +++ +++ +++ 4,788 3,783 3,016 2,442 2,011 1,676 1,436 1,197 1,053 STRESS 295 188 156 131 112 96 84 74 65 58 52 47 43 39 36 33 14,125 9,001 7,469 6,272 5,363 4,597 4,022 3,543 3,112 2,777 2,490 2,250 2,059 1,867 1,724. 1,580 1- 18 1.440 - +++ +++ +++ 173 136 109 89 73 61 51 44 37 32 28 25 22 8,283 6,512 5,219 4,261 3,495 2,921 2,442 2,107 1,772 1,532 1,341 1,197 1,053 16 ' STRESS 300 300 262 220 188 162 141 124 110 98 88 79 72 65 60 55 14,364 14,364 12,545 10,534 9,001 7,757 6,751 5,937 5,267 4,692 4,213 3,783 3,447 3,112 2,873 2,633 L/240 +++ +++ +++ 216 170 136 111 91 76 64 54 47 40 35 31 27 10,342 8,140 6,512 5,315 4,357 3,639 3,064 2,586 2,250 1,915 1,676 1,484 1,293 Catalog VR2 VERCO DECKING, INC. 353 27 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1111 • Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TSS by CMO location i lJ YL W k Lr\ , 11J p, client date s/aI /sots sheet no. job no. "11 �d•lo U t\ Ec P(\SS C-sztzw I TOP F\NC, �r= • I I � ANGLE w/ '/P y< TWREACEb RAp 1 I C.N1`CK ANGLE M6'r7<L OF Ck cus nM T ssGTt t'j WT Ls/ 2crrri M f LRN(1E FL RTE TNICK NESC • • 4F...ly { il)Fy 0.O2 I N7 = /t 7 t2 -. t 1 0.17 �N 6MAx h= ?LI at -to P6SO M6 ANCI lF (ANTI LEVE S PFT Miz6P'14E1 R-ot. P ((MFS ¶: W CusTotA SuPPORTi 3C RUOF DEAL I 1 ! t t a0 Ll3 ,k) ,w -t<tt ,(0A)(3(, lett) (ASSVME b (o m.) ;Li 6t3 (ib(IDou;)((„N)2/(ag000Kct)CPSSvrnF 5 ,a9 i I - { ? 0 - al ' is ! CV_t•RR.o LS 1 1 354 Eilli Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 Project I JS by C Mt') location TJIcWIL(A-, 1it1I\ date Sta.i I aola sheet no. client (1 job no. UNDcRPP.SS FRAME - F i * RNc,LE �oNT. do CNFGK ANG LE Lz NCi LECA t iMEtJS1onl _I a,•, d i I d d TUP FLRNCt E _ %z C.1 •S t.J I I SAY a•, Long) SwTTFb 1y5LE otss EACH StDF_ _ NEED `l,' LptVC, LEC, DIMENS(On) USE L lc x ' 1 >< /z x Conry 355, 1 1 1 1 1 1 1 1 1 10 1 1 1 1 1 1 1 1 Consulting Engineers 1601 (irrn Avenue, Suite 1600 Seance, WA 98101 l?061 622.5821 (a (106) 622.8;30 15. Sign Bridge Tukwila Sounder Station o (111026) 356 tee-; ;:i. wY{^•J^.:�.. ".CO! 'in..... is : 4r,:.} i;_:•-:;l.i!� :1C:) -; Tukwila Commuter Rail Station • BMR Tukwila. WA 9/2/10 Sound Transit EXECUTIVE SUMMARY DESIGN ITEM: Sign Bridge at Longacres Way 109275 CODES AND REFERENCES: 1) "Bridge Design Manual" - Washington State Department of Transportation - March 2010 2) "Standard Specification for Structural Supports for Highway Signs, Luminaires and Traffic Signals" - AASHTO ;3) "Geotechnical Report Tukwila Commuter Rail Station" with amendments: -.Shannon and Wilson Inc. - August 18, 2010 4) "Manual on Uniform Traffic Control Devices" - FHWA DESCRIPTION: A sign bridge that warns drivers of a low-clearancerailroad underpass will be removed and replaced on Longacres way as part of street improvements. The new sign bridge will be a WSDOT standard sign bridge .with warning signs per reference. (4). ANALYSIS: AM elements of the frame conform to the.requirements. of reference (1) except the allowable lateral earth pressure. Reference (1) indicates an'assumed lateral bearing pressure of 2500 psf. However, reference.(3) indicates an allowable lateral bearing pressure.of 1000 psf is recommended for this site. Therefore, an LPILE analysis was performed to :confirm that the induced earth pressures are under the 1000 psi threshold. The drilled shaft foundation length was determined frorn reference (1). LPILE.was'then used to .determine the imposed lateral earth pressure and confirm that it is below the.allowable threshold. LPILE parameters were based on the recommendations in reference (3). 357 r r c r r r Chapter 10 Signs. Barriers, Approach Slabs li Utilities 1 S TANt?ARP 1vMONC! 3 UF_ SiC711, 51,-;:;-) E 60 Ai. LE7Jt+'1" '0576 e FEAP <. 0 SEA fr. f- `a SEAla :. t/ .AM5Er 5!'Al: LE t4,7.71-. "-: "�, .. "5' 1 I ..Lt,. "L;.. "5" _ "LI- LI "p' i2.' .- iz• "s "c' ,_ ..:::::: -: "�"`- THAF: 3C -0. ^C" .. -2" M'' 0.-0" 21 . - .7 i� I ✓'0 ... �. _ ^�v''� .e 15.' -C 7;,.. - ` ?'_c i�' .23X,".23X,"- t5.0. -C' T 3t •C -C." .o" y,,6 _n" 2.-:!," -C" 3«" _t 7` . . 2'-0* 9«.. 3C C TO - .7"-0" 'A.. - - -7i° •C' '"C gn.r" 3t C -,Ir 1../.,4_FC» _6' - _zn :: 6 '» ` CXI 2 -4 '«, ,- ^C' 7� ,a r 2.-:*" - _n :i' 3 v' 7Cr i r" 2 °" .. - w S' -SV._ 7 C' C Wig -n, v0 C Or I P44 _cr - -F" !I' 0 -2" 2-0" 2.2," P:'. 75 *., Wr .G,. -. b' 2-7" ,5, 42-7 -.-F., - -a. 1"" c• .105'-0" 70 30 1 _g" _F" 7«, N, -r" _F" n -7" r,. l6 -E' ... ..F" -" ' 4C-0" - -6" -'-.7" R-' i 7p�, -,120-0'70 *F .c" 30 •^ OF L . -0" - -6" 34' 6 -0" 2r6" `•-F' m. C Tr - _ 40 -0' _ -735`-. 70 150-0" 30'-C"' OF 1135 n.47 '1.'-'6" :.' 6'-C' ,-r 2'-F' 4z" "e'' rC o v . _ •6" _ -6• ,_. � 4Cy_C .- " 2a _ _ _ -6" < 4" 10F" d NOTE: DENOTES MAih LOAD 0ARRYIN.'•- TEN51LE MEM5E45 OR T5N550N COM"ONEW*5 07 F1. XL'RAL M5fif527&. Table 10.1.44 STANPAP.0 IvIONOTtl5 CANT'ILEVE\5 57M LENGT' P0575 a SOLrEr' 5PL1055 r, i 5OL T 2i' o'L1CL - G AMBER 5!'Al: LE t4,7.71-. F'057G'.'•SE © L7 TO LP ANC . ri i' LT Ti; 7.5 MAXIMUM. ;vlGh AR--�. "yl. "5" r_ "72 i2.' "5' "C' "7:_'' 4.555 rHAN 20'-0" 50 .C. OP L -'44 -6 1-6' 7-0" ;" 6'-0' 2'-0" 2'.0" , 14'-0' L_75 i HAI\ 71'"" , , 2 SG •, 50'-C."1`-6 nF L=.yC 5 7' 0" 5 6'-C" .. 44 - 74''0" TO 7-0" 2-0" ,;' 336" 500 54. F-. ,Fr'.r". 60'-C' 7{. 744 „ 4 _ 2 iZ " 46' E. 5• 2' ' 6 5 214 " 44' 600 5C. 7'. - . -75 D" TO 134' 4 2t' 44 n - 7 ,r' 6 - 5 - 214." 42" 750 50. 77. Pr -n" +'sC`-C'' 10 134" 4 5 2c,' 1" 7 6 • ?.. J" 7 r. 6 w 71=" r 75C 50. FT. «108 -0" "L '20-0" 134" 4 5 235'` 1" 7 6 - i 'v." 7 :. 5 4 245" r 850 SQ. F7, 720'- 70 2' 4 5 2'f r , 7 - - _ 7." 7 5 7 5 245" 1" ! BCC 50. F'. .'`5, -0" -I35'-7' TC 2. 4 5 23:' 7 7 - W 8 _ 5 ter" 7 &C0 SQ. F". 150'-0" __ - _ d NOTE: DENOTES MAih LOAD 0ARRYIN.'•- TEN51LE MEM5E45 OR T5N550N COM"ONEW*5 07 F1. XL'RAL M5fif527&. Table 10.1.44 STANPAP.0 IvIONOTtl5 CANT'ILEVE\5 57M LENGT' P0575 a SEAW. A m SEAM 5 (2 G AMBER "5n "fr. A' "H'. »TI" "yl. "5" C . "72 i2.' "5' "C' "7:_'' 4.555 rHAN 20'-0" 50 .C. OP L -'44 -6 1-6' 7-0" ;" 6'-0' 2'-0" 2'.0" ;4" 14'-0' s 0" 2'-0" 31. 2" 20'-C' TO 3n -r" 50'-C."1`-6 nF L=.yC 2C'-0' 70 3r'4^" 7' 0" if" 6'-C" 2-0' 2.-0." Y.. 74''0" TO 7-0" 2-0" ,;' 336" 5'"AN L?NGTh 7057 SASS (ID SOLTEr 5r.105 MAYIMUM5 u "0r 755' "sc T3' "TO, - "01' "CZ - .Ja,' - "54" "1•'r'• "75"' - 3l0h AF,=.. "Y. v2" •.. LIES rr,AN 2r' -C" 1W' 4 4 2' 34" 5 - 5 - 2" f/," 165 50. 77. 2604 C.-. 15'.6' 2C'-0' 70 3r'4^" 2" 4 1 4 1 2' i.4' 5 -- 3 3 2W 'i - - 25 b0, r.. 4410 C.F.. 17 -6 N075; 0EN0 25 NA 1h L.OAO i.ARRYIN3 TE1181L7 M=MS0110 OR '5N530!.' COMPONENTS; OF F1¢XW Ai MBMSER5. Table 10.1.4-2 WSDOT Bridge Design Manual M 23-50.03 March 2010 Page 10.1-7 358 MUM? MICA, MANUAL Appendix A b s• 44 4444 4.4 .144 , 7--- • . i 44.Z 4"—"'"h71 ....• Is:.:X :.''' tit . E I; tt 4 Sett3 r I 41 J ora: lor: a,- Jr c 14. -4- Lul r et ELE VA rtON ; Es E VEAM CAAMEK VIAOKAM SIANDARO SIGN BRIDGES 359 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 77117 r_1•u I; t ' 1t`i L I C w 370!i o.,. ' CA" P ma; 11 V ff \\ -- i \,1 • tF lYflffi .S. . U 45 • war. j. •O _ I• _ I !_I'i .;t t 't —j 1 \ ; -.�I n e \I 1 Ir j �' 1_ \--,/ t J- L .. r......__ - 1 w , • .AVM'. =YU.t TVA! CM: Pip j. !,1 0, a w s .11 < • 'C w 41 d e 13345 'O:r yu'^- 10.1-A1-2 360 .111211)VE DESICN AIANLIAL °Appendix A .DAMIDER 2000 _, • • • • no -,1 • -0. — - — ----e - ----1- 4----e--e----t- : 1 d • ; : • I ! . . -;.:; ...::: 1 f ' _.,..." 4 • I 1 ,•i1,- 0.— - — -.-t-4; - — • i \ • • : _.1 I • \ 1 i \ • ...3,,Vir At. ; i .., 4, ! Vi 1•2:,,Ji Xi• ....4. 1-•'"" 3 ....: l 7:. •22-T, '1.• 4. • I .• —7" LA; re 0U 04 0-c) TF• • •;""'",•\ E I .;.-; - uJ uJ ci ;it - • j; L I:6 , T":12. I • . . • 113 , i,;'• 1 ' ,.. .", , • .::.F.-• .i.,... I.., • I .:-.... :--, . - . • t 4'.:,..--4 • i I . , I ... ; • tt- .....4 _ - - '. •• . "..:• 1 1 • I e e i t 1 's!,c.,r— ;5 10.1-A;-3 361 1 1 1 1 1 1 1 1 1 1 1 1 1 111( muncr DESICAF MANUAL DECEMBER 2009 I/ P. N., -5.. Z-, - ,... 1 , - 7^7, 0 N• 1 IJ • Z., '. -f. ••7 ' !,'• .4.• ii ; e 1 7-. . ! :•,.1 t; u ;-• el R if, e E. • ' ov.0 5 5:- t. ..., . 1E. '.'.. 114211e[1141101 IBEJ).1. 4 ,.E 1Z' . EE .f ',...• i . I ''... '.\.:.' '.. W.:tr- . 1`. S '4... t '''01:1 C i, , .-5:: ,11 ..—reit. ,,,.< ., .t,..t' , . ..._ IS. • --'-'1 "...) < e -...e L•..;:▪ • E. IL --a: .1.1 Z..1.... 'S' ;;;X* --,C.i...44/-••• '...., .•... \ ....f: Z • , . •,1-1 ,1. cf.) 6 • fs: 1 ;".-4-1 "'os .•• // 1 .1 -. e, -in eta sieHr .PeC eVJGZ. 2E, 12 4-M7;i: Vie, .221.1C • 271r./. 2'7 142 L1i ..1,..1 C 3„,..77.2.--•-.....,—... Cta-..:1..7.....2'...-7:1 ..) ----...../..--/--,-.,-,-1„,.......1\-......—% C.1,J2E7 el.:1 2.1.222,3,2 4 0 2-32240.1. , ELEI'ATION • S l'ANDARD SIGN BRIDGES 122.12 10. 1- A4- 362 ti 2 A ppet to :x r e .17 b tl 0. V. r F. j �J \ .11 •-n[ rp r!3 r. f1 CEi•Il-KALIZEK DETAIL cr'O.rr WA, CENrRA;IZEt or. MOP IYII I! 1tteSGAl1'C ZIIUC .AF.tt f'Ael.ICAnia: 10? rM.J 71 • ti L • Lu _yo LJ =� N 3 0. ca u) P ry li 2 I a 6 c d iO.i-A4-2 363 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • EnB Consulting Engineer; 1601 5th Avenue, Suite 1600 Seattle. WA 98101 (206) 622-5822 Fax (206) 622-8130 oroiect -11)14P‘ LF COMt 1�3 ':.� fi f L� ny D. �0 I1.1So:J location nate OW j D cheat no, "client job no. SIC-oN '-vnf F P(.Ai r fooKiPktioiN SDR- RGA-r)q C(+rr 6c -Ott eoM.tr9' ref kASFkro. i OAvs 4, 1 :ice = ItV f -t Tce Lor.6 Pec AASWTO & r Sec. Oat ctt.JGfi Saeior - 'ter Niv�ln+1� 5.1A5 ) (,Urn;, q;Ce S ihet 1 "fifufif: c y'rN ice, 1 .0 i C.1 ft (try) r l in Lce = CO lb/ S;,e\cd S (, S kin s Tce 364 •0- ' Consulting Engine's 1601 5th Avenue, Suite 1600 Seattle. WA 98101 (206) 622-5622 Fax (206) 622-8130 prcect TJ�h11t.,fl Cir.%n 7C( PT IL L„) g, Iz0131..rr91J Iucation date 417/07),o sheat nc. client Int) no. LoAco/J.7 1i 0o2sio K7,C7Vif Ca, c ' ?„-i) • Cy= \.Ii • V•= e5 met; Ir., 1.00 C• c : !,10 tsPr/ '1e) ) (Gy1;•^ Ar; CAI fre,1V1 ('able 5- Z 50 '; rerA rrence ?b5 POI) ("fable. 3-0 (Table 3-.(0) 09,001,SGS I . la l ; I I ` ?t 2-x,$3 �5f c Ph , WID, W P -1 wv 16f- _�-7qD Y1ih li'j 9.ip-3re. r••vv. — l6/ f.4 - •DL+Ice DL+Ice (200Ibt5o16) (Zea ik> 4 0I0 Overhead Bridge 365 1 1 1 1 1 1 1 1 1 1 10 I ca IE — a) 5 0 0 03 — i CD 0 = ft CD , CD cl P *— rz 05 I CO .ca= ..7.._' Cl) 2' ,cr, • .771 [I2 .0 '" C) • 11• 1 —w: 2 ra D , = r— :.7--• '' cn 6 ri. a .0 "iii k0 0_ c ...,..., o ,-,4c o 'cls as 0 Lri c4-<-2, oa a) a) 1 1• • • 366 -- 1 7 >- X Li- NI -XLi-N LL 367 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ..: .. ...." .....6 co,- z-. r•-•- 7 ..o ,- tr) — — , , — 1 .------------- -____ 1 L, ,.... (-0. a .• il "- n_ co / a) .... ..- .+. • • ,... .. 6 .12,...2 - , . o, =.21-- ,: -•-- co ..zr Lo c.,.) CD 0 A -A 0 CV oN. , - ----- -"";, 0 e \I CO 1.••• '-'• ' 0 •ii ii n it c:n cz NJ ro -- NI,1->( LL )(*>.-2•c-•N CD C Ill- = 'CT) CU , a) 0, fd* 0 (I) a) :••••- c 2 715 c5 5 ,2) ,...... 0,.. co 2 D) e) + •cn .7.• = = ;;.-, • - -• co 0 s- 0 gl 2 '" Lk Ic-4 m -5 > = CL Q CD CD LL' ..,`" i'''' •c- Cr? W ."' 368 Eng]Consu1ing Englnaam 1601 5th Avenue, Suite 1600 Seattle, WA: 98101 (200) 022-5822 Fax (206) 622-8130 project S Pitt F4 by location date DC( /' (14 sheet no. pliant job no. Ui- h 1 - D14 -1L. -1 -PD rbJN'7n t p:4 i'e 'Pet - C S tic = 41000 S j 9 61- 41M-/..1) 9 4PTz.1 'EZ 51, 00b -110 .4 40" pc„ �. \ VA _ i 1.9 lb ,J kr-1 ; ;AA -0 i.ti(. p ryrn 369 Consulting Engineers 1601 5th /Avenue. Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (208) 822-8130 proec1 -rc,f by alfdtl1 locaeon date 0 01132 i iD Sheet no. diem c,Z1 L Tk. (2.sltr job no. Depth = 12 - 216; Soft Clay Depth = 216 - 300; Sand 370 Mrli TT project 1 tom'`' by ��'� sheet no. ' Consulting Engineers location /1 S J� 'date V ! 1 v 1601 5th Avenue, Suite 7600 Seattle, WA 98101 client job no. (200) 622-5822 Fax (206) 622-8130 Mobilized Solt Re aclivt i (lislit t) -60 -40 -20 C 20 40 60 8C 100 1 , 1 I iL z .c a 1 , I 1 i T .A iN tv; top e7 ov mv to v Er 47 to " wv to v tot 10,7 (0 'CI d @V w 1, r ID tx w •-- C v r c a .D . T NI Mil v . to m �-.. INA ti T t1: _ z v Case 2.2874 0 Case 3.4342 N 371 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Consulting Engineers 1601 Gth Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project —1 location dale ✓ 1 132/0 sheet no. ottani Job no. Check. Prt1.%) a;€t.{;"q fti'lrt i-� Uf., iykvt r,�� FrDin f; (V1J%►� zP So,1 react,:,, 1`s. (o`°1.h)(t '/r-4.) gs- --s Fiilav'a;e 6ecr At) r;ato = j010t3 (t; I F‹. c"t, ;je r (gyp nrtec(,,) 372 r • EI0' Consulting Engineers 1601 5th Avenue. Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (200) 622-8130 project IoWuon oats �11`n' i Ia sheet no. diem Lateral Deflection (In) Job no. O N M rt IC) co 1` CO 0, O M to m 0, T N -0.015 -0.01 -0:005 0 0:005 0.01 0.015 0.02 0.025 0.03 0.035 0.04 0.045 1_1 . 1 1 if I 1 1 1 1 1 tilt 11 i 1 1 1 1 1 1 1 1 1 1 1 1 1 I l l t 1 1 1 1 1111 1 1. '''I 11 1 1 1 1 7F P 1.: .ir 8�pr> p - _ II/ - m a I - - A / / ? C _ _ d _ — lein IX - -. `0 _ fie _ ld _ � - .��n v Casa -2.2874 j ❑ Case 3.4342 373 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 Consullurg Eng,neers 1601 nnn Avenue, SwIe 7E00 Seattle. WA 96101 1206! 627.5829 la, (;06)622 81 30 16. Strander Tukwila Sounder Station (111026) 374 r 1111 Consulting Engineers 16015th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project' 55 location by M C date C/0/ 12 sheet no. client 0. l.A.µy IE'VAf�•v..L.S job no. Ttr, OF 8P ioc. ST/2 u C Tv/te- Ott tib. 74, 'i ?e SL4 'E 74.16` 4• Ir 375 H-25 1000 LBS 4.5 a3 1 ▪ ▪ 14-O t43mi F pg W, TOTAL aou I 'ABORT° F TRDOK LOAD 40,m0 LBS (177 104 9-Q (1.2m ) )5-4 HS -25 10030 LBS IO,Om LBS QED LBS (45410 (1 177 9100 (I 77 9 Fel) ad Lel ■6.117 1317(12M ----E- W-COIJUBINED WEIGHT N THE FIRST 1WO AXLES WHIG H 15 THE SAVE AS FORTH ECO RRESPO NDINO H ( TR UCI4 V- VARIABLE SPACING -14 FEET ICJ MI FEET (43-9.1 m) INCLUSF/ESPACING 10 BE USED IS THAT WHICH Nsao L 376 Err" Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TsS by M4K location client date (7/):��, sheet no. I gC T45 LE (6 o"7 c Ca(fivl.nr J-1 7 5 Equ�;e.I.w.f .71 "-a s5j.+e a,7' Q;.; dy e Lo444l," 113 C :.:4.o11(.4! job no. 148orlo`('b: 24o6o.Ib_ 8uq OISTRigure isv (LI` wtnTH 80 psi Plex c o7.64 .:35 k14 3_a5 4 3.25 k(4. 377 1 1 1 1 1 1 1 1 1 I C 1 1 1 1 1 1 1 C 1 lir!' Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TS S location client by %_l� date C/fva sheet no. Vorocp St./h// job no. 1 S 1 Vith Avonp '��y ( '� ''r'r :1� co -3 • 3,„*s a ISO. I t,04) AroeT = e 6 Y - t SI ,;, � 7 / 3 ASSuµ /S5M►+ i`'Pe( . 0,1 I4.4r' , yz: • /55 votre0 5148 (41 Pi). • 171 ' 3. 26 k<4 .159 .4 15.o • t. s' = 0.. 1 c {c -. 3.4314 t vao �6 -row /r 14.1n.s� I) " A PPRA4-c.N s 4 fo. I Sops' - I j . 3 o 't ..8' Spc .1104A 1.5.') pa • 1"). Mtsc 35 ea yes• 4 3051 17 f8) 4.:G' k oL SAL 1j MA !JL soc a . y:za (c. c 378 n =C°nsulting Engineers 13 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project 1 js by P4( location client date C.//llh- sheet no. ~✓E. 6:7:44 • So a • - rr " e '1 .5. 7 s' e. i/GAAS S 10.6 .1 563 p14, job no. .1z A..1-1,Goel,!bL C 5_eZ4 r PLS G ee -r6-. (-J plt ry .4ss.. 3 Gip O -r A C l:ow A•r3t. / . ft5-E GS' p4/`I, f (5 k c p.,171.)• per. F T/ EL, 4x= ‘5 Q - 40.5. 379 r V oro EP S LAB Loads: BLC 1, SELF ne 19, 2012 at 9:13 AM Bridge GB 7_5ft0C.r2d eZ } Loads: BLC 2, SDL N v) June 19, 2012 at 9:14 AM Bridge GB 7_5ft0C.r2d 0 0 w c 0 U u' 381 1 1 1 1 1 1 1 1 Ic 1 1 1 1 1 1 1'. 1 14 ez 3 S 5 5 -44 � r 441. Loads: BLC 3, LIVE June 19, 2012 at 9:14 AM Bridge GB 7 5ftOC.r2d .D) C w N C 0 U U"CL 0 2 382 o6 co 1,6 c6 co June 11, 2012 at 12:38 PM Bridge GB 7 5ft0C.r2d KPFF Consulting Engineers 383 Pilecap6p(v2-1)1 - 16inAC.xls 5/24/2012 GENERALIZED SUBSURFACE CONDITIONS (Based on Profile B -B7 Depth (feet) 24' 104' Very soft to medium stiff, silty CLAY to clayey SILT and Medium dense, slighty silty to silty SAND Medium dense to very dense, clean to silty, fine to medium SAND Medium dense to very dense, slightly silty to silty, sandy GRAVEL and slightly silty, gravelly SAND DRILLED SHAFT BASE DEPTH (feet) 20 40 60 80 100 120 140 0 ESTIMATED STATIC AXIAL DRILLED SHAFT CAPACITY (tons) 100 200 300 400 500 600 700 • • • - Ultimate Uplift Resistance Ultimate Compressive Capacity -� Ultimate End Bearing tiff %� 4,. �✓ Z 7 1 NOTES 1. Ultimate compressive capacity is a summation of ultimate skin friction and ultimate end bearing. 2. Ultimate structural capacity of the Dile should be evaluated by the structural er^'neer. 3. Allowable skin friction and end bearing may be obtained by applying a factor of safety (FS) of 2.0 to the estimated ultimate values. 4. Calculations assume static loading conditions. 5. Calculations assume groundwater at 5 feet depth and a pile cap atillgariagall belowexisting ground surface. 6. Fill -induced downdraq loads are not included in the capacities shown above and should be evaluated as pedestrian tunnel foundation design and construction sequencing is determined. 1 k Sound Transit Tukwila Commuter Rail Station Tukwila, Washington STATIC AXIAL CAPACITY 16 -INCH DIAMETER AUGERCAST PILE September 2008 21-1-20815-005 SHANNON & WILSON INC. Geotechnical and Environmental Consultants FIG. 1 384 allConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TS S location ,by M!J< date 6-A; 1 sheet no. client P'LE DES (4n/ job no. Mix .4x'4L 5?k k L 4Qk • I.4. 76.5 k rNey k7 STA.c j- e. r M• %i) A 6 R41.1 GAL Cl/ Lit7441n/ (1 .410 ME:Tvr pve -ro rccCry 385 • f f Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 . . project 7% 6 by At ke sheet no. , location date 6 /0. /1 dient job no. Pile /tat N 4' AffRakcpo P, 0 k •••••• 26 fa Etai-ST OS ‘• 1< cOL7 k k ii -1k L k 1k I : Der 01 HMA ort APPRoLli k 3k L 4,8.1 CR,49.47 9,4 f 9.3 k 0• 9.1 L "To nat. b (1O Cesi.TR•cs b7E ecc rvitr ; 0'11 revised Fr» 1,9" fo 5" 0.3 7,4L o.81 t't 4 ÷ Siori 57,1 k Y7,8 k i P» k 0= 33,9. -•/. i/ '4. 14 7.3 L = 3 k •0 j pm 31.2 = 0 Le 713 k CO= 57.rk ••1. D. k • /,6 = 5'. 114.4 11. 7).!) # 34.J7 LL 7-5>' 74:4 Sleifs tt-4 0 16 in diam. Code: ACI 318-08 Units: English Run axis: About X-axis Run option: Investigation j.nderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06/12/12 Time: 15:36:27 P (kip) (Pmax) 700 (Pmax) spColumn v4.60. 15 day trial license. Locking Code: 4-25F0F. User: kpff, engineers File: G:\2011jrojects\1.11026.16 - TCRS North Structural\CALCS\spColumn\Augercast Pile.col Project: Column: Engineer: fc = 4 ksi fy = 60 ksi Ag = 201.062 inA2 6 #9 bars Ec =.3605 ksi Es = 29000 ksi As = 6.00 inA2 rho = 2.98% fc = 3.4 ksi Xo = 0.00 in Ix = 3216.99 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 3216.99 inA4 (: '.�ta1 = 0.85 Min clear spacing = 2.81 in Clear cover = 3.50 in Confinement: Tied phi(a) = 0.8, phi(b) ='0.9, phi(c) = 0.65 387 1 Ic- 1 1 1 1 1 1 1 l0. 1 1 1 1 11 1 1 PlL't PE- TML•1r✓6 Ay = ,�(1614 1 c M /N for 18 C l $,.lo )a • 0.04+5 ; /•oo Vs e- q b.. ,sA M/JI F of M•lei" ,,,,. Sheri !3L /9,u. 3.).6 7oI;.,• r3� - '�+-t, k C PS Og O. 3- pc., 4 o. 3• y aar9 ' /0.," g 3 trA. S.r, _ 3 V y oj. 7L_ 3 k n C. 3c k -ft I coo* 5 = �(s_) r _ Tt • ) tip?. ; h /t 3 k 31.4 k -Lt ejir.I13 0. k 31.�r.�•4 ./ 4 01 O.gylrs; — 0.5 6 •h o .q b = 40.381ks,• I. 11,1; ins u. kr, .� E(Sr'+c C AT e4fte 0 ('l?ovrge Tr(3 388 Effig Consulting Engineers 1601 50 Avenue, Suite 1600 Seattle, WA 98101client (206) 622-5822 Fax (206) 622-8130 project 1 by A 4 N/ /< sheet no. location date b i y / I,- Job no. n C / l.. PlL't PE- TML•1r✓6 Ay = ,�(1614 1 c M /N for 18 C l $,.lo )a • 0.04+5 ; /•oo Vs e- q b.. ,sA M/JI F of M•lei" ,,,,. Sheri !3L /9,u. 3.).6 7oI;.,• r3� - '�+-t, k C PS Og O. 3- pc., 4 o. 3• y aar9 ' /0.," g 3 trA. S.r, _ 3 V y oj. 7L_ 3 k n C. 3c k -ft I coo* 5 = �(s_) r _ Tt • ) tip?. ; h /t 3 k 31.4 k -Lt ejir.I13 0. k 31.�r.�•4 ./ 4 01 O.gylrs; — 0.5 6 •h o .q b = 40.381ks,• I. 11,1; ins u. kr, .� E(Sr'+c C AT e4fte 0 ('l?ovrge Tr(3 388 EUMConsulting Engineers 16015th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TSS location y M 41C date 6nW/3- sheet no. client P,Ie job no. Ssrr...r4 R •�:,� ISC liVQ. 3.q.'t;2 es. s(l$.r,; C G1#0.7 p I Pte.( GAP ,4u c4 -Sr °'Le 3 / ' E- cr,...Tr. ( 5 (0' 3. 4' 71-0.►s verse fieri. or SIN 1 i • la cor►4o/S. �z" c./174* C Las D acl I6) y" G pt,% 6• i h►IM se > ti " 6,, Cft'TRQ(. 389 1 1 1 1 1 1 IC 1 1 1 1 1 1 Effiri Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TS. 5 location client by /44K date ‘,// 4 / sheet no. job no. •/.d. y.Y • 1d,o 3,(1.4,) .1 PrLer O,ta - Y4s1 0- Do co- s,- o.0o9 • = ovoy 14 & 3" '2 - 0CS(6.iy •g/pt�r cw O 4'-' Q 14teg 3' p_oo3 33 r-- 390 Engli0 Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 • (206) 622-5822 Fax (206) 622-8130 project TSS by A46, k location client date 6 /011:1 sheet no. job no. c7WyT1 t(04,40‘ ki.W ROA. A s5c,mg 4ne- WOPST .4444", P1.404d.j ocm0mA 4e0v00 setwireiv Aq4s )x. Li t - t19 to, 34" Pi= Te7n#5/.1,6- 51766N. 4/4 / 3, 7 k - P, • L 51 rl.c . _ Aja. f. 0.3( zt Q1) It 5 6. 1 qte". k • . 0.9 5; • t, olL 391 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Member M1 O Q) O) ad co M !() M T O M N (u- ) ewow O O N O Yi T M �p N M M N 0) T CO CO N O F O O J L d .0 E d 2 392 2 .L 0 E CX2a) -J 1- 0 Ca c.0 Q M CO in 7 1 (�) a uoj neLIS N M O 00 N N 0) c0 03 N 0) co O Member Location (ft) 393 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 OM MUM 'aeon ama . 111140111H 1.0112.110 WO,' /z MAC= Mini .Gam asp rOM% PEa=. A as , MAINX11 MEIN IF," EU 14.1te6111 raw .•. NtillRVI'r-. weir lin MEN i MESA Matid MUM filMill stmoi MAW Direr 7 41 `..0' ■assaa+ ., , . ;MOM les, X11 MEI IF/ Mtn =Mr. EMU r RIM a 1 y 4: 3 -MINA WA T' 3 V 00 111 N 0 (• O c0 N 00 V M Ca c.0 Q M CO in 7 1 (�) a uoj neLIS N M O 00 N N 0) c0 03 N 0) co O Member Location (ft) 393 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 W iii�f:?7rt+,il•(t,tf} "narlr^?':: tr:o`,ro,6.t ;2691-•3:f9 (i.us) ...-.5F.2 i20D: 62? -n124) project TSS loco lion by MGK date 6/11/2012 client GRADE Beam INPUT VARIABLES MATERIAL STRENGTHS Reinforcement Yield Strength Concrete Compressive Strength CROSS-SECTIONAL DIMENSIONS Beam Width Beam Height Clear Cover to Stirrup. REBAR SPECIFICATIONS Flexural Rebar # (U.S.) Quantity of Flexural Bars Shear Stirrup # (U.S.) Shear Stirrup Number of Legs Shear Stirrup Spacing fY = t'c = bW = h= CLR = Bar # = # of Bars = 4 Bar # = #of legs= 2 s= 13 t:'0 //VG 60,000 psi 4,000 psi 8 4 ANALYSIS OUTPUT: (Referenced to ACI 318-05 Requirements) 30 in 30 in 2 in 12 in sheet no job no. 11102 ULT. DEMANDS Mu = 85 kip -ft Vu = 68 kips J c_7 bf w REINFORCEMENT AREA CHECK ACI Ref Factor 131 R, = 0.85 10.2.7.3 Provided Tension Reinforcement Area As = 3.16 in` Minimum Tension Reinforcement Area As,min = 2.70 10.5.1 Induced Tensile Strain Et = 0.034 Minimum Net Tensile Strain Et = 0.004 10.3.5 CHECK OK OK FLEXURAL STRENGTH Provided Bar Spacing s = 8.00 in OK Minimum Bar Spacing smin = 2.00 in 7.6 Maximum Bar Spacing Smax = 8.75 in 10.6.4 Depth to Tensile Reinforcement d = 27.00 in Strength Reduction Factor 4) = 0.90 9.3.2 Design Strength. 4 Mn = 370.7 kip -ft 10.2 OK SHEAR STRENGTH Provided Area of Shear Reinforcement A„ = 0.40 in` OK Minimum Area of Shear Reinforcement A,,, min = 0.30 in` 11.5.6 Provided Stirrup Spacing S= 12.00 in OK Minimum Stirrup Spacing smin = 1.50 in 7.6 Maximum Stirrup Spacing smax = 13.50 in 11.5.5 Strength Reduction Factor 0 = 0.75 9.3.2.3 Concrete Shear Strength Vc = 102.46 11.3.1.1 Refinforcement Shear Strength Vs = 54.00 kips 11.5.6.2 Design Shear Strength (pin = 117.34 kips 11.1:1 1 OK 394 1 tctit tvu• r;r;h Ae:ri..ir•. Si 7,100 t[o5; .._-5£.? Fax t2( project TSS oca tion by MGK dale 6/11/2012 sheet no. client aria Beam INPUT VARIABLES MATERIAL STRENGTHS Reinforcement Yield Strength Concrete Compressive Strength CROSS-SECTIONAL DIMENSIONS Beam Width Beam Height Clear Cover to Stirrup REBAR SPECIFICATIONS Flexural Rebar # (U.S.) Quantity of Flexural Bars Shear Stirrup # (U.S.) Shear Stirrup Number of Legs Shear Stirrup Spacing fY fc = b = h= CLR = .+ �3�•��,t.,, . 60,000 psi 4,000 psi Bar #=I7 L -J #of Bars =4 Bar # =IT # of legs = 2 s= ANALYSIS OUTPUT: (Referenced to ACI 318-05 Requirements) REINFORCEMENT AREA CHECK Factor (3, Provided Tension Reinforcement Area Minimum Tension Reinforcement Area Induced Tensile Strain Minimum Net Tensile Strain FLEXURAL STRENGTH Provided Bar Spacing Minimum Bar Spacing Maximum Bar Spacing Depth to Tensile Reinforcement Strength Reduction Factor Design Strength SHEAR STRENGTH Provided Area of Shear Reinforcement Minimum Area of Shear Reinforcement Provided Stirrup Spacing Minimum Stirrup Spacing Maximum Stirrup Spacing Strength Reduction Factor Concrete Shear Strength Refinforcement Shear Strength Design Shear Strength As = As,min = Et = Et = s= Smin = Smax = d= OMn= Av = Av, min = s= Smin = Smax = vs = vs = thVn = 30 in 25 in 3 in 10 in job no. 111026 ULT. DEMANDS Mu = 43 kip -ft Vu = 68 kips .1 i• b w //0 r ACI Ref. 0.85 10.2.7.3 2.40 in` 2.11 10.5.1 0.035 0.004 10.3.5 7.38 in 1.88 in 7.6 6.25 in 10.6.4 21.06 in 0.90 9.3.2 219.9 kip -ft 10.2 0.40 int 0.25 int 10.00 in 11.5.6 1.50 in 7.6 10.53 in 11.5.5 0.75 9:3.2.3 79.93 11.3.1.1 50.55 kips 11.5.6.2 97.86 kips 11.1.1 CHECK OK OK Not OK OK OK OK 395 OK 1 1 1 1 1 1 1 1 1 C 1 1 1 1 1 1 1 i` 1 • Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101client (206) 622-5822 Fax (206) 622-8130 projectby T SS� �.� * sheet no. location _ date o//1f/X job no. - eite- .6.479 h 36" Na Ski," RE/.,F R e.v0 P`r 0.7 5IT--• tow 13 lore =7 v(<\ NL L'c r 'ryast,,7t/ 419 k_,h 3! k-4 AC, = 30' 3c _ /0,x'0 ,'„' eCe (30"#'3c„)) 30' 26 Y 3c” 396 EINEConsulting Engineer 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 r' 1.3" it$ Pim, ,Sr4rt:. project T S:S , location client 16'' 1— by . M` < date `711/1 HMp le. TSI ! 1V4 • • SoiL S -r, (FA/e-S5 `'3 1 le S .' a /4,4,-44 (l FoR o.00r 0 .• 0.1 c..1'jk 4 $-S," k )„ k • a 9.,. 4 I X./d' = /947 43 ovea '114 kcf 7 4o k I' 7 �. SnL.= 3% , i sz �c(9 3ePo, . to sheet no. job no. Alvr'N. sc�P 0"smo Torsi- S'!9L ' 38 psi <<.. ).s.a. ,,5L aya !34 N£ -'>S Lvhip/M; (1) L4yeves so4 elP/8 :a o. 166 /wp✓r /kill R'SA - 397 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 Wagproject Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 f S.5 by M 4 (( sheet no. location date / l9 //:/1r1 client job no. rrs "err e / / ? rn :SHED , Max s�lw/ low Vw /.1 o,,.,- ('a V� - OT:7.5 • D 0(L o°.ps.• . y. 6 3 Fit F xiat /'.1= 17- k '4e7. I�- k_A "t sEr A-TTSPRvt'ASHECr 3" 398 Eria Ccpjt.I ui, :Ut Gil!: „t, 622 ia?:' 12 )&) Cfc.2 `;i CI project U -Village NW127 by MGK location dote 6/12/12 sheet no. client A-PR12e<,411M �S,L kg job no. 110312 INPUT VARIABLES MATERIAL STRENGTHS Reinforcement Yield Strength Concrete Compressive Strength CROSS-SECTIONAL DIMENSIONS Tributary Wall Width Slab Thickness Clear Cover REBAR SPECIFICATIONS Rebar # (U.S.) Spacing of Bars fY = Pc = bW = h= CLR = Bar # = s= 60,000 psi 4,000 psi 12 in 12 in 2 in 8:00 in 5 ANALYSIS OUTPUT: (Referenced to ACI 318-05 Requirements) REINFORCEMENT AREA CHECK Factor 131 R1 = 0.85 10.2.7.3 Provided Reinforcement Area As = 0.47 int Minimum Reinforcement Area AS„,in = 0.26 Induced Tensile Strain Et = 0.0331 Minimum Net Tensile Strain Et = 0.004 10.3.5 DEMANDS M„ = V„ P„ 17.9 kip -ft 7.1 kips 0.0 kips CLR 1 1 ACI Ref. CHECK I OK 7.12.2.1, ref 10.5.4 OK FLEXURAL STRENGTH Provided Bar Spacing s = 8.00 in OK Minimum Bar Spacing sem,„ = 1.63 in... 7.6 Maximum Bar Spacing s„a, = 10.00 in 10.5.4, 10.6.4, 13.3.2 Depth to Tensile Reinforcement , d = 9.69 in Strength Reduction Factor 4) = 0.90 9.3.2 Design Strength (l)M„ =19.6 kip -ft 10.2 I OK CONCRETE SHEAR STRENGTH Strength Reduction Factor ¢ = 0.75 9.3.2.3 Concrete Shear Strength V, = 14.70 kips 11.3.1.1 Design Concrete Shear Strength 4)V, = 11.03 kips 11.1.1 I OK 399 ti N June 12, 2012 at 10:35 AM Approach Slab IBC Truck.r2d N E O a) 2 i a) b c W W m En E L r= z O0 O N u- 400 1 1 1 1 1 1 1 1 1 IG 1 1 1 1 1 1 1 1 Eilii ff Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project T5 5. location client by iM date K./ t /,''x sheet no. 8/1/1.74 E tA'ei rt 7 job no. s Ib U/= 5:7• 2S' - 166 k t4 fp ( cl4,drs 'rm411`� hno vt'Rse STS otat� 5-1.43 ‘;' /qt 1- of A55,0014e v •1: N tS" ('t)#9 Asr. 7.«;.,3 Imo"% /EP A•TT4G11e* (tcs pgra 0•36 1 • 1 Co co. k Fog 8 L4, • ►r _ 53.s k f r•••or (4) f1 S a: �' R t:•7N p PRwt/um e- c 5 FLE)(?- •AL Re/A/F V+) Ire OTA = 0.4 co ks; • Lf • 0 .7 9 ; .' = 1,"71 k 0 402 MB• Consulting Engineers 16015th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TSS location client by M date 6./, I //�, sheet no. job no. C vn_G s11~" ifsena rI1 afc a CP; '7 S• a 3.o" • '1 r' = S X1.8 Ic J o'+ S /t ,e' /2 E-7 is A/ TR Mrs vat' C t I I , 1 1 1 1 1 1 1 1 <. 1 1 1 1 1 1 1 c 1 404 Tukwila Sounder Station North Site Development ROM. D FOR CODE COM LDA CE WPROVED VEZ 25 Z013 QM 5rutzwvID Building Permit Application Appendix B: Geotechnical Report Prepared for: Sound Transit Union Station 401 South Jackson Street Seattle, WA 98104-2826 0liliConsulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 KPFF Project No. 111026 June 21, 2012 SS MB CONTENTS: 1: Shannon & Wilson, Memo June 15, 2012: Addendum to Tukwila Commuter Rail Station Project: Final Geotechnical Report 2. Shannon & Wilson, Memo June 13, 2012: Response to BNSF Review Comments, Proposed Pedestrian Undercrossing Widening 3. Shannon & Wilson, Memo May 3, 2012: Geotextile Separator Fabric at Interim Platform Porous Pavement 4. KPFF, Email April 16, 2012: Response to BNSF & JL Patterson Comments on Underpass Wall Preliminary Recommendations 5. KPFF, Memo February 21, 2012: Underpass Wall at Longacres Way BNSF Trestle, Preliminary Recommendations 6. Shannon & Wilson, Inc.: Geotechnical Report: Tukwila Commuter Rail Station, November 8, 2011, 7. Geoprobe Investigation, Former McLeod Property, Tukwila Commuter Rail Station Project, Tukwila WA — Draft Report by Shannon & Wilson. Inc, November 30, 2011 8. Construction Considerations and Contingencies relating to Contaminated Materials Former McLeod Property, Tukwila Commuter Rail Station Project, Tukwila WA — Draft Report by Shannon & Wilson, Inc., December 9, 2011 RECEIVED CITY OF TUw miA !AUG 1.6 2012 PERMIT CENTER 2.1 SHANNON 6WILSON, INC. MMY GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS June 15, 2012 Mr. Craig Olson KPFF Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 RE: ADDENDUM TO GEOTECHNICAL REPORT, TUKWILA COMMUTER RAIL STATION PROJECT, TUKWILA, WASHINGTON Dear Mr. Olson: ALASKA CALIFORNIA COLORADO FLORIDA MINNESOTA MISSOURI OREGON WASHINGTON This letter summarizes our geotechnical recommendations that were developed since November 2011 to aid the design team in preparing 90 percent design documents. These recommendations have been provided to the KPFF Consulting Engineers (KPFF) design team via e-mail correspondence and letters. They should be considered as addendum items to the project Geotechnical Report dated November 8, 2011. Addendum items consist of the following : ■ Longacres Way sidewalk widening and retaining wall replacement under BNSF Railway (BNSF) Bridge ■ Augercast pile support for bridge over Cedar River pipeline ■ Porous pavement recommendations for platform slab ■ Design recommendations for bicycle sanctuary mechanically stabilized earth (MSE) wall option ■ Preload duration and settlement plate layout The proposed sidewalk widening under the BNSF bridge at Longacres Way will involve construction of a retaining wall about 2 feet south of the existing wall. Our recommendations for design and construction are provided in our letter to KPFF dated February 22, 2012. We understand that the south access road to the station parking area will cross over the Seattle Public Utilities Cedar River Pipeline and a concrete bridge is required to prevent traffic loads on the pipeline. It will be a single -span concrete bridge with a row of augercast piles supporting each end. Maximum loads on individual piles will be 140 kips. In our opinion, the approximate 400 NORTH 34TH STREET • SUITE 100 P.O. BOX 300303 SEATTLE. WASHINGTON 98103 206.632.8020 FAX 206.695.6777 TOD: 1.800.833.6388 www.shannonwilson.com 21-1-20815-025 Mr. Craig Olson KPFF Consulting Engineers June 15, 2012 Page 2 of 3 - SHANNON 6WILSON, INC. pile depths and corresponding capacities can be estimated from the enclosed Figure 1, Static Axial Capacity, 16 -inch -diameter Augercast Pile. The project will include a porous hot -mix asphalt (HMA) pavement for the pedestrian platform over the future BNSF third mainline track (MT3) on the east side of the embankment. We recommended that the pavement consist of 2.5 inches of porous HMA. We prepared a letter to KPFF dated May 3, 2012, recommending use of a geotextile separator between the porous HMA and the underlying ballast rock to facilitate removal in the future. Please refer to that letter for additional information. The proposed bicycle sanctuary space below the west side of the station platform will be a concrete structure with a concrete slab serving as both the platform surface and the roof of the bicycle storage space. The structure will require spread footings to support the platform/roof loads. There will be a concrete wall on the east side of the storage space. In our opinion, the bicycle storage space should be preloaded with structural fill and adequately surcharged to compensate for the concentrated loads at the proposed footing and wall locations. The proposed wall on the east side of the storage space could be a cantilevered concrete wall constructed and then backfilled after the preload period is over. Alternatively, the wall could be partially built during the preload placement process as a MSE embankment using geosynthetics, allowed to settle and then exposed and covered in a reinforced shotcrete after the preload period. This type of wall construction could utilize Washington State Department of Transportation Standard Plan D-3 for permanent geosynthetic walls. We recommend a minimum reinforcement length of 6 feet at the bottom of the MSE embankment to maintain stability. Longer geosynthetic reinforcement could require significant excavation into the toe of the BNSF embankment. We recommend settlement monitoring plates be located within 10 feet of each end of the new embankment and every 100 feet thereafter in the north -south direction of the embankment. In the east -west direction, the settlement plates should be located on the toe of the existing embankment or within 5 feet, plus or minus, of the existing toe. Ourgeotechnical report dated November 8, 2011, indicates a recommended preload period of three to six months. Based on data recently obtained from the BNSF "shoofly" embankment being built for City of Renton's Strander Boulevard extension project, we recommend that the Tukwila Commuter Rail Station project specifications provide a preload period of one to three months beginning after all fill has been placed. 21-1-20815-025-L5.docxl p'lkn 21-1-20815-025 Mr. Craig Olson KPFF Consulting Engineers June 15, 2012 Page 3 of 3 SHANNON FiWILSON, INC. We appreciate the opportunity to submit this report and look forward to continue working with you on this project. Should you have questions regarding this report, please contact me by e-mail at mwp n,shanwil.com or by phone at 206-695-6875. Sincerely, SHANNON & WILSON, INC. Martin W. Page, P.E.,L.E.G. Senior Associate Geotechnical Engineer, LEED AP MWP:TMG/mwp Enc: Figure 1 — Static Axial Capacity, 16 -inch -diameter Augercast Pile 21-1-20815-025-L5.docshvpgkn 21-1-20815-025 Pitecap6p(v2-1)1 - 16inAC.xls 5/24/2012 GENERALIZED SUBSURFACE CONDITIONS (Based on Profile B -B) Depth (feet) 24' 104' Very soft to medium stiff, silly CLAY to clayey SILT and Medium dense, slighty silty to silty SAND Medium dense to very dense, clean to silty, fine to medium SAND Medium dense to very dense, slightly silty to silty, sandy GRAVEL and slightly silty, gravelly SAND 0 20 40 t -- a W G y 60 ea 2 N t7 80 W J _J 0 100 120 140 0 ESTIMATED STATIC AXIAL DRILLED SHAFT CAPACITY (tons) 100 200 300 400 500 600 . 700 NOTES 1. Ultimate compressive capacity is a summation of ultimate skin friction and ultimate end bearing. 2. Ultimate structural capacity of the pile should be evaluated by the structural engineer. 3. Allowable skin friction and end bearing may be obtained by applying a factor of safety (FS) of 2.0 to the estimated ultimate values. 4. Calculations assume statio loading conditions. 5. Calculations assume groundwater at 5 feet depth and a pile cap at 4 feet depth below existing ground surface. 6. Fill -induced downdrag loads are not included in the capacities shown above and should be evaluated as pedestrian tunnel foundation design and construction sequencing is determined. 1 Sound Transit Tukwila Commuter Rail Station Tukwila, Washington STATIC AXIAL CAPACITY 16 -INCH DIAMETER AUGERCAST PILE September 2008 21-1-20815-005 SHANNONand &Environmental WILSONN, INC.�� FIG. 1 1 Geotechnical 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 , 4-4— — - Ultimate Uplift Resistance Compressive Capacity End Bearing Ultimate — Ultimate 4 1 11, 1 1 I 1 •I • I I • ♦ ♦ ♦• ♦ _ I I • ♦• ♦ ♦ ♦ ♦ - I •I ♦ ♦ ♦ NOTES 1. Ultimate compressive capacity is a summation of ultimate skin friction and ultimate end bearing. 2. Ultimate structural capacity of the pile should be evaluated by the structural engineer. 3. Allowable skin friction and end bearing may be obtained by applying a factor of safety (FS) of 2.0 to the estimated ultimate values. 4. Calculations assume statio loading conditions. 5. Calculations assume groundwater at 5 feet depth and a pile cap at 4 feet depth below existing ground surface. 6. Fill -induced downdrag loads are not included in the capacities shown above and should be evaluated as pedestrian tunnel foundation design and construction sequencing is determined. 1 Sound Transit Tukwila Commuter Rail Station Tukwila, Washington STATIC AXIAL CAPACITY 16 -INCH DIAMETER AUGERCAST PILE September 2008 21-1-20815-005 SHANNONand &Environmental WILSONN, INC.�� FIG. 1 1 Geotechnical 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 AMIE AIMfl ISHANNON 6WILSON, INC. iw G:.ni'IcCI1P11!<AI. ANO I:NVII1i1PIr:;ENTAL RQP1SlILTAN June 13, 2012 Mr. Craig Olson KPFF Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 AI A:a:A CALIFORNIA 'FLORIDA MISSOURI OREGON wAsi 1R.,; lor, RE: RESPONSE TO BNSF REVIEW COMMENTS, GEOTECHNICAL EVALUATION OF PROPOSED PEDESTRIAN UNDERCROSSING WIDENING, BNSF RAILWAY COMPANY (BNSF) TRESTLE BRIDGE AT LONGACRES WAY, TUKWILA COMMUTER RAIL STATION PROJECT, TUKWILA, WASHINGTON Dear Mr. Olson: We understand that the BNSF Structures Design group in Kansas City has provided comments regarding our assessment of the temporary soil excavation slope that will be present in short (6 -foot -wide) segments during construction of the proposed retaining wall. Our recommended design and construction approach is presented in our letter dated February 22, 2012. Please refer to that letter for additional information: We have reviewed an e-mail dated May 30, 2012, from Mr. Jason C. Hale, Manager Structures Design for BNSF. In that e-mail, Mr. Hale indicates his desire for Shannon & Wilson to quantify the factor. of safety of the temporary 1 Horizontal to 1 Vertical cut slopes that will be required for construction of the replacement retaining wall. The temporary cut slopes will be made in short segments after portions of the existing block wall are removed. The backfill soils that will be exposed consist of loose, silty, gravelly sand. We do not have in situ testing data that would be the basis for a detailed calculation of slope stability factor of safety; however, we have prior experience with these types of soils and temporary excavations of a similar magnitude and geometry. In our opinion, the exposed soils in the short-segment cuts will remain stable due -to the effects of soil arching. It is our opinion that the factor of safety of the temporary cut slopes will be greater than 1.0. '101) NORTH 3f1T1-1 >TI-<E1=T. St1THE 100 I'.O, [SOX 300303 SEATTLE, WASHINGTON I IIN(TON 08103 NO -02-802a FAX 20G-695-6777 TDD 1 -80(1 -i,33 -638g ::�': z;.sh;Jnrum;,�isnn.canl 21-1-20815-025 Mr. Craig Olson KPFF Consulting Engineers . June 13, 2012 Page 2 of 2 SHANNON EIWILSON, INC. Should you have questions regarding this report, please contact me by e-mail at mwp@shanwil.com or by phone at 206-695-6875. Sincerely, SHANNON & WILSON, INC. Martin W. Page, P.E., L.E.G., Senior Associate Geotechnical Engineer, LEED AP MWP:TMG/mwp 21-1-20815-025-IA.dovx/wpIkn 21-1-20815-025 HI SHANNON EMWILSOL N, INC.L May 3, 2012 Mr. Craig Olson KPFF Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 RE: GEOTEXTILE SEPARATOR FOR TEMPORARY POROUS PAVEMENT , TUKWILA COMMUTER RAIL STATION PROJECT, TUKWILA, WASHINGTON Dear Mr. Olson: Based on our discussions during our coordination meeting on April 23, 2012, we understand that porous hot -mix asphalt (HMA) pavement will be used on the TCRS project for a temporary surface over ballast material within the alignment of the proposed BNSF third mainline track (MT3) on the east side of the embankment. The surface will be used for pedestrian traffic only until the MT3 track is built. To facilitate future removal of the porous HMA and to prevent mixing with the underlying ballast rock, we recommend using a geotextile separator. In our opinion a nonwoven separation geotextile meeting the requirements of WSDOT Standard Specification 9-33.2(1) Table 3 would be a suitable material to place between the porous HMA and the ballast rock. We appreciate the opportunity to submit this report and look forward to continue working with you on this project. Should you have questions regarding this report, please contact me by e-mail at mwp@shanwil.com or by phone at 206-695-6875. Sincerely, SHANNON & WILSON, INC. Martin W. Page, P.E.; L.E.G. Senior Associate Geotechnical Engineer, LEED AP MWP:TMG/mwp 20815 -025 -Te mp Poro us Pavement. docx/wp/Ik n 21-1-20815-001 Diana Timpson From: Sent: To: Cc: Subject: Attachments: Diana Timpson Monday, April 16, 2012 11:00 AM 'Alavi, Barry' 'Marc A. Canas'; "Donald.Omsberg@bnsf.com' (Donald.Omsberg@bnsf.com)'; Moore, Chuck A FW: Tukwila Sounder Station Longacres Way trestle - underpass retaining wall 2012-03-21-JLP-Comments.pdf; BNSF-UP shoring guideline 10 25 04.pdf Importance: High Barry, Please see our responses below for BN. We will need MT -3 CAD files with trestle and pile info to show in our backgrounds. Temporary shoring requirements: • See attached redline regarding slope of temporary excavation greater than 1:1 (Marc Canas - JL Patterson) Demolition of existing wall and construction of new wall in short (6 ft long) segments will prevent slope instability by mobilizing arching effects on either side of the sloped excavation. Thus, it is likely that temporary , stable cut slopes 1:1 or steeper if necessary, will be feasible. [S&W] • It appears temporary shoring will be required to install a new retaining wall. BNSF-UP shoring guidelines attached. (BNSF) Short segment demolition and construction is proposed in lieu of shoring. Soil arching over the proposed short segment length is expected to prevent instability. [S&W] • The temporary arid permanent wall should factor in E80 surcharge loads at the abutment piles in addition to earth pressures. This is especially important since we have an older bridge here with timber piles that do not have center thrust piles like our typical steel pile bridges do to resist longitudinal loads. (BNSF) We do not believe that the existing timber piles transfer any surcharge loads onto the existing block wall or proposed replacement wall. Existing timber piles derive, bearing capacity from deep soil deposits well below the wall elevation. [S&W] • Construction sequence of the cantilevered retaining wall is not defined well enough. Is the proposal to remove 4to 6 feet sections of the fill then dig footings and place wall forms? (BNSF) Yes, 6 foot sections at a time. [S&W] The existing retaining wall is a gravity wall and should not require temporary support during wall removal. [KPFF] Interference with future MT -3 trestle piles • Proposed bridge pile locations were not shown completely - we have drawn them in red (attached from JL Patterson) Proposed bridge pile locations will be added to the structural drawings. [KPFF] • We have some questions on the amount of existing soil that is proposed to be removed however it can be done. We now know our bridge will go in first so this issue will need to be dealt with. Exposing too much soil form in front of our new bridge piles may weaken our future bridge, it can be mitigated however BNSF/JLP will need to coordinate the work with designer. (JL Patterson) Construction sequence for embankment preload, retaining wall construction, pile installation, and trestle construction will need to be coordinated. [KPFF] 1 From: Diana Timpson Sent: Thursday, April 12, 2012 5:51 PM To: 'Martin Page'; Andy Ewing; Tom Hudgings; Greg Hensley Cc: Craig Olson Subject: Tukwila Sounder Station Longacres Way trestle - underpass retaining wall Importance: High Martin and Structural — (Is Andy E. working on this, or is Greg or anyone else taking the lead?) BNSF comments on the retaining wall replacement - I have compiled below and in attachments. Please provide a review and response — typing text below by the comments is fine. I have also attached for reference relevant drawings from the MT3 design for the new trestle It is possible that all of this work should installed after MT3 trestle is in place. Thank you - Temporary shoring requirements: • See attached redline regarding slope of temporary excavation greater than 1:1 (Marc Canas - JL Patterson) • It appears temporary shoring will be required to install a new retaining wall. BNSF-UP shoring guidelines attached. (BNSF) • The temporary and permanent wall should factor in E80 surcharge loads at the abutment piles in addition to earth pressures. This is especially important since we have an older bridge here with timber piles that do not have center thrust piles like our typical steel pile bridges do to resist longitudinal loads. (BNSF) • Construction sequence of the cantilevered retaining wall is not defined well enough. Is the proposal to remove 4 to 6 feet sections of the fill then dig footings and place wall forms? (BNSF) Interference with future MT -3 trestle piles • Proposed bridge pile locations were not shown completely - we have drawn them in red (attached from JL Patterson) • We have some questions on the amount of existing soil that is proposed to be removed however it can be done. We now know our bridge will go in first so this issue will need to be dealt with. Exposing too much soil form in front of our new bridge piles may weaken our future bridge, it can be mitigated however BNSF/JLP will need to coordinate the work with designer. (JL Patterson) E. Diana Timpson, PE 2 jrnli Consulting Engineers Date: February 21, 2012 To: Barry Alavi, Sound Transit From: Diana Timpson Subject: Tukwila Sounder Station: Underpass wall at Lonacgres Way BNSF trestle As part of the improvements for the Tukwila Sounder Station project, Sound Transit has requested that KPFF review and provide replacement recommendations of an existing retaining wall underneath the south abutment of the BNSF trestle at Longacres Way in Tukwila, Washington. This work is on BNSF property and will require formal approval from BNSF. With the objective of including this work in the Station project, we are requesting an expedited review of the preliminary design by Sound Transit and BNSF. We will need notice to proceed by March 23, 2012 to include the final design in the contract documents of the Station. The existing pedestrian path is 6 feet wide with a keystone wall retaining the soil at the south trestle abutment. For the proposed condition, the pedestrian path will be 8 feet wide with a concrete retaining wall at the south abutment. For this study, Shannon and Wilson developed a geotechnical report regarding the site soils and slope stability during construction of the south trestle abutment. The geotechnical report provided design values for the new concrete retaining wall. Shannon and Wilson recommended that the new concrete retaining wall be constructed in short segments. See the attached report from Shannon and Wilson dated January 27, 2011. KPFF has developed a conceptual sketch and layout of the proposed underpass and retaining wall based upon the recommendations in the Shannon and Wilson report. Included conceptual sketch are preliminary calculations for the retaining wall. Attached is supporting documentation for Sound Transit and BNSF review. 1) Draft Geotechnical Memo for Site 2) Conceptual Drawing of Wall 3) Backup Calculations for Wall amill SHANNON iWILSON, INC. r..�£•t''" t�Eil1EGVIN GAL AND ENV-ti•:JNMENTAt .'Jt:SIGTAUTS February 22, 2012 Mr. Craig Olson KPFF Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 (i i;A COLORADO 1sS9C;t;Rt OREGON WASH iN 011 RE: LIMITED GEOTECHNICAL EVALUATION OF PROPOSED PEDESTRIAN UNDERCROSSING WIDENING, BNSF RAILWAY COMPANY (BNSF) TRESTLE BRIDGE AT LONGACRES WAY, TUKWILA COMMUTER RAIL STATION PROJECT, TUKWILA, WASHINGTON Dear Mr. Olson: This letter discusses our findings and recommendations based on our limited field evaluation for the proposed widening of the pedestrian sidewalk undercrossing at Longacres Way. The project involves design and construction of a 5- to 6 -foot -high retaining wall to replace a 4 -foot -high modular block wall. The modular block wall retains fill material adjacent to a row of timber piles that support the BNSF railroad trestle bridge over Longacres Way. The face of the proposed new wall would be located approximately 2 feet south of the face of the existing wall. Replacing the block wall with a new wall will allow the pedestrian walkway to be widened from 6 feet to 8 feet. Details of the existing and proposed pedestrian walkway are presented in the attached Conceptual Design drawing prepared by KPFF Consulting Engineers. One of the primary issues for design and construction of the pedestrian walkway widening is the potential effects that temporary removal of the existing block wall might have on the passive earth pressure resistance that is provided by the fill between the block wall and the timber piles. We have no design or as -built information for the trestle bridge or the timber piles that support it. Therefore, we do not know if the bridge piles require fill material to provide passive resistance or not. It is possible that the bridge piles do not impose any lateral loads on the fill material behind the block wall. We considered the following three alternatives for construction of a replacement of the existing modular block wall: 400 NOR; H 34 rt i S TRU.: 7, SUIT L 100 P.0, BOX 300303 SEAT TLE. WASH iNOTON 98103 206-6,37-K)20 FAX 206-695-6777 TL)D 1-80M:33-6388 21-1-20815-025 Mr. Craig Olson KPFF Consulting Engineers February 22, 2012 Page 2 of 5 SHANNON 6WILSON, INC. ■ Construction of a new concrete wall after removal of the entire blockcwall. • Construction of a new concrete wall in partial segments with limited removal of the block wall to maintain stability of the cut slope. • Construction of a pin -pile wall with concrete facing in partial segments with limited removal of the block wall to maintain stability of the cut slope. All three options would include demolition of the existing block wall, excavation into the backfill soils to make a temporary cut slope, and construction of the new wall. ASSUMED SUBSURFACE CONDITIONS We understand the wall is within the public right-of-way; however, it is not currently possible to gain access behind the wall for soil borings or potholing to evaluate composition and strength of the fill. We visited the project site on January 16, 2012, to perform a visual evaluation of the fill material between the existing modular block wall and timber piles. We used a %2 -inch -diameter, steel T -bar to assess the surface density of the fill. In addition, we reviewed subsurface soil boring information from boring B-305 presented in the geotechnical report prepared for the Tukwila Commuter Rail Station project (Shannon & Wilson, Inc. 2011).' Based on our site visit and our visual observations, the fill soil behind the existing retaining wall appears to consist of approximately 4 to 7 feet of very loose to loose, slightly cobbly, silty, gravelly sand to sandy gravel with scattered organics. Based on a nearby soil boring B-305, the fill (and the pedestrian walkway) is underlain by about 17 feet of very loose to very soft estuarine deposits consisting of sandy silt to silty sand and clayey silt to silty clay, with numerous organics. The estuarine deposit is underlain by approximately 65 feet of medium dense to dense alluvium consisting of fine to medium sand with traces of silt and gravel and - scattered wood debris. Boring B-305 encountered saturated soils at about 5 feet below the existing sidewalk grade, indicating possible groundwater. 1 Shannon & Wilson, Inc., 2011, Geotechnical report, Tukwila Commuter Rail Station, Tukwila, Washington: Report prepared by Shannon & Wilson and submitted to KPFF Consulting Engineers. 21-1-20815-025-L3.docx/wp/Ucn 21-1-20815-001 Mr. Craig Olson KPFF Consulting Engineers February 22, 2012 Page 3 of 5 SHANNON bWILSON, INC. CONCLUSIONS AND RECOMMENDATIONS Effect of Construction The enclosed conceptual design drawing dated January 9, 2012;shows that the proposed new wall face will be approximately 1'h to 2 feet south of the existing wall. Removal of the block wall and excavation into the fill material could temporarily reduce the volume of fill present and, theoretically, cause a reduction in passive earth pressure available to the timber piles supporting the bridge. We evaluated the potential reduction in passive resistance of the following two construction scenarios: • (1) After the modular block wall is removed and no soil excavation has been made, and (2) After the block wall is removed and an approximately 2 -foot -wide (normal to wall), temporary soil cut is made prior to construction of the new wall. Our analysis indicated that the temporary removal of the block wall would result in about a 10 percent reduction in potential passive earth pressure available against the trestle support timber piles. The proposed 2 -foot -wide excavation into the fill results in an additional reduction of about 10 percent to the available passive earth pressure, for a total reduction of about 20 percent if the entire block wall and excavation are made at once. After the newretaining wall is constructed and backfilled, the passive resistance offered by the new wall and its retained fill would be essentially equal to the existing conditions. It is our opinion that a 10 to 20 percent temporary reduction in passive resistance is not likely to have a significant effect on the performance of the trestle bridge. In our opinion, the fill material behind the existing block wall is loose and could ravel up to the top of the slope if the block wall is removed and the excavation is made all at once. Therefore, we recommend building the new wall in short segments as discussed below. Cantilevered Concrete Wall Design Parameters In our opinion, the proposed block removal and excavation into the existing fill should be made in short, discontinuous segments of approximately 4 to 6 feet wide with 4 to 6 feet of existing block wall left in between to help maintain stability of the cut slope through arching, and to reduce the potential effects on the timber piles. The excavation can be made with a temporary slope of 1 Horizontal to 1 Vertical. If raveling occurs during excavation, then the slope may 2I-1-20815-025-L3.docx/wp/Ikn 21-1-20815-001 Mr. Craig Olson KPFF Consulting Engineers February 22, 2012 Page 4 of 5 SHANNON 6WILSON, INC. need to be flatter. The exposed soil should be evaluated by a geotechnical engineer at the time the excavation is made. After the new wall segments have been constructed and backfilled, the remaining segments can be built in a similar manner until the wall is completed. If a cantilevered concrete wall is used, we recommend it be designed using an allowable equivalent fluid density of 50 pounds per cubic foot (pcf) to account for active pressure and the sloping backslope above the finished wall. A uniform seismic pressure increase of 8H pounds per square foot (psf) acting against the back of the wall, where H is the wall height, should also be included in the design. For resistance against the buried portion of the wall footing, we recommend using a coefficient of sliding resistance of 0.3, assuming the subgrade will consist of loose sand. The footing maybe designed for an allowable bearing pressure of 2,000 psf, which includes a factor of safety of 2. Subgrade soils should be evaluated by a geotechnical engineer prior to placing rebar and concrete. Passive resistance against the buried portion of the footing may be estimated using an allowable equivalent fluid density of 300 pcf; however, this passive resistance would only be present after the wall footing is backfilled with densely compacted structural fill and should not be relied upon if there is a possibility that the backfill would be removed at any time after the wall is backfilled. The passive earth pressure design value includes a factor of safety of 1.5. Pin -Pile Wall As an alternative to the cantilevered concrete wall shown in the conceptual design, a small - diameter soldier pile (pin -pile) wall could be considered. The advantage of the pin -pile wall is that it may be constructed sequentially with minimal removal of the block wall, rather than with staggered sections as is recommended for the concrete wall. The pin -piles would consist of 3 -inch -diameter Schedule 80 steel pipe driven in short sections, say 3 to 4 feet long, and spliced as needed. The limited vertical space constraints at the site would necessitate driving with specialized, limited clearance equipment. Construction of a pin -pile wall involves driving closely spaced piles to a prescribed depth behind the existing block wall, then removing the block wall in 5- to 10 -foot -long sections, placing rebar and casting concrete or shotcreting a facade over the face of the wall. It is our opinion that driving pin -piles is feasible for this project. If a pin -pile wall is used, we recommend using an equivalent fluid weight of 50 pcf and a seismic increment of 8H to evaluate the active pressure acting on the wall. For passive resistance, we 2I-I-20815-025-13.docx/wpilkn 21-1-20815-001 Mr. Craig Olson KPFF Consulting Engineers February 22, 2012 Page 5 of 5 SHANNON 6WILSON. INC. recommend that the piles be designed using a passive earth pressure estimated based on an equivalent fluid density of 60 pcf in the loose or soft estuarine deposits present below the sidewalk. This passive pressure includes a factor of safety of 1.5 and may be assumed to act over twice the pile diameter (approximately 6 inches). Wall Drainage Proper drainage is necessary for long-term stability of the retaining wall system. We recommend that free -draining gravel backfill be placed behind the cantilevered concrete wall. If the soldier pile wall system is used, a prefabricated drainage mat should be installed between each pile prior to placing the rebar cage and concrete facade. We recommend that drainage consist of a 3 -inch - diameter perforated drain pipe or 2 -inch -diameter weep holes spaced approximately 10 feet on centers. Shannon & Wilson, Inc. has prepared the enclosed "Important Information About Your Geotechnical/Environmental Report" to assist you and others in understanding the use and limitations of our reports. We appreciate the opportunity to submit this report and look forward to continue working with you on this project. Should you have questions regarding this report, please contact me bye -mail at mwp(a,shanwil.com or by phone at 206-695-6875. Sincerely, SHANNON & WILSON, INC. Martin W. Page, P.E., L.E.G. Senior Associate Geotechnical Engineer, LEED AP CWY:MWP:TMG/cwy Enc: Conceptual Design, Trestle Retaining Wall at Pedestrian Undercrossing Important Information About Your Geotechnical/Environmental Report 21-1-20815-025-L3.docx/wp/Ikn 21-1-20815-001 , i: • .i-.1] w.. •'id !-,.'; S:e NP.5- xv5 ti 1 1J r•sq I. LJ 2 • X w 0 1- 0w- 0 0 !, !i a 7,n • '4114 a' 7 I • I • ! I . ! I • ;4 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants Attachment to and part of Report 21-1-20815-025 Date: February 22, 2012 To: Mr. Craig Olson KPFF Consulting Engineers 1 t IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONMENTAL REPORT 1 CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. 1 Consultants prepare reports to meet the specific needs of specific individuals. •A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise, your consultant prepared your report Iexpressly for you and expressly for the purposes you indicated. No one other than you should apply this report for its intended purpose without first conferring with the consultant. No party should apply this report for any purpose other than that originally contemplated without first conferring with the consultant. I THE CONSULTANT'S REPORT IS BASED ON PROJECT -SPECIFIC FACTORS. A geotechnical/environmental report is based on a subsurface exploration plan designed to consider a unique set of project -specific I configuration; its historical use and practice; the location of the structure on the site and its orientation; other improvements such as factors. Depending on the project, these may include: the general nature of the structure and property involved; its size and access roads, parking lots, and underground utilities; and the additional risk created by scope -of -service limitations imposed by the client. To help avoid costly problems, ask the consultant to evaluate how any factors that change subsequent to the date of the report Imay affect the recommendations. Unless your consultant indicates otherwise, your report should not be used: (1) when the nature of the proposed project is changed (for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one, or chemicals are discovered on or near the site); (2) when the size, elevation, Ior configuration of the proposed project is altered; (3) when the location or orientation of the proposed project is modified; (4) when there is a change of ownership; or (5) for application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors which were considered in the development of the report have changed. I SUBSURFACE CONDITIONS CAN CHANGE. Subsurface conditions may be affected as a result of natural processes or human activity. Because a geotechnical/environmental report is based on conditions that existed at the time of subsurface exploration, construction decisions should not'be based on a report whose Iadequacy may have been affected by time. Ask the consultant to advise if additional tests are desirable before construction starts; for example, groundwater conditions commonly vary seasonally. Construction operations at or adjacent -to the site and natural events such as floods, earthquakes, or groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical/environmental report. The consultant should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS. Site exploration and testing identifies actual surface and subsurface conditions only at those points where samples are taken. The data I were extrapolated by your consultant, who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. While nothing can be done to prevent such situations, you and your consultant can work together to help reduce their impacts. Retaining your consultant to observe subsurface construction operations can be particularly Ibeneficial in this respect. 1 1 Page 1 of 2 1/2012 A REPORT'S CONCLUSIONS ARE PRELIMINARY. The conclusions contained in your consultant's report are preliminary because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Actual subsurface conditions can be discerned only during earthwork; therefore, you should retain your consultant to observe actual conditions and to provide conclusions. Only the consultant who prepared the report is fully familiar with the background information needed to determine whether or not the report's recommendations based on those conclusions are valid and whether or not the contractor is abiding by applicable recommendations. The consultant who developed your report cannot assume responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. THE CONSULTANTS REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur when other design professionals develop their plans based on misinterpretation of a geotechnical/environmental report. To help avoid these problems, the consultant should be retained to work with other project design professionals to explain relevant geotechnical, geological, hydrogeological, and environmental findings, and to review the adequacy of their plans and specifications relative to these issues. BORING LOGS AND/OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT. Final boring logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final boring logs and data are customarily included in geotechnical/environmental reports. These final logs should not, under any circumstances, be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of boring log or monitoring well misinterpretation, contractors should be given ready access to the complete geotechnical engineering/environmental report prepared or authorized for their use. If access is provided only to the report prepared for you, you should advise contractors of the report's limitations, assuming that a contractor was not one of the specific persons for whom the report was prepared, and that developing construction cost estimates was not one of the specific purposes for which it was prepared. While a contractor may gain important knowledge from a report prepared for another party, the contractor should discuss the report with your consultant and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. Some clients hold the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes that aggravate them to a disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnical/environmental engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against consultants. To help prevent this problem, consultants have developed a number of clauses for use in their contracts, reports and other documents. These responsibility clauses are not exculpatory clauses designed to transfer the consultant's liabilities to other parties; rather, they are definitive clauses that identify where the consultant's responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your report, and you are encouraged to read them closely. Your consultant will be pleased to give full and frank answers to your questions. The preceding paragraphs are based on information provided by the ASFE/Association of Engineering Firms Practicing in the Geosciences, Silver Spring, Maryland Page 2 of 2 1/2012 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • 2 • 3 i-- EXIS11NG BNSF TRESTLE EXISTING SLOPE FTG DRAIN L �~EXISTING UMBER PILE CONCRETE RETAINING WALL No. Date SECTION By Chk. App. Revisions 8'-0.• Q R NEW RETAINING WALL EXISTING RETAINING WALL WALL ELEV 6'-0 t CLR EXISTING TRESTLE/WALL SECTION 1/2•=1.-o• 6'-O• WALL SEGMENT TYPICAL SEE NOTE 1 TYPICAL WALL ELEVATION 1/2'=1'-0' F i1 Designed By. A.EWING Drawn By. B. RONIA Checked By. T. HUDGINGS Approved By. C. OLSON O '•?4‘4/`✓ J` . NOTE: 1. CONDITION & EMBEDMENT DEPTH OF TIMBER PILES UNKNOWN. EXISTING UMBER PILE /K,--- UGHT FIXTURE ,— SEE NOTE 1 CONSTRUCTION JOINT, TYP ��— SMOOTH DOWELS 0 1'-0' ASPHALT PAVING • • NOTE. 1. WALL TO BE CONSTRUCTED IN 6'-0- SEGMENTS W1TH ACTIVE CONSTRUCTION AT LEAST 24'-0' BETWEEN CONSTRUCTION SEGMENTS. iilrYti , Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, Washington 98101 (206) 622-5822 Fax (206) 622-8130 PEDESTRIAN UNDERCROSSING 17'-0't II, 111 111 PILE t r } I EXISTING TRESTLE1 STRUCTURE ----A: � NEW CONCRETE RETAINING WALL EXISTING TRESTLE STRUCTURE FUTURE TRESTLE _ STRUCTURE — (8Y OTHERS) PILE A TRESTLE WALL SECTION li - I �- ASPHALT PAVING 11. NEW FOUNDATION PARTIAL PLAN OF RETAINILLG WALL, 1/8'=1'-0' CONCEPTUAL DESIGN SOUNDTRANSIT Scale: AS NOTED Filename: TCRSN TK-SXXX.DWG Controct No.: RTA/CP 0101-05 Submitted: Date: Approved: Dote: Date: 1/09/2012 EDGE OF _ PLATFORM EDGE OF PLATFORM EDGE OF__ INTERIM PLATFORM EDGE OF PLATFORIA EDGE OF PLATFORM_ KEY PLAN 8 4 0 8 SCALEINFEET 16 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON TRESTLE RETAINING WALL AT PEDESTRIAN UNDER CROSSING Es Drawing No.: TK-SXXX Sheet No.: Rev.: XXX A Ewing Temporary License 123 Easy Street AnyTown, USA 00000 (000) 000-0000. - Tukwila Underpass Design Detail CNI 1 r- n T_s✓ o 10 in 1 18in,1-7 -2 ft -A.7. -r, N T 4.67 ft -6 ft Check Summary Ratio Check -- Stability Checks -- v'0.818 Overturning X 1.050 Sliding ✓ 0.544 Bearing Pressure V 0.694 Bearing Eccentricity - - Toe Checks -- ,/0.197 Shear x/0.166 Moment 0.181 Min Strain 0.000 Min Steel V 0.875 Development V 0.667 S&T Max Spacing 0.523 S&T Min Rho - - Heel Checks -- ,/ 0.081 Shear ✓ 0.025 Moment - - Stem Checks --- V 0.774 Horz Bar Rho ✓ 0.667 Horz Bar Spacing 0.262 Moment V0.272 Shear 0.299 Max Steel ,/ 0.000 Min Steel 0.583 Base Development Loads rC15° 0.5 ft T5 Concrete fc = 3000 psi Rebar Fy = 60000 psi Unit Weight = 150 lb/ft' #5 @ 12 in (S&T) #7 @ 12 in Toe Bars: #7 @ 12 in Footing S/T Bars: #5 @ 12 in Provided Required Combination 1.83 1.50 Unfactored 1.43 1.50 Unfactored 2000 psf 1087 psf Unfactored 12.49 in 18 in Unfactored 11.4 k/ft 2.25k/ft 1.2D + 1.6H 29.63 ft.k/ft 4.93 ft.k/ft 0.9D + 1.6H + 1.0E 0.0221 0.0040 1.2D + 1.6H 0.05 in' 0 in' 1.2D + 1.6H 8 in 7in 1.2D + 1.6H 12 in 18 in 1.2D+1.6H 0.0034 0.0018 1.2D + 1.6H 8.54 k/ft 0.69 k/ft 1.2D + 1.6H 6 94 ft.k/ft 0.17 ft.k/ft 1.20 + 1.6H 0.0026 0.0020 1.2D + 1.6H 12 in 18 in 1.2D+1.6H 18.83 ft.k/ft 4.93 Wit/ft 0.9D + 1.6H + 1.0E 7.46 k/ft 2.03 k/ft 0.9D + 1.6H + 1.0E 0.0134 0.0040 1.2D + 1.6H 0.05 in'/'in 0 in'(n 1.2D + 1.6H 12 in 7in 1.2D+1.6H Loading Options/Assumptions 4 Passive pressure neglects top 0.75 ft of soil. y = 110 Ib/ft' = 50 Ib/ft' -� -52 pVP y = 110 Ib/ft' TEFF = 300 Ib/ft' Criteria Building Code Concrete Load Combs Masonry Load Combs Stability Load Comb Restrained Against Sliding Neglect Bearing At Heel Use Vert. Comp. for OT Use Vert. Comp. for Sliding Use Vert. Comp. for Bearing Use Surcharge for Sliding & OT Use Surcharge for Bearing Neglect Soil Over Toe Neglect Backfill Wt. for Coulomb Factor Soil Weight As Dead Use Passive Force for OT Assume Pressure To Top Extend Backfill Pressure To Key Bottom Required F.S. for OT Required F.S. for Sliding Has Different Safety Factors for Seismic Allowable Bearing Pressure Req'd Bearing Location Wall Friction Angle Friction Coefficent IBC 2006 ASCE 7-02/05 (Str) MSJC 02/05 (ASD) Unfactored No Yes Yes Yes Yes Yes Yes No No No Yes Yes No 1.50 1.50 No 2000 psf Middle half 25° 0.35 Load Combination: ASCE 7-02/05 (Str) 1.2D + 1.6H 1.2D + 1.0E 0.9D + 1.6H 0.9D + 1.6H + 1.0E 1.4D 1.2D QuickRWall 2.0 (iesweb.com) C:\Documents and Settings...\Tukwila Retaining Wall.rwd Page 1 of 20 Wednesday 02/22/12 4:16 PM A Ewing Temporary License 123 Easy Street AnyTown, USA 00000 (000) 000-0000 Tukwila Underpass Backfill Pressure _115° Y = 110 Ib/ft' YEFP = 50 Ib/ft' Lateral Earth Pressure Equivalent Fluid Pressure an = H ?fluid = 17.88 ftI 150 Ib / ft'I = 394.2 psf Lateral Earth Pressure (stem only) an = H y Iuid = (6-5 ft(150 Ib / ft'( = 325 psf Passive Pressure NI. y = 110 Ib/ft' YEFP = 300 Ib/ft' Lateral Earth Pressure Equivalent Fluid Pressure an = H Yfluid = 13.25 ft( (300 Ib / ft'i = 975 psf Ni 975 psf : �r -394.2 psf \ -325 psf 132 Ib/in t c co c=ca 129.51b/in a 88.02 Ib/in 0 QuickRWall 2.0 (iesweb.com) C:\Documents and Settings...\Tukwila Retaining Wall.rwd Page 2 of 20 Wednesday 02/22/12 4:16 PM A Ewing Temporary. License :123 Easy Street AnyTown, USA 00000 (000) 000-0000 Tukwila Underpass — - Manually Specified Lateral Stem Pressor 52 psf 338 Ib/ft - -- Wall/Soil Weights 72.92 Ib/in 93:76 Ib/ini 37:5 b/in 1 1 0.31 Ib/in 29:79 Ib/in �II 32.09-Ib/in ;1 QuickRWall 2.0 (iesweb.com) , C:\Documents and Settings...\Tukwila Retaining Wall.rwd Page 3 of 20 Wednesday 02/22/12 4:16 PM A Ewing Temporary License 123 Easy Street AnyTown, USA 00000 (000) 000-0000 Tukwila Underpass Bearing Pressurc 1087 psf Friction F = µR = (0.350)(266.4 Ib/ in) = 93.22 Ib/ in Bearing Pressure Calculation Contributing Forces Backfill Pressure Manual Lateral Pressure Footing Weight Stem Weight Key Weight Backfill Weight Backfill Weight Soil over toe Weight e= 12.49 in 1.96 ft 1-1 r 5 266.4 Ibriin 93.22 Ib/in—L►t-- -75156.92in•Ib/ft = 1.96 ft - 266.36 Ib / in Vert Force offset Horz Force .offset OT Moment -0 Ib/in - -129.49 Ib/in 2.63 ft 49004 in-lb/ft -0 lb/in - -28.17 Ib/in 5 ft 20280 in•Ib/ft -93.76 lb/in 3 ft 0 lb/in - -40504.5 in-lb/ft -72.92 lb/in 5.08 ft 0 Ib/in - -53378.5 in•Ib/ft -37.5 Ib/in 2.75 ft 0 Ib/in -14850 in-lb/ft -29.79 Ib/in 5.75 ft 0 Ib/in -24668.93in•Ib/ft -0.31 lb/in 5.83 ft 0 Ib/in -257.92 in-lb/ft -32.09 lb/in 2.33 ft 0 lb/in -10781.54 in•Ib/ft -266.36 Ib/in -75156.92 in•Ib/ft QuickRWall 2.0 (iesweb.com) C:\Documents and Settings...\Tukwila Retaining Wall.rwd Page 4 of 20 Wednesday 02/22/12 4:16 PM A Ewing Temporary. License 123 Easy Street AnyTown, USA 00000 (000) 000-0000 Tukwila Underpass - Stability Checks Overturning Check Overturning Moment: Backfill pressure (horz Manual lateral pressure Resisting Moment: Backfill pressure (vert: Passive pressure @ toe Footing Weighs Stem Weight Key Weight Backfill Weight Backfill Weight Soil over toe Weight Force Distance Moment 129.5 Ib/in 2.63 fl 49004 in•Ib/fl 28.17 Ib/in 5 ft 20280 in.Ib/fl Force 0 Ib/in 132Ib/in -93.76 Ib/in -72.92 Ib/in -37.5 Ib/in -29.79 Ib/in -0.31 Ib/in -32.09 Ib/in Total: 69284 in•Ib/fl Distance Moment 6 ft 0 in•Ib/ft -0.92 ft -17428.13 in•Ib/f _ 3 ft 40505 in-lb/fl 5.08 fl 53378 in-lb/8 2.75 fl 14850 in-lb/fl 5.75 fl 24669 in.lb/fl 5.83 ft 257.9 in•Ib/8 2.33 ft 10782 in•Ib/fl F.S. OTM RM - 69284in.Ib/ft 127013 in•Ib/ ft = 1833 > 1.50 (OK) Total: 127013 in-lb/8 Sliding Check Sliding Force(s: Resisting Force(s: F.S. = RF _ 225.3 Ib/ in SF 157.71b/in Backfill pressure Manual lateral pressure Total: Passive pressure Q toe Friction 129.5 Ib/in 28.17 Ib/in 157.7 Ib/in 132 Ib/in 93.22 Ib/in Total: - 1.429 < 1.50 (FAILS) 225.3 Ib/in Bearing Check Bearing pressure < allowable (1087 psf < 2000 psf) - OK Bearing resultant eccentricity < allowable (12.49 in < 18 in) - OK QuickRWall 2.0 (iesweb.com) C:\Documents and Settings...\Tukwila Retaining Wall.rwd Page 5 of 20 Wednesday 02/22/12 4:16 PM A Ewing Temporary License 123 Easy Street AnyTown, USA 00000 (000) 000-0000 Tukwila Underpass Stem Flexural Capacity -20 Moment -16.67 -13.33 -10 -6.67 Moment (ft.k/ft) Capacity (ACI 318-05 10.2) a 0 ft from base _ As fy (0.05 in2) (60000 psi a 0.85 fc 0.85 (3000 psi) = 1.18 in mM„ = 4, As fy [d - a / 2] = (0.90) (0.05 in2( (60000 psi( [(7.56 in) - (1.18 in) / 2] = 18.83 ft•k / ft Capacity (ACI 318-05 10.2) 4.6 ft from base _ As fy __ (0.05 int) (60000 psi a 0.85 fc 0.85(3000 psi) - 1'18 in 4)M„ = As fy [d - a / 2] = (0.90) (0.05 in2( (60000 psi) [(7.56 in) - (1.18 in) / 2] = 18.83 ft•k / ft Capacity (ACI 318-05 10.2) (a 7 ft from base a _ As fy_ _ (0 in21(60000 psi) = 0 in 0.85 fc 0.85 (3000 psi) QM„ = qi As fy [d - a / 2] = (0.90) (O in21(60000 psi) [(7.56 in) - (O in) / 2] = O ft•k / ft -3.33 6.3 5.6 4.9 4.2 3.5 Offset (ft) 2.8 2.1 1.4 0.7 QuickRWall 2.0 (iesweb.com) C:\Documents and Settings...\Tukwila Retaining Wall.rwd Page 6 of 20 Wednesday 02/22/12 4:16 PM 1. 1 1 Stem Shear Capacity 1 1 1 1 A Ewing Temporary License 123 Easy Street AnyTown, USA 00000 (000) 000-0000 Tukwila Underpass Shear -2 1 Shear Capacity (ACI 318-05 11.1.1, 11.3.1) fa 0 ft from base Va = 2VTcd = 2+V3000psi(7.56in) = 9.94k/ft 1 oVe =IVa = (0.750i (9.94 k / fti = 7.46 k / ft Shear Canacity (ACI 318-05 11.1.1. 11.3.1) Cad 7 ft from base 1 Va = 211 -Fc d = 2 3000 psi (7.56 in) = 9.94 k/ ft oVe = p Va = (0.750) (9.94 k / ft) = 7.46 k / ft 1 1 1 1 1 1 1 1 1 -0.33 1.33 3 Shear (k/ft) 4.67 6.33 7 6.3 5.6 4.9 4.2 3.5 Offset (ft) 2.8 2.1 1.4 0.7 80 QuickRWall 2.0 (iesweb.com) C:\Documents and Settings...\Tukwila Retaining Wall.rwd Page 7 of 20 Wednesday 02/22/12 4:16 PM A Ewing Temporary License 123 Easy Street AnyTown, USA 00000 (000) 000-0000 Tukwila Underpass Stem Development/Lap'Length Calculations Main vertical stem bars (bottom end) - Development Lenath Calculation (ACI 318-05 12.2.3. 12.5) p = 1.0 (bar not epoxy- coated) = 1.0 (normal weight concrete) Idn = 0.02 p l fy db VTc 0.02 (1.0) (1.0) (60000 • psi (0.88 in) 113000 psi = 19.17 in 0.7 multiplier of 12.5.3(a) applies: ldh = 13.42 in 8 db = 8 (0.88 in) = 7.0 Main vertical stem bars (too end) - Development Lenath Calculation (ACI 318-05 12.2.3. 12.5) p = 1.0 (bar not epoxy- coated) y = 1.0 (bars are #7 or larged s/2 = (12 in)/2 = 6in cover+ db / 2 = (2 in) + (0.88 in) / 2 = 2.44 in c = 2.44 in a = 1.0 X = 1.0 Kt, =0in (lesser of half spacing, ctr to surface) (bars are not horizonta) (normal weight concrete) (no transverse reinforcemen) c + Kt / db = (2.44 in) + (0 in) / (0.88 in) = 2.7857 Id = [40 VT a2.51] db = [4. (60000 psi (1.0) I,1. )) (51.0) (1.0)1(0.88 in) = 28.76 in (term 'c plus Ktr over db' limited to 2.9 QuickRWall 2.0 (iesweb.com) C:\Documents and Settings...\Tukwila Retaining Wall.rwd Page 8 of 20 Wednesday 02/22/12 4:16 PM A Ewing Temporary, License 123 Easy Street AnyTown, USA 00000 (000) 000-0000 Tukwila Underpass Toe Checks [combination 1.2D + 1.6H] Controlling Moment Design moment ivl, for toe need not exceed moment at stem base: Mtoe = 7.38 ft•k / ft 2 Mstem = 3.66 kJ( / ft M„ = 3.66 Mk/ / ft (stem base moment controls 5hear Check (ACI 318-05 11.1.1. 11.3.1) Vo = 2 d = 2 3000 psi (11.56 in) = 15.2 k/ ft QV„ = .1)Vc = (0.750)(15.2k/ft) = 11.4k/ft (pV„ = 11.4k/ft 2 V„ = 2.25k/ft ✓ flexure Check (ACI 318-05 10.2) As fy = (0.05 in') (60000 psi a = 0.85 fo 0.85 (3000 psi) = 1.18 in 0M, = 4Asfy[d-a/2] = i 0.90110.05 in'1160000 psi} [111.56 inl - 11.18 in) / 2] = 29.63ft•k/ft 0Mn = 29.63ft•k/ft 2 Mu = 3.66ft•k/ft ✓ Toe Unfactored Loads Unfactored Loads 82.5-82.5 psf (Soil) t r t t T tt 187.5 psf (Self -wt) II A_ 1087 psf 224.1 psf — Toe Factored Loads 1.2D + 1.6H 132-132 psf (Soil) T_T T T T T2.2 k/ft 225 psf (Self -wt) t ti 1 A A 1 1406 ps ' 171 :38 ft•k/ft 289.9 psf QuickRWall 2.0 (iesweb.com) C:\Documents and Settings...\Tukwila Retaining Wall.rwd Page 9 of 20 Wednesday 02/22/12 4:16 PM A Ewing Temporary License 123 Easy Street AnyTown, USA 00000 (000) 000-0000 Tukwila Underpass Heel Checks [combination 1.2D + 1.6H] Controllino Moment Design moment M for heel need not exceed moment at stem base: Mheel = 0.17 ft•k / ft < Mstem = 3.66 ft•k / ft M„ = 0.17 fig( / ft (stem moment does not control Shear Check (ACI 318-05 11,1.1. 11.3.1) Unreinforced, use plain concrete provisions: ACI 22.5.4 Note: Effective thickness reduced by 2 inches for concrete cast on soi(ACI 22.4.8) V„ = VTch = 3\13000psi (13in) = 11.39k/ft mVn _ q Vn = (0.750) (11.39 k / ft) = 8.54 k / ft pV„ = 8.54k/ft z Vu = 0.69k/ft ✓ Flexure Check (ACI 318-05 10.2) Unreinforced, use plain concrete provisions: ACI 22.5.1 Note: Effective thickness reduced by 2 inches for concrete cast on soi(ACI 22.4.8) Mn = 5 \Fc S = 5 3000 psi (28.17 in31 ft) = 7.71 ft•k / ft (as limited by tension Mn = 0.85 S = 0.8513000 psis (28.17 in'/ ft) = 71.83 ft•k/ ft (as limited by compression Tension controls (I)M„ = 4 Mn = (0.90) (7.71 ft•k / ft) = 6.94 ft•k / ft Heel Unfactored Load Unfactored Loads -.nll lull 7.37-14.74 psf (Soil weight) 715 psf (Soil weight) 187.5 psf (Concrete self -wt) 1(neglect bearing pressure) Heel Factored Load 4)M„ = 6.94 (Mc/ ft Z Ivo, = 0.17 ft•k / ft ✓ 1.2D + 1.6H 11.79-23.58 psf (Soil weight) 1144 psf (Soil weight) 225 psf (Concrete self -wt) cn neglect bearing pressure) 0.69 k/ft QuickRWall 2.0 (iesweb.com) C:\Documents and Settings...\Tukwila Retaining Wall.rwd Page 10 of 20 Wednesday 02/22/12 4:16 PM A Ewing Temporary. License 123 Easy Street AnyTown, USA 00000 (000) 000-0000 Tukwila Underpass 1 Stem Forces [combination 1.2D + 1.6H] -- Stem Internal Forces a 1 1.69 k/ft 3.66"ft.k/ft -520 psf Stem Internal Forces ---- -520 psf Stem Internal Forces 6.1 5.2 4.3 Moment 2.631 1 79 / 0.88 / =4 -2 -1 Moment (ft•k/ft) Stem Internal Forces 6.1 5.2 4.3 Shear 2.633 1.7q. 088 N 045 09 1.35 Shear (k/ft) 1.8 QuickRWall 2.0 (iesweb.com) C:\Documents and Settings...\Tukwila Retaining Wall.rwd Page 11 of 20 Wednesday 02/22/12 4:16 PM A Ewing Temporary License 123 Easy Street AnyTown, USA 00000 (000) 000-0000 Tukwila Underpass Stem Moment Checks [combination 1.2D + 1.6H] Check (ACI 318-05 Ch 10) @ 0 ft from base (1)Mn = 18.83ft•k/ft z Ivo = 3.66ft•k/ft ✓ Moment -20 -16.67 -13.33 -10 -6.67 -3.33 Moment (ft.k/ft) 6.3 5.6 4.9 4.2 3.5 Offset (ft) 2.8 2.1 1.4 0.7 o0 QuickRWall 2.0 (iesweb.com) C:\Documents and Settings...\Tukwila Retaining Wall.rwd Page 12 of 20 Wednesday 02/22/12 4:16 PM A Ewing Temporary License 123 Easy Street AnyTown, USA 00000 (000) 000-0000 Tukwila Underpass 1 Stem Shear Checks [combination 1.2D + 1.6H] Shear Check (ACI 318-05 Ch 11.1.1) @ 0 ft from base OV„ = 7.46 k / ft > Vu = 1.69 k / ft V Shear rl -2 -0.33 1.33 3 4.67 6.33 Shear(kfft) 7 6.3 5.6 4.9 4.2 3.5 Offset (ft) 2.8 2.1 1.4 0.7 80 QuickRWall 2.0 (iesweb.com) C:\Documents and Settings...\Tukwila Retaining Wall.rwd Page 13 of 20 Wednesday 02/22/12 4:16 PM A Ewing Temporary License 123 Easy Street AnyTown, USA 00000 (000) 000-0000 Tukwila Underpass Stem Miscellaneous Checks [combination 1.2D + 1.6H] Minimum Steel Check (ACI 318-05 10.5.1) Cal 0 ft from base (Stem in negative flexurel 4)Mn = 18.83 ft.k / ft 2 (4 / 3) Ma = [4 / 3) (3.66 ft•k / ft) = 4.88 ft•k / ft Check is waived per ACI 10.5.3 ✓ Minimum Steel Check (ACI 318-05 10.5.1) (a 7 ft from base (Stem in negative flexurel (1)Mn = Oft•k/ft >_ (4/31Ma = [4/3]IOftk/ft1 = Oft•k/ft Check is waived per ACI 10.5.3 ✓ Maximum Steel Check (ACI 318-05 10.3.5)@ 0 ft from base (Stem in negative flexurel Pi = 0.850 (fu < 4000 psi) _ Amy_ (0.05 in21 (60000 psis a 0.85 fu 0.85 (3000 psi) = 1.18 in Et = 0.003 [a / 1 11 = 0.003 [0.181)610.850) -1 = 0.0134 et = 0.0134 2 0.004 ✓ Maximum Steel Check (ACI 318-05 10.3.5) Cad 7 ft from base [Stem in negative flexurel Pi = 0.850 (f., < 4000 psi) _ As fy __ (0.05 1n2( f 6000 psis a 0.85 fa 0.85 (3000 psi) = 1.18 in et = 0.003 [a dpi -1 ] = 0.003 [(1.18 in.) / (0.850) 11 = 0.0134 et = 0.0134 2 0.004 ✓ Wall Horizontal Steel (ACI 318-05 14.3.3. 14.3.5) Pt = As_hnn / shnn _ (0.31 in21 / (12 int = 0.0026 t (10 in) Pt = 0.0026 2 Pt min / = 0.0020 3t = 3(10 in) = 30 in 18 inch limit govems shorz_max = 18 in shorz = 12 in < shorz max = 18 In ✓ Pevelooment Check (ACI 318-05 12.12. 12.2.3) p = 1.0 (bar not epoxy- coated) X = 1.0 (normal weight concrete) Idh = O.Oxfvdb c = 0.02 (1.01 i 1.01160000 psis (0.88 in) X13000 psi = 19.17 in 0.7 multiplier of 12.5.3(a) applies: bh = 13.42 in Mu_ __ (3.66 ft•k / ft) = 0.1945 oMa (18.83 ft•k/ ft) Factor bh by this ratio (excess reinforcement) per 12.5.3(d) : 8 db = 8 (0.88 in) = 7.0 8db limit controls Idh_prov = 12 in 2 Idh = 7 in Idh = 2.61 in QuickRWall 2.0 (iesweb.com) C:\Documents and Settings...\Tukwila Retaining Wall.rwd Page 14 of 20 Wednesday 02/22/12 4:16 PM I A Ewing Temporary License , 123 Easy Street AnyTown, USA 00000 (000) 000-0000 Tukwila Underpass Toe Checks [combination 0.9D + 1.6H + 1.0E] Controlling Moment Design moment M,, for toe need not exceed moment at stem base: Mtoe = 7.38ft•k/ft 2 Mstem = 3.66ft•k/ft M = 3.66 ft•k / ft (stem base moment control Shear Check (ACI 318-05 11.1.1. 11.3.1) Vc = 2 Fc d = 2 3000 psi (11.56 in) = 15.2 k/ ft QV„ = Vc = (0.750)(15.2k/ft) = 11.4k/ft �Vn = 11.4 k / ft 2 Vs = 2.25 k / ft ✓ flexure Check (ACI 318-05 10.2) _ As fy_ _ (0.05 in2) (60000 psi) a 0.85 fc 0.85 (3000 psi) - 1'18 to (OMn = Asfy[d-a/2] = (0.901(0.05 inz] (60000 psi] [(11.56 in( - (1.18 ini / 2] = 29.63ft•k/ft 4,M„=29.63ft•k/ft z M=3.66ft•k/ft V. Toe Unfactored Loads Unfactored Loads 82.5-82.5 psf (Soil) T t tf t T : T 187.5 psf (Self_wt) , t , V IV 1 c 1087 psf 224.1 psf — Toe Factored Loads 0.9D + 1.6H + 1.0E 132-132 psf (Soil) t t t k/ft 168.8 psf (Self -wt) �I� •5`99 ft•k/ft 1156 psf 238.3 psf QuickRWall 2.0 (iesweb.com) C:\Documents and Set:tings...\Tukwila Retaining Wall.rwd Page 15 of 20 Wednesday 02/22/12 4:16 PM A Ewing Temporary License 123 Easy Street AnyTown, USA 00000 (000) 000-0000 Tukwila Underpass Heel Checks [combination 0.9D + 1.6H + 1.0E] Controlling Moment Design moment K, for heel need not exceed moment at stem base: Mheei = 0.17 ft•k / ft < Mstem = 3.66 ft•k / ft M„ = 0.17 ft•k/ ft (stem moment does not control Shear Check (ACI 318-05 11.1.1. 11.3.1) Unreinforced, use plain concrete provisions: ACI 22.5.4 Note: Effective thickness reduced by 2 inches for concrete cast on soi(ACI 22.4.8) Vn = 3�h = 3�3000psi (13in) = 11.39k/ft oVn = Vn = (0.750) (11.39 k / ft) = 8.54 k / ft oVn=8.54k/ft 2 V„=0.69k/ft ✓ Flexure Check (ACI 318-05"10.2) Unreinforced, use plain concrete provisions: ACI 22.5.1 Note: Effective thickness reduced by 2 inches for concrete cast on soi(ACI 22.4.8) Heel Unfactored Load. Unfactored Loads 7.37-14.74 psf (Soil weight) 715 psf (Soil weight) 187.5 psf (Concrete self -wt) I (neglect bearing pressure) Heel Factored Load. Mn = 5 Vic S = 5 3000 psi (28.17 in'/ ft) = '7.71 ft•k/ ft (as limited by tension Mn = 0.85 fc S = 0.85 (3000 psi) (28.17 in3/ ft) = 71.83 ft -k/ ft (as limited by compression) Tension controls (1)Mn = (1)Mn = (0.90117.71 ft•k/ft) = 6.94ft•k/ft 4)Mn = 6.94ft•k/ft 2 M = 0.17 ft-k/ft ✓ 0.9D + 1.6H + 1.0E 11.79-23.58 psf (Soil weight) 1144 psf (Soil weight) 168.8 psf (Concrete self -wt) i (neglect bearing pressure) 0.67 k/ft 1 QuickRWall 2.0 (iesweb.com) C:\Documents and Settings...\Tukwila Retaining Wall.rwd Page 16 of 20 Wednesday 02/22/12 4:16 PM A Ewing Temporary. License 123 Easy'Street AnyTown, USA 00000 (000) 000-0000 Tukwila Underpass 1 Stem Forces [combination 0.9D + 1.6H + 1.0E] Stem Internal Forces r Stem Internal Forces 1.69 k/ft1. - -3.66"ft•k/ft -520 psf Stem Internal Forces 7 6.13 5.25 4.38 3.5 2.6 1.7 Moment -3.75 -2 5 -1.25 1— Stem Internal Forces Shear 6.13 5.25 4.38 2.6 1.7- 0.88 C6 0.75 1.5 2.25 Moment (ft.kfft) Shear (k/ft) -520 psf -52 psf • L QuickRWall 2.0 (iesweb.com) C:\Documents and Settings...\Tukwila Retaining Wall.rwd Page 17 of 20 Wednesday 02/22/12 4:16 PM A Ewing Temporary License 123 Easy Street AnyTown, USA 00000 (000) 000-0000 Tukwila Underpass Stem Moment Checks [combination 0.9D + 1.6H + 1.0E] Check (ACI 318-05 Ch 10) (a 0 ft from base (lM„ = 18.83ftk/ft z Mu = 4.93ft•k/ft ✓ Moment -20 -16.67 -13.33 -10 -6.67 -3.33 Moment (ft•k/ft) 6.3 5.6 4.9 4.2 3.5 Offset (ft) 2.8 2.1 1.4 0.7 QO QuickRWall 2.0 (iesweb.com) C:\Documents and Settings...\Tukwila Retaining Wall.rwd Page 18 of 20 Wednesday 02/22/12 4:16 PM A Ewing Temporary License 123 Easy Street AnyTown, USA 00000 (000) 000-0000 Tukwila Underpass Stem Shear Checks [combination 0.9D + 1.6H + 1.0E] Shear Shear Check (ACI 318-05 Ch 11.1.1) Cal 0 ft from base (tA/e'= 7.46k/ft Z V„ = 2.03k/ft ✓ -2 -0.33 1.33 3 4.67 6.33 Shear (kfft) 7 6.3 5.6 4.9 4.2 3.5 Offset (ft) 2.8 2.1 1.4 0.7 80 QuickRWall 2.0 (iesweb.com) C:\Documents and Settings...\Tukwila Retaining Wall.rwd Page 19 of 20 Wednesday 02/22/12 4:16 PM A Ewing Temporary License 123 Easy Street AnyTown, USA 00000 (000) 000-0000 Tukwila Underpass Stem Miscellaneous Checks [combination 0.9D + 1.6H + 1.0E] Minimum Steel Check (ACI 318-05 10.5.1] Col 0 ft from base fStem in negative flexurel (I)Mn = 18.83 ft•k / ft z (4 / 3) Mu = [4 / 3] (3.66 ft•k / ft) = 4.88 (Mc/ ft Check is waived per ACI 10.5.3 ✓ Minimum Steel Check (ACI 318-05 10.5.1) (a 7 ft from base (Stem in neaative flexure] 1:14 = 0ft* /ft 2 (4/3)Mu = [4/3](0ft* /ft) = 0ft•k/ft Check is waived per ACI 10.5.3 ✓ Maximum Steel Check (ACI 318-05 10.3.5) (a 0 ft from base fStem in negative flexure) pt = 0.850 (I's 5 4000 psi) _ As fy __ (0.05 in') (60000 psi) a 0.85 fs 0.85 (3000 psi) = 1.18 in Et = 0.003 [a dp, 11 = 0.003 [(1 187n 6 ,8501- 1 = 0.0134 et = 0.0134 2 0.004 ✓ Maximum Steel Check (ACI 318-05 10.3.5) (al 7 ft from base (Stem in neaative flexure) pt = 0.850 (fo 5 4000 psi) _ As fy_ __ (0.05 int) (60000 psil a 0.85 f 0.85 (3000 psi) = 1.18 in Et = 0.003 [a / pi -1 = 0.003 [(1.18 n)6/ (0)850) _11 = 0.0134 et=0.0134 z 0.004 ✓ Wall Horizontal Steel (ACI 318-05 14.3.3. 14.3.5) Pt = Asjoa / shoes_ (0.31 int)/ (12 in) = 0.0026 t (10 in) Pt = 0.0026 z pt_min ✓ = 0.0020 3t = 3(10 in) = 30 in 18 inch limit govems shorz_max = 18 in short = 12 in 5 Short max = 18 In ✓ Development Check (ACI 318-05 12.12. 12.2.3) p = 1.0 (bar not epoxy- coated) = 1.0 (normal weight concrete) Idn = 0.02 { x fy db Vrc = 0.02 (1.0) (1.0) (60000 psi) (0.88 in) 3000 psi = 19.17 in 0.7 multiplier of 12.5.3(a) applies: !dr, = 13.42 in Mu_ __ (3.66 ft•k/ ft) = 0.1945 �Mn (18.83 ft•k/ ft) Factor lib by this ratio (excess reinforcement per 12.5.3(d): 8 db = 8 (0.88 in) = 7.0 8db limit controls Idhjrov = 12 in Z Idh = 7 in ✓ Idh = 2.61 in QuickRWall 2.0 (iesweb.com) C:\Documents and Settings...\Tukwila Retaining Wall.rwd Page 20 of 20 Wednesday 02/22/12 4:16 PM Geotechnical Report Tukwila Commuter Rail Station Tukwila, Washington November 8, 2011 Submitted To: Ms. Jacqueline Putt, P.E. KPFF Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, Washington 98101 By: Shannon & Wilson, Inc. 400 N 34th Street, Suite 100 Seattle, Washington 98103 21-1-20815-025 SHANNON &WILSON, INC. TABLE OF CONTENTS Page. 1.0 INTRODUCTION 1 2.0 SCOPE OF SERVICES 2 3.0 SITE AND PROJECT DESCRIPTION 2 4.0 SUBSURFACE EXPLORATION PROGRAM 3 4.1 Explorations 3 4.2 Groundwater Monitoring 3 5.0 GEOTECHNICAL LABORATORY TESTING 4 6.0 GEOLOGY AND SUBSURFACE CONDITIONS 4 6.1 Topography and Site History 4 6.2 Geologic Conditions and Soil Descriptions 5 6.2.1 Cedar River Alluvium — Gravel (Hag) 6 6.2.2 . Duwamish/Green River Deltaic Deposits and Alluvium (HaD) 6 6.2.3 Beach Deposit (Hb) 6 6.2.4 Cedar River Alluvium (HaC) 7 6.2.5 Estuarine/Overbank Deposits (HeD/HeC) 7 6.2.6 Fill (Hf) 7 6.3 Groundwater Conditions - 7 7.0 ENGINEERING ANALYSES AND RECOMMENDATIONS 8 7.1 General 8 7.2 Seismic Studies 9 7.2.1 Ground Motions 9 7.2.2 Liquefaction 10 7.2.3 Seismically Induced Ground Settlement 11 7.2.4 Seismic Slope Stability 11 7.3 Proposed Embankment Widening 11 7.3.1 Settlement Analyses for Proposed Widened Embankment — Static - Conditions 12 7.3.2 Settlement Monitoring 13 7.3.3 Stability Analyses 14 7.4 Pedestrian Undercrossing (Tunnel) Alternatives 14 7.5 Wall Footings and Earth Pressures 15 7.6 Support for Ancillary Structures 15 7.7 Longacres Way Box Culvert 16 7.8 Subgrade for Parking Lots, Drive Lanes, and Temporary Access Roads 16 21-1-20815-025-R1.docx/wp/Ikn 1 21-1-20815-025 TABLE OF CONTENTS (cont.) SHANNON iWILSON, INC. Page 8.0 PAVEMENT DESIGN RECOMMENDATIONS 18 8.1 Subgrade Conditions 19 8.2 Traffic Loads 19 8.3 Pavement Design Recommendations 19 8.4 Subgrade Preparation and Construction Considerations 21 8.5 Pavement Materials 22 8.6 Frost Susceptibility Considerations 22 8.7 Utility Considerations Under Pavement 23 8.8 Pavement Subdrainage and Surface Drainage 23 9.0 SIGN BRIDGE AND LUMINAIRE POLE FOUNDATIONS 23 10.0 CONSTRUCTION CONSIDERATIONS 24 10.1 Site Preparation 24 10.2 Material Type, Placement, and Compaction 25 10.3 Wet Weather Construction Considerations 26 11.0 LIMITATIONS 27 12.0 REFERENCES 29 TABLES 1 International Building Code 2009 Parameters for Seismic Design of Structures 9 2 Estimated Settlements Due to Embankment Widening 13 FIGURES 1 Vicinity Map 2 Site and Exploration Plan 3 Geological Profile Legend 4 Generalized Subsurface Profile A -A' 5 Generalized Subsurface Profile B -B' 6 Estimated Ground Settlement at Fiber Optic Cable, Proposed Embankment Widening 21 -1 -20815 -025 -RI .docx/wp/Ikn 11 21-1-20815-025 TABLE OF CONTENTS (cont.) APPENDICES SHANNON &WILSON, INC. A Subsurface Explorations B Geotechnical Laboratory Test Results C Important Information About Your Geotechnical/Environmental Report 21-1-20815-025-R1.docx/wp/lkn 111 21-1-20815-025 SHANNON iWILSON, INC. GEOTECHNICAL REPORT TUKWILA COMMUTER RAIL STATION TUKWILA, WASHINGTON 1.0 INTRODUCTION . This report presents the results of our geotechnical engineering studies for the proposed Tukwila Commuter Rail Station (TCRS) project. This report is a revised version of our report dated September 9, 2010, and incorporates responses to comments and questions from the design team as well as project site updates that occurred after 60 percent design. The project involves design and construction of a permanent Commuter Rail Station to replace the temporary station currently in operation in the city of Tukwila, Washington. The permanent Rail Station will be constructed south of Longacres Way and immediately adjacent to the BNSF Railway (BNSF) railroad tracks along the city limits of the Cities of Renton and Tukwila. The permanent commuter rail station will include the construction of the following elements: • Two 600 -foot long passenger platforms at the location of the existing temporary platforms. • Surface parking lot for 392 stalls. • Bus boarding (two 120 -foot active zones) and layover zones. ■ On-site stormwater detention and conveyance systems in the form of rain gardens and belowground bioretention filtration systems. ■ Pedestrian courts. • Access drives to Longacres Way. • Half street improvement on Longacres Way. • Site landscaping, lighting, signage, and security. ■ Bike storage (lockers and racks). • Canopies/shelters (train, bus, kiss and ride). • Guard station and Metro comfort station. ■ Ticket vending machines. The following report sections present the results of our subsurface explorations, field and laboratory testing, geotechnical engineering studies, and recommendations for the proposed project. 21-1-20815-025-Rl.dacx/wp/tial 21-1-20815-025 SHANNON &WILSON, INC. Our services were conducted in general accordance with the Subconsultant Agreement for Sound Transit (ST) Contract RTA/CP 101-05, which was authorized by KPFF Consulting Engineers, Inc. (KPFF), on September 6, 2007, and amended by Contract Modification No. 26 on October 30, 2011. KPFF is under contract to ST. 2.0 SCOPE OF SERVICES Our scope of services included the following: • Perform literature search and review of subsurface information from previous adjacent projects. • Drill and sample three soil borings along the proposed station alignment. • Excavate and sample 12 test pits within parking area, bus lanes, and BNSF embankment. • Install a groundwater observation well within the proposed parking lot. • Prepare a site and exploration plan and soil exploration logs. • Perform geotechnical laboratory tests. • Conduct preliminary and final design engineering analyses. • Summarize our conclusions and recommendations in a draft report. • Provide a final report incorporating project design team comments. 3.0 SITE AND PROJECT DESCRIPTION The proposed new commuter rail station, located as shown in the Vicinity Map, Figure 1, is situated south of Longacres Way, north of Strander Boulevard, and bounded by existing Union Pacific Railroad (UPRR) and BNSF tracks. The project site is currently undeveloped and covered with grass, large patches of blackberry vines, isolated wetlands, and was recently cleared of small trees and piles of debris. In general, the ground surface is relatively flat, ranging between elevations 20 and. 24 feet, with a low elevation of 18 feet at the north end of the site adjacent to Longacres Way. All elevations are in terms of the North American Vertical Datum of 1988 [NAVD88]. The proposed project will include construction of a new station approximately over the same footprint as the existing temporary facility. The parking lot and Metro bus drive lanes will be constructed to the west of the station. An undercrossing extending below the BNSF railroad trestle will connect the east station platform to the parking lot. The BNSF embankment currently 21-1-20815-025-Rl.docx/wp/Ikn 2 21-1-20815-025 SHANNON 6WILSON, INC. rises. about 12 to 13 feet above the surrounding ground surface. The project will include widening the embankment to the east to allow for a third set of railroad tracks by BNSF in the future. 4.0 SUBSURFACE EXPLORATION PROGRAM 4.1 Explorations To generally identify and characterize subsurface conditions, we drilled three soil borings and excavated 12 test pits at the project site. We also drilled a shallow monitoring well boring, designated MW -1, to a depth of 13.5 feet in October 2009. Descriptions of the methodology and procedures used for drilling and sampling for the recent explorations are discussed in Appendix A, Subsurface Explorations. In addition, we reviewed and incorporated previous explorations in the project vicinity performed by Shannon & Wilson and others. All new and previous explorations are shown in the Site and Exploration Plan, Figure 2. The recently completed exploration logs are presented in Appendix A as Figures A-2 through A-14. Previously completed subsurface exploration logs are presented as Figures A-15 through A-50. Figure A-51 presents the shallow monitoring well installed within the proposed parking lot. Logs of test pits EP -11 and EP -12 are presented in Figure 4. The samples obtained from our recent borings were screened for potential contamination down to the groundwater table using a photoionization detector as well as visual and olfactory methods. We did not detect or observe signs of potential contamination in the borings or test pits. 4.2 Groundwater Monitoring Groundwater conditions were evaluated by visual observations during recent field explorations, review of reported groundwater conditions in previous explorations, and by measuring previously installed groundwater monitoring wells (MWs) and vibrating wire piezometers (VWPs) located along the south edge of the project site. These MWs were installed as part of our studies for the City of Renton's Strander Boulevard Extension/UPRR Relocation project (Shannon & Wilson, Inc., 2007), and we have been recording water levels in these wells periodically since 2003. Water levels in one MW and one VWP were measured in February 2008 for the current study. Water levels in monitoring well MW -1 are presented in Figure A-51. The results of our groundwater observations and monitoring are presented in Section 6.3. 2I-1-20815-025-RI.docx/wp/lkn 3 21-1-20815-025 SHANNON 6WILSON. INC. 5.0 GEOTECHNICAL LABORATORY TESTING To aid in our engineering analyses, laboratory tests were performed on selected samples retrieved from the recent borings to determine basic index and engineering properties of the soils encountered. The geotechnical laboratory testing was performed in the Shannon & Wilson laboratory in Seattle, Washington, and included visual classification, water content determinations, grain size distributions, Atterberg Limits determinations, and modified Proctor moisture density tests. Laboratory testing was performed in general accordance with the ASTM International (ASTM) standard test procedures (ASTM, 2007). Descriptions of the test procedures and summaries of the test results are. presented in Appendix B. In addition, we reviewed the results of laboratory tests from the nearby Strander Boulevard Extension/UPRR Relocation project (Shannon & Wilson, Inc., 2007). Tests performed for this previous project included organic contents, one-dimensional consolidation, and triaxial compression tests. Some of the results of these tests were incorporated into our analyses for the current study. 6.0 GEOLOGY AND SUBSURFACE CONDITIONS The geology and subsurface conditions along the proposed TCRS were inferred from the material and information obtained from the recent and previous explorations, existing monitoring wells and piezometers, and from geologic maps of the area. Our interpretations of the subsurface conditions are summarized in the Generalized Subsurface Profiles A -A' and B -B', presented in Figures 4 and 5. In these profiles, the strata have been delineated according to geologic units. A geologic unit contains soils that have a common origin or process of deposition. Different soil types may be found within each geologic unit. A general soil description associated with each geologic unit is provided in Figure 3. The following sections include a description of the site geology and the subsurface soil and groundwater conditions encountered along the project alignment. We note that, because of the wide variety of depositional environments that resulted in sediments being deposited below the ground surface at the site, variations between the subsurface conditions depicted in our Generalized Subsurface Profiles and actual conditions are likely. 6.1 Topography and Site History The proposed Commuter Rail Station is located in the central portion of a relatively flat alluvial valley confined on the eastern, western, and northern sides by northerly oriented, elongated ridges of glacial soils. The elevations of the ridges range from about 400 to 500 feet. 21- I -20815-025-R I .docx/wp/Ikn 4 21-1-20815-025 SHANNON WILSON, INC. Several river systems are responsible for deposition of the soils that underlie the proposed roadway extension and railroad realignment: the Green/Duwamish, White, Black, and Cedar Rivers. The Green River presently meanders within the broad valley and flows beneath the existing Strander Boulevard west of the project site. The headwaters of the Green River are in the Central Cascade Range. During formation of the alluvial floodplain, the channel of the Green River moved regularly back and forth across the valley. A former channel of the Green River is documented in a published geologic map and is shown about % mile to the east of the present channel. The Duwamish River is the northern continuation of the Green River north of Tukwila. Prior to 1907, the White River, which drains the northern side of Mount Rainier, connected with the Green River north of Auburn on the broad valley floor and flowed to Elliott Bay through the Duwamish. In an attempt to mitigate flooding, the White River was diverted so that it now flows south to Tacoma. The Cedar River drains a portion of the Central Cascade Range. It presently empties into the Puget Lowland at Renton and flows northward into Lake Washington. Prior to 1917, the Cedar River flowed into the Green/Duwamish River system.via the Black River. At that time, the Black River drained to the southern end of Lake Washington. In 1917, as part of the construction of the Lake Washington Ship Canal in Seattle, the Cedar River was diverted into Lake Washington, and the Black River ceased to exist. Construction of the Howard Hanson Dam on the Green River in 1962 and Mud Mountain Dam on the White River in 1948 helped to mitigate flooding and reduced the sediment supply from the upper part of the Green and White River drainage basins. 6.2 Geologic Conditions and Soil Descriptions The Puget Lowland was glaciated as many as six times, most recently between about 15,000 and 13,000 years ago. Subglacial erosion cut a deep trough 200 to 300 feet below the present elevation of the Green River valley floor. That trough extended southward from Elliott Bay in Seattle to Commencement Bay in Tacoma. After glacial retreat, global sea level rise, and subsequent land rebound, the trough existed as an arm of Puget Sound. This embayment was then filled by deltaic and fluvial sediment, overbank flooding, and lahar-derived sediment. A lahar is a debris flow that originates from the flanks of a volcano. The largest post -glacial lahar to deposit in the Green/Duwamish valley was the Osceola Mudflow from Mt. Rainier that occurred about 5,700 years ago. Several smaller lahars, which occurred after the Osceola 21-1-20815-025-R l .docx/wp/Ilei 5 21-1-20815-025 SHANNON &WILSON, INC. Mudflow, also left voluminous sand deposits in the Green River Valley. As the Green River delta built northward through the trough, it eventually reached the project area. The subsurface arrangement of deposits in the project vicinity is complicated by the westward -flowing Cedar River, which left deltaic deposits that are probably intercalated with deposits of the Green and White Rivers. Descriptions of the geologic units encountered at the site, including their geologic origin and geotechnical characteristics, are presented in the following paragraphs from oldest to youngest, or deepest to most shallow. 6.2.1 Cedar River Alluvium — Gravel (Hag) This coarse-grained alluvial unit was deposited from the ancient Cedar River after the last glaciation of the Puget Lowland and was glacially overridden. The unit consists of dense to very dense, sandy gravel and gravelly sand and contains scattered organics. Gravel -sized clasts tend to be rounded to subrounded particles of crystalline rock, typical of glacial deposits in the Cedar River valley. Deposits characteristic of this unit have relatively high permeability. Drilling action indicated the possible presence of cobbles and boulders in this geologic unit. Strata of this unit were encountered in the deepest boring we recently completed, ST -2, and in older borings completed for the Strander Boulevard/UPRR Relocation project: B-103, B-105, B-303, B-305, and B-310. 6.2.2 Duwamish/Green River Deltaic Deposits and Alluvium (HaD) This fine- to medium -grained alluvial unit was deposited in channels or at the delta front of the Green/Duwamish River and was not overridden by glacial ice. The unit consists of medium dense to very dense, clean to silty, fine to medium sand with scattered fine organics. At the project site, the uppermost sand in this deposit is comprised of subangular to angular pieces of dark gray to black andesite derived from lahars from Mount Rainier. The lowermost sand in the deposit consists of non -volcanic sand, probably derived from the Green River. Permeability in this unit ranges from low to high. This alluvial deposit was found in all of the explorations. 6.2.3 Beach Deposit (Hb) This coarse soil was deposited on beaches or created by wave action along beaches in the Green/Duwamish River embayment during a lower level of Puget Sound. This unit was not overridden by glacial ice. It consists of very dense gravel; clean to slightly silty, sandy gravel; or gravelly sand with a trace of shell fragments. The gravel component is comprised of rounded to 21-1-20815-025-Rl.docx/wp/lkn 6 21-1-20815-025 SHANNON &WILSON, INC. subrounded pieces of crystalline rock, but with traces of basalt and red andesite, and has a relatively medium to high permeability. The presence of shells fragments was confirmed in one of the previously completed borings, B-305. 6.2.4 Cedar River Alluvium (HaC) This fine- to medium -grained alluvial unit was deposited from the ancient Cedar River after the last glaciation of the Puget Lowland and was not overridden by glacial ice. The unit consists of loose to very dense, sandy gravel and gravelly sand, and contains scattered organics and numerous lenses and layers of silt, sand, and clay. Gravel in this unit is comprised of rounded to subrounded particles of crystalline rock, typical of glacial deposits in the Cedar River valley. Relative permeability of the unit ranges from low to high. 6.2.5 Estuarine/Overbank Deposits (HeD/HeC) The Green/Duwamish and Cedar Rivers deposited this fine-grained flood plain and deltaic unit. Generally, where observed below sea level, this unit was deposited subaqueously in a deltaic environment as fine particles settled in relatively quiet water. Where observed above sea level, sediment that comprises this unit represents deposition by floods that overtopped the river channel and spread out over the alluvial plain. This unit was not overridden by glacial ice. It consists of very soft to medium stiff, slightly fine, sandy, clayey silt and silty clay with scattered organics and discrete peat lenses and layers. The unit has a relatively low permeability. It was identified in borings drilled throughout the site. 6.2.6 Fill (Hf) Fill consists of material of variable soil types that humans placed in depressions or used for railroad embankments. The permeability of the fill material is variable. The largest deposits of fill material are the UPRR and BNSF railroad embankments near the southern end of the project area. 6.3 Groundwater Conditions Groundwater conditions were evaluated for the site. The groundwater elevations measured at the MWs and VWPs installed to the south of the project limits range between elevations 9 to 17 feet (NAVD88), with seasonal fluctuations of 1 to 4 feet. Monitoring wells and piezometers were installed in borings B-104 and B-105, located as shown in Figure 2. Groundwater levels in B-104 varied from elevation 9.36 to 12.37 feet — lowest level in September 2003 and highest in 21-1-20815-025-RI.docx/wp/Ikn 7 21-1-20815-025 SHANNON &WILSON, INC. November/December 2003. Groundwater measurements in B-105 varied from elevation 10.43 to 12.24 feet in 2003. The depth to groundwater estimated during recent test pit explorations at the project site ranges from approximately 5 to 6 feet below ground surface (bgs). This is consistent with groundwater levels observed in previous test pit explorations completed at the site (ECI, 1999). Groundwater levels are difficult to observe during drilling because the mud -rotary drilling method used can introduce water to the soil samples. The during -drilling groundwater levels shown on the boring logs were estimated based on the saturated soil condition of the samples recovered from the upper estuarine/overbank deposit (HeD). We also observed iron -oxide stains on partings and lenses within the HeD unit, which suggest fluctuating groundwater conditions. In general, groundwater occurs within the underlying alluvial sediments (Ha and Hag). High groundwater and surface water are common, as evidenced by the numerous wetlands in the project vicinity and observed standing water on the ground surface throughout the winter season. The standing surface water that is present across the site during the winter months appears to be derived from stormwater runoff, indicating that the surface soils (fills) have low infiltration rates. We completed a shallow soil boring and observation well installation within the center of the proposed parking lot in October 2009. Its location is shown in Figure 2. Water level readings made in this well in January 2010 and March 2010 indicated a groundwater level at 4 to 4.5 feet bgs, or approximate elevation 17 feet..A log of this boring is presented as Figure A-51 in Appendix A. In general, the groundwater elevation at the proposed excavation locations, e.g., stormwater infiltration chambers, could be as high as elevation 17 feet in the wet winter months but will drop during the dry summer months. 7.0 ENGINEERING ANALYSES AND RECOMMENDATIONS 7.1 General Engineering studies and recommendations presented in the following sections are based on our understanding of the project components at this time, subsurface conditions encountered in the explorations, laboratory test results, and our previous experience with similar subsurface conditions and comparable structures from nearby projects. The following sections of the report summarize our preliminary engineering analyses and recommendations regarding embankment construction, stability, and settlement impacts; seismic design; pedestrian bridge construction; and platform foundations and subgrade preparation for bus lanes and parking lots. c . 21-1-20815-025-Rl.docx/wp/Ikn 8 21-1-20815-025 SHANNON &WILSON, INC. 7.2 Seismic Studies 7.2.1 Ground Motions We understand that other structures related to the project will be designed in accordance with the 2009 International Building Code (IBC) (2009). The IBC ensures that the seismicity of the region be considered in building design by requiring that structures be designed for earthquake ground motions with a 2 percent chance of being exceeded in 50 years (2,500 -year recurrence). Computation of forces used for seismic design for the IBC 2009 code is based on seismological input and site soil response factors. Based on the subsurface information from the site including Standard Penetration Test (SPT) values and soil classifications, the subsurface conditions at the site are best represented by Site Class D (ignoring liquefaction as allowed by ASCE 7-05, Section 20.3.1). For seismic design of structures using the IBC 2009, mapped short -period (Ss) and 1 -second. (S i) period spectral accelerations are required. Ss and S1 are for a maximum considered earthquake, which corresponds to ground motions with a 2 percent probability of exceedance in 50 years, or about a 2,500 -year return period (with a deterministic maximum cap in some regions). The probabilistic seismic hazard analyses ground motion results were obtained from the USGS website. The 2009 IBC seismological inputs are short -period spectral acceleration, Ss, and spectral acceleration at the 1 -second period, Si. The mapped and design spectral response acceleration (SRA) values are presented in Table 1 below. TABLE 1 INTERNATIONAL BUILDING CODE 2009 PARAMETERS FOR SEISMIC DESIGN OF STRUCTURES Spectral Response Acceleration (SRA) and, Site Coefficients Peak Ground Aceeleration Short;Period 1-Second.Period. Mapped SRA(2'3) PGA = 0.596 Ss= 1.415 S1= 0..484 Site Coefficients (Site Class D) n/a111 Fe = 1.00 F„ = 1.516 Design SRAt2'41 SDpga = 0.377 SDS = 0.943 SDI = 0.489 Notes: (I) International Building Code (IBC) 2009 does not explicitly include peak ground acceleration (PGA) as a design parameter. We calculated the design SDpge by following IBC 2009 procedures for constructing the design response spectrum. Mapped SRA and Design SRA values are in units of gravity. (3) The Mapped SRA values are based on regional probabilistic ground motion studies conducted by the U.S. Geological Survey (2008) and Frankel and others (2002). (4) The design seismic event corresponds to a magnitude 7.0 earthquake located about 5 miles from the project site. 21-1-20815-025-Rl.docx/wp/lkn 9 21-1-20815-025 SHANNON 6WILSON, INC. Given the relatively low height of the proposed embankment and the thickness of loose soils below the project site, we expect that the amplification of seismic accelerations caused by the embankment geometry will be negligible. We recommend that the platform structures be designed for the same ground accelerations as other structures in the parking area. 7.2.2 Liquefaction Liquefaction is a phenomenon in which loose deposits of relatively clean sand or low - plasticity silt below the groundwater level experience a loss of internal shear strength during an earthquake. The proposed ST TCRS overlies soft and loose Holocene deposits that are susceptible to liquefaction and its associated affects. At the project site, the effects of liquefaction may include reduction in lateral and vertical deep foundation capacities, ground surface settlement, and temporary downdrag forces on deep foundations. Liquefaction settlement and lateral spreading may also potentially damage the proposed railroad embankment. Liquefaction hazards are addressed in this report for the proposed pedestrian overcrossing foundations. The potential for liquefaction and its associated effects for the railroad embankments was not analyzed specifically; however, settlements should be expected in the event of earthquake -induced liquefaction. We understand that ground improvement or other measures to provide liquefaction resistance for the embankment would not be cost effective along the entire railroad alignment; therefore, some permanent ground displacements and embankment re -construction should be anticipated in the event of a design level earthquake. The liquefaction potential at the undercrossing was estimated using Seed's Simplified Procedure (Youd and others, 2001) in conjunction with the results of the SPT N -values, laboratory fines contents, and Atterberg Limits on samples obtained in the field explorations. The liquefaction potential analysis was performed using the ground motion that corresponds to IBC 2009. Based on the results of regional USGS ground motion studies, an earthquake magnitude of 7.0 was assumed in the analysis. Using Seed's Simplified Procedure, we estimated a factor of safety (FS) against liquefaction. The FS reflects the ratio of the resisting shear stresses of the soil and driving cyclic shear stress during a seismic event. An FS of 1.0 or less indicates soils are likely to liquefy. According to our results, soils from the groundwater level to 80 feet bgs have an FS less than 1.0; thus, up to 80 feet of liquefaction may occur during a design level earthquake. The effects of soil liquefaction include a reduction in the vertical capacity and lateral resistance of 21-1-20815-025-RI.docx/wp/Ikn 10 21-1-20815-025 SHANNON &WILSON. INC. bridge foundations. These effects were considered in developing the foundation recommendations presented in the subsequent report sections. 7.23 Seismically Induced Ground Settlement Soil that is susceptible to liquefaction typically is also susceptible to earthquake -induced densification. The resulting permanent ground surface settlement may not occur uniformly over an area. The differential settlement could be damaging to existing or future roadways, embankments, railways, and other structures supported on loose soil. Seismically induced ground settlement estimates were made at the proposed pedestrian bridge location using the procedure outlined by Tokimatsu and Seed (1987). We estimate up to approximately 1 to 1'Y2 feet of settlement could occur during an IBC -based seismic event. Note that the Tokimatsu and Seed procedure for estimating seismically induced settlements is an approximate method and more precise estimating techniques are not available. 7.2.4 Seismic Slope Stability Earthquake ground shaking may induce temporary horizontal and vertical dynamic stresses within slopes. When combined with the existing and proposed new static loads on the embankment, the added stresses may exceed the available shear strength of the soil and lead to slope instabilities (Kramer, 1996). Based on our understanding of the subsurface conditions and our experience related to seismic slope stability, we anticipate that portions of the embankment slopes may be potentiallyunstable in a seismic event. It is our opinion that ground improvement to improve seismic slope stability would not be cost-effective along the proposed widened embankment. Therefore, repairs of the embankment and platform structures bearing on the embankment would likely be required following a design -level earthquake. 7.3 Proposed Embankment Widening An additional lane of track (designated MT -3) is planned at the TCRS to ease train congestion in the station vicinity. To accommodate the additional track and proposed station platform, we understand that the east side of the existing embankment will be widened approximately 35 feet and the west side will be widened approximately 16 feet, as shown in Figure 5. The widened embankment will remain approximately 12 feet high, and have 2 Horizontal to 1 Vertical (2H:1 V) side slopes. 21-1-20815-025-R I . docx/wp/Ikn 11 21-1-20815-025 1 SHANNON 6WILSON, INC. ' The proposed widened embankment construction would include: • Clearing and grubbing. • Preparing the subgrade. • Placing and compacting fill. • Monitoring settlement during the preload period. • Final grading. • Completing other construction elements including the concrete platform slabs. Based on our discussions with KPFF, we recommend that the embankment widening and subsequent settlement be completed prior to construction of the pedestrian platforms and walkways. Sections 8.1 and 8.2 provide site preparation and earthwork recommendations. The following sections describe settlement impacts related to the proposed embankment construction. 7.3.1 Settlement Analyses for Proposed Widened Embankment — Static Conditions We estimated static settlements at several locations due to fill placement for the proposed embankment widening. Total estimated embankment settlements were calculated by summation of immediate and primary consolidation settlements. Immediate settlements were analyzed by elastic theory, and consolidation settlements were calculated according to one-dimensional consolidation theory. Elastic stiffness and consolidation properties were based on published correlations and laboratory consolidation test data from the Strander Boulevard/UPRR Relocation project (Shannon & Wilson, 2007). Table 2 presents the estimated settlements due to embankment fill placement at several locations under the existing and widened embankment. Up to approximately 1 foot of settlement is anticipated on the east side of the proposed widened embankment. A similar amount of • settlement will occur as a result of widening the west side of the embankment for the pedestrian walkways. Given this result, settlement analyses were based on the average embankment height plus 1 foot, in order to account for the additional fill required to bring the embankment up to the required grade. Note that additional fill may be placed to increase the surcharge amount and ' accelerate the settlement process if necessary; however, we understand that about 1 foot of surcharge can be accommodated while maintaining an operating station. 1 1 1 21-I-20815-025-RI.docx/wp/lkn 21-1-20815-025 111 12 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SHANNON 6WILSON, INC. TABLE 2 . ESTIMATED SETTLEMENTS DUE TO EMBANKMENT WIDENING Approximate Location Estimated Settlement (inches) Existing West Track .5 to 1 Existing East Track .5 to 1 Proposed Third Track 5 to 8 Widened Embankment Corner 10 to 15 Widened Embankment Toe 1 to 3 Based on the results of our analyses, we estimate that 60 percent of the consolidation settlement would occur within two months, and the remaining consolidation settlement would occur within six months following completion of embankment construction. Local areas may experience different rates of settlement and, therefore, careful observation and monitoring should be accomplished to confirm that the majority of the settlement is done before platforms and walkways are constructed. Depending on construction sequencing, embankment settlement may affect the proposed pedestrian walkways. Thus we recommend that the walkways, platforms, and other structures that will be supported by the embankment soils be constructed after the embankment has been widened and allowed to settle until our evaluation of settlement data indicates that the majority (90 percent) of settlement has occurred. We estimate that a preload settlement period of 3 to 6 months will be required. There is a buried fiber optic conduit utility located at the project site that may be impacted by the proposed embankment widening and resulting ground settlements. The existing utility consists of an AT&T fiber optic line in a conduit approximately 42 inches below the toe of the west side of the embankment. Based on the results described in the previous section and additional settlement analyses, we anticipate settlements of the fiber optic line could range from 10 to 15 inches due to the proposed embankment widening, as shown in Figure 6. 7.3.2 Settlement Monitoring We recommend that an instrumentation program be implemented for the widened embankment construction to monitor slope stability, total settlement, and settlement rates. We recommend an instrumentation program that includes survey readings of settlement plates and 21-1-20815-025-RI.docx/wp/Ikn 13 21-1-20815-025 SHANNON FiWILSON. INC. horizontal reference points. Settlement plates should be installed to monitor vertical ground surface settlement within and adjacent to the proposed embankment footprint. In addition, reference points should be installed to monitor vertical and lateral movements of the embankment. Optical survey methods could be used to monitor vertical and lateral movement, settlement plates, and reference points. 7.3.3 Stability Analyses We performed limited equilibrium slope stability analyses to determine the FS against embankment failure using the Geo -Slope International, Ltd. SLOPE/W program (Krahn, 2004). The FS reflects the ratio of the resisting and driving forces within a slope. An FS of 1.0 or less indicates a marginally stable or unstable slope. An FS greater than or equal to 1.5 is recommended for long-term slope stability. The Morgenstern -Price method was selected for computation of all safety factors. The slope stability model incorporated the initial existing and final widened embankment cross sections with the subsurface information based on Profile B -B', as shown in Figure 5. Our results indicate that the FS is slightly less than 1.0 at the end of construction if the embankment were to be constructed to its full height in a single, rapidly -built, stage. We calculate a maximum, stable, single -stage embankment height construction of 11 feet. However, consolidation of the soft soil deposits will occur because of the widened embankment loading, resulting in a strength increase over time. This strength increase due to consolidation will increase the resisting forces of the slope and lead to a higher FS. Accounting for the strength increase following consolidation, the long-term FS for the widened embankment would be approximately 1.2. 7.4 Pedestrian Undercrossing (Tunnel) Alternatives A pedestrian undercrossing structure (tunnel) to allow pedestrian traffic under the existing BNSF double -track mainline and the future third track was considered in the earlier phases of this project. The tunnel was to have a diameter of up to14.5 feet. Four methods were considered to construct the proposed pedestrian tunnel: 1. Cut -and -cover methods 2. Tunnel jacking methods including microtunneling, pipe, or box culvert 3. Hand -mined tunneling methods 4.. Bridge construction methods 21-1-20815-025-RI.docx/wp/Ikn 14 21-1-20815-025 SHANNON 6WILSON. INC. A description of all four general tunnel construction methods and preliminary geotechnical recommendations were provided in our Preliminary Geotechnical Report dated December 2008. The tunneling methods are not included in this report because the design team and Sound Transit have chosen to move the project to the north and use the existing Longacres Way undercrossing. 7.5 Wall Footings and Earth Pressures The project will include several low retaining walls around the site for landscaping and grading purposes. The walls will be constructed after the embankment has been widened and allowed to consolidate. This will reduce settlements of the walls; however, the subgrade soils at the footing elevations may consist of loose to dense fill or soft native soils, depending on the elevation of the structure. If the subgrade consists of soft silt, it will need to be stabilized prior to placing steel and concrete for the wall foundations. When encountered, we recommend that soft soil foundation subgrades be overexcavated by at least 1 foot and replaced with densely compacted structural fill. A geotextile separator should be placed between the soft subgrade and the structural fill. The geotextile separator should comply with WSDOT Specification 9-33.2, Table 2. Footings should bear on the structural fill and may be designed for an allowable bearing pressure of 1,000 pounds per square foot (psf). Footing settlements are expected to be 1 inch or less. Lateral resistance against sliding will be provided by passive earth pressure against the side of the footing and by friction along the base. An equivalent fluid density (EFD) of 30 pcf can be used to estimate active earth pressure acting against permanent retaining walls. Passive earth pressure for structures backfilled with structural fill above the water table can be estimated using an EFD of 350 pcf. A uniform seismic pressure increase of 6 psf acting against the back of the walls should also be included in the design. Friction against the base of the footing can be estimated using a coefficient of 0.30 (includes a FS of 1.5) 7.6 Support for Ancillary Structures There are a number of grade -supported, ancillary structures on the project including platforms, shelters, comfort station, guard hut and equipment storage buildings. These are lightly loaded structures. The platforms will have two strip footings, each bearing with approximately 2,000 pounds per linear foot. We recommend you use an allowable bearing pressure of 1,000 psf for structures supported on spread footings bearing on the embankment fill and other existing fill on the site. These structures should not be constructed until after the embankment has settled. 21-1-20815-025-R I .docx/wp/Ikn 15 21-1-20815-025 SHANNON iWILSON, INC. Light -weight, framed structures in the parking area can also be designed for an allowable bearing of 1,000 psf, either with strip footings or a mat. Subgrade conditions will vary widely across the site. We recommend that the subgrades be proof -rolled after initial stripping to design elevation. Depending on the locations and elevations of the proposed structures, in some cases it will be necessary to overexcavate existing soils by approximately 1 foot and replace with compacted structural fill. A contingency for overexcavation and replacement should be included in the project specifications. Lightly loaded structures supported on mat foundations are expected to experience less than an inch of settlement under static loading conditions. Differential settlements over a span of 20 feet would be approximately 50 percent of the total settlements. For reinforced mat design purposes we recommend using a subgrade modulus of 100 pounds per cubic inch (pci). 7.7 Longacres Way Box Culvert The project will include reconstruction of a box culvert at the north end of the project site beneath the TCRS access drives. It will be a precast concrete structure measuring approximately 3 feet deep by 5.5 feet wide. This structure will be designed to carry stormwater along Longacres Way and will also support vehicles entering and exiting the TCRS site. Because of the poor subgrade soil conditions and heavy vehicle loading expected, we recommend that the subgrade below the box culvert be overexcavated by 18 inches and replaced with compacted crushed rock (crushed surfacing base course) after a geotextile separator has been installed. The geotextile separator should be sufficiently long and wide such that it may be wrapped completely around the crushed rock. The overexcavation should extend approximately'2 feet wide beyond the width of the box culvert. 7.8 Subgrade for Parking Lots, Drive Lanes, and Temporary Access Roads Test pit excavations in the proposed bus lanes and parking lots encountered a surface layer of fill consisting of various materials including sandy, gravelly silt; silty sand; and sandy silt with variable amounts of debris, rubble and organics. The surface fill material is underlainby native soils that generally consist of fine sandy silt and silty clay. Because of the high fines content of the fill and native soils, they also have relatively low hydraulic conductivity (generally less than 1x10-5 centimeters per second) and do not allow for substantial infiltration. We recommend that you assume this material has a long-term infiltration rate of less than 0.01 inch per hour. We have observed standing water over much of the project site during the winter months. Therefore, we do not believe this site is a good candidate for pervious pavements in the parking lot. 21-1-20815-025-R1.docx/wp/Ikn 16 21-1-20815-025 SHANNON &WILSON, INC. The majority of soils at the site are sensitive to vehicle traffic and moisture changes. The soils will deteriorate quickly when exposed to water. Excavation of soil and movement of construction excavating equipment will require careful planning of temporary access roads. Because of the unstable characteristics of the existing subsurface materials, we recommend that a working surface be created as soon as practical to facilitate access onto the site for earthmoving equipment, drill rigs, and other construction vehicles. The working surface should consist of a layer of coarse aggregate supported on geogrid, which is placed directly over the existing fill after surface vegetation is stripped away. The design of the aggregate-geogrid subgrade stabilization system depends on the size of the equipment being used, the axle loads, the number of passes, and the strength of the subgrade. We recommend that the temporary access roads and permanent bus drive lanes (heavy-duty roadways) be constructed over the subgrade soils after a geogrid and at least 12 inches of granular fill have been placed. Granular fill could consist of ballast (Washington State Department of Transportation (WSDOT) Specification 9-03.9[1]) or gravel borrow (WSDOT Specification 9-03.14[1]). Geogrid materials for subgrade improvement should consist of an integrally formed grid structure manufactured of a stress -resistant polypropylene material. The structural geogrid shall possess sufficient true initial modulus to cause applied force to be transferred to the geogrid at low strain levels without excessive deformation of the reinforced construction fill structure. We recommend that the structural geogrid have the following minimum characteristics: Load Capacity' Units MD Values XMD Values True Initial Modulus in Use lb/ft 17,000 27,000 True Tensile Strength @ 2% Strain lb/ft 250 450 True Tensile Strength @ 5% Strain lb/ft 550 900 Notes: True resistance to elongation when initially subjected to a Load measured via ASTM International (ASTM) D 6637 without deforming test materials under load before measuring such resistance or employing "secant" or "offset" tangent methods of measurement so as to overstate tensile properties. MD = machine direction XMD = cross machine direction Aperture Dimensions Junction Efficiency Rib Shape Rib Thickness 0.9 to 1.5 inches 90 percent Square or Rectangular 0.03 inch Parking lots do not require the same level of subgrade stabilization as heavy -traffic roads and may be constructed over the existing fill subgrade soils after the surface vegetation has been stripped away. The subgrade should be proof rolled under observation by a representative of our 21-1-20815-025-Rl.docx/wp/lkn 17 21-1-20815-025 SHANNON &WILSON. INC. firm to confirm the presence of firm, subgrade soils. If pockets of very soft soils, organic materials, or other unsuitable soils are identified, they should be excavated and replaced with imported structural fill. The need for ballast and geogrid could be determined during construction. 8.0 PAVEMENT DESIGN RECOMMENDATIONS The pavements for the proposed new commuter rail station consist of a bus access drive and light vehicle parking areas. The project site is currently undeveloped and covered with topsoil and grass. In general, the ground surface is relatively flat, ranging between elevations 20 and 24 feet and sloping slightly down to the north. We understand that no significant cutting or filling is planned for the site to reach design pavement elevation. We understand that the light vehicle parking areas will be paved with hot -mix asphalt (HMA). The bus route will be either HMA or Portland cement concrete (PCC) and used for hybrid 60 - and 40 -foot Metro buses. Recommendations for both types of pavements are presented in this report. Our services consisted of estimation of the anticipated bus load on the new pavement, followed by a flexible and rigid pavement design using American Association of State Highway and Transportation Officials (AASHTO) 1993 design methods. In summary, our services included the following: 1. Calculations to estimate equivalent single axle load (ESAL) for the anticipated bus traffic on the new bus route. We used projected frequency of bus usage, and axle loads provided by King County. 2. Pavement analyses taking into account subgrade conditions at the site, design life, the AASHTO (1993) design methods, and pavement design parameters recommended by the Washington State Department of Transportation (WSDOT, 2003). 3. Developing recommendations for the selection of pavement thickness, pavement material, subgrade preparation, subsurface drainage, and frost -susceptibility considerations according to WSDOT Standard Specifications (WSDOT, 2010). We used the AASHTO method for PCC pavement design in accordance with standard WSDOT requirements. The AASHTO design method is an empirical design based on actual performance, and is a widely used method for HMA and PCC pavement design subjected to passenger vehicle, buses, and truck traffic. The method considers the strength of materials and traffic stresses in each layer of the pavement section and the strength of the pavement subgrade. 21-1-20815-025-RI.docx/wp/Ikn 18 21-1-20815-025 SHANNON &WILSON, INC. 8.1 Subgrade Conditions We used the subsurface conditions encountered in ten test pits (EP -1 through EP -10) on the project site to estimate the resilient modulus (MR) and modulus of subgrade reaction (k) used in the pavement design. The test pit locations and logs are presented in this geotechnical report. The test pits reached a depth ranging from 7 to 9 feet bgs. Subsurface conditions based on the test pits were nearly consistent throughout the site. In general, the test pits encountered clayey to sandy silt and silty sand with scattered organics, cobbles, and debris in the upper 2 to 5 feet. Based on the published correlation of the encountered subgrade soil with MR, and k -value, we recommend assuming an MR of 6 kips per square inch (ksi) and k -value of 100 pci. 8.2 Traffic Loads Projected bus counts and bus loads were based on information given by King County in an e-mail dated January 8, 2010. We understand that the use of the bus access drive will comprise 150 daily trips of the 60 -foot hybrid bus and 100 daily trips of the 40 -foot motor bus. We used the 130 percent axle loads to estimate the number of ESALs per bus using the load equivalency factor calculations as presented in AASHTO 1993 pavement design guidelines for both flexible and rigid pavements. We assumed that the design life for the flexible pavement is 20 years and for the rigid pavement is 50 years. We assumed a 1 percent growth factor over the design life. We understand that the buses will be traveling mainly in one direction, so we assumed a directional distribution factor of 1.0, which yielded a total design ESALs of 9.4 and 33.6 million for 20- and 50 -year design life, respectively. We assumed design ESALs of 10,000 for the light vehicle parking areas. 8.3 Pavement Design Recommendations In addition to the traffic and subgrade input design parameters discussed above, we used other flexible and rigid pavement parameters in the pavement design as recommended by WSDOT. A summary of other input parameters for calculating pavement thickness is presented below: 21-1-20815-025-RI.docx/wp/Ikn 19 21-1-20815-025 SHANNON &WILSON. INC. Flexible Pavement Design Parameter Value Design life Design traffic load Reliability, R % Overall standard deviation, So OPSI Roadbed resilient modulus, MR Asphalt layer coefficient, al Base course layer coefficient, a2 Base course drainage coefficient, m2 Base course resilient modulus, Base MR 20 years 9,400,000 ESALs (bus access drive) 10,000 ESALs (light vehicle parking areas) 85 percent 0.50 1.5 6 ksi 0.44 0.13 1.0 28 ksi For the above design assumptions, we recommend a minimum HMA pavement sections as follows: Bus access drive: 7.5 inches: Asphalt Pavement, HMA Class 1/2 -inch 16 inches: Crushed Surfacing Base Course (CSBC) Light vehicle parking areas: 2 inches: HMA Class 1/2 -inch 7 inches: CSBC Rigid Pavement Design Parameter Value Design life Design traffic load Reliability, R % Overall standard deviation, So APSI Effective modulus of subgrade reaction (6 -inch crushed aggregate surfacing course on top of 100 pci subgrade with MR = 6 ksi), keff PCC elastic modulus, Eo PCC modulus of rupture S'e Load transfer factor, doweled PCC, J Drainage coefficient, Cd 50 years 33,600,000 ESALs (access drive) 85 percent 0.40 1.5 4,000,000 psi 650 psi 2.7 1.0 21-1-20815-025-R1.docx/wp/lkn 20 21-1-20815-025 SHANNON FiWILSON, INC. Based on the results of our analyses, we recommend the following PCC pavement section for the bus access drive: 11.5 inches: PCC 6 inches: CSBC We understand that value engineering to reduce the HMA thickness and/or the total pavement thickness is being considered by the design team. To achieve that, we recommend using an asphalt -treated base (ATB) layer to be constructed under the HMA, or a biaxial geogrid layer to be installed under the CSBC layer. We recommend the following pavement section using an ATB layer: 6 -inch HMA 4 -inch ATB 12 -inch CSBC The following section using the geogrid option: 7.5 -inch HMA 12 -inch CSBC Biaxial geogrid In our opinion, given the subgrade conditions under the pavement, using a geogrid layer is recommended. The geogrid layer will help distribute the stresses from the traffic loads more evenly on the subgrade. Also, it will help in the constructability of base course and achieving the required compaction. 8.4 Subgrade Preparation and Construction Considerations The existing fill material covering the surface of the site will form the subgrade for the proposed pavement sections. This material is variable in both content and consistency and, therefore, must be carefully evaluated by a geotechnical engineer during construction. The upper 6 inches of the site covering soil should be stripped of unsuitable surface vegetation and topsoil. The 6 inches below the proposed pavement subgrade level should be overexcavated and replaced with compacted structural fill that will serve as a subbase for the pavement section. The structural fill should be compacted to 95 percent of the Modified Proctor maximum dry. density (ASTM D 1557), and to a firm and unyielding condition. Prior to placing the structural fill, the subgrade should be graded to design elevations, smoothed, and any soft, loose, wet, or otherwise yielding material should be removed and suitably replaced. As mentioned in 21-1-20815-025-Rl.docx/wp/Ikn 21 21-1-20815-025 SHANNON 6WILSON, INC. Section 7.9, we recommend that temporary access roads and permanent bus drive lanes (heavy- duty roadways) be constructed over the subgrade soils after a geogrid and granular fill have been placed. The CSBC portion of the pavement sections described above may be considered part of the granular fill. Note that excavations to subgrade in the north end of the bus access road will likely expose soft, silty clay to clayey silt. We recommend that a geotextile separator be used below the geogrid where soft clay and silt are exposed — generally below elevation 18 feet. Geotextile for separation should comply with WSDOT Specification 9-33.2, Table 2. Prior to paving, the granular fill, base course (CSBC) should be compacted to 95 percent of the Modified Proctor maximum dry density (ASTM D 1557) and to a firm and unyielding condition. The base course should be proof -rolled with a loaded dump truck (or equivalent) to check for yielding conditions. Any yielding areas should be suitably replaced while being observed by the Geotechnical Engineer. 8.5 Pavement Materials Aggregate base course, PCC, and asphalt concrete should be constructed in accordance with WSDOT and American Public Works Association (APWA), Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT/APWA Standard Specifications). PCC should conform to Section 5-05 in the WSDOT/APWA Standard Specifications. HMA should conform to Section 5-04 in the WSDOT/APWA Standard Specifications (2006). Aggregate for PCC should meet Section 9-03.1 requirements and aggregate for HMA should meet Section 9-03.8 requirements for HMA subjected to less than 30 million ESALs. HMA should consist of HMA Class 1/2 -inch aggregate in accordance with Section 9-03.8(2). Base course should meet the requirements of WSDOT Standard Specifications Section 9-03.9(3) for crushed surfacing base course. 8.6 Frost Susceptibility Considerations Frost -susceptible soil is generally regarded as having more than 3 percent of its particles finer than 0.02 millimeter. In our opinion the pavement subgrade is frost susceptible. According to the WSDOT Pavement Guide, the maximum frost depth in the project area is about 10 to 15 inches in fine-grained soils and 20 to 25 inches in coarse-grained soils. Pavement can be designed for complete frost protection by providing a pavement section that is equal to, or thicker, than the maximum anticipated frost depth. WSDOT recommends a minimum pavement thickness of 50 percent of freeze depth to mitigate frost action. In our 21-1-20815-025-Rl.docx/wp/lkn 22 21-1-20815-025 SHANNON FiWILSON, INC. opinion, the proposed HMA and PCC pavement thicknesses including non -frost -susceptible base course would provide adequate frost protection. 8.7 Utility Considerations Under Pavement All utility trenches should be backfilled with clean granular material, such as sand, sand and gravel, or crushed rock with a maximum 2 -inch -diameter, and with not more than 5 percent passing the No. 200 sieve (wet sieve analysis, ASTM D 1140). Any fines should be nonplastic. The backfill should be placed in lifts not exceeding 4 inches if compacted with hand -operated equipment or 8 inches if compacted with heavy equipment. Each lift should be compacted to a dense, unyielding condition and to at least 92 percent of the maximum dry density (ASTM D 1557) 18 inches or more below the pavement subgrade, and 95 percent within 18 inches of the pavement subgrade. We recommend a minimum cover over utilities of 2 feet from the crown of the pipes or conduits to the top of the pavement subgrade. Catch basins, utility vaults, and other structures installed flush with the pavement should be designed and constructed to transfer wheel loads to the base of the structure. 8.8 Pavement Subdrainage and Surface Drainage Excess water that accumulates in the crushed surfacing base course and subgrade layers and does not drain quick enough, can reduce the pavement design life and weaken the subgrade support. Water in the pavement can be from surface infiltration through the pavement joints or cracks, or from underneath the pavement due to a high groundwater table. Therefore, to enhance the pavement subdrainage, we recommend constructing drainage along the pavement perimeter. The drainage may consist of ditches, infiltration swales or the detention pond, and should be at least 18 inches deeper than the pavement subgrade surface. The pavement subgrade surface should be graded to drain towards the drainages. The pavement base course material should be extended to freely drain into these drainage ditches, infiltration swales, or detention pond. We recommend developing a routine maintenance program to reduce stormwater infiltration through cracks in the pavements. Surface water runoff from the margins of pavement areas should be collected to reduce seepage into the pavement base and subgrade. Unpaved areas adjacent to the pavements should be graded to direct surface runoff away from the pavements. 9.0 SIGN BRIDGE AND LUMINAIRE POLE FOUNDATIONS ' We understand the proposed structures on the project site include: 21-1-20815-025-Rl.docx/wp/lkn 23 21-1-20815-025 SHANNON iWILSON, INC. • Luminaires for the parking lot • One new sign bridge on Longacres Way The proposed structure foundations were evaluated in accordance with the design criteria presented in Section 17.2 of WSDOT Geotechnical Design Manual (GDM) (2010a). WSDOT has developed standard plans for sign structure, luminaire, and signal pole foundations that apply to many conditions around the state. Standard foundations are designed based on allowable lateral bearing pressures developed from correlations with SPT N -values. This correlation is presented in Table 17-2 of WSDOT GDM (2010a).We considered the following standard plans for the various structures: • WSDOT Standard Plan J-28.30-01, dated October 14, 2009, for the Type A (4.5 feet 1 deep) and B (8 feet deep) luminaire foundations. • WSDOT Bridge Design Manual Appendix 10.1-A4-1 and 10.1-A4-3, dated, February 2007 for sign bridge foundations. Sign structures and luminaires are considered non-critical structures. In accordance with WSDOT GDM Section 17.2, soil parameters for the design of non-standard foundations do not consider the potential for soils to liquefy during seismic loading and are expected to settle during a liquefaction event. 1 We considered the average SPT N -value of the nearest boring to the structure to estimate the allowable lateral bearing pressures. Two borings, B-305 and B-306, from the Strander Boulevard Extension project were located nearby the proposed sign bridge on Longacres Way (see Figure 2 and Appendix A). As recommended in the GDM, for cases where more than one 1 soil type is anticipated within the structure foundation depth, a weighted average N -value was used. We recommended using allowable lateral bearing pressure of 1,000 psf for design of the sign bridge foundations. In general, an allowable lateral bearing pressure of 800 psf may be used for parking lot luminaire foundation design. 10.0 CONSTRUCTION CONSIDERATIONS 10.1 Site Preparation 1 Prior to embankment fill placement, trees, brush, and all other vegetation should be cleared along the proposed alignment. The ground should then be grubbed of stumps and large roots, and 1 stripped of surficial soil containing significant amounts of roots or other debris and organic material. We recommend that all topsoil, reworked alluvium, fill, or other soil containing significant amounts of roots and organic material be excavated from the project site during initial 21-1-20815-025-R1.docx/wp/1kn 21-1-20815-025 ' 24 1 SHANNON 6WILSON. INC. grading and earthwork operations. The clearing, grubbing and grading should extend to at least 5 feet beyond the toe of the proposed embankment. For planning purposes, we estimate an average clearing and grubbing depth of about 6 inches. Some of the more heavily vegetated areas of the site will likely require stripping depths of about 1 foot. The stripped areas should not be exposed to rainfall for long periods of time and should be sloped to drain. Some portions of the site contain wetlands where organic -rich soils are likely to be greater than 1 foot deep. We recommend that clearing take place in these areas in late spring or summer, after the wetlands have dried sufficiently to allow heavy equipment access. Keys or steps should be cut into the existing embankment slopes where new embankment fill would be placed. The keys or steps should be completed in accordance with the WSDOT specification for Embankment Construction, Hillside Terraces 2-03.3(14) (WSDOT, 2010), except that we recommend a maximum step height of 3 feet. The excavated areas should be proof rolled with several passes of a heavy (10 -ton or heavier static weight) vibratory roller or a fully loaded dump truck. A lighter compactor or the placement of quarry spalls and/or geogrid (see Section 7.5) may be necessary at first in the wetland areas to get a firm working surface. The exposed surface should be proof -rolled to determine if there are any soft or loose zones. If loose and/or wet, spongy, soil zones are identified by the proof -rolling process, the soils should be removed and replaced with compacted structural fill. Alternatively, the soil could be dried or moistened as required (including scarifying, mixing, and/or aerating), reworked, and then adequately compacted to the density previously indicated. - The proof -rolling process should produce a dense, unyielding condition with a soil density in the upper 12 inches of at least 95 percent of the Modified Proctor maximum dry density (ASTM D 1557). Where necessary, excavated soil should be replaced with structural fill to bring the site and railway areas to desired grades. Structural fill requirements are described below. If wet, soft soil is encountered on the existing slopes, we recommend placement of a layer of structural fill or crushed rock before compacting. The thickness of the structural fill or crushed rock layer may vary depending on conditions but would likely be a minimum of 6 inches. 10.2 Material Type, Placement, and Compaction Upon completing excavation and subgrade preparation, the contractor should fill the project site to desired grades with compacted structural fill. 21-1-20815-025-R 1 .docx/wp/Ikn 25 21-1-20815-025 SHANNON eiWILSON, INC. Imported structural fill used for the embankment widening and behind retaining walls should consist of well -graded sand and gravel consistent with the WSDOT specification for Gravel Borrow, WSDOT Section 9-03.14(1) (WSDOT, 2009) or an approved substitution. The structural fill should have no more than 7 percent fines passing the No. 200 Sieve (wet sieve analysis, ASTM D 1140) during wet weather or in wet conditions. The maximum particle size should be limited to 4 inches. Also,.the fines should be nonplastic and the soil should be free of organic matter. Structural fill that will be used at the top of the embankment and in the 1 -foot -thick surcharge above the embankment could consist of clean, free -draining crushed rock. An acceptable free draining crushed rock could consist of a material complying with WSDOT specifications 9-03.9(2) Shoulder Ballast or AREMA No. 5 Ballast (AREMA, 2010). AREMA No. 5 ballast particles range from % to 1 inch. This material will be sufficiently permeable to prevent surface stormwater from flowing across the top and into the track ballast during the preload period. These materials will remain free -draining and densely compacted after the top of the embankment is final graded, and will provide suitable support for the concrete pedestrian platform as well as the future third BNSF track. All structural fill should be placed in horizontal layers and systematically compacted to a dense, unyielding condition. In general, the thickness of soil layers before compaction should not exceed 8 inches for heavy equipment compactors or 4 inches for hand -operated mechanical compactors. Fill should be compacted to at least 95 percent of the Modified Proctor maximum dry density. We recommend that all fill placement and compaction be monitored and tested by a representative of our firm. 10.3 Wet Weather Construction Considerations In the project area, wet weather generally begins about mid-October and continues through about May, although rainy periods could occur at any time of year. Therefore, it would be advisable to schedule earthwork during the dry weather months of June through September. Most of the soil at the site likely contains sufficient silt and other fines to produce an unstable mixture when wet. Such 'soil is highly susceptible to changes in water content and tends to become unstable and difficult or impossible to proof -roll and compact if the moisture content significantly exceeds the optimum. Performing earthwork during dry weather would reduce these problems and costs associated with rainwater, erosion control, and handling of wet soil. However, should wet weather/wet condition earthwork be unavoidable, the following recommendations are provided: 21-1-20815-025-RI.docx/wp/Ikn 26 21-1-20815-025 SHANNON iWILSON, INC. • The ground surface in and surrounding the construction area should be sloped to promote precipitation runoff away from work areas and to prevent water ponding. • 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 conditions. That is, each section should be small enough so that the removal of unsuitable soils and placement and compaction of clean structural fill could be accomplished on the same day. The size of construction equipment may have to be limited to prevent soil disturbance. It may be necessary to excavate soil with a backhoe or equivalent. Equipment should not pass over the excavated area to reduce subgrade disturbance caused by equipment traffic. ■ Fill material should consist of clean, well -graded sand and gravel, of which not more than 5. percent fines by dry weight passes the No. 200 mesh sieve, based on wet -sieving the fraction passing the 3/ -inch mesh sieve. • No soil should be left uncompacted and exposed to moisture. A smooth -drum vibratory roller,,or equivalent, should roll the surface to seal out as much water as practical. • In-place soil or fill soil that becomes wet and unstable and/or too wet to suitably compact should be removed and replaced with clean, granular, structural fill. ■ Excavation and placement of structural fill material should be observed on a full-time basis by a geotechnical engineer (or representative) experienced in wet weather/wet condition earthwork to determine that all work is being accomplished in accordance with the project specifications and our recommendations. Grading and earthwork should not be accomplished during periods of heavy, continuous rainfall. We recommend that the above requirements for wet weather/wet condition earthwork be incorporated into the contract specifications. 11.0 LIMITATIONS This report was prepared for the exclusive use of KPFF, ST, and other members of the project team to assist in the final design of the project. The analyses, conclusions, and recommendations contained in this report are based on site conditions as they presently exist and on the site and project descriptions as presented herein. We should be notified if differences are identified and if changes are made to the project conceptual design. We assume that the exploratory soil borings and retrieved samples are representative of the subsurface conditions throughout the site; 21-1-20815-025-Rl.docx/wp/Ikn 27 21-1-20815-025 SHANNON faWILSON, INC. i.e., the subsurface conditions everywhere are not significantly different from those disclosed by the explorations. Within the limitations of the scope, schedule, and budget, the analyses, conclusions, and recommendations presented in this report were prepared in accordance with generally accepted professional geotechnical engineering principles and practice in this area at the time this report was prepared. We make no other warranty, either express or implied. These conclusions and recommendations were based on our understanding of the project as described in this report and on site conditions as observed at the time of the explorations. Unanticipated conditions are commonly encountered and cannot be fully determined by merely taking soil samples or making explorations. Such unexpected conditions frequently require that additional expenditures be made to achieve a properly constructed project. Some contingency fund is recommended to accommodate such potential extra costs. Shannon & Wilson has prepared and included in Appendix C, "Important Information About Your Geotechnical Report," to assist you and others in understanding the use and limitations of our reports. SHANNON & WILSON, INC. Martin W. Page, P.E.; L.E.G. Senior Associate Geotechnical Engineer, LEED AP MWP:KAP:GSE:TMG/mwp 21-1-20815-025-R1.docx/wp/Ikn 28 21-1-20815-025 SHANNON iWILSON, INC. 12.0 REFERENCES American Association of State Highway and Transportation Officials (AASHTO), 1993, Guide for design of pavement structures. American Railway Engineering and Maintenance -of -Way Association (AREMA), 2007, Manual for railway engineering, v. 2 — Structures, Lanham, Md., American Railway Engineering and Maintenance -of -Way Association. ASTM International (ASTM), 2007, Annual book of standards, Construction, v. 04.08, Soil and rock (I): D 420 - D 5611: West Conshohocken, Pa., ASTM International. Earth Consultants, Inc., 1999, Geotechnical report for Sound Transit Commuter Rail Station, January. Geo -Slope International, 2007, SIGMA/W 2007: Calgary, Alberta, Geo -Slope International. International Building Code (IBC), 2009, Country Club Hills, Ill., International Code Council, Inc., 664 p. Krahn, J., 2004, Stability modeling with SLOPE/W — an engineering methodology: Calgary, Canada, GEO-SLOPE/W International, Ltd. Kramer, S. 1996, Geotechnical earthquake engineering: N.J., Prentice -Hall. Metropolitan Engineers, 1967, Final report ,soils investigation, Tukwila Interceptor, Tukwila and Renton, Washington: Soils report for Roger Wilcox, Chief Engineer, July 3. Reese, L.C., and Wang, S.T., 2006, Documentation of computer program LPILEPLus version 5.0: Austin, Tex., Ensoft, Inc. Shannon & Wilson, Inc., 2007, Geotechnical report for 60 percent submittal, Strander Boulevard extension, and Union Pacific Railroad (UPRR) relocation, Renton and Tukwila, Washington: Report prepared by Shannon & Wilson, Inc., Seattle, Wash., for Perteet Engineering, Inc., Everett, Wash., project no. 21-1-09369-004, September 21. Tokimatsu, K., and Seed, H.B., 1987, Evaluation of settlement in sands due to earthquake shaking: Journal of Geotechnical Engineering, v. 113, no. 8, August. Washington State Department of Transportation (WSDOT), 2003, Pavement Guide Interactive, Olympia, Washington. 21-1-20815-025-Rl.docx/wp/]kn 29 21-1-20815-025 SHANNON jWILSON, INC. Washington State Department of Transportation (WSDOT) and American Public Works Association (APWA), 2010, Standard specifications for road, bridge, and municipal construction (M41-10), 2006 — English units: Olympia, Wash., Washington State Department of Transportation. Youd, L.T., Idriss, I.M., Andrus, R.D., and others, 2001, Liquefaction resistance of soils: Summary document from the 1996 NCEER and 1998 NCEER/NSF workshops on evaluation of liquefaction resistance of soils: Journal of Geotechnical and Geoenvironmental Engineering, v. 127, no. 10, p. 817-833. 21-1-20815-025-R1.docx/wp/lkn 30 21-1-20815-025 1,! in ill rit 4 *41.1 11-61311019"I kjY. ... 141111111111111111111 Lir 2. SW 19TH ST' SW 23RD ST ®Iii PROJECT In LOCATION MI CMtrir"11. VILLAG Yik�l'teisme 0 1/4 1/2 Scale in Miles NOTE Reproduced with permission granted by THOMAS BROS. MAPS®. This map is copyrighted by Rand McNally R.L. 10-S-006. It is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. All rights reserved. Sound Transit Tukwila Commuter Rail Station Tukwila, Washington VICINITY MAP November 2011 21-1-20815-025 SHANNON & WILSON, INC. FIG. 1 Geotechnical and Environmental Consultants —r � -��, ■ .ice Existing BNSF RR wiREQ2-4,2m NW _=4 I I )3N 410 N41A 10.96x 1X-cAos — liCeTHERLY AND EASTERLY BEAM —B-108 (51.5') PROPOSED a STATION PLATFORMS GeoE-15 (58') • I 11 I II;l• Filename: J:\211\20815-025\21-1-20815-025 Flg 2.dwg MW -1 ST -1 A EP -1 B-301 (120') B-101 MW, B-102 NOTE (180.9') Figure adapted from client file, 09010-30% Full Size Final -PDF - 090211-1.pdf, Sheet TK -A1.01, received 10-31-2011. TS -1, TB -55 (31.5) END DF PLATFORM, 0 100 200 Scale in Feet LEGEND Groundwater Observation Well Designation and Approximate Location Boring Designation and Approximate Location Exploration Pit Designation and Approximate Location Previous Boring Designation and Approximate Location with Depth in Feet (Completed by Shannon & Wilson for Strander Blvd Extension Project) Previous Boring Designation and Approximate Location with Depth in Feet (Completed by Shannon & Wilson for a Nearby Project Based Upon Previous Report) GeoE-1 (59') 0 B-1 Ali TP -1 600'-0' CREME 1 TO 11 Previous Boring Designation and Approximate Location with Depth in Feet (Completed by Others for a Nearby Project Based Upon Previous Report) Previous Boring Designation and Approximate Location with Depth in Feet (Completed by ECI, 1998, for Temporary Commuter Rail Station) Test Pit Excavation Designation and Approximate Location (Completed by ECI, 1998) A LGeneralized Subsurface Profile (See Figures 4 and 5) 7K -A7.21 -Sound Transit Tukwila Commuter Rail Station Tukwila, Washington SITE AND EXPLORATION PLAN November 2011 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants 21-1-20815-025 0 CO c 0 0 J Water Level During Drilling USCS Symbol Water Level Observed --- with Monitoring Well or Vibrating Wire Piezometer LEGEND ST -2 - Boring Designation (Proj. 28' S.) — Projected Distance and Direction Vibrating Wire Piezometer Well Screen Hf Ha Hag Qva Standard Penetration Test Blows/Foot x 5015 Standard Penetration Test Blows/Inches Driven FILL 712512003 Shelby Tube Sample ? Approximate Geologic Contact ? Approximate Contact of Glacially Overridden Soil Bottom of Boring Date Completed Horizontal Datum = NAD 83-91 Vertical Datum = NAVD88 GEOLOGIC EXPLANATION ESTUARINE/OVERBANK DEPOSITS (Deltaic): Clayey SILT and silty CLAY, locally trace to fine sandy, trace organics to peaty DUWAMISH/GREEN and WHITE RIVER PROVENANCE, where discernible CEDAR RIVER PROVENANCE, where discemible ALLUVIUM CHANNEL DEPOSITS: Clean to silty, fine and fine to medium SAND, trace fine organics DUWAMISH/GREEN and WHITE RIVER PROVENANCE, where discemible CEDAR RIVER PROVENANCE, where discernible HeD HeC HaD HaC CEDAR RIVER ALLUVIUM: Sandy GRAVEL and gravelly SAND, scattered organics VASHON ADVANCE OUTWASH: Very dense, gray, gravelly SAND Sound Transit Tukwila Commuter Rail Station Tukwila, Washington GEOLOGIC PROFILE LEGEND November 2011 21-1-20815-025 SHANNON & WILSON, INC. FIG. 3 Geotechnical and Environmental Consultants Date: 11-08-2011 Author. bac File: J:1211\20815-025\21-1-20815-025 Fig 4.dwg A West 40 35 — BNSF Track Existing Ground Surface: 2 to 4" Quarry Spalls with Old RR Ties, Dry Grass, Horsetails Test Pit EP -11 130 25 20 BNSF Track I ? Existing Ground Surface: 2 to 4° Quarry Spalls with Grass Test Pit EP -12 0 Medium dense, black, slightlysilty, gravelly SAND to sandy GRAVEL; moist; numerous organics and root fragments; (Fill) SP/GP. Q Medium dense, brown, sandy GRAVEL to gravelly: SAND; moist; scattered organics and root fragments; (Fill) SW/GW. 0 Medium stiff, brown, slightly fine sandy, gravelly, clayey SILT; "scattered organics; (Fill - potentially reworked native soil) ML. A' East Occasional Beer Bottles NOTE All dimensions are approximate and based on field observations. 0 I H 5 10 Scale in Feet Horizontal = Vertical Occasional Beer Bottles 40 35 a� u. 30 s d 0 25 20 Sound Transit Tukwila Commuter Rail Station Tukwila, Washington GENERALIZED SUBSURFACE PROFILE A -A' November 2011 21-1-20815-025 SHANNON & WILSON, INC. Geotechnlcal and Environmental Consultants FIG. 4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 a 0 Date: 11-08-2011 Elevation in Feet B West 50 40 30 20 10 -10 -20 -30 -40 -50 -60 -70 -80 -90 -100 -110 -120 -130 -140 ? B-310 (Proj. 0') PROPOSED ---\1_ WALKWAY 12 12 ■ 0 12 42 14 ■ 18 118 14 111 ■ 20 ■ 22 i Existing Ground Surface eammt Ex. BNSF Ex. BNSF FUTURE PROPOSED Track Track 3RD BNSF TRACK ? 7 ■ 23 ■ 28 ■ 29 ■ 25 ■ 22 ■ 15 ■ 12 119 15 117 012 127 ■ 35 ■ 50 ? ? ■-6D FILL Very soft to medium stiff, gray to bomw, clayey SILT to silty CLAY; moist to wet; interbedded with layers of fine sandy SILT and silty fine SAND; scattered to numerous organics and wood fragments; (HeD) MLICLISM-ML Medium dense, gray, slightly silty to silty SAND; wet; scattered organics, scattered roots; (HaD) SP-SM/SM ST -2 (Proj. 0') 1 See Figure 4 for Fill Properties Medium dense to very dense, gray to black, clean to slightly silty to silty, fine to medium SAND; wet; locally trace gravel; scattered wood debris, scattered shell fragments; interbedded sandy silt and scattered lenses of silty day; (HaD) SP/SP-SM/SM ■ 87 ■ 98/11" ■ 50 Medium dense to very dense, gray, slightly silty to silty, sandy GRAVEL to slightly silty, gravelly SAND; wet; ' (Hag) GP-GM/GM/SM 7 Dense to very dense, dark gray, slightly silty to silty, sandy ? ? GRAVEL; wet; (Hag)) GP-GM/GM Very dense, brown and gray, - 50/4" slightly fine sandy SILT; wet; numerous organics; (HeC) ML -100/5" ? Very dense, dark gray, slightly gravelly, slightly silty to silty, slightly sandy to sandy GRAVEL; wet; (Hag) GP-GM/GM 1160 ■ 154 ? Very dense, dark gray, slightly gravelly, slightly silty, fine to medium SAND; wet (HaC) SP -SM 05-17-07 ? II I 01 B ■ 5 ■ 13 O b ■ 18 Medium stiff, gray, silty CLAY; wet; CL ■ 22 IN 19 ■ 30 1133 ■ 26 ■ 26 ■ 25 . 11 ■ 35 In 24 1144 IN 37 O 36 ■ 56 ■ 36 ■ 48 ■ 50/6" O 95/9" 7 7 470 Medium dense to very dense, gray, slightly silty, slightly gravelly, fine to medium SAND to sandy SILT; wet; (HaC) SP-SM/ML Distance in Feet 02-14-08 B' East - 50 - 40' - 30 - 20, - 10 - 0 - -10 - -20 - -30 - -49 -50 -60 -70 - -80 - -90 -190 - -120 Elevation in Feet J LEGEND B-310 -- Boring Designation (Proj. 0') Projected Distance Standard Penetration Test ■ 48 Biows/Foot ■ 50/6" - 02-14-08 0 Standard Penetration Test Blows/Inches Driven Approximate Geologic Contact Groundwater Level Bottom of Boring Date of Completion 20 40 Scale in Feet Horizontal = Vertical NOTE This profile is generalized and based on interpretations of field explorations. Variations between conditions depicted,on this profile and the actual conditions may exist. Sound Transit Tukwila Commuter Rail Station Tukwila, Washington GENERALIZED SUBSURFACE PROFILE B -B' November 2011 21-1-20815-025 SHANNON & WILSON, INC. FIG. 5 • Geotechnical and Environmental Consultants 1 1 1 1 1 1 1 1 1 1 1 1 1 • 11M11 is Cable for Embank Estimated Ground Settlement at Fiber 0 0 4.1 0 O a) u co 4.4 IA G 0 O O :LL 0) 0) r1 r-1 • • O N l0 00 (u!) wawaµlaS 0 r'- 1 w 0 z ASSUMED SUBGRADE SOIL CONDITIONS AND PARAMETERS Sound Transit Q H c z o w :.r 2 (5 _ c J '� rn r o W L (%) a) m 0 7 m E ca o m D ~. w I— a P. w FIBER OPTIC CABLE PROPOSED EMBANKMENT WIDENING 21-1-20815-025 November 2011 to LL tin zfy .c 0 U J_E cesI > e z - o2 z� z= a 0 v m m 3 m o E a 'x E 0_ m v m Ip ' o c - co c (moo o) 0) d 0 0 To' • a E t • 0 I- o 1') cm N A N 0ix a 1) O M O 1 O Elastic Modulus (psi) 125 ,n O N 0 Unit Weight (Pc) 120 120 0 CA0, Depth (ft) O d O N d 20-50 .-. N ❑ N x 2 2 F1&6. APPENDIX A SUBSURFACE EXPLORATIONS SHANNON iWILSON, INC. 21-1-20815-025 SHANNON &WILSON, INC. APPENDIX A SUBSURFACE EXPLORATIONS TABLE OF CONTENTS Page A.1 GENERAL A-1 A.2 TEST PITS A-1 A.3 SOIL BORINGS A-1 A.4 SOIL SAMPLING AND CLASSIFICATION A-2 A.5 PREVIOUS FIELD EXPLORATIONS A-2 A.6 REFERENCE A-3 A-1 Previous Exploration Data TABLE FIGURES A-1 Soil Classificationand Log Key A-2 Log of Boring ST -1 (2 sheets) A-3 Log of Boring ST -2 (3 sheets) A-4 Log of Boring ST -3 (3 sheets) A-5 Test Pit EP -1 A-6 Test Pit EP -2 A-7 Test Pit EP -3 A-8 Test Pit EP -4 A-9 Test Pit EP -5 A-10 Test Pit EP -6 A-11 Test Pit EP -7 A-12 Test Pit EP -8 A-13 Test Pit EP -9 A-14 Test Pit EP -10 A-15 Log of Boring B-303 (4 sheets) 21-1-20815-025-RI-AA.docx/wp/Ikn A -i 21-1-20815-025 TABLE OF CONTENTS (cont.) A-16 A-17 A-1,8 A-19 A-20 A-21 A-22 A-23 A-24 A-25 A-26 A-27 A-28 A-29 A-30 A-31 A-32 A-33 A-34 A-35 A-36 A-37 A-38 A-39 A-40 A-41 A-42 A-43 A-44 A-45 A-46 A-47 A-48 A-49 A-50 A-51 Log of Boring Log of Boring Log of Boring Log of Boring Log of Boring Log of Boring Log of Boring Log of Boring Log of Boring Log of Boring Log of Boring Log of Boring Log of Boring Log of Boring Log of Boring Log of Boring Log of Boring Log of Boring Log of Boring Log of Boring Log of Boring Log of Boring Test Pit TP -1 Test Pit TP -2 Test Pit TP -3 Test Pit TP -4 Test Pit TP -5 Test Pit TP -6 Test Pit TP -7 Test Pit TP -8 Test Pit TP -9 Test Pit TP -10 Test Pit TP -11 Test Pit TP -12 Test Pit TP -13 Boring MW -1 FIGURES (cont.) B-304 (2 sheets) B-305 (3 sheets) B-310 (3 sheets) B-101 MW B-102 (2 sheets) B-103 (4 sheets) B-104 MW/VWP B-105 VWP (3 sheets) B-106 MW/VWP B-107 (3 sheets) B-108 MW/VWP TS -1 TS -2 TS -3 (2 sheets) GeoE-1 GeoE-15 B-1 B-2 B-3 B-4 B-5 (2 sheets) B-6 (2 sheets) SHANNON &WILSON. INC. 21-1-20815-025-R I-AA.docx/wp/Ikn A -ii 21-1-20815-025 APPENDIX A SUBSURFACE EXPLORATIONS A.1 GENERAL SHANNON &WILSON, INC. The site for the proposed Sound Transit Tukwila Commuter Rail Station (TCRS) was explored with 12 test pits and 3 soil borings. The test pit and soil boring locations are shown in the Site and Exploration Plan, Figure 2, following the main text of this report. Most field explorations were completed during February 2008. A supplemental boring and observation well were completed in October 2009. A.2 TEST PITS Test pits, designated EP -1 through EP -10, were excavated to evaluate subgrade conditions for the proposed parking lot and drive lanes for the TCRS. Two additional two test pits, EP -11 and EP -12, were excavated in the railroad embankment at the pedestrian tunnel crossing to evaluate existing embankment fill properties. The test pit depths ranged from 7 to 10 feet. Logs for test pits EP -1 through EP -10 are presented in this appendix as Figures A-5 through A-14. Logs of test pits EP -11 and EP -12 are shown in Figure 4, Profile A -A', after the main text of this report. The Unified Soil Classification System (USCS), as described in Figure A-1, was used to classify the soils. All test pits were performed by W.J. Lovlien Earthmoving of Maple Valley, Washington. The test pits were backfilled with the excavation spoils and the surface was tamped with the backhoe bucket for densification. A.3 SOIL BORINGS Soil borings, designated ST -1 through $T-3, were drilled to evaluate the subsurface conditions at the proposed pedestrian tunnel and station platform and to develop parameters for our engineering studies. Borings ST -1 and ST -3 were drilled to a depth of 70 feet; boring ST -2 was drilled to a depth of 120 feet. The logs for soil borings are presented in this appendix as Figures A-2 through A-4. The USCS, as described in Figure A-1, was used to classify the soils. Gregory Drilling, Inc. of Redmond, Washington, completed the soil borings using a CME 85 truck -mounted drill rig. Mud -rotary drilling procedures were used to advance the borings and collect the soil samples. This method consists of drilling and removing the cuttings by circulation of a bentonite/water mix drilling mud. The cuttings that resulted from the mud -rotary 21-1-20815-025-R1-AA.docx/wp/Ikn A-1 21-1-20815-025 SHANNON toWILSON, INC. drilling operations are deposited in a settling tank at the ground surface and the mud is recirculated into the borehole. The spoils from the drilling operations were collected in 55 -gallon barrels and disposed of off site. After completion, boreholes were backfilled with bentonite chips. A.4 SOIL SAMPLING AND CLASSIFICATION A Shannon & Wilson, Inc. representative was present throughout the field explorations and prepared a log for each boring and test pit using the USCS field classification method. Representative soil samples were collected and returned to our laboratory in Seattle, Washington, for analysis. The logs in this report represent our interpretation of the field logs. Disturbed soil samples were obtained from the soil borings in conjunction with the Standard Penetration Test (SPT). SPTs were performed in general accordance with the ASTM International (ASTM) Designation: D 1586, Test Method for Penetration Test and Split -Barrel Sampling of Soils. SPTs were collected in all the borings at 2.5 -foot intervals in the upper 20 feet and at 5 -foot intervals thereafter. The SPT consists of driving a 2 -inch outside diameter . split -spoon sampler a total distance of 18 inches below the bottom of the drill hole with a 140 -pound hammer falling 30 inches. The number of blows required to advance the split -spoon from 6 to 18 inches of penetration is termed the Standard Penetration Resistance (N -value). The Standard Penetration Resistance values are plotted on the boring logs presented in this Appendix. These values provide a means for evaluating the relative density of granular soils and the relative consistency (stiffness) of cohesive soils. Select retrieved samples were screened in the field for the potential presence of contamination. Field screening methods included photoionization detector (PID) measurements, and visual and olfactory observations. PID measurements were taken to screen for volatile organic vapors, such as gasoline and solvents. No recordable PID measurements were observed. A.5 PREVIOUS FIELD EXPLORATIONS Several previous subsurface explorations were also used in our study; the approximate locations of these explorations are shown in the Site and Exploration Plan (Figure 2) following the main text of the report. The previous subsurface explorations include four previous soil borings by Shannon & Wilson related to the Strander Boulevard Extension/UPRR Relocation project, designated B-303, B-304, B-305, and B-310; and 8 soil borings from the Strander Boulevard/ SW 27th Street improvements project (designated B-101 through B-108). Also included are three soil borings by Shannon & Wilson for a previous phase of the Sound Transit Commuter Rail project, designated TS -1 through TS -3. Eight additional soil borings, GeoE-1, GeoE-15, and B-1 21-1-20815-025-R 1-AA.docx/wp/Ikn A-2 21-1-20815-025 SHANNON F&WILSON, INC. through B-6, along with 12 additional test pits, TP -1 through TP -13, completed by other firms, are also included. Table A-1 of this appendix summarizes the consultant, project name, completion date, designations, and figure number for each previous exploration. The logs for these explorations are presented in Figures A-15 through A-51. A.6 REFERENCE ASTM International (ASTM), 2007, 2007 Annual book of standards, Construction: v. 04.08, Soil and rock: West Conshohocken, Pa. 21=1-20815-025-R1-AA.docx/wp/Ikn A-3 21-1-20815-025 Shannon & Wilson, Inc. (S&W), uses a soil classification system modified from the Unified Soil Classification System (USCS). Elements of the USCS and other definitions are provided on this and the following page. Soil descriptions are based on visual -manual procedures (ASTM D 2488-93) unless otherwise noted. SNW CLASSIFICATION OF SOIL CONSTITUENTS MAJOR constituents compose more than 50 percent, by weight, of the soil. Major consituents are capitalized (i.e., SAND). Minor constituents compose 12 to 50 percent of the soil and precede the major constituents (i.e., silty SAND). Minor constituents preceded by "slightly" compose 5 to 12 percent of the soil (i.e., slightly silty SAND). Trace constituents compose 0 to 5 percent of the soil (i.e., slightly silty SAND, trace of gravel).. MOISTURE CONTENT DEFINITIONS Dry Absence of moisture, dusty, dry to the touch Moist Damp but no visible water Wet Visible free water, from below water table ABBREVIATIONS ATD Elev. ft FeO MgO HSA ID in lbs Mon. N NA NP OD OVA PID ppm PVC SS SPT USC WOH• WOR WLI At Time of Drilling Elevation feet Iron Oxide Magnesium Oxide Hollow Stem Auger Inside Diameter inches pounds Monument cover Blows for last two 6 -inch increments Not applicable or not available Non plastic Outside diameter Organic vapor analyzer Photo -ionization detector. parts per million Polyvinyl Chloride Split spoon sampler Standard penetration test Unified soil classification Weight of hammer Weight of drill rods . Water level indicator . GRAIN SIZE DEFINITION DESCRIPTION . SIEVE NUMBER ANDIOR SIZE FINES < #200 (0.08 mm) SAND" - Fine - Medium -Coarse #200 to #40 (0.08 to 0.4 mm) #40 to #10 (0.4 to 2 mm) #10 to #4 (2 to 5 mm) GRAVEL' -Fine - Coarse #4 to 3/4 inch (5 to 19 mm) 3/4 to 3 inches (19 to'76 mm) COBBLES 3 to 12 inches (76 to 305 mm) BOULDERS > 12 inches (305 mm). • Unless otherwise noted, sand and gravel, when present, range from fine to coarse in grain size. RELATIVE DENSITY / CONSISTENCY COARSE-GRAINED SOILS FINE-GRAINED SOILS N, SPT, BLOWS/FT. RELATIVE . DENSITY N, SPT, RELATIVE BLOWS/FT. CONSISTENCY 0 - 4 4-10 10 - 30 30 - 50 Over 50 Very loose Loose Medium dense Dense Very dense Under 2 2-4 4 - 8 8 - 15 15 - 30 Over 30 Very soft Soft Medium stiff Stiff . Very stiff Hard WELL AND OTHER SYMBOLS t.: Bent. Cement Grout Bentonite Grout Bentonite Chips Silica Sand PVC Screen Vibrating Wire y,4.1..; i G Surface Cement Seal Asphalt or Cap Slough Bedrock Sound Transit Tukwila Commuter Rail Station Tukwila, Washington SOIL CLASSIFICATION AND LOG KEY December 2008 21-1-20815-005 SHANNON & WILSON, INC. FIG. A-1 Geotechnical and Environmental Consultants Sheet 1 of 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BORING CLASS2.21-20815.GPJ SWNEW.GDT 12/19/08 ; J•; -6f --1e il if "k 0 t.F �`•.aa �r lei } R �, F' +. N 16T ' .-j1. MAJOR DIVISIONS GROtt /GRAPHIC SYMBOL TYPICAL DESCRIPTION COARSE- GRAINED SOILS (more than 50% retained on No. 200 sieve) Gravels . (more than 50% of coarse fraction retained on No. 4 sieve) Clean Gravels (less than 5% fines) GW • W • 4' 1• b� Well -graded gravels, gravels, gravellsand mixtures, tittle or no fines. GP O o C 1, ) o •D Poorlygradedgravels, ravel -sand mixtus, little r no fines Gravels with Fines. (more than 12% fines) GM ri , Silt gravels, ravel -sand -silt mixtures y g GC hmixtures Clayey gravels, gravel -sand -clay Sands (50% or more of coarse fraction passes the No. 4 sieve) Clean Sands (less than 5°%a fines)Poorly SW Well -graded sands, gravelly sands, little or no fines SP . '' i �' graded sand, gravelly sands, little or no fines Sands with Fines (more than 12% fines) SM':::: '-''• • ..: ':' =•` 'Silty sands, sand -silt mixtures SC ��. . ,- Clayey sands, sand -clay mixtures FINE-GRAINED SOILS (50% or more passes the No.Inrg, 200 sieve) Silts and Clays (liquid limit les • than 50) Inorganic ML Inorganic silts of low to medium plasticity, rock flour, sandy silts, pia gravelly silts, or clayey silts with slight tY CL j j/ Inorganic•cla of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Org anic OL = = —_— — — Organic silts and organic silty clays of low plasticity Silts and Clays y (liquid limit 50 or more) •Organic Inorganic MH m diatomanicaceoussiltsfineicaceous sands oror silty soils, elastic silt CH %/ gs Iplasticity, sandy fat clay, or gravelly fat lay OH // plasticity clays of to high O GANI-IIGHIC SOILS Primarily organ'c matter, dark in color, and organic odor PT Peat, humus, swamp soils with high organic content (see ASTM D 4427) NOTE: No. 4 size = 5 mm; No. 200. size = 0.075 mm NOTES 1. Dual symbols (symbols separated by a hyphen, i.e., SP -SM, slightly silty fine SAND) are used for soils with between 5% and 12% fines or when the liquid limit and plasticity index values plot in the CL -ML area of the plasticity chart. 2. Borderline symbols (symbols separated by a slash, i.e., CUML, silty CLAY/clayey SILT GW/SW, sandy GRAVEL/gravelly SAND) indicate that the soil may fall into one of two possible basic groups. Sound Transit Tukwila Commuter Rail Station Tukwila, Washington SOIL CLASSIFICATION AND LOG KEY December 2008 21-1-20815-005 SHANNON & WILSON, INC. FIG. A-1 Geotechnical and Environmental Consultants Sheet 2 of 2 Total Depth: 71:5 ft. Northing: Drilling Method: HSA and Mud Rotary Hole Diam.: 4 in. Top Elevation: — 21 ft. Easting: - Drilling Company: Gregory Drillinq Rod Diam.: N.W/3-inch Vert. Datum: Station: Drill Rig Equipment: CME 75 Hammer Type: Automatic Horiz. Datum: Offset: Other Comments: . SOIL DESCRIPTION Refer to the report text for a proper understanding of the 4= t o -0 E a a a v L S 2 w PENETRATION RESISTANCE (blows/foot) ♦ Hammer Wt. & Drop: 140 lbs / 30 inches subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between materia! types, and the transition may be gradual o. Q T u) 0 E O ca •o 0 5 0 20 " 40 60 Loose, brown, slightly silty to silty, fine SAND; moist SM/SP. .. . . 0 1 •- . ._ .•.,•., 0 21 ce Soft, gray, silty CLAY; wet; iron oxide 7 3T E' WOH """' """"' " tained, scattered fine organics; ML ,- 9.0 0 Loose to medium dense, gray to brown,•.. slightly silty SAND with layers of clayey SILT; wet trace of iron oxide stained; SP. • - - 41 eI 10 _ _ Loose, brown -gray, clayey, organic SILT 15.0 61 15 ^: and PEAT; wet scattered root fragments; IML r 17.0 , , .._ .. Loose to medium dense, silty, fine SAND with layers of clayey SILT; wet scattered root fragments; SM. ..• .... ••'-- .... aI 20 20 . . Scattered root fragments at 25 to 26.5 feet. ,..:: -.r 9I 25 ' Medium dense, black, fine SAND; wet; SP. 27.0 .. • ..• .... 30 .... 1.1 35 - Medium dense, gray, fine to coarse SAND; wet; scattered wood debris; SP. 40.0 12T 40 - - - ..• _..... l CONTINUED NEXT SHEET 131. 45 . '...... ' .:. 1 0 20 40 60 LEGEND 0 % Fines (<0.075mm) s. • Sample Not Recovered1Z Ground Water Levet ATD Yo Water Content n ,2 1 Split Spoon 5 o g Q cc NOTES Sound Transit Tukwila Commuter Rail Station Tukwila, Washington i. 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. gi io 2. The stratification lines represent the approximate boundaries between soil types, and N the transition may be graduaL N 3. The discussion in the text of this report is necessary for a proper understanding of the w nature of the subsurface materials. - 2 4. Groundwater level, if Indicated above, is for the date specified and may vary. - LOG OF BORING ST -1 December 2008 21-1-20815-005 x 5. UScs designation is based on visual -manual classification and selected lab testing. IL rq Qi SHANNON & WILSON, INC. Geotechnical and Environmental Consultants FIG. A-2 Sheet 1 of 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Total Depth: 71.5 ft. Northing: Top Elevation: - 21 ft. Easting: Vert. Datum: Station: Horiz. Datum: ' Offset: Drilling Method: Drilling Company: Gregory Drilling Rod Diam.: NW/3-inch Drill Rig Equipment: CME 75 Hammer Type: Automatic Other Comments: HSA and Mud Rotary Hole Diam.: 4 in. SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. a a) 0 .0 T V) E 0. 0. a rn a) 0. E v7 c 7 O f0 0 0. a) 0 MASTER.LOG-E 21-20815.GPJ SHAN_WIL.GDT 12/19/08 Medium dense, gray, fine to coarse SAND; wet; cont. Scattered shell fragments at 70 to 71.5 feet. BOTTOM OF BORING COMPLETED 2/14/2008 71.5 14 16T • 16T 17T 18T 55 60 65 70 75 80 85 90 95 PENETRATION RESISTANCE (blows/foot) A Hammer Wt. & Drop: 140lbs /30inches 0 20 40 60 LEGEND Sample Not Recovered .Z Ground Water Level ATO SplitSpoon NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. The stratification lines represent the approximate boundaries between soil types, and the transition may be graduaL 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level. if indicated above, is for the date specified and may vary. 5. USCS designation is based on visual -manual classification and selected lab testing. 0 20 40 O % Fines (<o.o75mm) • °/a Water Content 60 Sound Transit Tukwila Commuter Rail Station Tukwila, Washington LOG OF BORING ST -1 December 2008 21-1-20815-005 SHANNON & WILSON, INC. FIG. A-2 Geotechntcal•and Environmental Consultants Sheet 2 of 2 0 J Total Depth: 121.5 ft. Northing: Drilling Method: HSA and Mud Rotary Diam.: 4 in. .Hole Top Elevation: -• 21 ft. Easting: Drilling Company: Gregory Drilling Rod Diam.: NW/3-inch . Vert. Datum: Station: Drill Rig Equipment: CME 75 Hammer Type: Automatic Horiz. Datum: Offset: Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface drilling Depth, ft. Symbol E a m . Ground Water Depth, ft. PENETRATION RESISTANCE (blows/foot) A Hammer Wt. & Drop: 140 lbs /30 inches materials and methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual- Q a E m 0 ( 20 40 60 ASPHALT. 0.3 7777 Road base (GP). 1.0 :. :.. Soft, gray, clayey SILT; numerous root • fragments; iron oxide ML. 3.0 : ° i 1I :. • stains; Very loose to loose, brown to gray, fine sandy SILT to silty, fine SAND; iron oxide stains; SM -ML. 7.0 j 3 o ,IC o Soft, gray, clayey SILT, trace of sand; wet; , ML. 10 - I • •• • I - 1 Very loose, silty, fine SAND; SM./- 13.0 5= .. . gray, wet; 15 Medium stiff, gray, silty CLAY; wet; iron oxide stains; CL.j- 17.0 6 w -- Medium dense, gray, slightly silty SAND;.•:•, wet; SP..i- 20.0s= .... I .. . Loose, gray, slightly sandy, clayey SILT; wet; numerous organics; ML. 20 . _.. wC r� • _- - Medium dense, gray, slightly silty to silty 24.0 •• :; 25 • .• -• SAND; wet; scattered root fragments; SM. :.... .: I .. . Medium dense, gray to brown, slightly silty SAND, trace of gravel; wet; SP -SM. 27.0 , : . •. ,. ..----,-.•- ...30 : .. . .....:. ' 10I . . • •• • .: 1 --LL 1 1 . 40 12T .. • ...:...:...__ . �._.._ .. . - .. . ..... Dense, gray, medium SAND; wet; SP. 42.0 ._ 45 13 .. ::.:... Medium dense, gray, slightly silty, fine to medium SAND; i NrlRatgE90sT ET 47.0 :':,.:. _ •. :... 0 27 LEGEND 40 60 * Sample Not Recovered5Z Ground Water Level ATD O % Fines (<0.075mm) . 1 Split Spoon • % Water Content • Plastic Limit F---II--1 Liquid Limit Natural Water Content • NOTES Sound Transit Tukwila Commuter Rail Station Tukwila, Washington 1. Refer to KEY for explanation of symbols, codes, abbreviations arid definitions. 2. The stratification lines represent the approximate boundaries between soil types, and the transition maybe gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. 5. USCS designation is based LOG OF BORING ST -2 . December 2008 21-1-20815-005 on visual -manual classification and selected lab testing. SHANNON & WILSON, INC. Geotechnical and Environmental Consultants FIG. A-3 Sheet 1 of 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 OTH Rev: KAP Total Depth: Top Elevation: Vert. Datum: Station: Horiz. Datum: Offset: 121.5 ft. Northing: Drilling Method: HSA and Mud Rotary Hole Diam.: 4 in. - 21 ft. Easting: Drilling Company: Gregory Drilling Rod Diam_: NW/3-inch Drill Rig Equipment: CME 75 Hammer Type: Automatic Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. fragments; SP -SM. - Shells absent at 60 to 66 feet. Medium dense to very dense, gray, clean to slightly silty, trace to slightly fine gravelly SAND; wet; SP. - occasional to numerous shells CONTINUED NEXT SHEET LEGEND • Sample Not Recovered Split Spoon .«- 0. 0. N 0 68.0 0 E 0) E 0. a 0 a v, N E N 14 1 15T 16T 171 181 191 20T 21T 221 23T 5Z Ground Water Level ATD NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual. 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level. if indicated above, is for the date specified and may vary. 5. USCS designation is based on visual -manual classification and selected lab testing. v c z 0 N a N 0 55 60 65 70 75 80 85 90 95 PENETRATION RESISTANCE (blows/foot) A Hammer Wt. & Drop: 140lbs /30inches 0 40 60 • • • • 0 — 20 • 40 O % Fines (<O.075mm) • % Water Content Plastic Limit I-9-1 Liquid Limit Natural Water Content 60 Sound Transit Tukwila Commuter Rail Station Tukwila, Washington LOG OF BORING ST -2 December 2008 . . 21-1-20815-005 SHANNON & WILSON, INC. FIG. A-3 Geotechnical and Environmental Consultants Sheet 2 of 3 n. a co F- 0 0. N 0 n !V 0 o . re to1 Total Depth: 121.5 ft. Northing: Drilling Method: HSA and Mud Rotary Top Elevation: — 21 ft. Easting: Drilling Company: Vert. Datum: Station: Drill Rig Equipment Horiz. Datum: Offset: Other Comments: Hole Diam.: 4 in. Gregory Drilling Rod Diam.: •NW/3-inch CME 75 Hammer Type: Automatic SOIL DESCRIPTION .Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. Dense, gray, silty, sandy GRAVEL; wet; GM.' Dense to very dense, gray, clean to slightly silty, gravelly SAND; wet; SP. Medium dense, gray, sandy SILT; wet; ML. BOTTOM OF BORING COMPLETED 2/14/2008 t a. 6) 0 100.0 103.0 118.0 121.5 0 a E a 0) 1 • E Q. 0 0 LEGEND * Sample Not Recovered Ground Water Level ATD = Split Spoon u) a) a E co 0) 24 251 261 "T 28T NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual. 3: The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. 5. USCS designation is based on visual -manual classification and selected lab testing. v '•11 2 lS C7 o= a. a) 0 105 110 115 120 125 130 135 140 145 PENETRATION RESISTANCE (btowslfoot) ♦ Hammer Wt. & Drop: 140lbs /30 inches 0 • 20 40 60 0 20 40 O % Fines (<o.o75mm) • % Water Content Plastic Limit 1--0b-1 Liquid Limit Natural Water Content 60 Sound Transit Tukwila Commuter Rail Station Tukwila, Washington LOG OF BORING ST -2 December 2008 21-1-20815-005 .SHANNON & WILSON, INC. I .FIG. A-3 Geotechnical and Environmental Consultants Sheet 3 of 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 1 1 Total Depth: 71.5 ft. Northing: Drilling Method: HSA and Mud Rotary Hole Diam.: • 4 in. Top Elevation: - 21 ft. Easting: Drilling Company: Gregory Drilling Rod Diam.: NW/3-inch Vert. Datum: Station: Drill Rig Equipment: CME 75 Hammer Type: Automatic Horiz. Datum: Offset: Other Comments: SOIL DESCRIPTIONE Refer to the report text for a proper understanding of the subsurface materials and drilling methods. TheQ stratification lines represent the approximate boundaries between material types, and the transition may be gradual. Depth, ft. Symbol i0. n.. E. aa) E Ground Water Depth, ft. • PENETRATION RESISTANCE (blows/foot) A Hammer Wt. & Drop: 140 Ibs / 30 inches 0 20 40 60 Medium stiff, gray, clayey SILT; wet; scattered root fragments, iron oxide stains; ML. 5'0• 9'5 13.0 20'0 22.0 42.0 • ; o 0 ,T 21 31 aI13 5I 61 81 9 12T 131 5 5. F WOH. WOH 20 30 35 45 _. • .- :. • . Very loose, brown, slightly silty SAND; wet; -\iron oxide stains; SM. /-7.0 Very loose, gray, slightly fine sandy SILT; wet; scattered wood debris, iron oxider staining; ML.. -. Soft, gray, clayey SILT; wet; scattered i wood debris, iron oxide stains; ML. ... ' , '' ::: •- • ' ' ' .. Loose to medium dense, gray, trace to slightly silty, fine to medium SAND; wet; -= : - .• • ,.....• ••••••• ::.- :..40 . :.:-: :: ^ . .... Loose, gray, silty, fine SAND; wet; iron -\oxide stains; SM. Medium dense to dense, black, fine to medium SAND; wet; SP.':'•:`•' . __ __ :._...:... . . . ...,. _ Medium dense to dense, gray, slightly silty,-.-.,•-•.•'''' fine to medium SAND; wet; occasional shell fragments; SP.• • CONTINUED NEXT SHEET 0 20 40 60 LEGEND • Sample Not Recovered g Ground Water Level ATD O % Fines (<0.075mm) I Split Spoon • %o Water Content NoTEs Sound Transit . Tukwila Commuter Rail Station Tukwila, Washington 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2: The stratification lines represent the approximate boundaries between soil types, and • the transition maybe gradual' . 3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. . LOG OF BORING ST -3 December 2008 21-1-20815-005 5. USCS designation is based on visual -manual classification and selected lab testing. SHANNON & WILSON, INC.. Geotechnical and Environmental Consultants FIG. A4 Sheet 1 of 2 LASTER LOG E 21-20815.GPJ SHAN WIL.GDT 12/19/08 Total Depth: 71.5 ft. Northing: Drilling Method: HSA and Mud Rotary Hole Diam.: 4 in. Top Elevation: - 21 ft. Easting: Drilling Company: Gregory Drilling Rod Diem.: NW/3-inch Vert. Datum: Station: Drill Rig Equipment: CME 75 Hammer Type: Automatic Horiz. Datum: Offset: Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. o. 0 0 .0 E a 0) E 0. n 0 a rn ar n. E v1 c o r 0. w 0 PENETRATION RESISTANCE (blows/foot) ♦ Hammer Wt. & Drop: 140lbs /30inches 0 20 40 60 Medium dense to dense, gray, slightly silty, fine to medium SAND; wet; cont. BOTTOM OF BORING COMPLETED 2/15/2008 71.5 14 I 151 16T 171 18T 55 60 65 70 75 80 85 90 95 LEGEND • Sample Not Recovered Ground Water Level ATD Split Spoon NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual 3. The discussion In the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 4. Groundwater level, if indicated above, is for the date specified and may vary. 5. USCS designation is based on visual -manual classification and selected lab testing. 0 20 40 O % Fines (<0.o75mm). • % Water Content 60 1 Sound Transit Tukwila Commuter Rail Station Tukwila, Washington LOG OF BORING ST -3 December 2008 21-1-20815-005 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants FIG. A-4 Sheet 2 of 2 1. 1 1 1 1 1 e Date: 03-27-2008 a c 0 0 0. w v 0 a 0 m Z 0 � c 0 O coo coJ CU 0 7 E U 0 Sc 0 c 1—• .O c 0 (1) DATE: 2-12-2008 JOB NO: 21-1-20815-005 0 w 7 NO LL a lance in Feet 6 8 10 9 id `4idao O N .d CO o N saidwes ' cn Cli (7 `? 17- o u) v lualuo0 ialeM JaleM punas pan)asgp auoN. SOIL DESCRIPTION a> c• w 4.: - o n O — E .- . >7:.:u.1 OIo 0) 7:0- EQ cH ccQZ rn .-m ow ;.Iij • o o ro o 3 O i _O D. "o 0 0 0, O E c m e m co _ E EN<O m — . 00L -J 2 V) c m U) J oo 2 O O O .O ON WJ m -o m 0)y c _ 0 o- — o Z> 0 1 FIG. A-5 E(00 _ • ' • • • * • ' • ' Bnck Fra meets 4 I Root 'Fragments O • I . I 1 11. I I . i 0 U 0 U Q I FIG. A-6 c c F1 c 7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1-- z U c co0 M ' M M .- 411111 Eli 'filename: J:1211120815-005121-1-20815-005 TestPits EP-0lthrul0.dwg Date: 03-27-200 eoal SHAININNON 8ironmeWI SON81IINC. JOB NO: 21-1-20815-005 DATE: 2-12-2008 LOCATION: See Site and Exploration Plan and l LOG OF TEST PIT EP -3 • PROJECT: Sound Transit Tukwila Commuter Rail Station Sketch of East Pit Side Surface Elevation: -24' Horizontal Distance in Feet 0 2 4 6 8 10 12 u)... 25 . _ o. . c -a 0 p rn U . :: :: • ' • • • Root fragri : ::: II �/ • .... .... c4vlri Observed • • • • • ......... '1J .y}daa O N d co 00 O N S N .. 1ualuoo JaleM % Ja;eM punas pamasgp auoN SOIL DESCRIPTION .�8 D j a) y 3 c c Ziii >u1 0� • c "5"EN El >.-0 2 4= Q N o) O) -0 N C • to N .N c n' c>7.c°=:7-'a)._ 3=0 >.cto 00— .a a 'K . 2 y l� m a) . y C m c Tn. 0 4) > S c la C 2 C' -g-.-,_ �0)EE 244; ocE a coo)o c .0 o 0, mC mw ai E ai --5Z-75--- ~ p5 pr JJJ mU N' E 2 0 O O F- Z Z "_ 0 o ai o .c �u 0 13° c - o2m -1Z 01 - a) Z N in 0 C cea U N • . I FIG. A-7 U 0 J Date: 03-27-2008 SHANNON n WILSON, INC. JOB NO: 21-1-20815-005 DATE: 2-12=2008 LOCATION: See' Site and Exploration Plan Oeoteohnleal and Environmental Consultants LOG OF TEST PIT EP -4 PROJECT: Sound Transit Tukwila Commuter Rail Station Sketch of South Pit Side Surface Elevation: Horizontal Distance in Feet 0 2 4 6. 8 10 12 Root Fragments. • • • 1 .... ...... j t • •3A `4lda0 O N CO (0 O N saidwes I`N p (/) -1 (/) 01N N v CO v 1 (C U) • ialeM punolo aI SOIL DESCRIPTION v m cif) N g Q Lizi n.u;u) 3 o C c .< T 2 N ie_ = c 00c. p my U0 U 7 (0 Tm O (0 -2 w O) imam ow oo9 �'� -a• C « .q' C 7 (. m O O` .0 tq 3 y w > =` m >. i O o C O y U. w N --. m m>. N 0) X I---- O 031n .O C U) U) 4 J to N v) U) O O 0 0 1- Z c 3 �- co • ' m a g °N ; .n O 13 m j Y N U 13 1 r -Ir► w n 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 U 0 J 03 a N 01) a SHANNON 8 WILSON, INC. JOB NO: 21-1-20815-0.05 DATE 2-12-2008 LOCATION: See Site and Exploration Plan Geotechnical and Environmental Consultants+ LOG OF TEST PIT EP -5 PROJECT: Sound Transit Tukwila Commuter. Rail Station Sketch of North Pit Side Surface Elevation: —24' Horizontal Distance in Feet 0 2 4 • 6 8 10 12 Cobbles - • Fragments • • • i • it Y Seams : 1T* - :::.:........ - O: • • • • Caving• Observed:• O N ct CO 00 O N se,dweg 7` N"` 1 o (/) v U) - U) v U) v 9v lualuoo JeleM JaleM punas paMasq . auoN SOIL DESCRIPTION •-a N o o Q Eco m0 tA� cg sw CD J m O) (0 E '.O`er JD fn 5...° _ 7 al. m (°>.. 0,E 2 g a m Oo ta0 co J O 0• 0) 7. 711 2_o o 2 15'er a O Eo m 0= � tl) �i >� N 2 o�oN0 e�g= �Ngi co '.N N m m_0 - VE o O O. 7 O O 4- u) C.1`O J DlqU _IC/) -o IMv-JEU) 0 0 0 0 0 Q cEu) y C > N m as tin E C f0 >' N O o) C3 yw y= •O as O 0 . ...1Eas 0 wco 0 ' 0 o ti V U Z ._ N > 3 N U C a m 3 O) Orn 0 • N ,- FIG. A-9 Date: 03-27-2008 enema: J:1211120815-005121-1-20815-005 TestPits EP-0lthrul0.dwg LOCATION: See Site and Exploration Plan .. DATE: 2-12-2008 .O 9 1.0 .73 N N Z O 0 U) co Lai E 0 co U z sW 0 0 00. JE '- 1.- zcLL m z 0 <I 0 in 0 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 tance in Feet i. 8 10 12 j. e: Puddles: • .. Root Fragments .Bricks i f v - asi : : : : -�-.... ..gym CO m 4.)O i -u- `y}daa O N CO o0 (V r - saidwes i' o CO v (.v c? m `r m`,o cn v c v ;Uawo3 Ja}eM % JaieM puno.Io NI' SOIL DESCRIPTION J_ _2 p >; 0 . -- Z O y y j O _C 4. E0. (V �' mcg _�2 E CO - A ca . _ O7 C m ,4 O O O > O O> 2 mE -0a m m y U O) j- m o) g co 8 4-07 0 0 0 0 w o Z o y C o 0 -o > 3 -0 C O N O N U' O) N V 06 7 v) 0 �. . o O) C N 0 • FIG- A-10 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 c oi J Date: 03-27-2008 :Ilename: J:1211120815-005121.1-20815-005 TestPits EP-Olthrul0.dwg 0 a c 0 0 a x W v ca w 0 z 0 Q o U O '� - 0 c o 0 0 N E N U 1— cII F— „(LI, c 0 c (1) 0 JOB NO: 21-1-20815-005 Z z z e 0_ a „.11 ui o 1.— z20. tL z' 0 , QL � 0 j tance in Feet 5 8 10 12 { I Root Fragments 1 U mv. O 0 • 3 ••C ...... �. r• • `tom •}d 'yldaa•�- O N d tD oD p N r- saidweS ti) `-2 Cn ? cis co lua1uo3 Jal.8M JaleM puna9 » SOIL DESCRIPTION 0 U m w i -0 cy f4 rnm EY >7.7). g a> CE OC N .0 D1 " ! J •O m N E V 73 j>..6 m Q7 « 4= (� 13 E E o rn EQ v; m g— 2 � cai ai to oto o 2 0 0 0 c Z •— V p co T e 15 O J cn 0 1 FIG. A-11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i �� • L...o. of•• ••••• ... ........1.: : : .,,.... 0... : J. .... . 0.. . . P ... ... 1 .,.. , • .. ).. o . ... o .. 0... ; .. •. . A . i _--___ D. c) ,.. 0. c, 0 E,. .---.. 'Fob.b.le .. ..... . /1 1 ,.il I !a D. 4 ' 4 Root Fragments : • .p. .OK I 1 111 4 1 1 O • i 1 ; • o' • 'Co'a: °a Gja$Pocket ocket op a C,.0 a East Side of. all . •• 0 •. .o .. a � i C�ng;EhcoU t9r�d ; at Pea • ravel ;; c21.....;•..0•, ... `.'. . .... . . ... . . ::.. Heavy S epage•at7! :.: :.. :. . I i I 1 .• . i I I. . f I I 1 tn tio FIG. A-12 (1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 z 0 c' iss0 N O SHANNON 8 WILSON, INC. JOB NO: 21=1-20815-005 DATE: 2-12-2008 LOCATION: See Site and Exploration Plan Geotechnical end Environmental Consultants P LOG OF TEST PIT EP -9 PROJECT: Sound Transit Tukwila Commuter Rail Station Sketch of East . Pit Side Surface Elevation: —24' Horizontal Distance in Feet 0 2 4 "6 8 10 12 • . m • . . Root Fragments Caving • .Observed. o • - n n `•, •, • .' co •o ...,-- ................00.0. ,,,,pi .. Heavy Seepa, • • id 'y}dap O N d (D Ca O c N r' saidweg - -4- .' (1)N m N (/)v N 1 03Cil (n"'") N 0)v 73 1. ((0 Cnv ' (n CO C° Jatem puno•I �l SOIL DESCRIPTION T0 > 1--: v m 5..- co 7oN 0)m y ?N mN 1 U m V G > E N J u) C 2m C T N U 0 0� y m m a -o rn m • N H — - w Cn CD O) C C-0 co c0 7 E o N<• chi m co (EC O 0U) u) c0 2�v 2--y 0 0 0) U d (C (n O m >. . rni ` Z. 03 co 10 0 m C O ` 0 w p z C N C 0 0. °� N N T Z N - -D 0 0 o rn N 0 N l FIG. A-13 Date: 03-27-2008 fQ 0_ c 0 O X w -o m CO z 0 c O co • o J CC E 0 0 ca H. o c o IP o c N• 0. u) t U Z M o a DATE: 2-12-2008 0 w 1- 1- 1L. - 1—L 0 0 J Sketch of North Pit Side Surface Elevation: —24' Horizontal Distance in Feet 0 2 4 6 8 in 9 J 1 •,- • • Rooti Fragments.. i .I\ j j 1 I I N M a_ O t- 3 .O 0 .•0 —C� ap }d `y;daa 0 •m m S-1 co (Jar) 2 0 0 z. 4 S-2 (Jar) 6 S-3 (Jar) 8 S-4 (Jar) 10 12 saidweg lua}uo3 Ja;eM % Ja}eM punaE SOIL DESCRIPTION v I FIG. A-14 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t 1 3 a, 0 (0 0. 0 9 0 0 w y Total Depth: 179 ft. Northing: Drilling Method: Top Elevation: - 0 ft Easting: Drilling Company: Vert: Datum: Station: Drill Rig Equipment:. Horiz. Datum: Offset: Other Comments: Hole Diam.: 5 in. SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual Soft to medium stiff, brown, slightly fine sandy, clayey SILT; moist; numerous organics and root fragments; (HeD) ML. Very loose, gray -brown, silty, fine SAND; \wet; (HaD) SM. Very soft to medium stiff, gray -brown, clayey SILT to silty CLAY; wet; scattered organics, iron -oxide staining; (HeD) MUCL. 0. N 0 �- 4.0 Medium dense, dark gray -brown, silty, fine SAND; wet; scattered layers of wood debris; (HaD) SM. Medium dense, dark gray to black, slightly silty, fine SAND; wet; scattered seams of gray silt; (HaD) SP -SM. Very soft, gray, clayey SILT, trace of fine sand; wet; numerous organics; (HeD) ML. / Very loose to medium dense, gray, silty, fine SAND to fine sandy SILT; wet; (HaD) AS AWL. COAT/011E1'1 NF)(Y$MFET ' Sample Not Recovered Split Spoon It Thin Wall Sample 5.8 17.0 25.5 47.0 48.0 53.3 v, 0. E (0 N 11 21 31 5I[ 61 I 1 101 11 21 LEGEND Ground Water Level ATD 61 71 81 NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. - Rod Diam.: Hammer Type: .0 c 0•N o PENETRATION RESISTANCE (blows/foot) A Hammer Wt. & Drop: 0. N 0 10 15 20 25 30 35 40 45 50 0 20 60 20 40 60 O % Fines (<0.075mm) • % Water Content Plastic Limit --•--1 Liquid Limit Natural Water Content Strander Boulevard Extension UPRR Relocation Renton, Washington LOG OF BORING B-303 September 2007 21-1-09369-004 SHANNON & WILSON, INC. FIG. A-4 Geotedmieal and Environmental Consultants Sheet 10(4 • 5 a. ec 0 J Total Depth: 179 ft. Northing: Drilling Method: Hole Diam.: 5 in. Top Elevation: — 0 ft. Easting: Drilling Company: Rod Diam.: Vert. Datum: Station: Drill Rig Equipment: Hammer Type: Horiz Datum: Offset: Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the . subsurface materials and ddlling'methods. The o_ stratification lines represent the approximate boundaries 00 between material types, and the transition may be gradual. 0 .53 E to E 0. 0. 0 a m 0. E co PENETRATION RESISTANCE- (blowsifoot) A Hammer Wt. &'Drop: 0 20 40 60 Medium dense, black,slightly silty, fine SAND; wet; scattered wood fragments; (HaD) SP -SM. Medium dense, dark gray, slightly silty to silty,fine to medium SAND; wet; locally slightly clayey, locally trace of gravel, scattered wood fragments, scattered seams of gray silt; (HaD) SP-SM/SM. Loose to medium dense, dark gray, silty, fine SAND to fine sandy SILT; wet; scattered organics, scattered 1 -inch layers of clayey silt with wood debris; (HaD) SM/ML. Very loose to loose, dark gray,slightly fine sandy, SILT; wet; scattered organics, numerous lenses and layers of clayey SILT; (HeD) ML. Medium dense to dense, gray, silty, fine SAND; wet; numerous wood fragments and organics; (HaD) SM. Interbedded dense to very dense, gray -brown, slightly silty, SAND; trace of gravel, and slightly silty, sandy GRAVEL; wet; locally silty; (HaC/HaG Ni1NUED SHEET 56.0 86.0 93.5. 103.6 19T 201 21T 22T 231 241 25 I 26]J 271 281 291 60 65 70 75 80 85 90 95 100 105 r\\:)Itr: :•••! LEGEND • Sample Not Recovered SZ Ground Water Level ATD Sprit Spoon 11 Thin Wall Sample NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. 0 20 40 60 O % Fines (<0.o75mm) • % Water Content Plastic Limit 1i Liquid Limit Natural Water Content Strander Boulevard Extension UPRR Relocation Renton, Washington LOG OF BORING B-303 September 2007 21-1-09369-004 SHANNON & WILSON, INC. Geotechnical and Environmental -Consultants CIT Sheet 2of4 i 1 1 1 1 1 1 1 1 1 t t Total Depth: 179 ft. Northing: Drilling Method: Hole Diam.: 5 in. Top Elevation: –0 ft. Easting: Drilling Company: Rod Diam.: . _ VerL Datum: Station: Drill Rig Equipment: . Hammer Type: Horiz. Datum: Offset: Other Comments: SOIL DESCRIPTIONE Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. Depth, ft. Symbol o.o. d n. aa) a E co Ground Water Depth, ft. PENETRATION RESISTANCE (blowslfoot) ♦ Hammer Wt. & Drop: 0 20 40 60 SP-SM/GW-GM/SM/GM. . . 1350..IF 148.3 161.0 .=.:.;...;._..%:.;.; = -::•'-‘'-' ::• ::r:34 .0 .4. • •4I `' :::: •. •::: . 4 .. • • I `kb I , ' '• ' 3o_ 31= ,ZI T* 37= 391 40T .. 115 120 125 130 135 140 145 150 155 160 i : : - ... :. : ... ....... • • ::.. .• . . .. - • r..:_...:..: . . ....... . -;-- ::: : . .. _ ... ..... • • • ... _•-� ...... • " ......... Very dense, gray -brown, slightly silty to silty, sandy GRAVEL; wet; (Hag)..-;•-• GW-GM/GM. ..�. ._;._;...__;._ ... •�-r :--__ .... : ._.._._.._,....._ - r..,- ..:_.._.._._.._....._._:._w_.._,_.._ -_ – .om r'.... Medium dense to very dense, gray -brown, fine to medium SAND, trace of silt, trace of gravel; wet; locally slightly silty or silty, pockets of fineravel (HaC) SP/SP-SM/SM/GP. ::...:...:...::._..:;_._:::::...::: ....... • . .... :.....:...:.:...:::.:.. .... .. . ......... - :-:--:•••-=••--=- -- - .. . . . .. . . " - . ....._ _ ... • • . . . . - - . . .. . . . . . ; : . ; ,,. .. • Very dense, gray -brown, slightly silty to silty, fine SAND, trace of gravel; wet; CONTINUED NEXT SHEET 0 20 40 60 LEGEND * Sample Not Recovered Z Ground Water Level ATD 0 % Fines (<0.075mm) 1Split Spoon • % Water Content Ij Thin Wali Sample Plastic Limit 1-0-1 Liquid Limit Natural Water Content Strander Boulevard Extension ' UPRR Relocation . Renton, Washington NOTALOG OF BORING B-303 1.Refer to KEY for explanation of symbols, codes, abbreviations and definitions. . 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. . • September 2007 21-1-09369-004 . . . . . . SHANNON •& WILSON, INC. I - Geotechnical and Environmental Consultants - FSG. A-4 - Sheet 3 of 4 • ....... .. w. rf MASTER LOG E 21-09369.GPJ SHAN WILGDT9/19/07 Total Depth: 179 ft Northing: Drilling Method: Hole Diam.: 5 in. Top Elevation: —0 ff. Easting: Drilling Company: Rod Diam.: Vert. Datum: Station: Drill Rig Equipment: Hammer Type: Horiz. Datum: Offset: Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. x: t .n a) 0 0 E T to E a a O a a). a E m: tn; c c 7 2 O N (0 a a) 0 PENETRATION RESISTANCE (blowslfoot) ♦ Hammer Wt. & Drop: 0 20 40 60 locally gravelly; (Qva) SP-SM/SM. BOTTOM OF BORING COMPLETED 5/17/2007 179.0 41T 421- 43T 2T 43T 170 175 180 185 190 195 200 205 210 215 .: • 50/.6"' LEGEND • Sample Not Recovered Sprit Spoon I[ Thin Wall Sample g Ground Water Level ATO NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if Indicated above, is for the date specified and may vary. 3. LISCS designation is based on visual -manual classification and selected lab testing. 0 . 20 40 O % Fines (<0.075mm) • % Water Content Plastic Limit--fa----1 Liquid Limit Natural Water Content 60 Strander Boulevard Extension UPRR Relocation Renton, Washington LOG OF BORING B-303 September 2007 21-1-09369-004 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants Sheet 4 of 4 1 1 Total Depth:. 59 ft. Northing: Drilling Method: Hole Diam.: 4 in. a 'c'c' Top Elevation: - 0 ft. Easting: Drilling Company: Rod Diam.: Vert. Datum: Station: Drill Rig Equipment: Hammer Type: Horiz. Datum: Offset Other Comments: SOIL DESCRIPTION . Refer to the report text for a proper understanding of the .c o - E . E a ai Ti •0 -e♦ m PENETRATION RESISTANCE (blowslfoot) • Hammer Wt. & Drop: subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. n. to n --.cu E o a 0 20 40 60 Medium dense, brown, slightly gravelly to gravelly, silty, fine SAND; moist iron -oxide staining, numerous organics in upper 0.5 feet; SM. 4.5 :;;, •• •• 0 ° 11 zT 5 • ;._;._;._;._;._;...�..;._E.....; ' ' - 1 • . - - • • • ::. :: Total Depth: 59 ft. Northing: Drilling Method: Hole Diam.: 4 in. Top Elevation: — 0 ft.. Easting: Drilling Company: Rod Diam.: Vert. Datum: Station: Drill Rig Equipment:' Hammer Type: Horiz. Datum: Offset Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. t 0. a) 0 .n E rn E n a ci a a� n E m rr) ccv `- P. 0 a= n a) 0 PENETRATION RESISTANCE (blowslfoot) ♦ Hammer Wt. & Drop: 0 20 40 60 BOTTOM OF BORING COMPLETED 5/14/2007 59.0 • 19T 60 65 70 75 80 85 '90 95 100 105 LEGEND ' Sample Not Recovered Split Spoon ]I Thin Wall Sample Sr Ground Water Level ATD NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. 0 20 40 O % Fines (<0.075mm) _ • % Water Content Plastic Limit 1---•--1 Liquid Limit Natural Water Content 60 Strander Boulevard Extension UPRR Relocation Renton, Washington LOG OF BORING B-304 September 2007 21-1-09369-004 SHANNON & WILSON, INC.--F{6-=5-- Geotechnical and Environmental Consultants sheet 2 of 2 Log: KAP Rev: PHZ Total Depth: Top Elevation: VerL Datum: Horiz. Datum: 154 ft. Northing: • Grilling Method: Hole Diam.: 5 in. Easting: Drilling Company: Rod Diam.: Station: Drill Rig Equipment: Hammer Type: Offset Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. Medium dense, brown, silty, gravelly, fine -\SAND; moist; scattered organics; (Fill) SM:/- Very M,r Very loose to loose, gray -brown, fine sandy SILT to silty, fine SAND; wet; scattered organics; (HeD) ML. Very soft, brown -gray, clayey SILT to silty CLAY; wet; numerous organics to organic; (HeD) MUCL. Medium dense, dark gray to black, fine to medium SAND, trace of silt; wet; scattered• layers of wood debris; (HaD) SP. Medium dense to dense, dark gray; slightly silty, fine to medium SAND; wet; locally trace of gravel, locally only trace of silt, scattered to numerous shell fragments, scattered seams of wood debris; (HaD) SP-SM/SP. CONTINUED NEXT SHEET LEGEND Sample Not Recovered I Split Spoon I,[ Thin Wall Sample 4- a. 0) 0 2.0 8.5 19.5 36.0 0 a E T E a 4 a 0 0 0 0 co a a)) o. E m to 411 6I 81* 101 111 121 131 141 ts= 161 17T 181 Ground Water Level ATD NOTES 1. Refer to KEY for explanation of symbols. codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. 0. 0 PENETRATION RESISTANCE (btowslfoot) ♦ Hammer Wt. & Drop: 0 20 40 60 • 20 25 30 35 40 45 50 • 0 20 40 60 Plastic Limit 1---111---1 Liquid Limit Natural Water Content Strander Boulevard Extension UPRR Relocation Renton, Washington LOG OF BORING B-305 September 2007 21-1-09369-004 SHANNON & WILSON, INC. —FIG; -- Geotechnical and Environmental Consultants . , Sheet 1 of 3 r1 •t/ 4 2 J • Total Depth: 154 ft. • Northing: • • Drilling Method: Hole Diam.: 5 in. Top Elevation: all' Easting: Drilling Company: Rod Diam.: Vert. Datum: NurStation: Drill Rig Equipment: Hammer Type: • • Horiz. Datum: Offset:. Other Comments: SOIL DESCRIPTIONE Refer to the report text for a properunderstanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. Depth, ft. Symbol a O m n E Ground Water Depth, ft. PENETRATION RESISTANCE (blowslfoot) ♦ Hammer Wt. & Drop: 0 20 40 60 • 86.0 96.0 98.8 100.0 107.5.. • ::, • ...:.�• ..I .. :1 R--' - .• • :. • • . I 21T 22T 251 26T 27=•••`•••• 281 2911 60 65 70 • 75 80 100 105 ... • :.....__..._..: l 1 1 1 1 1 t 1 1 1 1 1 1 Total Depth: 154 ft. Northing: Drilling Method: Hole Diam.: 5 in. Top Elevation: – 0 ft. Easting: Drilling Company: Rod Diam.: Vert. Datum: Station: Drill Rig Equipment Hammer Type: Horiz. Datum: Offset: Other Comments: SOIL DESCRIPTIONE Refer to the report text far a proper understanding of the subsurface materials and drfling methods. The lines represent the approximate boundaries between materlal.types, and the transition may be gradual. Depth, ft. Symbol a d'E a E. stratilicatlon to Ground Water Depth, ft. PENETRATION RESISTANCE (blows/foot) ♦ Hammer Wt. & Drop: 0 20 40 60 ,Medium dense, gray, silty, fine SAND; / (HaC) SM. 110.0 121.5• • • . • • .g1 ip l G. 1. •• i • 3°1 31T 32 - 35s 36 371 381 115 120 125 130 135 140 145 150 155 160 f . _ ...._..... _. . Loose, gray, fine sandy SILT interbedded with soft, gray, silty CLAY to clayey SILT; moist to wet; numerous organics and peat seams. (HeC) MUCL. ....... ___ _ - ••••.. ' - • - • . • .•.- -. ' ' .•- Very dense, dark gray, slightly silty, sandy GRAVEL; wet; scattered cobbles inferred:..__....-..... from drill action; (Hag) GW -GM. - .....:. ..._..__:___._..._-._.- - - •-•• •_•.___..:._:--.:--.•_•:----•_•..::._: ..., : ....- :... _.. .. "... • -- 0t • . .... .' __ ' '-' "_; - . -`- -'74" i_i 141.0 • - .-:,,. • .•.. ;.... Very dense, dark gray, slightly silty, gravelly, fine to medium SAND; wet; focally only trace of gravel; (HaC) SP -SM. ......... :t .... .•...-...- ::... :: •: -:. ,.. _ ....... -.._.._.. _.. BOTTOM OF BORING COMPLETED 5/9/2007 154.0 :_:_:•......-;_._;._ ...:...-. :...:...:::.._-....._; _;......_ ._;_:..__ .. 0 20 40 60 LEGEND • Sample Not Recovered 2 Ground Water Level ATD 1 Split Spoon jI Thin Wall Sample Plastic Limit 1-11-1 Liquid Limit Natural Water Content Strander Boulevard Extension UPRR Relocation • Renton, Washington NOTES LOG OF BORING B-305 • 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation Is based on visual manual classification and selected lab testing. September 2007 21-1-09369-004 & WILSON, INC. FIG. SHANNON . Geotechnical and Environmental Consultants A-6 Sheet 3 of 3 In i 2 .Q c' D; Total Depth: 159 ft. Northing: Drilling Method: Hole Diam.: 5 in. ' Top Elevation: — 0 ft. Easting: Drilling Company: Rod Diam.: Vert. Datum: Station: Drill Rig Equipment: Hammer Type: Horiz. Datum: Offset • Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. Depth, ft. Symbol PID, ppm a) a) m . E ca , - t 2 n C9 p PENETRATION RESISTANCE (biows/foot) A Hammer Wt. & Drop: 0 20 40 60 Dense, brown, slightly gravelly, silty, fine SAND; moist; scattered organics and roots; g (Fill) SM. 3.3 8.5 0 13.5 19.5 26.5 51.0 ;::-.,0 o o 0 � 11 z= 3= 4 5- s ioT 11T 12= 131 15T 16T 1a= I 1 I T 1 - 10 15 20 ...:..........;_ - �_�_:..r.....;._• -' ' _._ r_;... _._._ r_r... ii : . ::._._::: • .. Very soft, gray, clayey SILT to silty CLAY; moist to wet; scattered organics and wood. fragments; (HeD) MUCL. ..... =- .._...... = • Very loose, gray, fine sandy SILT, trace of11 clay; wet; scattered organics, iron -oxide ained; (HeD) ML. ; �`' • :.... >.._... j-- ._;... • ;._,• .. • : • "• .., : • ;_ ..••-f• % j . •., : ,.: • "'. Very soft, gray, slightly clayey, slightly fine sandy, SILT; wet; numerous organics; t • • - ;!• - • • • - - Very loose, gray, fine sandy SILT to silty One SAND; wet; (HeD) MUSM. _ ..: --. _ __..__.... __._... _. ..�_....:_... Very soft to soft, gray and brown, silty CLAY; wet; numerous organics, interbedded with layers of fine sandy silt land fine sand; (HeD)CL. 25 35 40 45 50 • _ ' _ - . •••�••=••. ...:..:..:..._..... " . " . . --..... _....._: - -_- - . . :: " ' • •• • •• • - .. ,. ':. Medium dense, dark gray, slightly silty to ' silty, fine SAND; wet; scattered organics; (HaD) SP-SM/SM. ....- - - ---::.••:._:..::::!--:.-- - -- : -_ Medium dense, dark gray to black, fine to medium SAND, trace of silt; wet; locally trace of gravel, locally slightly silty,:_ scattered wood fragments, scattered ` lenses of gray, silty clay; (HaD) SP/SP-SM. • = ___ :-. _: _:...._...-,...._.___...._... •" ° :: :.. • -:-: - .. ..._..___..._.._...__.....__._ . `"'." .. .:.."'" _ : _. ......__...----..._....._._____.._...- " _.. _ „ •.•..- ;:-- Medium dense, dark gray, slightly silty to silty, fine to medium SAND; wet scattered . CONTINUED NEM SHEET 0 20 40 60 LEGEND • Sample Not Recovered Ground Water Level ATD 0 % Anes (<0.075mm) 1Split Spoon • % Water Content Thin Wall Sample Plastic Limit H---0---1 Liquid Limit . Natural Water Content • Strander Boulevard Extension UPRR Relocation Renton, Washington NOTES LOG OF BORING B-310 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above. is for the date specified and may vary. 3. USCS designation is based on visual -manual classd cation and selected lab testing. September 2007 21-1-09369-004" . .. - SHANNON Sr WILSON, INC. • Geotechntcat and Environmental Consultants • I FIG. A-bf11 Sheet 1 3 1 1 1 1 1 62 1 73 1 134 1 1 1 1 1 1 1 1 1 1 1 1 Log: KAP Rev: KAP MASTER LOGE 21-09369.GPJ SHAN'WILGDT9/19/07 Total Depth: 159 ft Northing: Drilling Method: Top Elevation: - 0 ft Easting: Drilling Company: Vert. Datum: Station: Drill Rig Equipment: Horiz. Datum: Offset: Other Comments: Hole Diam.: Rod Diam.: Hammer Type: 5 in. SOIL DESCRIPTION Refer to the report text fora proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual seams of wood debris; (HaD) SP-SM/SM. Medium dense, dark gray, slightly silty to silty, fine to medium SAND; wet; scattered to numerous wood fragments, interbedded with fine sandy SILT, scattered shell fragments below 82.8 feet; (HaD) SP-SM/SM/ML. CONTINUED NEXT SHEET LEGEND • Sample Not Recovered Split Spoon II Thin Wall Sample 0 N _o a E >. o a rn 6). n. E ca to 191 20T 211 221 231 24T 231 261 27T 281 291 V Ground Water Level ATD NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. c ((00 'o C9 _ a 0 60 65 70 75 80 85 90 95 100 105 PENETRATION RESISTANCE (blowslfoot) A. Hammer Wt. & Drop: 0 20 40 60 • 0 20 40 O % Fines (<o.o75mm) • % Water Content Plastic limit 1-9---1 Liquid Limit Natural Water Content 60 Strander Boulevard Extension UPRR Relocation Renton, Washington LOG OF BORING 13-310. September 2007 21-1-09369-004 SHANNON & WILSON, INC. 1-Fier.--kfr - Geotechnical and-Ernironmentai Consultants Sheet 2 of 3 Total Depth: 159 f. Northing: Drilling Method: Hole Diam.: 5 in. Top Elevation: — 0 ft Easting: Drilling Company: Rod Diam.: Vett Datum: Station: Drill Rig Equipment: Hammer Type: Horiz. Datum: Offset: Other Comments: SOIL DESCRIPTION(i) Refer to the report text fora proper understanding of the Depth, ft. Symbol a m n. Ground Water Depth, ft. PENETRATION RESISTANCE (btowsffoot) ♦ Hammer Wt. & Drop: subsurface materials and. drilling methods. The stratification Ones represent the approximate boundaries between material types. and the transition may be gradual t] a . E 0 20 40 60 Medium dense to very dense, dark gray, slightly silty to silty, sandy GRAVEL; wet; (Hag) GW-GM/GM. • • j • I 115 ... .4. . .. 4 ... 44 ..::._..:._._ .. _:.:._......8. 4444.. .: ....... - : ___ .� :4_4- .. � =... :44.44 Medium dense to very dense, dark gray, 118.0. . • . 31I 120 : - : . - • :._...::::...•::.....• _44:,44 slightly silty, slightly gravelly, fine to medium SAND; wet; (HaC) SP -SM. • - •• :4444 •-••.._.......__. • "" :.. . .. .. 4 4 .. :: . ....,..._::......:...9811°. ..... ... - .: _:. ... .. . . . . ... • • • . Dense to very dense, dark gray, slightly silty to silty, sandy GRAVEL; wet; (Hag) GP-GM/GM, 125.0 O;5ii j 0 ( c 331 125 130— ,._,._;._;._:._:._:._; ; -�..-:.._ _. __ : _: _ ....44 .._... ........ ;_:..r..._:_�_; .;.; . - ..:..r.._:_.._:._:_r..:. - ::. ___ o Very dense, brown and gray, slightly fine -\ sandy SILT; wet; numerous organics; r \(HeC) ML. / 131.0 133.3 E. --K737 . ` 34=. 135 ....._....._ .......,. - • •' ......... ..............: _44.44_._.._ ......... ._ .. - • - • . ...... . • Very dense, dark gray, slightly silty to silty, slightly sandy to sandy, GRAVEL; wet; (Hag) GP-GM/GM. )o a� )o L ( 35� 140 - -` • - :::::•• . -..:. _.. 4444 .. i• -•i•- - _. __ ... _ - - - -- - - 4444.. •--:..._..:...__ ......... - -' - :..45014"! ._........___....---•-----.. • 00 O DO( ( c 145 :-:. ;...;..;.._..__._:._ _;444:4..:_:-:._; _; _;._ 1.:...::::: ._;. _ .. ._; . :_:4_ . ..:_:..;...;. .... 4_:44:..:-:-: ..... : ... )o c ) 444__4. .._..__....._............_ :_4_ _444. __.__..._.._...._.__... �_ ; 4.4.44._. ..- - . Very dense, dark gray, slightly gravelly, fine 148.0 --/?_4 : • 37I« 150 150. :;._; ..; _�...__ _ .:-4.44_;_:4_;._::___:..4_:444_ .: ' ' ' • ...:-r _ ... ' ' ' ' g1 - slightly silty, to medium SAND; wet; (HaC) SP -SM. 4.44;4 ::... 381 155 . ...-- -4444__ • - 4444-444_ 444_.. ......:..... .. .. _ . .... . . • ,..... • 3s ..... ; ;4444 ;.: ,- : - .: 4444.. - . ...:1.. • :4_:44: _• 54� BOTTOM OF BORING 159.0^ 160 ;...:_;...: _:. ..... . - - • • • . - • • • • COMPLETED5/17/2007 .---.._....____..........._ ............_.....__-_.-.__.:.......__._.__.._.. 0 20 40 60 LEGEND 0 % Fines (<0.075mm)• Sample Not Recovered Ground Water Level ATD 1 Sprit Spoon • % Water Content Plastic II Thin Wall Sample Limit --1--I Liquid Limit Natural Water Content - Strander Boulevard Extension • UPRR Relocation Renton, Washington NOTES • LOG OF BORING 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater levet if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. B-310 • . September 2007 21-1-09369-004 SHANNON &WILSON, INC. •Geotechnical and Environmental Consultants -FIG, A-11 -• Sheet 3 of 3' l_ 0 0 0, 0. 0 of 0 W. 0 0 -J cc 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 1 1 Total Depth: 51.5 ft. Northing: Drilling Method: Hole Diam.: Top Elevation: - 30.11 ft. Easting: Drilling Company:. Rod Diam.: Vert Datum: Station: Drill Rig Equipment: Hammer Type: Horiz. Datum: Offset Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. a. 0 .a E 0? g. 0. O a rn o. E co to c O 0 > D PENETRATION RESISTANCE (blowslfoot) ♦ Hammer Wt. & Drop: 0 20 40 60 Medium dense, gray, silty, clayey, fine gravelly SAND; moist; scattered organics; (Hf) SM. Loose to medium dense, brown to dark gray, trace to slightly clayey, slightly silty to silty, fine SAND; moist to wet; trace of organics; scattered iron oxide staining between 12.5 and 14 feet below ground surface (bgs); (HaD) SP -SM. Very soft to soft, dark gray, trace to slightly fine sandy, clayey SILT and silty CLAY with numerous layers of loose, silty, fine sand; wet; scattered to numerous organics and wood fragments; scattered iron oxide staining between 15 and 16.5 feet bgs; (HeD with thin Hp layers) MUCL. Medium dense to dense, dark gray, trace to slightly silty, fine to medium SAND; wet; scattered organics; trace of gravel in sample S-15; (HaD) SP -SM. NOTE: Sulphur odor noted during well development. BOTTOM OF BORING COMPLETED 7/22/2003 4.5 14.5 29.5 51.5 7777 • •J{• 0 0 0 0 0 0 11 2T• 31 41 5= 61 71I a 101 111 12T 13= 141 151 16T s 0 0 5 10 15 20 25 30 35 40 45 50 • LEGEND • Sample Not Recovered . 3Z Ground Water Level ATD Standard Penetration Test 1E • Thin Wall Sample NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level. if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. 0 20 40 O % Fines (<0.075mm) �. % Water Content Plastic Limit 1----0-1 Liquid Umit Natural Water Content 60 Strander Boulevard/SW 27th Street Improvements Renton and Tukwila, Washington LOG OF BORING B-101 MW February 2004. 21-1-09369-002 SHANNON & WILSONConsultants, INC.' Geatechnica! and Environmental 61 128 ii z 0 J co , 9 r w 0 0 • . Total Depth: 101.5 ft. Northing: Drilling Method: Hole Diam.: Top Elevation: — 27.321. Easting: Drilling Company: Rod Diam.: Vert. Datum: Station: Drill Rig Equipment Hammer Type: Horiz"Datum: • Offset: - Other Comments: SOIL DESCRIPTION Refer to the report text fora proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. _c n 01 PENETRATION RESISTANCE (blows/foot) A Hammer Wt. & Drop: 20 40 60 Loose, brown, silty, fine SAND; moist; scattered organics; (HaD) SM. Soft, brown, slightly fine sandy, clayey ASILT; moist; iron -oxide staining; scattered organics; (HeD) ML Loose, dark gray, silty, fine SAND; wet; iron -oxide staining; scattered organics; (HaD) SP -SM. Very soft to to medium stiff, trace to slightly fine sandy, clayey SILT and silty CLAY with several layers of very loose to loose, silty, fine sand; wet; scattered to numerous organics and wood fragments; scattered iron oxide staining between 10 and 11.5 feet below ground surface (bgs); layers of peat between 25 and 27 feet bgs; (HeD with thin Hp layers) MUCUOL. Dense, dark gray, trace to slightly silty, fine to medium SAND; wet; scattered organics and wood fragments; scattered silty clay lenses; (HaD) SP -SM. CONTINUED NEXT SHEET 5.0 7.0 9.5 33.0 • .o 0 0 0 0 2 3 5 s 71 e= 10 2 4 5 16 0 15 20 2 30 35 45 50 • 100 •T • LEGEND • Sample Not Recovered = Standard Penetration Test Thin Wali Sample $ Ground Water Level ATO NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, d Indicated above, is for the date specified and may vary. 3. USCS designation Is based on visual -manual classification and selected tab testing. 20 411 O % Fines (O.o75mm) • % Water Content Plastic Limit 1--•--1 Liquid Limit Natural Water Content Strander Boulevard/SW 27th Street Improvements Renton and Tukwila, Washington LOG OF BORING B-102 February 2004 .. 21-1-09369-002 SHANNON & WILSON, INC. I — ceoteau>ical andEnvirco'Cauultants Sheet 1012 FI G• A- 2-0 Total Depth: 101.5 ft Northing: Drilling Method:Hole Diam.:Rod Diam.: Top Elevation: - 27.32 ft. Easting: Drilling Company Vert Datum: Station: Drill Rig Equipment: Hammer Type: Horiz. Datum: Offset Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. n d) 0 0 E T to E 0. n a Stiff to very soft, gray, slightly fine sandy to fine sandy, slightly clayey to clayey SILT and silty CLAY with trace of fine sand; wet; Layers of silty, fine sand; numerous organics; (HeD) MUCL. BOTTOM OF BORING COMPLETED 7/23/2003 101.5 N a1 o. E co to 171 PENETRATION RESISTANCE (btowslfoot) A Hammer Wt. & Drop: 20 181 19T 2e1 211 221 231 241 251 261 60 65 70 75 4� 60 80 0- 90 9a 10 105 ..: • LEGEND • Sample Not Recovered Standard Penetration Test Ij Thin Wail Sample J z w a v a to MOTES • • 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. w C) 2. Groundwater level, If indicated above, is for the date specified and may vary. - 1 11SCS designation Is based on visual -manual classification and selected lab testing. CC $ Ground Water Level ATD 0 20 40 60 O % Fines(<o.075mm) • % Water Content Plastic Umit F-1111--1 Liquid Limit Natural Water Content Strander Boulevard/SW 27th Street Improvements Renton and Tukwila, Washington LOG OF BORING B-102 February 2004 Geotechnical and Eradrormadat Consultants 21-1-09369-002 Sheet Sheet 2 of 2 FIG. A-24 SHANNON & WILSON, INC. 2 z U • Q; to 3 Total Depth: 180.9 f Northing: Drilling Method: Hole Diam.: Top Elevation: - 25.90 ff. Easting: Drilling Company: . Rod Diam.: Vert. Datum: Station: Drill Rig Equipment: Hammer Type: Horiz. Datum: Offset: Other Comments: SOIL DESCRIPTION0E Refer to the report text fora proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. Depth, ft. Symbol n a m 3. E co a= :% - 2 m n. (g O PENETRATION RESISTANCE (blows/foot) A Hammer Wt. & Drop: - 0 20 40 60 Interbedded, loose, brown, silty, fine SAND and medium stiff to soft, fine sandy, clayey SILT-, moist to wet; scattered organics; iron -oxide staining between 5 and 6.5 feet below ground surface (bgs); (HaD) SM/ML7 X.0 26.0 :.:;,: • • .. •' .. .-JJ:_ • • ..' ::: :: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Total Depth: 180.9 ff. Northing: Drilling Method:• Hole Diam.: Top Elevation: – 25.90 ft. Easting: Drilling Company: Rod Diam.: Vert. Datum: Station: Drill Rig Equipment Hammer Type: Horiz. Datum: Offset: Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. .En CL 0 Symbol E t] 0. . 4) E. as Ground Water Depth, ft. PENETRATION RESISTANCE (blows/foot) Hammer Wt.8�Drop: 0 20 40 60 66.5 73.0 93.0' 108.0 .. r: ` 17I 182 191 20T 211 23= 241 25 261 271 281 60 65 70 75 80:::::: 90 . . . :...,. -..__..:......._...` :::' - ._......- , ; Total Depth: 180.9 ft. Northing: Drilling Method: Hole Diam.: Top Elevation: —25.90 ft. Easting: .Drilling Company: Rod Diam.: Vert. Datum: Station: Drill Rig Equipment: Hammer Type: Horiz. Datum: Offset: Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. Very dense, dark gray, trace to slightly silty, sandy GRAVEL; wet; cobbles are potentially present; (Hag) GW -GM. NOTE: 1. Difficult drilling. 2. Broken pieces of rock may have increased blow counts. Stiff, dark gray, silty CLAY with trace fine sand; wet; scattered organics; (HeC) CL. Very dense to dense, dark gray, slightly silty, fine and fine to medium SAND; wet; trace fine organics; scattered silt lenses; (HaC) SP -SM. z D:r 4 WIL.GDT 9/21/07 ASTER LOO E 21-09369.GPJ. Very dense; gray, slightly sandy to sandy GRAVEL, trace of silt and clay; wet; scattered layers of medium dense, slightly silty to silty, slightly fine gravelly, fine sand; (Hag) GP. NOTE: Lost drilling mud from about 140 to 165 feet - making drilling difficult. CONTINUED NEXT SHEET • Sample Not Recovered I Standard Penetration Test I[ Thin Wall Sample 0. O E 0. 0. 0 d n E m rn 29 3o= 31T 321 331 34= 35= 36= 37= 36=* 39T v C m o ca t a m 115 120 125 130 135 140 145 150 155 160 PENETRATION RESISTANCE (blowslfoot) ♦ Hammer Wt. & Drop: 0 • 20 0:: 40 50 ..Y Sn/4"Mr .30•/3"ir • OU/b" LEGEND SL Ground Water Level ATO NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. 0 20 40 60 O % Fines (<0.075mm) O % Water Content Plastic Limit 1--4,-1 Liquid Limit Natural Water Content Strander Boulevard/SW 27th Street Improvements Renton and Tukwila, Washington LOG OF BORING B-103 February 2004 SHANNON &WILSON, INC. Geotechnical and Environmental Consultants 21-1-09369-002 FIG. A-14 Sheet 3of4' 1 1 1 1 1 1 1 Total Depth: 180.9 ft. Northing: Drilling Method: Hole Diam.: Top Elevation: .-2590ft. Easting: Drilling Company: Rod Diam.: Vert. Datum: Station: Drill Rig Equipment: Hammer Type: Horiz. Datum: Offset: Other Comments: SOIL DESCRIPTION rep Refer to the ort text for a proper understanding of the .;_ c o E E n GI Q c o . all PENETRATION RESISTANCE (blows/foot) ♦ Hammer Wt. & Drop: subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between materia! types, and the transition may be gradual. o_ a) >. d a E tQ o O. O m 0 20 40 60 lir• 1 Very dense, dark gray, slightly silty, fine to 169.0 : :.-,,. 170 ' __:...........__:._ medium SAND, trace of coarse sand and fine gravel; wet; grades to gravelly in sample S-43; (Qva) SP -SM. • •• • , :.:.•42= .; : '•`- .... 41T 175 .._:_v.. _ .., _._ . .. ::: _:_._:._,..... _._,...._ _ ..:..:..:...w_ ._: a}� •• •• •• •• •• , :..:...• 180 :::: • ..... ... _:_._ ..: f�. v. ..... + ••..". .v,. 43T 50/5! BOTTOM OF BORING COMPLETED 7/24/2003 180 185 :;._:._._...;.___;._._........:..:._:.___:.._. .__.._...._..__..__.._..___...---...._.--•------..____...__..___............-___-.. . ...... ......... . ...... :.....: . . • 190 ......: 195 : ......... .......... 200 205 ......... ....".... 1 210 215 -. .,..... . 0 20 40 60 LEGEND 0 %o Fines (<0.075mm)Sam le Not Recovered g Ground Water Level ATD 1 Standard Penetration Test • %Water Content J[ Thin Wall Sample Plastic Limit I-0-1 Liquid Limit Natural Water Content Strander Boulevard/SW 27th Street Improvements Renton and Tukwila, Washington NOTES LOG OF BORING 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. . 2. Groundwater level, if Indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. B-103 February 2004 21-1-09369-002 . SHANNON & WILSON, INC. Geotechnical and Env! ontnentai Corm ltants. FIG. A-14 Sheet 4 of 4 FIG. A—1 a 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 Drilling Method: Hole Diam.: Total Depth: 51.5 ft Northing: Drilling Company. Rod Diam.: Top Elevation: - 25.80 ft Easting: Drill Rig Equipment Hammer Type: Vert. Datum: Station: Offset: Other Comments: Horiz. Datum: SOIL DESCRIPTION of the o ,o E a N m o. v d= c m , z PENETRATION RESISTANCE (blows/foot) • Hammer Wt. & Drop: Refer to the report text fora proper understanding subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be graduaL a E. v) a E m o` ro m C7 O 0 20 40 60 Very soft, brown mottled, clayey SILT; - • - ......... . . .. ` ._ ... L L - . ...._--"-""' '"`" ok !.. moist to wet; layers of silty, fine sand; scattered to numerous organics; iron oxide 0 tT -...... ..' .. -_:.]:. ' . _:..• .:.:: .::�.. _f. . staining; (HeD) ML. 7 0 5 ......... . Very loose to loose, dark gray, silty, fine SAND; organics; (HaD) oz - s = •• •• - •• - •• •• •'�: - . . • . • • wet occasional SP.-SM. 14.5 - 0 4= 10 _: - _ • - .... • : •- _ Very soft to soft, gray, clayey SILT with trace fine sand and silty CLAY; wet; scattered organics and wood fragments-, 0 a 6 i= r ;._�..;_:___r..;... -.-.- - :::: : :: - -. _ -- - - = = : : (HeD) MUCL. 2 • • ' ... - :..::.::::: Loose to very dense, dark gray, silty 23.0 r: y= • ; ::: grading to slightly silty, fine to medium SAND; wet; scattered organics; layers of fine to coarse sand with trace of :silt; (HaD) . • - to= 1 y 25 • ' 't. .. . - ••_• — ...... _ . . _ _ ' ' , ' t3T 35 .. -- -• — — • : " -.. 4. •:•. 151 EZ -51.5 .• • • 161 - : - — : ... _ .. -BOTTOMOFBORING COMPLETED 7/25/2003•• -- "'• •••'••• . • . . " •'-•..... '' 0 20 40 60 - LEGENO 0 % Fines o75mm) (<o • Sample Not Recovered 3/ Ground Water Level ATD %Water Content . 12 1 Standard Penetration Test Plastic Limit 1-111-1 Liquid Limit Natural Water Content o gStrander I. N Boulevard/SW 27th Street Improvements Renton and Tukwila, Washington a. 4; NOTES • LOG OF BORING 6-104 MWNWP 1. Refer to KEY for explanation of synibots, codes. abbreviations and definitions. m 2. Groundwater level if indicated above, Is for the date specified and may vary. 0 classification and selected lab testing. February 2004 21-1-09369-002 3. USCS designation is based onvisual-manual a- . fdc„ SHANNON &aNINC. l Cei i4 , FIG. A—1 a 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 Total Depth: 51.5 ft. Northing: Top Elevation: - 23.8711. Easting: Vert Datum: Station: Horiz. Datum: Offset: Drilling Method: Drilling Company: Drill Rig Equipment: Other Comments: Hole Diam.: - Rod Diem.: Hammer Type: SOIL DESCRIPTION Refer fo the report text for a proper understanding of the subsurface materials and dn!ling methods. The - stratification lines represent (he approximate boundaries between material types, and the transition may be gradual. Loose, brown, trace to slightly dayey, silty, fine SAND and fine sandy SILT; moist to wet; scattered iron oxide staining; scattered organics; (HeD) MUSM. a a 0 E T E 0. a 0 a 1) m 0. E «1 rn Cal O Ug 4 t n. d) 0 - PENETRATION RESISTANCE (blowslfoot) A Hammer WI & Drop: 0 . 20 40 60 Loose, dark gray, slightly silty to silty, fine SAND; wet; scattered iron oxide staining; scattered organics; (HaD) SP-SM/SM. J ti z 5 Very soft to soft, dark gray, trace fine sandy to fine sandy, slightly clayey to clayey SILT and silty CLAY; wet; scattered to numerous organics and wood fragments; scattered shell fragments in sample S-10;. layers of dark brown peat between 22.5 and 26.5 feet below ground surface (bgs); burnt wood fragments encountered at about 26.3 feet bgs; (HeD) MUCUOL. ^Medium dense to dense, dark gray, slightly silty to silty, fine to medium SAND, trace of day; wet; layers of fine to coarse sand; scattered silt seams; scattered shell fragments encountered about 50 feet bgs; (HaD) SP-SM/SM. 7.0 12.0 MASTER LOG E 21-09369.GPJ SHAN 1MLGDT 9121/07 BOTTOM OF BORING COMPLETED 7/28/2003 26.5 51.5 Yl. • 0 0 5= 61 71 81 9I 101 11T 121 131 141 151 161 :• :::•: 25 30 35 40 45 50 LEGEND • Sample Not Recovered 2 .Ground Water Level ATD I Standard Penetration Test NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above. is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. 67 0 20 40 60 O % Fines (03.o75mm) • % Water Content Plastic limit 1—•---1 Liquid Limit Natural Water Content Strander Boulevard/SW 27th Street Improvements Renton and Tukwila, Washington 146 LOG OF BORING B-106 MWNWP February 2004 21-1-09369-002 • SHANNON & WILSON, INC. 1- 6:-A47-. Geotechnical and Environmental Consu tan s CD U Total Depth: 152 ft. Northing: Drilling Method: Hole Diam.: Top Elevation: - 24.13 ft. Easting: Drilling Company: Rod Diam.: Vert. Datum: Station: Drill Rig Equipment: Hammer Type: Horiz. Datum: Offset: .Other Comments: SOIL DESCRIPTION Refer to the report text fora proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. Depth, ft. Symbol E oa.. - n in aa) n E Ground Water Depth, ft. PENETRATION RESISTANCE (blows/foot) A Hammer Wt. & Drop: 0 20 40 • 60 Medium stiff, brown and Tight brown mottled, clayey SILT and loose, silty, fine to medium SAND; moist to wet-, scattered organics; numerous iron oxide stains between 5 and 6.5 feet below ground surface (bgs)-, (HeD) MUSM. T 7.0 14.5 22.5 '•-•••-•'•- :. IJ. JJ. • " - ' �.vJ. ••J •••J{• .. ••• ..•••e••••.. : ''! e'' 0 0.2 ,,;: 0 ' •o .' .: '' • _ .� • • ... . ..:•• .f• 'T 21 3= 4= 61 71 81 toT 121 131 141 1sT 5 a m 10 a• r ._ .....................: ...:..._>.,_;._._._._ .. _ : • • - - - • :: 1 ::: = : 11. • - - - Very loose to loose, dark gray, slightly silty to silty, fine SAND; wet; trace of clay; (HaD) SP-SM/SM. = Very soft to medium stiff, gray, slightly clayey to clayey SILT and silty CLAY; wet;, scattered to numerous organics; (HeD) ML/CL. 1 20 25 30 35 40 45 ----•--•--__•...._•__• :.......: - _..........._.._.._...._.....l. . . ' _ : . _ _.. '-_._'-.•••••'•.•:.:.•••...._ _ _ ' Medium dense to dense, dark gray, trace to slightly silty, fine to medium SAND; wet; scattered layers of soft, silty clay and silty, fine sand; scattered organics; (HaD)• SP -SM.:• CONTINUED NEXT SHEET ' • '•" •' : : 1 t 1 1 1 t 1 1 1 1 1 t ft. Northing: Drilling Method: Hole Diem.: Total Depth: 152 — ft. Easting: Drilling Company: Rod Diam.: Top Elevation: 24.13 Station: Drill Rig Equipment Hammer Type: Vert. Datum: Horiz. Datum: Offset Other Comments: SOIL DESCRIPTION Refer to the report text fora proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and -the transition may be gradual. Depth, ft. Symbol E n cid Samples Ground Water Depth, ft. PENETRATION RESISTANCE (blows/foot) A Hammer Wt. & Drop: 0 20 ♦ 40 60 58.0 103.0 18= 20= 23 25 26 27=* _ 80 90 100 105 • ' :•-:...-_:......____- ' ' ... ' - • -_: _.. « ...._ ._:._.._«_-.._..«__..___.. , , ::;• ''• •• •.•!J. :1 !�. :l •-, • • .. j ;i'I 4. . ? •:-:- - .. • •... • ..,.. !J • - Medium dense to dense, dark gray, trace to slightly silty, fine to medium SAND-, wet; layers of soft, silty clay and silty fine sand; scattered organics; (HaC) SP -SM. ......_. _ ...... : _,..........---.._ _,...>_._.._,... ' - __..z.. • « . - '...._.. - :..... .. - -- .. - -.. - .....:i-. - - . - ... _ ... :...:........._... _... • :�' : . : i•, _;-..,_ __._ : _.r_;..:_ . : __ ;._;...._ ; • _;_,..;._rr_.._ • Dense and very dense, dark gray, slightly •. silty, gravelly SAND and slightly silty, GRAVEL; wet; (Hag) CONTINUED NEXT SHEET :...::._.....:..._:...:.....: . • - • .......... " _...:._ .._ ................._______.. : ssandyndy . -••• •••• 0 20 LEGEND 40 60 Ground Water Level ATD O % Fines (<0.075mm) • Sample Not Recovered g• % Water 1 Standard Penetration Test . Plastic Limit 1-111-1I I[ Thin Wall Sample Natural Water Content Content Liquid Limit 9 tImprovements - Strander Boulevard/SW 27th Rentonand Tukwila, Washington Street • 9 NOTES LOG OF BORING B-107 1. Refer to KEY for explanation of symbols. codes, abbreviations and definitions. 92. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. February 2004 21-1-09369-002 . ..Sheet . SHANNONUcaIand ental Consultants ON, INC. �� --�f�:7°r'lr 3 2 of 3' Total Depth: 152 ft. Northing: Drilling Method: Top Elevation: - 24.13 ft. Easting: Drilling Company: Vert. Datum: Station: Drill Rig Equipment: Horiz. Datum: Offset: Other Comments: Hole Diam.: Rod Diam.: Hammer Type: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. a O 0 0 E rn E 0. a 0 a m m n. E m c O � O ca O� Q. O !0 PENETRATION RESISTANCE . (blowsifoot) A Hammer Wt. & Drop: 0 20 40 60 Medium dense to dense, gray, trace to slightly fine gravelly, fine sandy SILT grading to slightly fine sandy, silty CLAY below about 127 feet; wet; layers of silty, fine sand; scattered organics; (HeC) ML/CL. Log: JXM Rev: CLBM Typ: LKO Dense, gray, silty, fine SAND and fine sandy SILT; wet; (HaC) SM/ML. Dense to very dense, gray, trace to slightly silty, sandy GRAVEL; wet; broken rocks recovered; cobbles potentially present; (Hag) GW -GM. BOTTOM OF BORING COMPLETED 7/31/2003 NOTE: Boring lost drilling mud from about 140 to 152 feet below ground surface. Boring was grouted to circulate drilling mud. Boring was advanced to 152 feet where boring was terminated due tovery difficult drilling and gravels caving. • Sample Not Recovered Standard Penetration Test TI Thin Wall Sample 117.0 130.5 133.0 i1 1 • 1 11.1 152.0 28 291 301 31T 321 331 34= 35= 36S• 115 120 125 130 135 140 145 150 155 160 :50/4'.", 5L1 : w • LEGEND $Z Ground Water Level ATD NOTES 1. Refer to KEY for explanation of symbols. codes. abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. 0 20 40 . 60 0 % Fines (<0.075mm) • % Water Content Plastic Limit 1-11-:-.-1 Liquid Limit Natural Water Content Strander Boulevard/SW 27th Street Improvements Renton and Tukwila, Washington LOG OF BORING B-107 February 2004 21-1-09369-002 SHANNON & WILSON, INC. IFIG, A48— . GeotechnicaLand Environmental Consultants • Sheet 3 of 3 1 1 t t 1 1 Total Depth: 51.5 ft. Northing: - Drilling Method: Hole Diam.: Top Elevation: - 23.19 ft. Easting: • Drilling Company. Rod Diam.: Vert. Datum: Station: Drill Rig Equipment: Hammer Type: Horiz. Datum: Offset: Other Comments: " SOIL DESCRIPTION Refer to the report text for a proper -understanding of the Depth, ft. Symbol E a ro o. Ground Water • Depth, ft. PENETRATION RESISTANCE (blows/foot) A Hammer Wt. & Drop: subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. - 0 E 0 20 40 .60 Soft, brown to dark brown and gray, slightly- fine - • '-` i ` . - - - - - `` - ' : " ' clayey to clayey SILT and loose, silty, SAND; moist to wet; scattered organics• _ _ _ • and numerous iron oxide staining; mottling in sample S-1; (HeD) MUSM. • 0 2T _ ' Very loose, dark gray, silty, fine SAND, 10'0 12.0 -- =-- I 10 • - • :-" :" . ' '' "•' " • • • • , • ,trace of clay; wet-, (HaD)SM. i. :i -.7.4. Very soft to soft, dark gray and green -gray, -• - • •. " - ' .. - - . ". - . clayey SILT and silty CLAY; wet; scattered to numerous organics; (HeD) ML/CL 19.0 -- 6 15 • - f = f f : ' ' :" ;" .... _.._:_._:_._�:._:... i-- " : :.... :: _ .._._. . • O - :.. , .� . Medium dense, dark gray, trace to slightly:-•,.. 20 • • 0 silty, fine to medium SAND; wet; scattered %21.3 \organics; (HaD) SP -SM. ! .`:�' y= a m• - - - -� Verysoft, brown, silty PEAT and ty 0 :...:....• • - •- •" - •• •• i--- •• - •- - *- 1peaty SILT; wet; partings of silty, fine sand; %�° (HeD and Hp) PT/OL. l 25.0 44 :.:. �ti 25 m . _ .. -_ -•-• .: "4 • � . : �_�_ .. . � :: : _ .. 'Veryloose, dark gray, slightly silty, tine `'..: y d ". SAND and very soft, slightly fine sandy - SILT, interlayered; wet scattered organics; (HaD) SM/ML.• 30.0 ;,., •.. 30 ::::•• •"• :: _ _ .. . - - - • Medium dense to dense, dark gray, clean to slightly silty, fine to medium SAND; wet; trace of coarse sand; occasional organics; `' ' •' ... ' " : _ 131 35 .... • •' ' •' _ _ .. - .:.... ..' - • - • .... •- ' • .: . ' •' •• " (HaD). SP -SM. . 14T 40 ::::...`. 48.0•0 Dense, dark gray, trace to slightly silty, fine fi: ;.•.,:. {=50 .4- i-- ---r-- . c to medium SAND; wet; (HaC) SP -SM.. 51.5 ..• 161 . ... _ ... -••• .. • ....... . ....... E BOTTOM OF BORING S COMPLETED 7/31/2003 - - :-._: •• • ._-• : • .. 20 40 60 LEGEND • Sample Not Recovered _ 0 % Fines (<O.o75mm) 1 . Standard Penetration Test • % Water Content Thin Wan Sample Plastic Limit 1----0---1 Liquid Limit Natural Water Content 3 - Strander Boulevard/SW 27th Street Improvements Renton and Tukwila, Washington 4 NOTES LOG OF BORING B-108 MWNWP. N 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level. if indicated above. is fo the date specified and may vary. 0 3; USCS designation is based on visual -manual classification and selected lab testing. • February 2004 21-1-09369-002 SHANNON dN�ro ealON INC. consuftantss FIG. A -2i 64 64 66 117 199 SOIL DESCRIPTION Surface Elevation: Approx. 32 Feet Depth, Ft, 1 t- o o C.9 is x 0w . to Ground Water Depth, Ft. , Standard Penetration Resistance (140 Ib. weight, 30' drop) . A Blows per foot o 20 . 40 60 Loose to medium dense, dark brown to black, silty, gravelly SAND; moist to wet; burned wood fragments, brick debris and scattered carbonates; (Embankment Fill)- SM. 14.0 :75:05 25.5 31.5 . - 0.- •• • • H.HHHHHHH /7,,L1 • • H �� ' 5 10 c - 15 0i c o 20 35 40 - _ . - :.:. O. _ . I .. : .. ... ; . : - . - ... . - • i Medium stiff, light brown, clayey SILT; moist; iron -oxide stains; scattered organics (fine roots); MH. . r • . • - . .. _____ . • . . ----- .. .. . ' . -- • . -_�. - • . . - : - .:• : ..- ! . • .: • - .. - . . ' • • - . ... . Medium. stiff, gray to green, black mottled, slightly silty CLAY; moist; trace of organics; (fine roots); CH. Medium dense, brown -gray to dark gray, silty, fine to medium SAND; wet; trace of organics (wood fragments), with silt partings; SM. !- - Medium stiff, gray -green, slightly silty CLAY; moist; scattered fine roots and wood fragments; CL. . • BOTTOM.OF BORING COMPLETED 2/23/99 �.: —+— j LEGEND 0 20 40 60 • • % Water Content • Sample Not Recovered I'1 l') Surface Seal 1 2" O.D. Spat Spoon Semple •:.•:' Annular Sealant Plastic Limit 1--11--1 Liquid Limit IL 3" O.D. Shelby Tube Sample Inn Piezometer Screen Natural Water Content Eno Grout 2 Water Level t Low Water Level Sound Transit Commuter Rail Tukwila Station NOTES 1. The stratification Ones represent the approximate boundaries between soil types. and the transition may be gradual. 2. The discussion in the text of this report ie. necessary for a proper understanding of the nature of subsurface materiels; 3. Water level, if indicated above; ie for the date specified and may vary. • LOG OF BORING TS -1 • ) March 1999 W-8588-01- 4. Refer to KEY for explanation of 'Symbols' end definitions. 3. USC based SHANNON & WILSON, INC. d., . - letter symbol en velure! classification. c.oer.,a Environment.*connrruno 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 t i 1 1 1 1 1 1 1 1 1 1 MASTERLG 3/28/88 SOIL DESCRIPTION . Surface Elevation: Approx. 33 Feet �+ ,= •• a 07 9 m m E fn v it' D :: t 2 . 0 Standard Penetration Resistance -(140 Ib. weight, 30" drop) A Blows per foot 0 20 40 60 Medium dense, dark brown to black, silty, gravelly SAND, trace of clay; moist to wet; burned wood fragments, brick debris and scattered carbonates; (Embankment Fill) SM. :, • . • t 21 3I 5 17 . ' • . _ - • ; 1 : : : . . :: 6I Tic Q 15•+. :: , Soft, brown to dark brown gray 16.2 6I . ..I. occasionally black mottled, slightly sandy, clayey SILT; moist;trace 'of iron -oxide stains; MH. 11.0 (l J •• 7I . • Loose to medium dense, gray -brown, silty, fine to medium SAND; wet; traces of fine roots; SM. r,23.0 • • a . Medium stiff, gray -brown, slightly silty to silty CLAY, trace of fine sand; wet; scattered to numerous wood fragments -and fine roots; (dark gray, fine to medium • sand at 31.5 feet); CL. • / �30 °I 25 • . : :. • II - . . .:. : :. : • - 31.5 t°I ... . . . . BOTTOM OF BORING COMPLETED 2/23/99 40 • . . ! . .. LEGEND 0 20 40 60 • % Water Content • Sample Not Recovered GIG Surface Seal . Split Spoon Sample ''.'.'. Annular Sealant Plastic Limit 1--111--1 Liquid Limit 1 2" 0.1).I Natural Water Content IL 3" O.D. Shelby Tube Sample 19:115 Piezometer Screen ' Filer • Grout . 1 Water Level Z Low Water Levet Sound Transit Commuter.. Rail Tukwila Station NOTES 1. The stratification 6nee represent the approximate boundaries between soil types, and the transition may be g►adud- 2. The discussion in the text of this report is necessary for a proper understanding of the nature of subsurface materials. 3. Water level. if indicated above, is for the date specified and may vary - LOG OF BORING TS -2 • • March 1999 W-8588-01 4. Refer to KEY for explanation of 'Symbols" and definitions. 5. USC letter symbol based on visud close cation.. • SHANNON & WILSON. INC. c..t.d.ao.t w E,wienmantaLC,nw,tt.nrs -'i'7. /•�'.rL .. .. MASTER1.G 3/28/98 SOIL DESCRIPTION . Surface Elevation: Approx. 20 Feet ti t a o co to. m0 0 to Q. to t g I r 3 Q. C7 10 Standard Penetration Resistance {140 Ib. weight, 30' drop) A Blows per foot 20 • ao 60 Stiff, brown, gravelly, sandy, clayey SILT; Wet; MH: 4.0 . Medium dense, dark gray -brown, silty to slightly silty, fine SAND, trace of clay (upper depth); wet; scattered Iron -oxide stains, oxidized; SM. • JI aI 10• • .. . . - • • . 12.0 6 I • 79:4841 i Soft to medium stiff, gray -green to brown, slightly silty to silty CLAY; moist; scattered to numerous fine roots and wood fragments; CL. 1e.5 O O j ° 7 e .. .. . .. . • • I I . _ .. .• _ . i I i _ : :: I 75:95 • . ;.... Medium to very dense, dark gray, fine to ° 20• - • - (� - medium SAND, trace of silt; wet; SP. • . to 11 ..121 13 1 . • : . . •: _ 1� . . 60♦ 64 .is, • T 1411...... 40 j. .. . 66A. Medium dense, gray -green, fine sandy• SILT/silty, fine SAND; wet; scattered to numerous wood fragments and fine roots; shell fragments, occasional silty partings; r SM. 47.0 16AI • i • • . CONTINUED NEXT PAGE • . - LEGEND 0 20 O 40 . • 60 • % Water Content • Semple Not•Recovered Ems Surface Seal I 2' 0.D. Split Spoon Sample AF:' Annular Sealant Plastic Limit !--•—{ Liquid Limit Natural Water Content 31 3' 0.1); Shelby Tube Sample 6:6 Piezometer Screen 6116 Grout , g Water Level ][ Low Water Level Sound Transit Commuter Rai Tukwila Station NOTES 1. The stratification tines represent the approximate boundaries between sod types: and the transition may be gradual. 2. The discussion in the text of this report le necessary for a proper understanding of the nett/re of subsurface matarida. 3. Weter love/. if indicated above. is for the.dete specified end may vary. LOG OF BORING TS -3 March 1999 W-8588-01 4. Refer to KEY for e> planation of 'Symbols' end definitions. USC tetter symbol based en.visud daseifioation. SHANNON & WILSON, INC. GiereMird.erd E,ntenr,wad CpruaanM - .6. J 1 1 J 1 1 1 1 1 1 1 1 1 i 1 iMASTERLG 9/29/99 SOIL DESCRIPTION Surface Elevation: Approx. 20 Feet Very dense, gray -green, fine to medium SAND, trace of silt and fine gravel; wet; trace to numerous organics and shell fragments; SP. BOTTOM OF BORING COMPLETED 2/24/99 LEGEND co 0 0 0 m 0. 0 Standard Penetration Resistance (140 Ib. weight, 30" drop) A Blows per.foot mr 20 40 80 .66 * 70.0 • • tel "I tel I 9 T 201 Sample Not Recovered 11 11 Surface Seel 1 2' O.D. Split Spoon Sample �'I':' Annular Sealant IL 3' 0.D: Shelby Tube Sample DM Piezometer Screen ® Grout Q Water Level . X Low Water Level NOTES • 1. The stratification lines represent the approximate boundaries between soil types, and. the transition may be gradual. proper 2. The.cligaussion in the understanding of the.nature ext of fature ofsubsurface report is nmaterials for ° 3. Water level. 0 indicated above. is for the date specified end may very.. 4:Rofer to KEY for explanation of 'Symbols' and definitions. 6. USC letter symbol based on visual classification. • • 60 70 80 90 .89A • • • 69 { 0 20 40 60 • % Water Content Plastic Limit }—•--•I Liquid Limit Natural Water Content Sound Transit Commuter Rail Tukwila Station LOG OF BORING TS -3 March 1999 SHANNON & WILSON, INC. G.odd.:ed .d (w o.'mKRJ Ca.r t W-8588-01 • Zoe 2 F=1,- A -29 C . c 5 0) TC.57:7cTA 17:7' • . C.:04 -5 :::: • •—:35:41 : : • • BOR1hG 1 DE.S611kliON 'O. Srateel Elcvac4. 36. 3;1 • '-so • • 3.1'fl 12 7: 33 71 44 • c.c.s car Coe, cc.ai . . . CU. 14.1.4 ;v.:. Got ctcoti SM lac•.4 ?ma (+.173c,icic•al C7— cic7: —5 10 341. c.t:'''"ik arciik wit.. freed thsicur.ts)(4:4„...) : • 2. • pick:Jac/cc uod (4cat.c..4.) • . : NOTE This exploration data was provided to Shannon & Wilson by Perteet Engineering, Inc. The boring originally drilled for explorations atthe McLeod Development and subsequently incorporated into the Geotechnical Report for Proposed Exhibition Center, August 23, 1991 by GeoEngineers, Inc. 1,011c cia4,?..sct a 31il fag cia:047.2./7: :te......1,..ccuccuacenc14.37.3.140 Coe.: . . . .. .. . 1 1 Strander Boulevard Extension UPRR Relocation Renton, Washington LOG OF BORING GeoE-1 August 2007 2171-09369-004 SHANNON & WILSON, INC.- .4.1GA4,4, 1 1 1 1 co 0 9 9 m • m . 1 01 tm TEST DATA a • • ' s.sats 3 -.• . * µ! . .i�• t 4 s. 4 .� —4C' • Ca U3 • j • : rerun' -OPS. 010 5- ..10— MD 48 73 25 :, MD 22 30- 3$ — 2, 3 - BORING '15 • .• • • 6 'Gri!rP•• - ■ _Symbol 1 r 14 . 1 3 ■ 14 . u 17 0 iiesCRjf'EiON Surface Elevation (r'-» 1 .@.02 . ML Mottfcd gay and btorf sill with a•tracc of catid and organic • :matter (very soft to sols, moist to w.ct) • 'Grade's to gray,silt SM (any silty finc'sand (medium dense, vet) . >< km/ Intcrbedded gray silty fine and ibd fine sandy silt (arty loose. - ML wet) •• '3P— Stackfmi to medium and"afh silt (medium dense, Mei) SM - • Black tine to medium amid with a trace of silt (medium denu. wu) NotcSee Figure A•2for esplanades: ofsymbols. . Geo„ ,Engineers tog of .Boring: —5 —1( —1! —2C —2c —30 —3S ;'Figure.A=32; Strander Boulevard Extension •UPRR Relocation Renton, Washington LOG OF BORING GeoE-15 August 2007 21-1-09369-004 SHANNON & WILSON, INC. Geotechnical and Environmental ental Consu! ants --RG: A-36 Sheet 1 of 2 ie. A�-3 Date: 08-20-2007 10 0 m m -. m :m TPSTDATA . . • •4/ ■ • 3C. 411. W • J ui� 7 to ..I las .1 . - .E -Group Symbol Iiet. ..40 oa:. BORING. 15 (Continued) • OFSC(itpTlbN 45.- SO 5 - 50 - 65 - 70 . 75 - 80 - 27 21 SP Griy fine to medium'sand witb a traceof shell fragments (medium dense, wet)' ' • Note Sce Figtut A4 for cxplanatioaof symbols Soling completed at 583 feet on 12/7/90 Ground water encountered at approximately 6 tett during drilling • -4! -5( -5t. - 6( r-6: -'7( -7! -81 Geo `PlEf ineers Log of Boring Figure A-'.33 Strander Boulevard Extension UPRR Relocation Renton, Washington LOG OF BORING GeoE-15 August 2007 21-1-09369-004 SHANNON & WILSON, INC. Geotedinital end Fmbolmenfal Consultants Sheet 2 of 2 1. • [Boring Log Project Name: Sound Transit Commuter Rail Tukwila Station b No. Logged by Start Date: 8427 WRJ 12/22/98 Drilling Contactor. Drifting Method: HSA Ground Surface Elevation: ±20' Hole Completion: 0 Monitoring Well Completion Date: 12/22/98 Boring No.: B-1 Sampling Method: SPT Sheet of 1 1 ❑ Piezometer ® Abandoned, sealed with bentonite (%) No. Blows Ft. • 0o U cn Surface Conditions: 1 13.0 46.2 44.4 34.9 64.8 85.5 43.1 3 3 10 11 ML (Topsoil) Gray SILT, loose, moist (Native) -mottled with brown silt -brown silt with sand, loose, Moist OP -SM Dark brown poorly graded SAND with silt, loose, very moist 12 13 14 15 — 16 .17 — 18- 19 ---- ML Gray SILT, loose, moist -peat inclusions with sand interbedding Boring terminated at 20.0 feet below e>astingg grade. Groundwater seepage encountered at 6.0 feet during drilling. Boring backfilled with bentonite. Earth. Consultants Inc. Geotecnniad erioneas. CeobostsaDwIronmeresi Scialitsts GLS Boring Log Sound Transllt Commuter Rail Tukwila Station _ 32 • Tukwila, Washington mndfied by engineering test✓,, analysis and _� Boring Log Pry Name: ISound Transit Commuter Rail Tukwila Station b No. logged try: Start Date: 8427 WRJ 12/22/98 Drilling Method: HSA Dri(rng contactor. Ground Surface Elevation: ±20' Hole Completion: 0 Monitoring Well Completion Date: 12/22/98 Baring No.: B-2 Sampling Method: SPT ❑ Piezometer ® Abandoned, sealed with bentonite No. Blows Ft. -becomes sandy, no gravel -becomes gray with trace sand Brown poorly graded SAND, loose, moist Gray SILT, loose, moist -with peat stringers Brown poorly graded SAND, loose, moist, fine grained Boring terminated at 20.0 feet below existing grade. Groundwater table encountered at 4.0 feet during drilling. Boring backfilled with bentonite. rte, GLS Date Jan. '99 BoringLog Sound Transit Commuter Rail Tukwila Station Tukwila, Washington A-' 3 cheated WRJ Date 1/26/99 _�_,..•,,.., heie_ modfied by engineering test. antlysis and blrl7Af • 1 1 1 1 1 1 1 1 1 1 i oring L ProjectName: . • Sound Transit Commuter Rail Tukwila Station Sheet of 1 1 No. 8427 Logged by: WRJ Start Date: 12122/98 Completion Date: 12/22/98 Boring No.: B-3 Drilling Contactor. Drilling Method: HSA Sampling Method: • SPT ' Ground Surface Elevation: ±20'o Hole Completion: 0 Monitoring Well Piezometer Abandoned, sealed with bentonite W 061 Na. Blows FL o .moi a.'a o. ii °' Li P1 0 0 al o ° A Pa Surface Conditions: ML Brown SILT, loose, moist 48.9 1 2 SP Brown poorty graded SAND, loose, moist, coarse grained 34.1 ' :<6 a:•':': 3 �. ssi 3 • Y ' ' SM Gray silty medium grained SAND, loose, moist 32.9 5 4 -19% fines 6 - ' 7 — 56.7 ML Gray SILT, loose, moist with peat stringers 8 1 9 - ' 58.3 10 -trace organics 11 -no peat stringers observed 12 13 — •. 14 1 23.8 15 SM Gray silty SAND, medium dense, moist' 13 16 1, : 17 -16% fines it 8 1: - . -becomes loose Boring terminated at 20.0 feet below existing grade. Groundwater during drilling. Bonng backfilled with ...� . 19 — seepage encountered at 4.5 feet 47.2 5 bentonite. 1 . .«►: y�: :ei1( !y' \mot \`oi\ ,4411%.- it UJ Earth Georednicelengt""a'.``° Consultants Inc. es & Enviscarmriel SdaTikus Boring Log. Sound Transit Commuter Rail Tukwila Tukwila, Washington Station FIG • A3`i ..__, .._ 0.,e7 I. n,.,., (I S I- nate Jan.'99 Checked WRJ I Date 1/26199 Plate A4 Barin L Name: I Sound Transit Commuter Rail Tukwila Station Sheet of 1 1 •'ob No. 8427 Logged by: WRJ Start Date: 12/22/98 Completion Date: 12/22/98 • Boring No.: B-4 Drilling Contactor. Drilling Method: HSA Sampling Method: SPT. ' Ground Surface Elevation: ±20' Hole Completion: ❑ Monitoring Well ❑ Piezometer P Abandoned, sealed with bentonite • W (56) No. Blows R. o o Surface o •.oa w. a. & Q N N m 4 5 N Conditions: - = ' SP -SM Brown poorly graded coarse grained SAND with silt and trace gravel, 10.3 y 1::. loose, moist 1 — s:o.: •. _ 2 31.1 - v':: SP Brown poorly graded SAND, loose, moist 55.6 ML Brown SILT with sand, very loose, moist 6 • 7 • e -no sample . 9 50.6 10 MH Gray elastic SILT, very loose, moist11 ML Gray SILT with fine sand, loose, moist 12 13 14 •. 32.4 15 2 - 16 17 Boring terminated at 20.0 feet below existing grade.. Groundwater inning. Boring backfilled cn to seepage encountered at 10.0 feet during bentonite. with N 19 24.9 16 --�. ;ti ; I SP Brown poorly graded med.-coarse grained SAND, med.dense,moist ti 41,i‘.1111: ti ti(12-0ai N' \19ki,i��l 03 ,aye j Earth Consultants Inc.Sound c Engineers. « �• *ds Boring Log Transit Commuter Rail Tukwila Tukwila, Washington Station FiG . A-35 ..3 fti-t .._ 0A77 1 n,.,.. al S 1 Date Jan. '99 Checked WRJ I Date. 1/26/99. Plate A5 1 i 1 1 1 1 i 1 1 1 1 1 ' Boring Log 1 Project Name: Sound Transit Commuter Rail Tukwila Station 'ob No. 8427 Logged by WRJ Sheet of 1 2, Start Date: 12/22/98 Dulling Contactor. Completion Date: 12/22/98 Boring No.: B-5 Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: • ±20' W (%) Hole Completion: 0 Monitoring Well 0 Piezometer ® Abandoned, sealed with bentonite No. Blows FL 31.5 44.7 45.6 37.8 101.3 322 Proj. No. 8427 3 1 2 12 1 2 3 4 5 7 8 9 10 11 Surface Conditions: ML (8" Asphalt Base) Brown SILT, wry loose, moist -becomes sandy -becomes gray -becomes sandy 12 13. 14 15 16 17 18 19 SM ML Gray silty SAND, very loose, moist Gray SILT, very loose, moist -peat stringers Earth Consultants inc. Cmaaa+car engincos. Geologies • Envuas.neraal Socrates Boring Log Sound Transit Commuter Rail Tukwila Station Tukwila, Washington. FIG. A - 3o Date 1/26/99 I Plate A6 GLS I Date Jan.'99 .--- _. ....�:, ....� �►.M Dwinratory hole mok5tied by engineering tests, analysis and Checked WRJ Boring Log 1 Project Name: J1• Sound Transit Commuter Rail Tukwila Station . 'lb No. logged by: Start Date: 8427 WRJ 12/22/98 Sheet of 2 2 Completion Date: 12/22/98 Boring No.: B-5 Drilling Contactor. Drilling Method: HSA Sampling Method SPT Ground Surface Elevation: ±20' W (%) Hole Completion: ❑ Mondoring Well ❑ Piezometer ® Abandoned, sealed with bentonite •No. -4 o 4 . a Blows w 1 a +� Ft. ir" 25.4 28.7 30:5 12 ' SM 21 — 23 — 24 — • 25 27 • 8 — 32 — Brown poorly graded SAND, medium dense, moist SM Brown poorly graded medium grained SAND, medium dense, moist -no sample -1" peat inclusions Boring terminated at 36.5 feet below existing grade. Groundwater seepage encountered at 10.0 feet during dolling. Boring backfilled with cuttings. Earth Consultants Inc. Geoieer oo engineers. Geologists a erNorrmti& Sermons Boring Log Sound Transit Commuter Rail' Tukwila Station Tukwila, Washington FIG.A _36 Prni Nn M27 1- am. GLS I Date Jan. '99 Checked WRJ Date 1/26/99 Plate A7 oring Log Name: Sound Transit Commuter Rail Tukwila Station -* No. Logged by 427 WRJ IDnlrmg Contactor. Lund Surface Bevat'wn: t20' Y of 2 Start Date: 12/22/98 ICompletion Date: 12/22/98 Boring No.: B-6 Drilling Method HSA Sampling Method: SPT Hole Completion: 0 Monitoring Well 0 Piezometer ® 'Abandoned, sealed with bentonite (%) 28.5 342 29.3 37.7 35.0 No. Blows Ft. 5 2 4 13 U Q. m [1 10 11 12 Surface Conditions: (3" thick Asphalt with Base) rown SILT, loose, moist Brown poorly graded SAND with silt, loose, moist Gray SILT with sand, very loose, moist -silt at bottom of sample -very little retum 13-- 14 15 — 16 -- 17 18 SM Gray silty medium grained SAND, medium dense, moist 19 SP Dark brown poorly graded SAND, loose, moist ML Dark gray SILT, very loose, moist Earth Consultants Inc. Govechnicsi ate. CCOiDOSts & aretzonmerial S'Ca'"m Boring Log - Sound Transit Commuter Rail Tukwila Station Tukwila, Washington ftG. A .3q own: GLS Date. Jan. '99 Checked WRJ I bate 1/26/99 I Plate A8 _____ at the time and location of this a ploratory hole, modrted by engineering tests. analysis and - _ ,y .__ M...... a ...:.,►e.,,.eI inn by others of Boring Log Project Name: Sound Transit Commuter Rail Tukwila Station . - 'ob No. logged by: Start Date: 8427 WRJ 12/22/98 Drilling Contactor. Sheet of 2 2 Completion Date: 12/22/98 Boring No.: B-6 Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±20' W (%) Hole Completion: ❑ Mondoring Well 0 Piezometer ® Abandoned, sealed with bentonite No. Blows Ft. 23.0 42.5 3 ML 21 22 23 24 25 26 Dark gray SILT, very loose, moist SP Dark brown poorly graded SAND, medium dense, moist, medium grained Boring terminated at 26.5 feet below existing grade. Groundwater seepage encountered at 10.0 feet during dolling. Boring backfilled with bentonite. Earth Consultants Inc. ce.�ee.+or en¢mea+. o • DivIO1°"e"'$ saeuw aA•17 r,r, GLS 1 Date Jan.'99 Boring Log Sound Transit Commuter Rail Tukwila Station Tukwila, Washington na.. _31. Checked WRJ Date 1/26/99 1 Plate A9 1 1 1 1 t .. Project Name: Sound Transit Commuter Rail Tukwila Station Subsurface condtions depcted re present our obaerrations at the and kxauon of this hole modried Sheet of 1 1 Job No. 8427 Logged by: WRJ Date: 12/9/98 Test Pit No.: TP -1 Excavation Contactor. NW Excavating Ground Surface Elevation: ±20' Notes: W OW Graphic' Symbol Depth Ft. Sample '-r u o D. m Surface Conditions: II.-. ♦. GM Brown silty GRAVEL with medium grained sand, medium dense to �•�•� dense, moist (Fill) 11.1 •j*j Test Pit Log PedName: Sound Transit Commuter Rail Tukwila Station _ Job No.logged by I Date: 8427 I WRJ 12/9/98 Excavation Contactor: NW-F,avating Notes: ro cn a) A rx ro Surface Conditions: a H 38.0 13.3 18.7 32.5 32.6 33.7 /Os. alb: �.fl�• 1la�s�((1i14p1) GLS I Date Jan. '99 Checked WRJ 1 Date 1/26/99 I Plate Al 1 Prof. No. 8427 Jsatthoetaonbyothersof 1 3 4 5 SM Sheet of Test Pit No.: TP -2 Ground Surface Elevation: ±20' Brown sandy SILT with gravel, dense, moist (Fill) -becomes darker brown ML 6 10 -becomes gray Gray SILT; dense, moist (Native) 1 1 SM Brown silty medium grained SAND, loose to medium dense, saturated -becomes slightly dark brown Test pit terminated at 10.0 feet below existing grade. Groundwater seepage encountered at 5.5 feet during excavation. Earth Consultants Inc. Test Pit Log Sound Transit Commuter Rail Tukwila Station Tukwila, WashingtonFI & . A- 36 1. Test Pit -Log Date: 12/9/98 Surface Conditions: ICA c9 ;S% . - SM i 12.0 o►••ii� Il 111 .:.4:e4. 1 - V.V.-17%fines ....v.2 = ML Gray SILT with trace sand, dense, moist 111 3 I s Gray mottled with brown SILT, dense, moist (Native) 28.4 = 7 111 Sr Dark gray, pc.orty graded SAND with trace silt, loose to medium dense, saturated e.o - - -medium grained 33.3 § o - IIII o 111111" pit terminated existing Groundwater seepage encountered ered at 4.5 & 7.0 feet excavati Test Pit Log Sound Transit. Commuter Ral Tukwila Station �rt�l COI�.SUlt��11tS Imo• Tukwila, Wash'mgton �G, �- N0 Brown silty SAND with gravel, trace cobbles, dense, moist (Fill) Gray poorly graded -SAND with gravel and trace silt Checked WRJ Date 1/26/99 pWn. GLS Date Jan. '99 engineering nearing tests.anarysis and nt our obsenratans at the tune and location of this exploratory hole, modfied by ngi tidily for the use or interpretation by others of Cuhsurfaoe motions depicted n..f�tivn of other UmeS and locations. We cannot accept response Subsurface conditions depicted represent our observatwns at the time and IocaLon o e�laa ory , for r s,tative of other times and locations We cannot accept respons+btldy for the use or interpretation by others of 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project Name: • Sound Transit Commuter Rail Tukwila Station Sheet of 1 1 Job No. . 8427 Logged by: WRJ Date: 12/9/98 Test Pit No.: - TP-4 Excavation Contactor. •NW Excavating Ground Surface Elevation: ±20' Notes: (q6) -EA as co W a4 m w ,1S � Surface Conditions: •�•• � ML Gray SILT, medium dense to dense, moist (FII) ♦♦ i ' Test Pit Log Project Name: Sound Transit Commuter Rail Tukwila Station I Job No. 8427 1 1 1 Excavation Contactor. NW Excavating Notes: Logged by: WRJ Date: 12/9/98 Sheet of 1 1 • TestTP Pft No.:5- Ground Surface Elevation: ±20' w 06) 16.0 11.7 32.5 22.3 37.2 N .1 y w E o '° '.a 3 5 --- s ML Surface Conditions: Brown sandy SILT with gravel, dense, moist (HI) -becomes gray -gray fine sandy silt, loose, very moist -fill -notable odor SP Dark brown porly graded SAND, loose, moist (Native) 10 ML Light brown SILT,loose to medium dense -caving -heavy seepage Test. pit terminated at 10.0 feet below existing grade. Groundwater seepage encountered at 4.5 feet during excavation. d!! A)r. ' 4 \\ WI i;) 1\11. :i //II a 1 Date .1/26/99 I Plate A14 °i Pro'. No. 8427 I own. GLS I Date Jan.'99 Checked wRJ E+ ..�...s..,..........rhin..e .IonirdPd rr_erescnt our observations at the time and location of this exploratory hole, modfied by engineering tests, analysis and - .. ...- ...........1..,-.dv,cihrlity far the use or interpretation by others of Earth Consultants Inc. ceaeevdm groncas..ceologests a Ermsorrrerval scientists Test Pit Log Sound Transit Commuter Rail Tukwila Station Tukwila; Washington no. A.14 2. Test Pit Log Project Name: Sound Transit Commuter Rail Tukwila Station Job No. I Logged by 8427 WRJ Excavation Contactor. NW Excavating Notes: Sheet of 1 1 Date: 12/9/98 TestTPPit No.: -6 Ground Surface Elevation: ±25' a a H w (%) 45.6 1 3 --- 4 5 6 ML Surface Conditions: Brown SILT, loose to medium dense, moist (Fill) -organics and roots SP Dark brown poorly graded SAND with trace silt, loose to medium dense, very moist ML 10 11 Gray SILT, IVVJG to medluir, dense, moist (Natrr�) Test pit terminated at 11.0 feet below existing. grade. Groundwater seepage encountered at 6.0 feet during exccavation. Earth Consultants Inc. GCnleevdoi enaa.eaa CcolOgliss & &Wha.*ne*rd Sd Test Pit Log Sound Transit Commuter Rail Tukwila Station Tukwila, Washington Fi G.. p . 3 Proj. No. 8427 Dem. GLS Date Jan. '99 Checked WRJ Date 126/99 Plate Al 5 e. d.....4n..o .Y,.wtak,rm derided represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and fnr the_ ma or intelwetation by others of • _ Project Name: Sound Transit Commuter Rail Tukwila Station • Sheet of 1 1 Job No. 8427 - Logged by: WRJ Date: 12/9/98 Test Pit No.: TP -7 Excavation Contactor NW Excavating Ground Surface Elevation: ±25' Notes: , W (%) c.) ..c o 0 5 0'4 ul 4_, . ,:t a, 4., 0 cn yl 0 cn Surface Conditions: •••• ML Gray SILT with trace sand and gravel, dense, moist (Fill) 15 . 6 A. -••—• • • •• .1 .x. • • • • • • -becomes brown, loose, moist • • • •• • • • • • • • • ••••• 28.2 ••••• • • • _ • • • • • • • . • • • • • • • • • •• " V.** • • SM Gray silty medium grained SAND, loose, very moist — 38.6 I 7 , • -intermixed silt layers 8 -seepage at 5' • 36.0 9 . . ON ON `... 10 C'4 `... .-1 • 1) 10 • Test pit terminated at 10.0 feet below existing grade due to excessive ' caving. Groundwater seepage encountered at 5.0 feet during excavation. . • o. c.1 rc.-1• co (114(1`;-41019 \XIV ja, WO, 441k \li IP Earth Consultants Inc. cusc`i'd "'nevi'. '64' & Envu'unefftl sdalk" ' Test Pit Log Sound Transit Commuter RaitTukwila Station ' Tukwila, Washington (96. A-4 tf a Rol. No. 8427 Din. GLS Date Jan. '99 Checked WRJ Date 1/26/99 Ptate A16 . .. ... .. __. — — _....:....-4.............1,„1. .wirfified tiv enaineerina tests analysts and i Test Pit Log Project Name: • Sound Transit Commuter Rail Tukwila Station Job No. 8427 Logged by: WRJ Date: 12/9/98 Excavation Contactor. NW Excavating Sheet of 1 1 Test PPit No8 .: - Ground Surface Elevation: ±25' Notes LL=53 PL=33 P1=20 01 H w (%) 13.2 21.8 7A .!;a' 46.8 1 2 3 4 5 6 10 1 12 13 02 0 U SM Surface Conditions: Gray sandy SILT with gravel, dense, moist (Fill) -70% fines ML Brown sandy SILT, loose, moist P -SM Dark brown poorly graded SAND with silt, medium dense, moist . -medium io coarse grained -11% fines MH Dark gray elastic SILT, Loose, moist Test pit terminated at 13.0 feet below existing grade. No groundwater encountered during excavation. N '4 °: E_Prot No. 8427 Own. GLS Date Jan. '99 Checked WRJ Subsurfad. rsint HHnn! •40••••g••• rorvncnnf ..r ntYer.rga►:..r.. •-_._ Earth Consultants Inc. GoOkWYcal engineers. CCobosts & 9TMomctrelSOQonst3 Test Pit Log Sound Transit Commuter Rail Tukwila Station Tukwila, Washington . FIG _145. Date 1126/99 Plate A17 Test Pit Log Proiect.Name: Sound Transit Commuter Rail Tukwila Station Job No. 8427 Logged by: WRJ Sheet of 1 1 Date: 12/9/98 Test Pit No.: TP -9 Excavation Contactor. NW Excavating Ground Surface Elevation: .±25' Notes: w (9 ) 15.0 14.6 29.7 38.1 27.7 7.5 .3 IProf. No. 8427 O 2 2 —:- m o U SM 1 ML Surface Conditions: Brown silty medium grained SAND with gravel, dense, moist (Fill) -becomes gray Gray SILT with trace sand, medium dense, moist -becomes brown SM Gray silty medium grained SAND, loose, moist SP 6 10 11 Dark brown poorly graded SAND with trace silt, medium to coarse grained sand, loose, moist (Native) SM Dark gray -silty medium grained SAND, loose to medium dense, moist Test pit terminated at 11.0 feet below existing grade. No groundwater encountered during excavation. Earth Consultants Inc. G Ivd licd ai u ceo ogim a Envinx n real Sdcnrksis Test Pit Log Sound Transit Commuter Rail Tukwila Station Tukwila, Washington 9 A --q6 Dwn. GLS. Date Jan..'99 Checked WRJ . Date 1/26/99 Plate A18 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole. modified by enaineerina tests anatveie anti Test Pit L Project Name:• •- Sound Transit Commuter Rail Tukwila Station Subsurface conditions depicted represent our obsetvatrons at the tm�e and Sheet of 1 1 _ Job No. 8427 ' Logged by: WRJ Date: _ 12/9/98 Test Pit No.: TP -10 Excavation Contactor: NW Extavating Ground Surface Elevation: ±20' Notes: . I w (%) u '-+ x o ra 5, N 0w " c, N O 2 -cn Surface Conditions: ,.••, SM Brown silty medium grained SAND with gravel, dense, moist (FII) • 15.5 • •• 1 t••• cc ML Dark gray SILT, loose, moist (Fill) •:••• ••i�o 2 ♦♦ 4.1.6 .•.�.* +;.� •• •. • SP Dark brown poorly graded SAND with silt, medium grained o io 27.7 : q: „.:°a;:;` 5 r D V -1 • Test pit terminated at 6.0 feet below existing grade due to excessive water in pit. Groundwater table encountered at 4.0 during exr-avation. • s. • 14 • As.. ape: :,011:241- • i!k' \011/ 444• i,,11r) \qtr// Earth Consultants Inc. GeefectmiCollEngliinTS,OcdOgtsti•Er" ""t°'s`"""°• Test.Pit Log Sound Transit Commuter Rail Tukwila Tukwila, Washington Station FIG. pc -4 a Proj. No. 8427 Dwn. • GLS Date Jan. '99 Checked WRJ Date 1126/99 Plate 'Al9 ..—...............i......,--,..,,hole mortified by engineering tests analysis and c_r ►, ra...t..r e , r.,fo.. r r;,,., t., nlr,orn nr 41 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 04 as C-4 a o oty ho4e, mofied by engineering tests, analysts and ludgment They are not necessanly representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of frair•TMANO91 1.1090•M•114.01 4.10. *40 Inn Test Pit Log Project Name: - - . Sound TranSit Commuter Rail Tukwila Station • Sheet of ' 1 1 Job No. .8427 Logged by: WRJ Date: 12/9/98 Test Pit No.: TP -11 Excavation Contactor . NW Ecavating • _ Ground Surface Elevation: ±20' Notes: 06) a -9 .1 5 0''' in a. 4., it a., CU to ct cn '4 ,, i cil Surface Concfttions: • . • • • • • •• • SM . Brown sandy SILT with gravel, dense, moist (Fill) ••• • • 1 15.7 ••••• • • •...•• • • • • ML Gray SILT, loose to medium dense, moist (Fill) _ e • • •• •• •• • •• •• • ••• 3 e• • • • • • • • • • • • • • • • • • .36.8 • +•• • • • .• • • • • • • • • • • • • • • • • . • • • • • • • • • • 6 ML Gray sandy SILT, loose, saturated (Native) .7 8 -56%fines 33.9 10.• . . . 11 - • 12 . Test pit terminated at 12.0 feet below existing grade. Groundwater seepage encountered at 6.0 feet during excavation. • . .• .• • • iOtt 4111: 4111‘ k\4d!1,10) • Earth Consualtants Inc. ' Test Pit Log Sound Transit Commuter Rail Tukwila Station Tukwila, Washington Ft. Proj. No. 8427 Dwn. GLS Date Jan. '99 — " - - Checked WRJ - - - - Date 1/26/99 Plate .A20 Test Pit Log Project Name: '. Sound Transit Commuter Rail Tukwila Station Sheet of 1 1 Job No. 8427 Logged by: . WRJ Date: 12/9/98 Test Pit No.: TP -12 Excavation Contactor. NW Ecavating Ground Surface Elevation: ±20' _ Notes: •° • w CA. ) -,-1r+ o a b 6 . to 11) .-1 .) va w m Q un r+ m o N en Surface Conditions: ♦ ♦♦♦ SP -GP Brown poorly graded SAND and poorly graded GRAVEL with trace silt, ♦•• medium to coarse grained sand, dense, moist (Fill) 7.3 .0.. ML Gray SILT with trace sand, dense, moist s 12.6 2 3 4 ML Gray SILT, loose, moist (Native) 41.7 5 -mottled brown throughout silt 6 -99% fines • 7 i8 >= SP Dark brown poorly graded SAND with trace silt, loose to medium dense, 36.0 °°a= very moist -medium grained sand �.::;, :•e • °, 01'.o N ri 1 o Test pit terminated at 10.0 feet below existing grade. No groundwater encountered during excavation. 8427.GPJ ��l;�� Esq:. v. • Earth Consultants Inc. Test Pit Log Sound Transit Commuter Rail Tukwila Station 0'10 �,1� 1i�!'aG°°"edvi1a+gw �+• Scientism ,�( Tukwila, Washington FtG. A — 11 61 arr,i Mn 8427 1 Dvm. GLS I Date Jan. '99 Checked WRJ I Date 1/26/99 I Plate A21 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project Name: Sound Transit Commuter Rail Tukwila Station1 Sheet of 1 Job No. 8427 Logged by: WRJ Date: 12/9/98 Test Pit No.: TP -13 Excavation Contactor. NW Ecavating Ground Surface Elevation: ±20' Notes: • W ,i O N Depth Ft. Sample ^+ U 0 5 t rn• Surface Conditions: 10.1 20.4 31.7 38.7• 41.3 ••• • •••; Total Depth: 13.5 ft. Northing: Drilling Method: Top Elevation. ^ -2..i' Easting: Drilling Company: CN Drilling Vert. Datum: Station: Drill Rig Equipment: Acker Horiz. Datum: Offset: Other Comments: Hole Diam.: Rod Diam.: Hammer Type: Manual SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual. a a) 0 .n E u) a E to 3w o a 0 PENETRATION RESISTANCE (blows/foot) ♦ Hammer Wt. & Drop: 140lbs /30Inches 0 20 40 60 Loose, brown, silty SAND; moist; scattered gravel and organics, oxide stains; SM. Medium dense, gray SILT; wet; scattered fine gravel; ML. Loose, gray, fine SAND with silt seams; wet; -\SM. \sVery loose, gray, slightly fine sandy SILT; wet; cattered wood debris and peat; SM. BOTTOM OF BORING COMPLETED 10/23/2009 Note:. Water level reading was 4.5 feet deep on March 12, 2010. 5.0 10.0 12.0 13.5 1 2 I 3 4 1 Yo So 5 10 15 20 25 30 35 40 45 MASTER LOG E 21-20815.GPJ SHANWILGDT 11/1/11 LEGEND Sample Not Recovered = Standard Penetration Test. Piezometer Screen and Sand Filter ® Bentonite -Cement Grout Bentonite Chips/Pellets ® Bentonite Grout Ground Water Level In Well )VOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, Is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. 0 20 40 O % Fines (<0.075mm) • % Water Content 60 Sound Transit Tukwila Commuter Rail Station Tukwila, Washington LOG OF BORING MW -1 November 2011 21-1-20815-012 SHANNON & WILSON, INC: FIG. A-51 Geotechnical and Environmental Consultants SHANNON 6WILSON. INC. APPENDIX B GEOTECHNICAL LABORATORY TEST RESULTS 21-1-20815-025 SHANNON &WILSON, INC. APPENDIX B GEOTECHNICAL LABORATORY TEST RESULTS TABLE OF CONTENTS Page B.1 INTRODUCTION B-1 B.2 VISUAL CLASSIFICATION B-1 B.3 WATER CONTENT DETERMINATION B-1 B.4 ATTERBERG LIMITS DETERMINATION B-1 B.5 GRAIN SIZE DISTRIBUTION B-2 B.6 MOISTURE -DENSITY TESTS B-2 TABLE B-1 Summary of Moisture -density Test B-3 FIGURES B-1 . Plasticity Chart B-2 Grain Size Distribution B-3 Moisture -Density Test 21-1-20815-025-RI-AB.docx/wp/lkn B -i 21-1-20815-025 SHANNON fiWILSON, INC. APPENDIX B GEOTECHNICAL LABORATORY TEST RESULTS B.1 INTRODUCTION This appendix contains descriptions of procedures and the results of geotechnical laboratory tests performed in our Seattle, Washington, laboratory on soil samples collected from the field. explorations completed for the Sound Transit Tukwila Commuter Rail Station (TCRS). The samples were tested to determine the basic index properties and the engineering characteristics of the subsurface soils at the site. B.2 VISUAL CLASSIFICATION Soil samples from the field explorations were visually classified in the laboratory using a system based on the ASTM International (ASTM) Designation: D 2487, Standard Test Method for Classification of Soil for Engineering Purposes, and ASTM Designation: D 2488, Standard Recommended Practice for Description of Soils (Visual -Manual Procedure). The Unified Soil Classification System (USCS), as described in Figure A-1, was used to visually classify the samples. This system allows for convenient and consistent comparison of soils from widespread geographic areas. The individual sample classifications have been incorporated into the boring and test pit logs presented in Figures A-2 through A-15. B.3 WATER CONTENT DETERMINATION The natural water content of soil samples recovered from the explorations was determined in general accordance with ASTM Designation: D 2216, Standard Method of Laboratory Determination of Water (Moisture) Content of Soil, Rock, and Soil -Aggregate Mixtures. Comparison of natural water content of a soil with its index properties can be useful in characterizing soil unit weight, consistency, compressibility, and strength. The water content of all samples is plotted on the appropriate borings logs. B.4 ATTERBERG LIMITS DETERMINATION Atterberg Limits were determined on selected samples of fine-grained soil obtained from the field explorations in general accordance with ASTM Designation: D 4318, Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. The Atterberg Limits 21-1-20815-025-R I -AB.docx/wp/Ilan B-1 21-1-20815-025 SHANNON &WILSON, INC. include Liquid Limit (LL), Plastic Limit (PL), and Plasticity Index (PI=LL -PL). They are generally used to assist in classification of soil, indicate soil consistency (when compared with natural water content), and provide correlation to soil properties including compressibility and strength. Two Atterberg Limits tests were performed on representative fine-grained samples. Results of the Atterberg Limits tests are presented in the Plasticity Chart, Figure B-2, and graphically in the respective boring logs (Figures A-2 and A-4). B.5 GRAIN SIZE DISTRIBUTION Six grain size distribution analyses were performed on select samples collected from the field explorations. ,The analyses were conducted in general accordance with ASTM D 422, Standard Method for Particle -Size Analysis of Soils, and D 1140, Amount of Material in Soils Finer than the No. 200 (0.075 millimeter [mm]). The general procedures used to determine the grain size distribution of the soil samples included sieve analyses. Grain size distribution is used to assist in classifying soils and to provide correlation with soil properties, including permeability, liquefaction potential, capillary action, and sensitivity to moisture. Results of the grain size distribution tests are plotted on the grain size distribution curves presented in Figure B-3 in this Appendix. B.6 MOISTURE -DENSITY TESTS Laboratory moisture -density (compaction) tests were conducted in accordance with ASTM D 1557 (Modified Proctor) to determine the relationship between water content and dry unit weight of soils. A compaction curve is plotted based on several trials of compacting different samples of the same soil at different moisture contents. A relationship is established between dry unit weight and the water content of the soil. The values of optimum water content and maximum dry weight are determined from the compaction curve. One compaction tests was performed on bulk soil samples from test pit EP -4. The compaction curve is plotted in Figure B-3 with the maximum dry density and optimum water content represented by the peak of the curve. The following table summarizes the compaction test results: 21-1-20815-025-RI-AB.docx/wp/Ikn B-2 21-1-20815-025 SHANNON &WILSON. INC. TABLE B-1 SUMMARY OF MOISTURE -DENSITY TEST Boring Designation Sample Depth Number (feet) USCS Symbol Sampled Water Content (percent) Maximum Dry Density (pcf) Optimum Water. Content (percent) EP -4 Bulk 1-2 ML 37.4 103' 18.51 Notes: These values are corrected to account for the oversize fraction that was removed from test specimens before proceeding with compaction, per ASTM International (ASTM) D 1557. ML = low -plasticity silt pcf = pounds per cubic foot SP = poorly graded sand USCS = Unified Soil Classification System 21-1-20815-025-R1-AB.docx/wp/Ikn B-3 21-1-20815-025 AASHTO ATT MAIN 21-20815.GPJ SHAN WIL.GDT 4/14/08 0 c « (0_ 0) y C C U C W l0 0 0 0— w • T>. J(13 0 U c CU3 U0) N C O 'E a- 2) o 0)o 0) ca 0 c ` O O Ou Om. c~0) c ) U O T O T : TT T U U Y f0 Lm to a)N 0Cm 000 _a cco i. ccoo. J U 0 0 o 'Cl CL -ML: Silty clays and clayey silts -1 1 , I r r. 1 1 , 1 1 " ; , I I 1 1 i , 1 I A , I 1 I 1 =i (. G 1 ( I `_ 1 I1 L� -_ ! ' I I I( i, 1 i ` I ( 1 i j i 1 1 i I 1 1 I i I I ; , ;O 1= i t 1 1i 'i , 1 i i 1 I I ( I ( I( ' 1 1I1 L ,i " ,• 4 i II+ 111 ; t 1 1 ;( i : , I 1 i i ., i I i II ; 1 ' I' i i; i ; _ 1J..... ` 1 {I _ 1 ! 1 1 1 1 1 I 1- 1 1....t i i i i I 1 1 1 i t I i I - i 1 i I I 1 i' 1 -1.1 • I I. ` \. \ 1 1 1' --•-j.__ -. —j ' 1 1 1�. I( 1. i ' : I — -__-.-r i I i i t _..;.-.___.- , I i I —s--'._ ' -- i I 1 ( — --1— ;- i. 1 i 1 I'( i t — -- ' I; 1 1 —. { _.._ — , 1 I - I 'i I i ; j I 1 ; I i , i i_1 1 t( ; i• I .j ,. 1 1.--1 O 8 S 0 0 (%) Id - X3CINI AIIJIISVId 0) C .7 5 O N 0 .0 .� v 0c N 4) as 0 0 QZ 0 0 0 m 0 0 1. 1 0 (5 N 0 0 Sound Transit Tukwila Commuter Rail Station Tukwila, Washington PLASTICITY CHART 21-1-20815-005 March 2008 Z • z Z Z Z Z Z Y>• Um O 0 ~m QZU O Sr a C.1 M sr sr Gray, clayey SILT, trace of sand; trace of organics Gray, clayey SILT, trace of sand; rapid oxidation to light brown O.$ ZO O Q Z O za m0) 6 O th • ■ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 •1:ICfR14:L101��: 69tACA L1*-9:[•114:11:LHIill:i•1114'i L00 Z00' COO' 400" 900' 900' L0' Z0' EV 40' 90' 00z 0 O 0 1H9I3M AG H3S21VO01N302i3d 0 0 0 0 0 0 0 m 0 0 00L 09 0 0 0 UL 9/9 Zit L 9 00( 03 0 CO 0 N 0 1HO13M A9 2i3NId 1N30b3d 0 0 0 O 8 LO Z00' £00 400' 900' 900' L0' Z0' CO' 40' 90' 90' z' e. 4' 9' 9' Z 4 9 9 OL OZ 0£ 04 09 09 OOL 00Z 0 00e 3CI3�9Ir;ff•I Zd1 w z LL i 0 w i 0 z ( -J m 0 0 ou d Tran 1 IltiMingiTiMMUMEINT r111'71F11TiTEnt 1 • • 1 RAIN SIZE D STRIB TI • 415M*1L.I.10 larTid WZ I'N N LL U� Z0 Te; Z8 ea a z� zc 1 NN (1 (m7 1 N N a 8 U U O 8 o>. m �> W • Ea Z U 3 -)-,g�� h O (0 O ( N (0 (0 ccit N of n 00 N N at m v, On ((0 (+▪ O) N N N =rows, slightly clayey, sandy SILT; trace of o •ani - ray -brown, dayey, gravely, silty SAND; scattered o •ani..= ray -•rows, sligh silty SAND, trace of 'rave ray, slightly silty SAND, trace of ,rave o 0O <z J za K� 0< � 2 2 2 co co( • a a (0 co O to 0 0 0 0 ✓ (0 O V 00 co CD a.0 (0 W tact' IZ2U7I-�T1<• da r n. R_') 0 150 145 1' • 140 ' Sample Identification. EP -4, Bag 1a/1b combined. 1-2' Description of Material. Brown. slightly clayey. sandy SILT: trace of organics (ML) Compaction Test Method. ASTM D1557 Method B 135 130 125 120 115 Rammer Type. Mechanical Checked By AJC —1--- - - ---- ±+ i TEST RESULTS Natural Water Content: 37.4 % Maximum Dry Density: 103 Optimum Water Content: 18.5 % 105 100 95 90 85 —h 1 I I I L 80 LI I I 1 ; I I t • 1 I I 4 - I 5 10 15 20 WATER CONTENT, % OTHER TEST RESULTS GRAIN SIZE ANALYSES: % Gravel - % Sand: % Fines.86.7 25 30 35 40 Sound Transit Tukwila Commuter Rail Station Tukwila, Washington MOISTURE -DENSITY TEST March 2008 21-1-20815-005 SHANNON & WILSON, INC. FIG. B-3 Geotechnical and Environmental Consultants SHANNON &WILSON, INC. APPENDIX C IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIROMENTAL REPORT 21-1-20815-025 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants Attachment to and part of Report 21-1-20815-025 Date: November 8, 2011 To: KPFF Consulting Engineers Attn: Ms. Jacqueline Putt, P.E. IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONMENTAL REPORT CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. Consultants prepare reports to meet the specific needs of specific individuals. A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise, your consultant prepared your report expressly for you and expressly for the purposes you indicated. No one other than you should apply this report for its intended purpose without first conferring with the consultant. No party should apply this report for any purpose other than that originally contemplated without first conferring with the consultant. THE CONSULTANT'S REPORT IS BASED ON PROJECT -SPECIFIC FACTORS. A geotechnical/environmental report is based on a subsurface exploration plan designed to consider a unique set of project -specific factors. Depending on the project, these may include: the general nature of the 'structure and. property involved; its size and configuration; its historical use and practice; the location of the structure on the site and its orientation; other improvements such as access roads, parking lots, and underground utilities; and the additional risk created by scope -of -service limitations imposed by the client. To help avoid costly problems, ask the consultant to evaluate how any factors that change subsequent to the date of the report. may affect the recommendations. Unless your consultant indicates otherwise, your report should not be used: (1) when the nature of the proposed project is changed (for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one, or chemicals are discovered on or near the site); (2) when the size, elevation, or configuration of the proposed project is altered; (3) when the location or orientation of the proposed project is modified; (4) when there is a change of ownership; or (5) for application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors which were considered in the development of the report have changed. SUBSURFACE CONDITIONS CAN CHANGE. Subsurface conditions may be affected as a result of natural processes or human activity. Because a geotechnical/environmental report is based on conditions that existed at the time of subsurface exploration, construction decisions'should not be based on a report whose adequacy may have been affected by time. Ask the consultant to advise if additional tests are desirable before construction starts; for example, groundwater conditions commonly vary seasonally. Construction operations at or adjacent to the site and natural events such as floods, earthquakes, or groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical/environmental report. The consultant should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS. Site exploration and testing identifies actual surface and subsurface conditions only at those points where samples are taken. The data were extrapolated by your consultant, who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. While nothing can be done to prevent such situations, you and your consultant can work together to help reduce their impacts. Retaining your consultant to observe subsurface construction operations can be particularly beneficial in this respect. Page 1 of 2 1/2010 A REPORTS CONCLUSIONS ARE PRELIMINARY. The conclusions contained in your consultant's report are preliminary because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Actual subsurface conditions can be discerned only during earthwork; therefore, you should retain your consultant to observe actual conditions and to provide conclusions. Only the consultant who prepared the report is fully familiar with the background information needed to determine whether or not the report's recommendations based on those conclusions are valid and whether or not the contractor is abiding by applicable recommendations. The consultant who developed your report cannot assume responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. THE CONSULTANT'S REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur when other design professionals develop their plans based on misinterpretation of a geotechnical/environmental report. To help avoid these problems, the consultant should be retained to work with other project design professionals to explain relevant geotechnical, geological, hydrogeological, and environmental findings, and to review the adequacy of their plans and specifications relative to these issues. BORING LOGS AND/OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT. Final boring logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final boring logs and data are customarily included in geotechnical/environmental reports. These final logs should not, under any circumstances, be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of boring log or monitoring well misinterpretation, contractors should be given ready access to the complete geotechnical engineering/environmental report prepared or authorized for their use. If access is provided only to the report prepared for you, you should advise contractors of the report's limitations, assuming that a contractor was not one of the specific persons for whom the report was prepared, and that developing construction cost estimates was not one of the specific purposes for which it was prepared. While a contractor may gain important knowledge from a report prepared for another party, the contractor should discuss the report with your consultant and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. Some clients hold the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes that aggravate them to a disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnical/environmental engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against consultants. To help prevent this problem, consultants have developed a number of clauses for use in their contracts, reports and other documents. These responsibility clauses are not exculpatory clauses designed to transfer the consultant's liabilities to other parties; rather, they are definitive clauses that identify where the consultant's responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your report, and you are encouraged to read them closely. Your consultant will be pleased to give full and frank answers to your questions. The preceding paragraphs are based on information provided by the ASFE/Association of Engineering Firms Practicing in the Geosciences, Silver Spring, Maryland Page 2 of 2 1/2010 Draft Geoprobe Investigation Former McLeod Property Tukwila Commuter Rail Station Tukwila, Washington November 30, 2011 Submitted To: Ms. Diana Timpson KPFF Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 By: Shannon & Wilson, Inc. 400 N 34th Street, Suite 100 Seattle, Washington 98103 21-1-20815-029 --1H SHANNON iWILSON, INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS November 30, 2011 Ms. Diana Timpson KPFF Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 ALASKA CALIFORNIA COLORADO FLORIDA MINNESOTA MISSOURI OREGON WASHINGTON RE: GEOPROBE INVESTIGATION, FORMER MCLEOD PROPERTY, TUKWILA COMMUTER RAIL STATION PROJECT, TUKWILA, WASHINGTON Dear Ms. Timpson: Shannon & Wilson, Inc., provided environmental se located within the Tukwila Commuter Rail Station proj located south of Longacres Way and adjacent west of th along the city limits of Cities of Renton and Tuk sampling and analyses that were completed to a present in soil and groundwater that will b construction. Construction ..ns'.: ati provided under separate McLeod property, ifically, the site is railroad tracks rt summarizes tamination to be uring station ted materials will be In 1998, Shannon & Wilson co • .lete• a :base ' Environmental Site Assessment (ESA) for the former McLeod property and ident ed recogni ed environmental concerns (RECs) (1998a'). To evaluate the potential impacts to si - soil : nd groundwater from the RECs, a follow-on Phase II ESA was completed (Shannon & ilson, Inc., 1998b2). Soil and groundwater samples were collected and tested for total petroleum hydrocarbons (TPH); volatile organic compounds (VOCs); polynuclear aromatic hydrocarbons (PAHs); polychlorinated biphenyls (PCBs); and/or ' Shannon & Wilson, Inc., 1998a, Phase I environmental site assessment, McLeod property, Tukwila, Washington: Report prepared by Shannon & Wilson, Inc., Seattle, Wash., for Sound Transit, Real Estate Division, Seattle, Wash., project no. T-6003-11, October 23. 2 Shannon & Wilson, Inc., 1998b, Phase II environmental site assessment, McLeod property, Tukwila, Washington: Report prepared by Shannon & Wilson, Inc., Seattle, Wash., for Sound Transit, Real Estate Division, Seattle, Wash., project no. T-6003-12, November 30. 400 NORTH 34TH STREET, SUITE 100 P.O. BOX 300303 SEATTLE, WASHINGTON 98103 206-632-8020 FAX 206-695-6777 TDD 1-800-833-6388 www.shannonwilson.com 21-1-20815-029 SHANNON iWILSON, INC. Ms. Diana Timpson KPFF Consulting Engineers November 30, 2011 Page 2 of 6 Resource Conservation and Recovery Act (RCA) eight metals (arsenic, barium, cadmium, chromium, lead, mercury, selenium, and silver). Station design documents had not yet been developed, sampling locations did not consider future/proposed site development. Based on analytical testing, no TPH was detected in soil or groundwater, with the exception of oil -range hydrocarbons detected in one soil sample (below its established Model Toxics Control Act [MTCA] Method A cleanup criterion at the time). No PCBs, PAHs, or VOCs were detected in either soil or groundwater. In site soil, only barium, ch o ' ium, and lead were detected; all concentrations were below MTCA MethodA clea • p c 't. 'ata . ilable) and within Puget Sound background levels. In one of four site grou dw. er amples dissolved arsenic was detected above its MTCA Method A criterion and di olved ► : m s detected. No other dissolved metals were detected. A geotechnical report has also been complete 20103). Shallow soils on the McLeod pr sand and organic content. G oundwa ranging from 5 to 6 fee (S annon & Wilson, Inc., silty clay, with variable c ical test pit explorations FIE ► O : ER TI AN ANALYTICAL RESULTS Site Reconnaissance and Prior to our subsurface investigat •n, a site r-connaissance was completed to look for suspect areas (uncontrolled dumping, stainin unds), evaluate access for subcontractor equipment, and mark proposed sampling locations. Each geoprobe exploration was located with a hand-held GPS unit and utilities were cleared by reviewing available utility maps, notifying the public Washington Call -Before -You -Dig service, and subcontracting a private utility locating service. Site access was coordinated with Steve Sawyer (Sound Transit). 3 Shannon & Wilson, Inc., 2010, Geotechnical report, Tukwila Commuter Rail Station, Tukwila, Washington: Report prepared by Shannon & Wilson, Inc., Seattle, Wash., for KPFF Consulting Engineers, Seattle, Wash., project no. 21-1-20815-012, September 9. 21-I-20815-029-L1.docx/wp/act 21-1-20815-029 SHANNON 6WILSON, INC. Ms. Diana Timpson KPFF Consulting Engineers November 30, 2011 Page 3 of 6 Sampling Activities and Observation On September 26, 2011, Shannon & Wilson, Inc. collected 18 soil samples from the site (Figure 2). Samples were collected from the approximate center of each "south end" gravelless chamber, and two from the "north end" gravelless chamber. Three groundwater samples were collected from the property, two from the northern end of the property (one on September 26 and one on October 21, 2011), and one from the southern end of the property. Soil samples were nsisted of brown, gravelly, fine to scattered organics (Table 1). collected within 4 feet below ground surface and generall medium sandy silt and brown and gray silty clay t No field indication of contamination was observe Methodology Samples were collected using an AMS Powe The Powerprobe is a direct -push geoprobe ri is advanced using a percussive force, r installation involved adv 2-inch-O.D., plastic- a utility knife to expo contamination using a p samplers and associated sa boring. 50 series truck. ameter (O.D.) casing that soils in its path. Geoprobe e, then driving a 4 -foot -long, he sampler was then opened using ple anthe soil is field screened for sual and olfactory observations. Geoprobe econtaminated between each geoprobe All samples were collected using dis • • s • • le sampling equipment and immediately placed into laboratory -supplied glassware. Each sample was identified with a unique sample number, immediately logged, stored in a cooler, and transported the following day under proper chain -of - custody procedures to OnSite Environmental Inc. in Redmond, Washington. OnSite Environmental analyzed soil samples for the Resource Conservation and Recovery Act 8 Metals by U.S. Environmental Protection Agency (EPA) Method 6020 and petroleum by Method Northwest Total Petroleum Hydrocarbon Diesel -Range Extended (NWTPH-Dx). Groundwater samples were collected from geoprobe borings using temporary "micro -wells" or a mill -slotted groundwater sampler. Micro -wells consist of slotted %-inch polyethylene tubing attached to an anchor point. The anchor point was driven to depth with a probe rod and the 21-1-20815-029-L1.docx/wp/act 21-1-20815-029 SHANNON FiWILSON, INC. Ms. Diana Timpson KPFF Consulting Engineers November 30, 2011 Page 4 of 6 tubing is run through the rod and threaded to the anchor point. The probe rod was then withdrawn from the well, leaving the tubing in place. The mill -slotted groundwater sampler is a vertically slotted drill rod with a drive point at the end. The sampler was advanced to depth and allowed to fill with water. A %-inch polyethylene tube is then placed in the sampler for sampling. Once the sampler was in place, groundwater was withdrawn using %-inch polyethylene tubing attached to a peristaltic pump. Groundwater samples were analyzed for petroleum hydrocarbons and/o ' etals by NWTPH-Dx and EPA Method 6020, respectively. Analytical Results Soil samples did not contain diesel- and oil -range those collected from GP -4, GP -11, GP -15, an hydrocarbons were detected at 32 and 71 is 11 hydrocarbon concentrations ranged fro the MTCA Method A u samples. Analytical Arsenic, barium, chrome were below MTCA Metho levels. In groundwater, only to dissolved barium was not detecte MTCA Method A criterion is availab h the exception of ge petroleum g); oil -range petroleum . All detections were below was detected in groundwater etals detected in soil. All concentrations criteria and/or within state background arsenic (total and dissolved) were detected. Since tion may be attributed to sample turbidity; no r barium. Both total and dissolved arsenic are present in groundwater exceeding its MTCA Method A criterion. This detection is likely naturally - occurring because of the organic nature of site soils which tend to bind arsenic. Investigation -Derived Waste Disposal Soil cuttings from the geoprobe borings were collected in a 15 -gallon sealed and labeled drum and stored onsite pending sampling analysis. Soil was dumped onsite following receipt of analytical soil data, upon receiving concurrence by Mark Menard (Sound Transit). 21-1-20815-029-L1.docx/wp/act 21-1-20815-029 Ms. Diana Timpson KPFF Consulting Engineers November 30, 2011 Page 5 of 6 CONCLUSIONS SHANNON 6WILSON, INC. Soil containing low levels of petroleum will be encountered within the former McLeod property during construction. Although the concentrations do not exceed state cleanup criteria, the presence of detectable petroleum will place restrictions on reuse and offsite disposal of this material. Given the limited sampling completed and the sporadic spatial distribution where TPH was detected, the location of TPH-impacted soil will not likely be easy to predict. If groundwater is encountered during detention sys - 'n .tall. ' • arsenic -contaminated groundwater may be collected during dewatering. Con: rue ion de - . tering that is collected and found to contain arsenic will likely require treatme prier t..e er •'. posal in accordance with permit requirements or offsite disposal. Shannon & Wilson, Inc. has prepared and care normally exerci - • • 'mi competent environme terms and conditions letter are based on limite representative at the time o obvious during our site work c for facts that were concealed, wit We also note that the facts and condit er, using that level of skill itions by reputable and e area, and in accordance with the 5, 2011. The data presented in this e site and should be considered r areas of contamination that were not at the site. Shannon & Wilson is not responsible t fully disclosed at the time the letter was prepared. referenced in this letter may change over time, and the conclusions set forth here are described that the time of this letter. We believe that the conclusions stated here are factual, but no grantee is made or implied. This scope of work was intended to address only those environmental concerns with significant potential to result in contamination within the station footprint. The sampling effort was considered limited in extent and served as a screening effort only. It was not intended to absolutely define the lateral extent of soil and/or groundwater contamination, if any. This letter is for the exclusive use KPFF Consulting Engineers, Sound Transit, and its representatives, and in no way guarantees that an agency or its staff will reach the same conclusions as Shannon & Wilson, Inc. Shannon & Wilson, Inc. has prepared the enclosed 21-1-20815-029-L1.docx/wp/act 21-1-20815-029 SHANNON iWILSON. INC. Ms. Diana Timpson KPFF Consulting Engineers November 30, 2011 Page 6 of 6 Appendix B, "Important Information About Your Geotechnical/Environmental Report," to assist you and others in understanding the uses and limitations of our reports. Sincerely, SHANNON & WILSON, INC. Agnes Tirao, P.E. Associate EVP:ACT:SWG/act Enc: Table 1 Soil Summary (2 pages) Table 2 Analytical Results Figure 1 — Vicinity Map Figure 2 — Site and Exploratio Appendix A — • . • ' .1 L Appendix B 21-1-20815-029-L1.docx/wp/act mportant Pla orto atio technical/Environmental Report 21-1-20815-029 SHANNON & WILSON, INC. Water Observations moist below 1.8 feet moist below 1.0 foot; wet below about 12 feet moist below 1.0 feet •v moist below 3.5 feet moist below 2.0 feet moist below 1.9 feet moist below 2.8 feet moist below 3.5 feet 73 moist below 3.2 feet -v 73 moist below 2.5 feet moist below 3.0 feet Soil Description [brown and gray, slightly fine sandy, gravelly SILT gray, silty CLAY/clayey SILT brown, fine sandy, gravelly SILT brown, fine sandy, gravelly, SILT brown silty CLAY/clayey SILT _ 1 brown, silty fine SAND to fine sandy SILT brown, gravelly, fine sandy SILT to silty fine SAND gray, gravelly, clayey SILT wood at 3.8 feet (brown, gravelly, fine sandy SILT gray, silty, gravelly CLAY to clayey SILT (brown, gravelly, fine sandy SILT to silty fine SAND gray, silty CLAY to clayey SILT brown, gravelly, fine sandy SILT gray silty CLAY to clayey SILT brown, gravelly, fine sandy SILT brown/gray, silty CLAY brown, fine sandy, gravelly, SILT gray silty CLAY brown, gravelly, fine sandy SILT gray, gravelly, clayey SILT brown, gravelly, fine sandy SILT gray, silty CLAY to clayey SILT brown, gravelly, fine sandy SILT 1 gray, silty fine to medium SAND brown, gravelly, fine sandy SILT brown silty, gravelly, fine to medium SAND brown/gray, fine sandy, gravelly SILT to silty, gravelly fine SAND brown, fine sandy, gravelly SILT gray, gravelly, clayey SILT brown, fine sandy, gravelly SILT brown/gray, clayey SILT to silty CLAY Approximate Depth (below ground, feet) L 0.0-1.8 1.8-4.0 O O O O O O , O --• O 00 Li.,O 4 0.0-1.0 O -- L 0.0-1.2 1.2-4.0 0.0-3.5 O 4 Vr M O N4 O O O O N O •--. O O O 4M O. ---- 0.0-2.8 2.8-4.0 O O O v/1 M M O O 3.5-4.0 N M O O 3.2-4.0 VD N 0 O 2.6-4.0 0 4 O O kr) N O O 2.5-4.0 0.0-3.0 3.0-4.0 Geoprobe Location south end gravelless chamber south end gravelless chamber south end gravelless chamber south end gravelless chamber south end gravelless chamber south end gravelless chamber south end gravelless chamber south end gravelless chamber south end gravelless chamber south end gravelless chamber south end gravelless chamber south end gravelless chamber south end gravelless chamber south end gravelless chamber south end gravelless chamber north end gravelless chamber State Plane Northing 1 Easting 1292032.750 -� N 4 O, O N C\ vl 00 VD 4 V'1 N C\ CV 1292217.636 O VD N N N N ON N Q\ ,D N C\ .1 M •--- O O_ N C, • 1292037.460 1292042.157 1292104.306 \D D '.D .--i N Q\ N M M v-; N0 N N ON N 1292229.974 1292167.133 N 00 Oi N CA N VD k.0 M N_ N CT N 170590.494 CN N 0 O VI O 170578.704 0 M N O kn 0 00 N N N � 0 170677.336 170681.525 I` N O •--- VD 0 M S N 00 0 170778.456 170779.032 170779.124 N Ir-- �O N 00 0 170897.809 170895.027 171188.787 Geoprobe Number 4 N 4 M �O h00 4 4 Q\ C7 .--, 0 0 0 _ 0 kr) C7 VD 0 21-1-20815-029 N 0 0) cd 21-1-20815-029-L1-Tsl-2.xlsx-Table 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SHANNON & WILSON, INC. SOIL SUMMARY 0 t 0 4-4 0 CD 4.4 • 8 w 0 0 moist below 2.0 feet Soil Description d 0 0 co O v1 C). O N 0 O N 0 .2 L ao u a) a) 0) emcu. bA E a) 0 1292185.665 171311.657 1292043.822 170864.239 00 0 21-1-20815-029 21-1-20815-029-L1-Ts1-2.xlsx-Table 1 SHANNON & WILSON, INC. ANALYTICAL RESULTS Metals Arsenic 1 Barium 1 Cadmium 1 Chromium 1 Lead 1 Mercury 1 Silver 1 Selenium II Soil Samples Or O V kr)VD O V O V O V O V s O V O V r O V \JO O V r O6 V 'kf) V VD kr) O V M/1 ' O V en kr) O V 00 kr) O V V001 O V C O V ,DO O V * * ,' Groundwater Samples V o V N V --' V _M .V N V Th V <13 1 V V V Tr V .--• V __ V V --' V N V N_ V _M V M V O V O V -1 * < 0.35 00 N 0 v M M 0 v 0 M 0 v kr) M 0 v C M 0 v \O M 0 v I M 0 v Vl M 0 v \O M 0 v r N 0 v < 0.28 \O N O v < 0.27 < 0.29 C\ N O v N M O v M M O v N N r c o ' 0 V1 0 v 0 V) 0' v O V u t V V ^ cr, v3 V N N M r^`c^ V M V M b M V CO V b a O "', M 00. 0 N O O d' N ' 0 V 0 V , \O N \O '-, 0 N r N \0 N N M 10 N 00 N r N V) (4 N fes) O \ M as N M M 00 N \O V) N f7 M 00 01 -- 0O o O (4 -. O N 00 0t> <10 OS 0 S O v r V1 O v \O \0 O v 0 'O O v C\ b O v r b O v N r O v -- r O v Ct \O O v --- r O v V) v) O v \C 'n O v M V) O v M V) O v 00 V) O v 00 V) o v V \O o v '0 b 0 v N N — 1 0 v 0 v 1 V1 11) r- r 0 0 0 0 b 56 VMi n CD O n CD * * = i en VI N * 7 V .-. V M V N V <14 -. V ^ <14 -. V b ," V .-. V .-, V .-. V V V --, V -. V O N O N r r a V) V ' h Petroleum Diesel Range 1Lube Oil Range O r V r ', 'V b \a V 270 Cr,r VD V VD < 72 --- r V Cr, ,0 V --- r V 520 \C 'n V M 'n V M n ' v O Do ^' O , V ,0 V \o V 2,000 2,000 0 v V V I 0 V 0 o ") < 35 00 N V M M V N M V) M V M V b M V V) M V V) M V b M V M V1 V 00 N V b N V r N V "'- r C\ N V N M V M M V 2,000 2,000 00 V < 260 V) Geoprobe Designation -- N M , \O r o0., 0 a -" a N a M. 4 4 a a r. 4 0 a MTCA Method A (unrestricted use) MTCA Method A (industrial use) Puget Sound Metals Background GP-17:GW:4.0 GP-17:GW:6.0 (total) 11 GP-17:GW:6.0 (dissolved) N 3 0. MTCA Method A 0) U 0 7) Q y K • ypsj) v • b0 C V df1 ro N E V N a, C O ✓ E G E w G a y C )O 2 V•E`4.- w N M U -0 '6 O2 p -8 n.. = C h O w • E 2 y N au fn tV .2 a to .48 ' a E a r, e .°4F o C G 0 ' ba -0 a;:b ro aic 0 0o vO N 0 • C0 0 HUV7Q , > y tV0 V _ O -E 7 La m -0 t,D V G) 1 N E3 d E �° C U vOCII z c UO ao 21-1-20815-029 21-1-20815-029-L1-Ts1-2.xlsx-Table 2 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 Filename: J:\211\20815-029121-1-20815-029 Fig 1.dwg PROJECT LOCATION 0 1/4 1/2 1 Scale in Miles NOTE Reproduced with permission granted by THOMAS BROS. MAPS®. This map is copyrighted by Rand McNally R.L. 10-S-006. It is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. All rights reserved. Sound Transit Commuter Rail Station Geoprobe Investigation - McLeod Property Tukwila, Washington VICINITY MAP November 2011 21-1-20815-029 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants FIG. 1 SHANNON fiVVILSON. INC. APPE ANALYTICAL LA 21-1-20815-029 I OnSite Environmental Inc. 14648 NE 95th Street, Redmond, WA 98052 • (425) 883-3881 October 6, 2011 Agnes Tirao Shannon & Wilson, Inc. 400 N 34th Street, Suite 100 Seattle, WA 98103 Re: Analytical Data for Project 21-1-20815-020 Laboratory Reference No. 1109-174 Dear Agnes: Enclosed are the analytical results and associated quality control data for samples submitted on. September 27, 2011. The standard policy of OnSite Environmental, Inc. is to store require longer storage, please contact the laboratory. We appreciate the opportunity to be of service to you on this or need additional information, please feel free to call me. Sincerely, David Baumeister Project Manager Enclosures your samples for 30 days from the date of receipt. If you project. If you have any questions concerning the data, OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 2 Date of Report: October 6, 2011 Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 Case Narrative Samples were collected on September 26, 2011 and received by the laboratory on September 27, 2011. They were maintained at the laboratory at a temperature of 2°C to 6°C. General QA/QC issues associated with the analytical data enclosed in this laboratory report will be indicated with a reference to a comment or explanation on the Data Qualifier page. More complex and involved QA/QC issues will be discussed in detail below. OnSite Environmental, Inc. 14648 NE 95`h Street, Redmond, WA 98052 (425) 883-3881. This report pertains to the samples analyzed in accordance with the chain of custody, • and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 6, 2011 Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 Matrix: Soil Units: mg/Kg (ppm) Analyte Result Client ID: GP -17:3.5 Laboratory ID: 09-174-01 NWTPH-Dx (with acid/silica gel clean-up) 3 Date Date PQL Method Prepared Analyzed Flags Diesel Range Organics Lube Oil Range Organics ND 32 NWTPH-Dx 9-28-11 9-28-11 ND 64 NWTPH-Dx 9-28-11 9-28-11 Surrogate: o-Terphenyl Percent Recovery Control Limits 86 50-150 Client ID: GP -16:3.5 Laboratory ID: 09-174-02 Diesel Range Organics ND 29 NWTPH-Dx 9-28-11 9-28-11 Lube Oil 190 58 NWTPH-Dx 9-28-11 9-28-11 Surrogate: o-Terphenyl Client ID: Laboratory ID: Percent Recovery Control Limits 130 50-150 GP -1:4.0 09-174-03 Diesel Range Organics ND 35 NWTPH-Dx 9-29-11 9-29-11 Lube Oil Range Organics ND 70 NWTPH-Dx 9-29-11 9-29-11 Surrogate: o-Terphenyl Percent Recovery Control Limits 100 50-150 Client ID: GP -2:4.0 Laboratory ID: 09-174-04 Diesel Range Organics Lube Oil Range Organics ND 28 NWTPH-Dx 9-28-11 9-28-11 ND 57 NWTPH-Dx 9-28-11 9-28-11 Surrogate: o-Terphenyl Client ID: Laboratory ID: Percent Recovery Control Limits 87 50-150 GP -8:3.7 09-174-05 Diesel Range Organics Lube Oil Range Organics ND 35 NWTPH-Dx 9-29-11 9-29-11 ND 71 NWTPH-Dx 9-29-11 9-29-11 Surrogate: o-Terphenyl Percent Recovery Control Limits 102 50-150 Client ID: GP -9:4.0 Laboratory ID: 09-174-06 Diesel Range Organics Lube Oil Range Organics ND 35 NWTPH-Dx 9-28-11 9-28-11 ND 69 NWTPH-Dx 9-28-11 9-28-11 Surrogate: o-Terphenyl Percent Recovery Control Limits 75 50-150. OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 6, 2011 Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 NWTPH-Dx (with acid/silica gel clean-up) Matrix: Soil Units: mg/Kg (ppm) 4 Date Date Analyte Result PQL Method Prepared Analyzed Flags Client ID: GP -18:3.0 Laboratory ID: 09-174-07 Diesel Range Organics Lube Oil Range Organics ND 33 NWTPH-Dx 9-28-11 9-28-11 ND 66 NWTPH-Dx 9-28-11 9-28-11 Surrogate: o-Terphenyl Percent Recovery Control Limits 85 50-150 Client ID: GP -15:3.8 Laboratory ID: 09-174-08 Diesel Range Organics 71 29 NWTPH-Dx 9-28-11 9-28-11 Lube Oil 180 58 NWTPH-Dx 9-28-11 9-28-11 Surrogate: o-Terphenyl Percent Recovery Control Limits 85 50-150 Client ID: GP -10:3.9 Laboratory ID: 09-174-09 Diesel Range Organics ND 36 NWTPH-Dx 9-28-11 9-28-11 Lube Oil Range Organics ND 71 NWTPH-Dx 9-28-11 9-28-11 Surrogate: • o-Terphenyl Percent Recovery Control Limits 79 50-150 Client ID: GP -7:3.0 Laboratory ID: 09-174-10 Diesel Range Organics ND 36 NWTPH-Dx 9-28-11 .9-28-11 Lube Oil Range Organics ND 72 NWTPH-Dx 9-28-11 9-28-11 • Surrogate: Percent Recovery Control Limits o-Terphenyl 60 • 50-150 Client ID: Laboratory ID: GP -14:3.6 09-174-11 Diesel Range Organics Lube Oil Range Organics ND 27 NWTPH-Dx 9-28-11 9-28-11 ND 53 NWTPH-Dx 9-28-11 9-28-11 Surrogate: • o-Terphenyl Client ID: Laboratory ID: Percent Recovery Control Limits 96 50-150 GP -1 1:3.2 09-174-12 Diesel Range Organics Lube Oil ND 53 NWTPH-Dx 9-28-11 9-28-11 U1 520 55 NWTPH-Dx 9-28-11 9-28-11 ' Surrogate: o-Terphenyl Percent Recovery Control Limits 98 50-150 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 6, 2011 Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 NWTPH-Dx (with acid/silica gel clean-up) Matrix: Soil Units: mg/Kg (ppm) 5 Date Date , Analyte Result PQL Method Prepared Analyzed Flags Client ID: GP -6:4.0 Laboratory ID: 09-174-13 Diesel Range Organics Lube Oil Range Organics ND 34 NWTPH-Dx 9-28-11 9-28-11 ND 67 NWTPH-Dx 9-28-11 9-28-11 Surrogate: o-Terphenyl Client ID: Laboratory ID: Percent Recovery Control Limits 83 50-150 GP -3:4.5 09-174-14 Diesel Range Organics Lube Oil Range Organics ND 33 NWTPH-Dx 9-28-11 9-28-11 ND 66 NWTPH-Dx 9-28-11 9-28-11 Surrogate: o-Terphenyl Percent Recovery Control Limits 79 50-150 Client ID: GP -4:3.4 Laboratory ID: 09-174-15 Diesel Range Organics 32 30 NWTPH-Dx 9-28-11 9-28-11 N Lube Oil 270 60 NWTPH-Dx 9-28-11 9-28-11 Surrogate: o-Terphenyl Client ID: Laboratory ID: Percent Recovery Control Limits 117 50-150 GP -5:3.8 09-174-16 Diesel Range Organics Lube Oil Range Organics Surrogate: o-Terphenyl ND 35 NWTPH-Dx 9-28-11 9-28-11 ND 69 NWTPH-Dx 9-28-11 9-28-11 Percent Recovery Control Limits 66 50-150 Client ID: GP -12:3.7 Laboratory ID: 09-174-17 Diesel Range Organics Lube Oil Range Organics ND 28 NWTPH-Dx 9-28-11 9-28-11 ND 56 NWTPH-Dx 9-28-11 9-28-11 Surrogate: o-Terphenyl Percent Recovery Control Limits 104 50-150 Client ID: GP -13:3.9 Laboratory ID: 09-174-18 Diesel Range Organics Lube Oil Range Organics ND 26 NWTPH-Dx 9-28-11 9-28-11 ND 53 NWTPH-Dx 9-28-11 9-28-11 Surrogate: o-Terphenyl Percent Recovery Control Limits 83 50-150 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 6, 2011 Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 NWTPH-Dx QUALITY CONTROL (with acid/silica gel clean-up) Matrix: Soil Units: 'mg/Kg (ppm) 6 Date Date Analyte Result PQL Method Prepared Analyzed Flags METHOD BLANK Laboratory ID: MB0928S1 Diesel Range Organics Lube Oil Range Organics ND 25 NWTPH-Dx 9-28-11 9-28-11 ND 50 NWTPH-Dx 9-28-11 9-28-11 Surrogate: Percent Recovery Control Limits o-Terphenyl 117 50-150 Laboratory ID: MB0929S1 Diesel Range Organics Lube Oil Range Organics ND 25 NWTPH-Dx 9-29-11 9-29-11 ND 50 NWTPH-Dx 9-29-11 9-29-11 Surrogate: o-Terphenyl Analyte DUPLICATE Laboratory ID: Percent Recovery 117 Result 09-174-11 Control Limits 50-150 Percent Recovery RPD Recovery Limits RPD Limit Flags ORIG DUP Diesel Range Organics ND ND NA NA Lube Oil Range Organics ND ND NA NA Surrogate: o-Terphenyl 96 101 50-150 Laboratory ID: 09-174-18 ORIG DUP Diesel Range Organics ND ND NA NA Lube Oil Range Organics ND ND NA NA Surrogate: o-Terphenyl Laboratory ID: 09-194-14 83 108 50-150 ORIG DUP Diesel Range Organics ND ND Lube Oil Range Organics ND ND NA NA NA NA Surrogate: o-Terphenyl 120 120 50-150 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 6, 2011 Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 Matrix: Water Units: mg/L (ppm) Analyte Client ID: Laboratory ID: NWTPH-Dx (with acid/silica gel clean-up) Result GP-17:GW:4.0 09-174-19 PQL Date Method Prepared Date Analyzed 7 Flags Diesel Range Organics Lube Oil Range Organics ND ND 0.26 NWTPH-Dx 9-30-11 10-3-11 0.41 NWTPH-Dx 9-30-11 10-3-11 Surrogate: o-Terphenyl Client ID: Laboratory ID: Percent Recovery 98 GP-3:GW:12 09-174-20 Control Limits 50-150 Diesel Range Organics Lube Oil Range Organics ND ND 0.26 NWTPH-Dx 9-30-11 10-3-11 0.42 NWTPH-Dx 9-30-11 10-3-11 Surrogate: o-Terphenyl Percent Recovery 96 Control Limits 50-150 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 6, 2011 Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 Matrix: Water Units: mg/L (ppm) Analyte METHOD BLANK Laboratory ID: NWTPH-Dx QUALITY CONTROL (with acid/silica gel clean-up) Result M B0930W 1 8 Date Date PQL Method Prepared Analyzed Flags Diesel Range Organics ND 0.25 NWTPH-Dx 9-30-11 9-30-11 Lube Oil Range Organics ND 0.40 NWTPH-Dx 9-30-11. 9-30-11 Surrogate: Percent Recovery Control Limits o-Terphenyl 108 50-150 Analyte DUPLICATE Laboratory ID: Result 09-170-01 Percent Recovery RPD • Recovery Limits RPD Limit Flags ORIG DUP Diesel Range Organics Lube Oil Range Organics ND ND NA NA ND ND NA NA Surrogate: o-Terphenyl 97 98 50-150 OnSite Environmental; Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 6, 2011 Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 TOTAL METALS EPA 6010B/7471A 9 Matrix: Soil Units: mg/kg (ppm) Date Date Analyte Result PQL EPA Method Prepared Analyzed Flags Lab ID: 09-174-01 Client ID: GP -17:3.5 1 1 1 1 1 Arsenic ND 13 6010B 10-5-11 10-5-11 Barium 71 3.2 6010B 10-5-11 10-5-11 Cadmium ND 0.64 6010B 10-5-11 10-5-11 Chromium 32 0.64 6010B 10-5-11 10-5-11 Lead 10 6.4 6010B 10-5-11 10-5-11 Mercury ND 0.32 7471A 10-3-11 10-3-11 Selenium ND 13 6010B 10-5-11 10-5-11 Silver ND 0.64 6010B 10-5-11 10-5-11 Lab ID: 09-174-02 Client ID: GP -16:3.5 Arsenic ND 12 60106 10-5-11 10-5-11 Barium 100 2.9 6010B 10-5-11 10-5-11 Cadmium ND 0.58 6010B 10-5-11 10-5-11 Chromium 56 0.58 6010B 10-5-11 10-5-11 Lead 9.6 5.8 6010B 10-5-11 10-5-11 Mercury ND 0.29 7471A 10-3-11 10-3-11 Selenium ND 12 60106 10-5-11 10-5-11 Silver ND 0.58 60106 10-5-11 10-5-11 1 1 1 1 1 1 1 1 OnSite Environmental, Inc. 14648 NE 95`h Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 1 1 1 1 1 Date of Report: October 6, 2011 Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 TOTAL METALS EPA 6010B/7471A 10 Matrix: Soil Units: mg/kg (ppm) Date Date Analyte Result PQL EPA Method Prepared Analyzed Flags Lab ID: 09-174-03 Client ID: GP -1:4.0 Arsenic ND 14 6010B 10-5-11 10-5-11 Barium 110 3.5 6010B 10-5-11 10-5-11 Cadmium ND 0.70 6010B 10-5-11 10-5-11 Chromium 26 0.70 6010B 10-5-11 10-5-11 Lead ND 7.0 6010B 10-5-11 10-5-11 Mercury ND 0.35 7471A 10-3-11 10-3-11 Selenium ND 14 6010B 10-5-11 10-5-11 Silver ND 0.70 6010B 10-5-11 10-5-11 Lab ID: 09-174-04 Client ID: GP -2:4.0 Arsenic ND 11 6010B 10-5-11 10-5-11 Barium 53 2.8 6010B 10-5-11 10-5-11 Cadmium ND 0.57 6010B 10-5-11 10-5-11 Chromium 16 0.57 6010B 10-5-11 10-5-11 Lead ND 5.7 6010B 10-5-11 10-5-11 Mercury ND 0.28 7471A 10-3-11 10-3-11 Selenium ND 11 6010B 10-5-11 10-5-11 Silver ND 0.57 6010B . 10-5-11 10-5-11 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 11 Date of Report: October 6, 2011 Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 TOTAL METALS EPA 6010B/7471A Matrix: Soil Units: mg/kg (ppm) Date Date Analyte Result PQL EPA Method Prepared Analyzed Lab ID: 09-174-05 Client ID: GP -8:3.7 Arsenic ND 14 6010B 10-5-11 10-5-11 Barium 100 3.5 6010B 10-5-11 10-5-11 Cadmium ND 0.71 6010B 10-5-11 10-5-11 Chromium 28 0.71 6010B 10-5-11 10-5-11 Lead ND 7.1 6010B 10-5-11 10-5-11 Mercury ND 0.35 7471A 10-3-11 10-3-11 Selenium ND 14 6010B 10-5-11 10-5-11 Silver ND 0.71 6010B 10-5-11 10-5-11 Lab ID: 09-174-06 Client ID: GP -9:4.0 Arsenic ND 14 6010B 10-5-11 10-5-11 Barium 110 3.5 6010B 10-5-11 10-5-11 Cadmium ND 0.69 6010B 10-5-11 10-5-11 Chromium 27 0.69 6010B 10-5-11 10-5-11 Lead 19 6.9 6010B 10-5-11 10-5-11 Mercury ND 0.35 7471A 10-3-11 10-3-11 Selenium ND 14 6010B 10-5-11 10-5-11 Silver ND 0.69 6010B 10-5-11 10-5-11 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 1 1 1 1 1 1 1 1 1 1 1. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Date of Report: October 6, 2011 Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 Matrix: Soil Units: mg/kg (ppm) Analyte Lab ID: Client ID: 12 TOTAL METALS EPA 6010B/7471A Date Date Result PQL EPA Method Prepared . Analyzed Flags 09-174-07 GP -18:3.0 Arsenic ND 13 6010B 10-5-11 10-5-11 Barium 160 3.3 6010B 10-5-11 10-5-11 Cadmium ND 0.66 6010B 10-5-11 10-5-11 Chromium 83 0.66 6010B 10-5-11 10-5-11 Lead 8.3 6.6 6010B 10-5-11 10-5-11 Mercury ND 0.33 7471A 10-3-11 10-3-11 Selenium ND 13 6010B 10-5-11 10-5-11 Silver ND 0.66 6010B 10-5-11 10-5-11 Lab ID: Client ID: 09-174-08 GP -15:3.8 Arsenic ND 12 6010B 10-5-11 10-5-11 Barium 74 ' 2.9 6010B 10-5-11 10-5-11 Cadmium ND 0.58 6010B 10-5-11 10-5-11. Chromium 28 0.58 6010B 10-5-11 10-5-11 Lead ND 5.8 6010B 10-5-11 10-5-11 Mercury ND 0.29 7471A 10-3-11 10-3-11 Selenium ND 12 6010B 10-5-11 10-5-11 Silver ND 0.58 6010B 10-5-11 10-5-11 OnSite Environmental, Inc. 14648 NE 95`h Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 13 Date of Report: October 6, 2011 Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 TOTAL METALS EPA 6010B/7471A I Matrix: Soil Units: mg/kg (ppm) Date Date Analyte Result PQL EPA Method Prepared Analyzed Flags Lab ID: 09-174-09 Client ID: GP -10:3.9 Arsenic 16 14 6010B 10-5-11 10-5-11 Barium 100 3.6 6010B 10-5-11 10-5-11 1 Cadmium ND 0.71 6010B 10-5-11 10-5-11 Chromium 25 0.71 6010B 10-5-11 10-5-11 Lead 36 7.1 6010B 10-5-11 10-5-11 Mercury ND 0.36 7471A 10-3-11 10-3-11 Selenium ND 14 6010B 10-5-11 10-5-11 1 Silver ND 0.71 6010B 10-5-11 10-5-11 Lab ID: 09-174-10 Client ID: GP -7:3.0 Arsenic 15 14 6010B 10-5-11 10-5-11 Barium 110 3.6 6010B 10-5-11 10-5-11 Cadmium ND 0.72 6010B 10-5-11 10-5-11 Chromium 26 0.72 6010B 10-5-11 10-5-11 Lead 32 7.2 6010B 10-5-11 10-5-11 Mercury ND 0.36 7471A 10-3-11 10-3-11 Selenium ND 14 6010B 10-5-11 10-5-11 Silver ND 0.72 601OB 10-5-11 10-5-11 OnSite Environmental, Inc. 14648 NE 95`h Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 Date of Report: October 6, 2011 Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 TOTAL METALS EPA 6010B/7471A Matrix: Soil Units: mg/kg (ppm) 14 Date Date Analyte Result PQL EPA Method Prepared Analyzed Flags Lab ID: 09-174-11 Client ID: GP -14:3.6 Arsenic ND 11 6010B 10-5-11 10-5-11 Barium 53 2.7 6010B 10-5-11 10-5-11 Cadmium ND 0.53 6010B 10-5-11 10-5-11 Chromium 33 0.53 6010B 10-5-11 10-5-11 Lead ND 5.3 6010B 10-5-11 10-5-11 Mercury ND 0.27 7471A 10-3-11 10-3-11 Selenium ND 11 6010B 10-5-11 10-5-11 Silver ND 0.53 6010B 10-5-11 10-5-11 Lab ID: Client ID: 09-174-12 GP -11:3.2 Arsenic ND 11 6010B 10-5-11 10-5-11 Barium 69 2.7 6010B 10-5-11 10-5-11 Cadmium ND 0.55 6010B 10-5-11 10-5-11 Chromium 32 0.55 6010B 10-5-11 10-5-11 Lead 13 5.5 6010B 10-5-11 10-5-11 Mercury ND 0.27 7471A 10-3-11 10-3-11 Selenium ND 11 6010B 10-5-11 10-5-11 Silver ND 0.55 6010B 10-5-11 10-5-11 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 15 Date of Report: October 6, 2011 Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 TOTAL METALS EPA 6010B/7471A Matrix: Soil Units: mg/kg (ppm) Date Date Analyte Result PQL EPA Method Prepared Analyzed Lab ID: 09-174-13 Client ID: GP -6:4.0 I 1 1 Flags 1 Arsenic ND 13 6010B 10-5-11 10-5-11 Barium 110 3.4 6010B 10-5-11 10-5-11 Cadmium ND 0.67 6010B 10-5-11 10-5-11 Chromium 32 0.67 6010B 10-5-11 10-5-11 Lead 17 6.7 6010B 10-5-11 10-5-11 Mercury ND 0.34 7471A 10-3-11 10-3-11 Selenium ND 13 6010B 10-5-11 10-5-11 Silver ND 0.67 6010B 10-5-11 10-5-11 Lab ID: 09-174-14 Client ID: GP -3:4.5 Arsenic ND 13 6010B 10-5-11 10-5-11 Barium 71 3.3 6010B 10-5-11 10-5-11 Cadmium ND 0.66 6010B 10-5-11 10-5-11 Chromium 20 0.66 6010B 10-5-11 10-5-11 Lead ND 6.6 6010B 10-5-11 10-5-11 Mercury ND 0.33 7471A 10-3-11 10-3-11 Selenium ND 13 6010B 10-5-11 10-5-11 Silver ND 0.66 6010B 10-5-11 10-5-11 1 1 1 1 1 1 1 1 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Date of Report: October 6, 2011 Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 TOTAL METALS EPA 6010B/7471A Matrix: Soil Units: mg/kg (ppm) 16 Date Date Analyte Result PQL EPA Method Prepared Analyzed Flags Lab ID: 09-174-15 Client ID: GP -4:3.4 Arsenic ND 12 6010B 10-5-11 10-5-11 Barium 79 3.0 6010B 10-5-11 10-5-11 Cadmium ND 0.60 6010B 10-5-11 10-5-11 Chromium 27 0.60 6010B 10-5-11 10-5-11 Lead 13 6.0 6010B 10-5-11 10-5-11 Mercury ND 0.30 7471A 10-3-11 10-3-11 Selenium ND 12 6010B 10-5-11 10-5-11 Silver ND 0.60 6010B 10-5-11 10-5-11 Lab ID: Client ID: 09-174-16 GP -5:3.8 Arsenic ND 14 6010B 10-5-11 10-5-11 Barium 110 3.5 6010B 10-5-11 10-5-11 Cadmium ND 0.69 6010B 10-5-11 10-5-11 Chromium 26 0.69 6010B 10-5-11 10-5-11 Lead ND 6.9 6010B 10-5-11 10-5-11 Mercury ND 0.35 7471A 10-3-11 10-3-11 Selenium ND 14 6010B 10-5-11 10-5-11 Silver ND 0.69 6010B 10-5-11 10-5-11 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 1 17 Date of Report: October 6, 2011 I Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 I TOTAL METALS EPA 6010B/7471A I Matrix: Soil Units: mg/kg (ppm) I Date Date Analyte Result PQL EPA Method Prepared' Analyzed Flags Lab ID: 09-174-17 I Client ID: GP -12:3.7 Arsenic ND 11 6010B 10-5-11 10-5-11 Barium 56 2.8 6010B 10-5-11 10-5-11 1 Cadmium ND 0.56 6010B 10-5-11 10-5-11 Chromium 39 0.56 6010B 10-5-11 10-5-11 I Lead ND 5.6 6010B 10-5-11 10-5-11 Mercury ND 0.28 7471A 10-3-11 10-3-11 Selenium ND 11 6010B 10-5-11 10-5-11 I Silver ND 0.56 6010B 10-5-11 10-5-11 Lab ID: 09-174-18 Client ID: GP -13:3.9 Arsenic ND 11 6010B 10-5-11 10-5-11 Barium 54 2.6 6010B 10-5-11 10-5-11 Cadmium ND 0.53 6010B 10-5-11 10-5-11 Chromium 29 0.53 6010B 10-5-11 10-5-11 Lead 6.3 5.3 6010B 10-5-11 10-5-11 Mercury ND 0.26 7471A 10-3-11 10-3-11 Selenium ND 11 6010B 10-5-11 10-5-11 Silver ND 0.53 6010B 10-5-11 10-5-11 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 1 1 1 1 1 1 1 1 1 18 Date of Report: October 6, 2011 Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 TOTAL METALS EPA 6010B/7471A METHOD BLANK QUALITY CONTROL Date Extracted: 10-3&5-11 Date Analyzed: 10-3&5-11 Matrix: Soil Units: mg/kg (ppm) Lab ID: MB1003S1&MB1005S1 Analyte Method Result PQL Arsenic 6010B ND 10 Barium 6010B ND 2.5 Cadmium 6010B ND 0.50 Chromium 6010B ND 0.50 Lead 6010B ND 5.0 Mercury 7471A ND 0.25 Selenium 6010B ND 10 Silver 6010B ND 0.50 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 19 Date of Report: October 6, 2011 Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 TOTAL METALS EPA 6010B/7471A DUPLICATE QUALITY CONTROL Date Extracted: 10-3&5-11 Date Analyzed: 10-3&5-11 Matrix: Soil Units: mg/kg (ppm) Lab ID: 09-174-18 Sample Duplicate Analyte Result Result RPD PQL Flags Arsenic ND ND NA 10 Barium 51.0 54.4 7 2.5 Cadmium ND ND NA 0.50 Chromium 27.6 30.4 10 0.50 Lead 5.95 5.19 14 5.0 Mercury ND ND NA 0.25 Selenium ND ND NA 10 Silver ND ND NA 0.50 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 20 Date of Report: October 6, 2011 Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 TOTAL METALS EPA 6010B/7471A MS/MSD QUALITY CONTROL Date Extracted: 10-3&5-11 Date Analyzed: 10-3&5-11 Matrix: Soil Units: mg/kg (ppm) Lab ID: 09-174-18 Spike Percent Percent Analyte .Level MS Recovery MSD Recovery RPD Flags Arsenic 100 97.7 98 96.4 96 1 Barium 100 150 99 150 99 0 Cadmium 50.0 49.8 100 49.3 99 1 Chromium 100 122 94 119 92 2 Lead 250 259 , 101 255 100 1• Mercury 0.500 0.536 107 0.529 106 1 Selenium 100 96.7 97 97.0 97 0 Silver 25.0 22.5 90 22.1 88 2 OnSite Environmental, Inc. 14648 NE 95`h Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 6, 2011 Samples Submitted: September 27, 2011 Laboratory Reference: 1109-174 Project: 21-1-20815-020 MOISTURE Date Analyzed: 9-28-11 Client ID Lab ID GP -17:3.5 09-174-01 GP -16:3.5 09-174-02 GP -1:4.0 09-174-03 GP -2:4.0 09-174-04 GP -8:3.7 09-174-05 GP -9:4.0 09-174-06 GP -18:3.0 09-174-07 GP -15:3.8 09-174-08 GP -10:3.9 09-174-09 GP -7:3.0 09-174-10 GP -14:3.6 09-174-11 GP -11:3.2 09-174-12 GP -6:4.0 09-174-13 GP -3:4.5 09-174-14 GP -4:3.4 09-174-15 GP -5:3.8 09-174-16 GP -12:3.7 09-174-17 GP -13:3.9 09-174-'18 % Moisture 22 14 28 12 29 28 25 13 30 30 6 9 26 24 16 28 11 5 21 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 22 • OnSite Environmental Inc. Data Qualifiers and Abbreviations A - Due to a high sample concentration, the amount spiked is insufficient for meaningful MS/MSD recovery data. B - The analyte indicated was also found in the blank sample. C - The duplicate RPD is outside control limits due to high result variability when analyte concentrations are within five times the quantitation limit. E - The value reported exceeds the quantitation range and is an estimate. F - Surrogate recovery data is not available due to the high concentration of coeluting target compounds. H - The analyte indicated is a common laboratory solvent and may have been introduced during sample preparation, and be impacting the sample result. - Compound recovery is outside of the control limits. J - The value reported was below the practical quantitation limit. The value is an estimate. K - Sample duplicate RPD is outside control limits due to sample inhomogeneity. The sample was re -extracted and re -analyzed with similar results. L - The RPD is outside of the control limits. M - Hydrocarbons in the gasoline range are impacting the diesel range result. M1 - Hydrocarbons in the gasoline range (toluene-napthalene) are present in the sample. N - Hydrocarbons in the lube oil range are impacting the diesel range result. N1 - Hydrocarbons in diesel range are impacting lube oil range results. 0 - Hydrocarbons indicative of heavier fuels are present in the sample and are impacting the gasoline result. P - The RPD of the detected concentrations between the two columns is greater than 40. Q - Surrogate recovery is outside of the control limits. S - Surrogate recovery data is not available due to the necessary dilution of the sample. T - The sample chromatogram is not similar to a typical U - The analyte was analyzed for, but was not detected above the reported sample quantitation limit. U1 - The practical quantitation limit is elevated due to interferences present in the sample. V - Matrix Spike/Matrix Spike Duplicate recoveries are outside control limits due to matrix effects. W - Matrix Spike/Matrix Spike Duplicate RPD are outside control limits due to matrix effects. X - Sample extract treated with a mercury cleanup procedure. Y - Sample extract treated with an acid/silica gel cleanup procedure. Z - ND - Not Detected at PQL PQL - Practical Quantitation Limit RPD - Relative Percent Difference OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. O w C O z m m O m z 0 0 Crl C) 6 m 0 0 0 Reviewed by/Date Received by Relinquished by Received by Relinquished by Received by Relinquished by .,P oQ X1, LO' e0 Sampled by: EV Project Manager: Acr Project Name: /Ada cob.9444p Rag/ $41 Project Number: Z08/S' OW 3 �(♦, vl 414. Y i tnvironmentai Inc. 14648 NE 95th Street • Redmond, WA 98052 Phone: (425) 883-3881 • www.onsite-env.com —" ,%'17t% W.9°w 0 I:4- 111! � CO p to p w J -�.,p%'b • p O i W CI �1 -17 •W VI �\ AMN ` � m �GJ O g �? � 8 (Check One) ❑ Same Day ❑ 1 Day ❑ 2 Day ❑ 3 Day Standard (7 working days) (TPH analysis 5 working days) (other) Reviewed by/Date •• l \, Fo 77) � a O p) v 4 W A C_ IP Y . �1 k/ . O" p, p• �1 NWTPH-HCID Laboratory Number: U 9- 1 7 4 ..................D Ni 1,0 \11 J ,4:17.1..%.;%4 ki �X>`d g NWTPH-Gx/BTEX Xo X NWTPH Dx Volatiles by 8260B 1 d -., (,v 1 § Halogenated Volatiles by 82608 Semivolatiles by 8270D / SIM PAHs by 8270D / SIM Chromatograms with final report 0 1' V "/,0 11‹)°0°<>CXXX PCBs by 8082 33 0 Pesticides by 8081A = C CD Herbicides by 8151A 4. 0 Total RCRA Metals (8) TCLP Metals fl - HEM by 1664 _,• ----�_�Y\<% Moisture Reviewed. by/Date - Received by • Relinquished by Received by Relinquished by Received by Relinquished by ,03 II`n '_ cn a Project Manager: 4T— Project Name: Tv, ;4 Corry. -i' t af► l 54Ad A Company: 5 o►. k/•/son Project Number: I w = Lv�, ► 1 ...... , -meg ,` \, ♦ \ k \ N 1 - A 1 ,=. (Check One) ❑ Same Day ❑ 1 Day ❑ 2 Day ❑ 3 Day Standard (7 working days) (TPH analysis 5 working days) ❑ (other) Reviewed by/Date ....... I IzyOissoti .• • . ,,„. • . 1 _ 111IWTPHHCID __ _ NIRIIIRRIONNWTPH NWTPH Gx/BTEX D Volatiles by 8260B Laboratory Number: 0 9— 1 7 4 .) N 1 V\ N p�IR .1f� \� d\ k 1 Halogenated Volatiles by 8260B CSemivolatiles by 8270D / SIM PAHsby8270D/SIM PCBs by 8082 XIm Pesticides by 8081A c Herbicides by 8151A4. co 1!PI!I ' '�Total RCRA Metals (8) a TCLP Metals HEM by 1664 1-S ' % Moisture 1 1 1 0 z 0 0 En m 0 1 pi; �O 1 IL OnSite Environmental Inc. 14648 NE 95th Street, Redmond, WA 98052 • (425) 883-3881 October 31, 2011 Agnes Tirao Shannon & Wilson, Inc. 400 N 34th Street, Suite 100 Seattle, WA 98103 Re: Analytical Data for Project 21-1-20815-029 Laboratory Reference No: 1110-143 Dear Agnes: Enclosed are the analytical results and associated quality control data for samples submitted on October 21, 2011. The standard policy of OnSite Environmental, Inc. is to store your samples for 30 days from the date of receipt. If you require longer storage, please contact the laboratory. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the data, or need additional information, please feel free to call me. Sincerely, David Baumeister Project Manager Enclosures OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 31, 2011 Samples Submitted: October 21, 2011 Laboratory Reference: 1110-143 Project: 21-1-20815-029 Case Narrative 2 Samples were collected on October 20, 2011 and received by the laboratory on October 21, 2011. They were maintained at the laboratory at a temperature of 2°C to 6°C. General QA/QC issues associated with the analytical data enclosed in this laboratory report will be indicated with a reference to a comment or explanation on the Data Qualifier page. More complex and involved QA/QC issues will be discussed in detail below. i OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052(425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 31, 2011 Samples Submitted: October 21, 2011 Laboratory Reference: 1110-143 Project: 21-1-20815-029 TOTAL METALS EPA 200.817470A Matrix: Water Units: ug/L (ppb) Analyte Result PQL EPA Method Lab ID: 10-143-01 Client ID: GP-17:GW:6.0 Arsenic 97 3.0 200.8 Barium 53 25 200.8 Cadmium ND 4.0 200.8 Chromium ND 10 200.8 Lead ND 1.0 200.8 Mercury ND 0.50 7470A Selenium ND 5.0 200.8 Silver ND 10 200.8 3 1 1 1 Date Date Prepared Analyzed Flags I 1 10-26-11 10-26-1.1 10-26-11 10-26-11 1 10-26-11 10-26-11 10-26-11 10-26-11 10-26-1.1 10-26-11 10-27-11 10-27-11 10-26-11 10-26-11 t 10-26-11 10-26-11 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 1 1 1 1 1 1 1 1 1 1 4 Date of Report: October 31, 2011 Samples Submitted: October 21, 2011 Laboratory Reference: 1110-143 Project: 21-1-20815-029 TOTAL METALS EPA 200.8 METHOD BLANK QUALITY CONTROL Date Extracted: 10-26-11 Date Analyzed: 10-26-11 Matrix: Water Units: ug/L (ppb) Lab ID: MB1026W1 Analyte Method Result PQL Arsenic 200.8 ND 3.0 Barium 200.8 ND 25 Cadmium 200.8 ND 4.0 Chromium 200.8 ND 10 Lead 200.8 ND 1.0 Selenium 200.8 ND 5.0 Silver 200.8 ND 10 OnSite Environmental, Inc.' 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 31, 2011 Samples Submitted: October 21, 2011 Laboratory Reference: 1110-143 Project: 21-1-20815-029 TOTAL MERCURY EPA 7470A METHOD BLANK QUALITY CONTROL Date Extracted: 10-27-11 Date Analyzed: 10-27-11 Matrix:. Water Units: ug/L (ppb) Lab ID: MB1027W3 Analyte Method Result PQL Mercury 7470A ND 0.50 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 6 Date of Report: October 31, 2011 Samples Submitted: October 21, 2011 Laboratory Reference: 1110-143 Project: 21-1-20815-029 TOTAL METALS EPA 200.8 DUPLICATE QUALITY CONTROL Date Extracted: , 10-26-11 Date Analyzed: 10-26-11 Matrix: Water Units: ug/L (ppb) Lab ID: 10-160-01 Sample Duplicate Analyte Result Result RPD PQL Flags Arsenic ND ND NA 3.0 Barium 43.4 43.3 0 25 Cadmium . ND ND NA 4.0 Chromium ND ND NA 10 Lead 1.48 1.37 8 1.0 Selenium ND ND NA 5.0 Silver ND ND NA 10 OnSite Environmental, Inc. 14648 NE 95"' Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 31, 2011 Samples Submitted: October 21, 2011 Laboratory Reference: 1110-143 Project: 21-1-20815-029 Date Extracted: 10-27-11 Date Analyzed: 10-27-11 Matrix: Water Units: ug/L (ppb) Lab ID: 10-143-01 Analyte Mercury TOTAL MERCURY EPA 7470A DUPLICATE QUALITY CONTROL Sample Duplicate Result Result RPD PQL Flags ND ND NA 0.50 7 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 31, 2011 Samples Submitted: October 21, 2011 Laboratory Reference: 1110-143 Project: 21-1-20815-029 TOTAL METALS EPA 200.8 MS/MSD QUALITY CONTROL Date Extracted: 10-26-11 Date Analyzed: 10-26-11 Matrix: Water Units: ug/L (ppb) Lab ID: 10-160-01 8 Spike Percent Percent Analyte Level MS Recovery MSD Recovery RPD Flags Arsenic 100 99.1 99 100 100 1 Barium 100 131 87 131 88 0 Cadmium 100 95.7 96 96.8 97 1 Chromium 100 92.8 93 94.1 94 1 Lead 100 92.4 91 92.7 91 0 Selenium 100 97.3 97 101 101 4 Silver 100 92.1 92 95.7 96 4 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 31, 2011 Samples Submitted: October 21, 2011 Laboratory Reference: 1110-143 Project: 21-1-20815-029 TOTAL MERCURY EPA 7470A MS/MSD QUALITY CONTROL Date Extracted: 10-27-11 Date Analyzed: 10-27-11 Matrix: Water Units: ug/L (ppb) Lab ID: 10-143-01 9 Spike Percent Percent Analyte Level MS Recovery MSD Recovery RPD Flags Mercury 12.5 11.6 92 11.6 92 0 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 31, 2011 Samples Submitted: October 21, 2011 Laboratory Reference: 1110-143 Project: 21-1-20815-029 DISSOLVED METALS EPA 200.8/7470A 10 Matrix: Water Units: ug/L (ppb) Date Date Analyte Result PQL EPA Method Prepared Analyzed Flags Lab ID: 10-143-01 Client ID: GP-17:GW:6.0 Arsenic 55 3.0 200.8 10-21-11 10-26-11 Barium ND 25 200.8 10-21-11 10-26-11 Cadmium ND 4.0 200.8 10-21-11 10-26-11 Chromium ND 10 , 200.8 10-21-11 10-26-11 Lead ND 1.0 200.8 10-21-11 10-26-11 Mercury ND 0.50 7470A 10-21-11 10-27-11 Selenium ND 5.0 200.8 10-21-11 10-26-11 Silver ND 10 200.8 10-21-11 10-26-11 OnSite Environmental; Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 11 Date of Report: October 31, 2011 Samples Submitted: October 21, 2011 Laboratory Reference: 1110-143 Project: 21-1-20815-029 DISSOLVED METALS EPA 200.8/7470A METHOD BLANK QUALITY CONTROL Date Filtered: 10-21-11 Date Analyzed: 10-26&27-11 Matrix: Water Units: ug/L (ppb) Lab ID: MB1021 F1 Analyte Method Result PQL Arsenic 200.8 ND 3.0 Barium 200.8 ND 25 Cadmium 200.8 ND 4.0 Chromium 200.8 ND 10 Lead 200.8 ND 1.0 Mercury 7470A ND 0.50 Selenium 200.8 ND 5.0 Silver 200.8 ND 10 OnSite Environmental, Inc. 14648 NE 95`h Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 12 Date of Report: October 31, 2011 Samples Submitted: October 21, 2011 Laboratory Reference: 1110-143 Project: 21-1-20815-029 DISSOLVED METALS EPA 200.8/7470A DUPLICATE QUALITY CONTROL Date Filtered: 10-21-11 Date Analyzed: 10-26&27-11 Matrix: Water Units: ug/L (ppb) Lab ID: 10-143-01 Sample Duplicate Analyte Result Result RPD PQL Flags Arsenic 55.1 54.7 1 3.0 Barium ND ND NA 25 Cadmium ND ND NA 4.0 Chromium ND ND NA 10 Lead ND ND NA 1.0 Mercury ND ND NA 0.50 Selenium ND ND NA 5.0 Silver ND ND NA 10 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 13 Date of Report: October 31, 2011 Samples Submitted: October 21, 2011 Laboratory Reference: 1110-143 Project: 21-1-20815-029 DISSOLVED METALS EPA 200.8/7470A MS/MSD QUALITY CONTROL Date Filtered: 10-21-11 Date Analyzed: 10-26&27-11 Matrix: Water Units: ug/L (ppb) Lab ID: 10-143-01 Spike Percent Percent Analyte Level MS Recovery MSD Recovery RPD Flags Arsenic 200 259 102 258 101 1 Barium 200 215 108 220 110 2 Cadmium 200 198 99 202 101 2 Chromium 200 184 92 181 91 2 Lead 200 195 97 199 100 3 Mercury 12.5 12.2 98 11.9 95 3 Selenium 200 208 104 210 105 1 Silver 200 195 98 195 98 0 OnSite•Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 14 titt OnSite Environmental Inc. Data Qualifiers and Abbreviations A - Due to a high sample concentration, the amount spiked is insufficient for meaningful MS/MSD recovery data. B - The analyte indicated was also found in the blank sample. C - The duplicate RPD is outside control limits due to high result variability when analyte concentrations are within five times the quantitation limit. E - The value reported exceeds the quantitation range and is an estimate. F - Surrogate recovery data is not available due to the high concentration of coeluting target compounds. H - The analyte indicated is a common laboratory solvent and may have been introduced during sample preparation, and be impacting the sample result. - Compound recovery is outside of the control limits. J - The value reported was below the practical quantitation limit. The value is an estimate. K - Sample duplicate RPD is outside control limits due to sample inhomogeneity. The sample was re -extracted and re -analyzed with similar results. L - The RPD is outside of the control limits. M - Hydrocarbons in the gasoline range are impacting the diesel range result. M1 - Hydrocarbons in the gasoline range (toluene-napthalene) are present in the sample. N - Hydrocarbons in the lube oil range are impacting the diesel range result. N1 - Hydrocarbons in diesel range are impacting lube oil range results. 0 - Hydrocarbons indicative of heavier fuels are present in the sample and are impacting the gasoline result. P - The RPD of the detected concentrations between the two columns is greater than 40. Q - Surrogate recovery is outside of the control limits. S - Surrogate recovery data is not available due to the necessary dilution of the sample. T - The sample chromatogram is not similar to a typical U - The analyte was analyzed for, but was not detected above the reported sample quantitation limit. U1 - The practical quantitation limit is elevated due to interferences present in the sample. V - Matrix Spike/Matrix Spike Duplicate recoveries are outside control limits due to matrix effects. W - Matrix Spike/Matrix Spike Duplicate RPD are outside control limits due to matrix effects. X - Sample extract treated with a mercury cleanup procedure. Y - Sample extract treated with an acid/silica gel cleanup procedure. Z - ND - Not Detected at PQL PQL - Practical Quantitation Limit RPD - Relative Percent Difference OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. m c 0 z r m 0 m z 0 0 El) 0 v 1 xi m 0 0 0 0 E 0 Reviewed by/Date Received by Received by Relinquished by Relinquished by Received by Relinquished by 83 GS I N v CD O. 0- 'c rri Project Manager: ACC Project Name: T,Akw11q C•a•.1•*l' FFtl ( Sia r� Project Number: a-I-20srs—oact Company: 544.‘ NIA 1 Lv►1o. -4°4 . Environmental Inc. Phone: (425) 883-3881 • Fax: (425) 885-4603 "t , t 0 1 ► II: 4 1 \ ._.. \i J 10 7 03 Chira 11 1 B (Check One) ❑ Same Day ❑ 1 Day ❑ 2 Day ❑ 3 Day . Standard (7 working days) (TPH analysis 5 working days) ❑ (other) 11 4 Reviewed by/Date (7... fl''''' s (yys ?1.4. NWTPH-HCID Laboratory Number: 1 0 -1 4 3 -- 7J - 97- ---Volatiles 47 NWTPH-Gx/BTEX NWTPH-Dx by 8260B 4- 41-D 41�•. O q) � � ' V 1 Halogenated Volatiles by 8260B Semivolatiles by 8270D PAHs by 8270D / SIM JChromatograms with final report ❑ QOJI Sad g -y e' s��nt-404 )S PCBs by 8082 1 co Pesticides by 8081A c rD Herbicides by 8151A u) Total RCRA Metals (8) 144.1 1 A di'tta1 leA t]. TCLP Metals HEMby1664 .2/ % Moisture SHANNON 6VVILSON. INC. APPENDI IMPORTANT IN YOUR GEOTECHNICA PORT 21-1-20815-029 -11 IISHANNON & WILSON, INC. Geotechnical and Environmental Consultants Attachment to and part of Report 21-1-20815-029 Date: November 29, 2011 To: Ms. Diana Timpson KPFF Consulting Engineers IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONMENTAL REPORT CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. Consultants prepare reports to meet the specific needs of specific individuals. A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise, your consultant prepared your report expressly for you and expressly for the purposes you indicated. No one other than you should apply this report for its intended purpose without first conferring with the consultant. No party should apply this report for any purpose other than that originally contemplated without first conferring with the consultant. THE CONSULTANT'S REPORT IS BASED ON PROJECT -SPECIFIC FACTORS. A geotechnical/environmental report is based on a subsurface exploration plan designed to consider a unique set of project -specific factors. Depending on the project, these may include: the general nature of the structure and property involved; its size and configuration; its historical use and practice; the location of the structure on the site and its orientation; other improvements such as access roads, parking lots, and underground utilities; and the additional risk created by scope -of -service limitations imposed by the client. To help avoid costly problems, ask the consultant to evaluate how any factors that change subsequent to the date of the report may affect the recommendations. Unless your consultant indicates otherwise, your report should not be used: (1) when the nature of the proposed project is changed (for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one, or chemicals are discovered on or near the site); (2) when the size, elevation, or configuration of the proposed project is altered; (3) when the location or orientation of the proposed project is modified; (4) when there is a change of ownership; or (5) for application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors which were considered in the development of the report have changed. SUBSURFACE CONDITIONS CAN CHANGE. Subsurface conditions may be affected as a result of natural processes or human activity. Because a geotechnical/environmental report is based on conditions that existed at the time of subsurface exploration, construction decisions should not be based on a report whose adequacy may have been affected by time. Ask the consultant to advise if additional tests are desirable before construction starts; for example, groundwater conditions commonly vary seasonally. Construction operations at or adjacent to the site and natural events such as floods, earthquakes, or groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical/environmental report. The consultant should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS. Site exploration and testing identifies actual surface and subsurface conditions only at those points where samples are taken. The data were extrapolated by your consultant, who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. While nothing can be done to prevent such situations, you and your consultant can work together to help reduce their impacts. Retaining your consultant to observe subsurface construction operations can be particularly beneficial in this respect. Page 1 of 1/2011 A REPORTS CONCLUSIONS ARE PRELIMINARY. The conclusions contained in your consultant's report are preliminary because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Actual subsurface conditions can be discerned only during earthwork; therefore, you should retain your consultant to observe actual conditions and to provide conclusions. Only the consultant who prepared the report is fully familiar with the background information needed to determine whether or not the report's recommendations based on those conclusions are valid and whether or not the contractor is abiding by applicable recommendations. The consultant who developed your report cannot assume responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. THE CONSULTANTS REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur when other design professionals develop their plans based on misinterpretation of a geotechnical/environmental report. To help avoid these problems, the consultant should be retained to work with other project design professionals to explain relevant geotechnical, geological, hydrogeological, and environmental findings, and to review the adequacy of their plans and specifications relative to these issues. BORING LOGS AND/OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT. Final boring logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final boring logs and data are customarily included in geotechnical/environmental reports. These final logs should not, under any circumstances, be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of boring log or monitoring well misinterpretation, contractors should be given ready access to the complete geotechnical engineering/environmental report prepared or authorized for their use. if access is provided only to the report prepared for you, you should advise contractors of the report's limitations, assuming that a contractor was not one of the specific persons for whom the report was prepared, and that developing construction cost estimates was not one of the specific purposes for which it was prepared. While a contractor may gain important knowledge from a report prepared for another party, the contractor should discuss the report with your consultant and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. Some clients hold the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes that aggravate them to a disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnical/environmental engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against consultants. To help prevent this problem, consultants have developed a number of clauses for use in their contracts, reports and other documents. These responsibility clauses are not exculpatory clauses designed to transfer the consultant's liabilities to other parties; rather, they are definitive clauses that identify where the consultant's responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your report, and you are encouraged to read them closely. Your consultant will be pleased to give full and frank answers to your questions. The preceding paragraphs are based on information provided by the ASFE/Association of Engineering Firms Practicing in the Geosciences, Silver Spring, Maryland Page 2 of 2 1 /201 1 IHSRNONENVIRONMEWILSL ONs INC. December 9, 2011 Ms. Diana Timpson KPFF Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 ALASKA CALIFORNIA COLORADO FLORIDA MINNESOTA MISSOURI OREGON WASHINGTON RE: CONSTRUCTION CONSIDERATIONS AND CONTINGENCIES RELATING TO CONTAMINATED MATERIALS AT THE FORMER MCLEOD PROPERTY, TUKWILA COMMUTER RAIL STATION PR S CT, TUKWILA, WASHINGTON Dear Ms. Timpson: Shannon & Wilson, Inc. provided environmental service at th orm: Mc . property, located within the Tukwila Station project footpri r su mar' - es co . truction considerations relating to impacted or contaminencountered during station development, based on the results o o ► mi geQpro s dy ►. hannon & Wilson, Inc., 20111). Site Description The former McLeod property is Longacres Way and adjacent west of the BNSF Railway (BNSF) railroad tracks alo : the city mits of Cities of Renton and Tukwila (Figure 1). The site is currently undeveloped and c • ve' - d with grass and blackberries. It is generally flat and elevation ranges from about 20 to 24 feet. Near -surface soils are comprised of fill (sandy, gravelly silt) with an underlying native clayey silt to silty clay that has variable sand and organic content. Groundwater was encountered in Shannon & Wilson, Inc., 2011, Draft geoprobe investigation, former McLeod property, Tukwila Commuter Rail Station, Tukwila, Washington: Report prepared by Shannon & Wilson, Inc., Seattle, Wash., for KPFF Consulting Engineers, Seattle, Wash., project no. 21-1-20815-029, November 30. 400 NORTH 34TH STREET, SUITE 100 P.O. BOX 300303 SEATTLE, WASHINGTON 98103 206-632-8020 FAX 206-695-6777 TDD 1-800-833-6388 www.shannonwilson.com 21-1-20815-029 SHANNON 6VVILSON, INC. Ms. Diana Timpson KPFF Consulting Engineers December 9, 2011 Page 2 of 6 geotechnical test pit explorations ranging from 5 to 6 feet below ground surface (Shannon & Wilson, Inc., 20102). Proposed Commuter Rail Station Design documents are currently being developed for construction_ of the Tukwila Station. Station. elements include construction of: passenger platforms, parking, a pedestrian bridge over the adjacent BNSF railroad tracks, canopies and shelters, and e s site stormwater detention and conveyance systems. Based on review of the Draft 20113), the most significant excavations on the fo installation of the storm drainage detention system. excavated from the site in the detention system area will generate over 30,000 cubic yards of soil th also be encountered, requiring that dewaterin mittal drawings (KPFF Team, rty appear to be for th of the soil to be This excavation Groundwater may plis construction. Previous Environmental Studies Phase I and II Enviro diligence requiremen petroleum was detected one soil sample; it was dete criterion (Shannon & Wilson, criteria and within Puget Sound ba only dissolved arsenic was detected ompleted in 1998 to support due ater sampling were completed. No e exception of oil -range hydrocarbons in del ' .)(ics Control Act (MTCA) Method A cleanup tected metals were below their MTCA Method A evels. In one of four site groundwater samples, a . e its MTCA Method A criterion. 2 Shannon & Wilson, Inc., 2010, Geotechnical report, Tukwila Commuter Rail Station, Tukwila, Washington: Report prepared by Shannon & Wilson, Inc., Seattle, Wash., for KPFF Consulting Engineers, Seattle, Wash., project no. 21-1-20815-012, September 9. 3 KPFF Team, 2011, Sound Transit Tukwila Station, Tukwila, Washington: Design drawings prepared by KPFF Consulting Engineers and Tetra Tech INCA, for Sound Transit, Seattle, Wash., contract no. RTA/CP 0101-05. August. a Shannon & Wilson, Inc., 1998, Phase II environmental site assessment, McLeod property, Tukwila, Washington: Report prepared by Shannon & Wilson, Inc., Seattle, Wash., for Sound Transit, Real Estate Division, Seattle, Wash., project no. T-6003-12, November 30. 21-1-20815-029-L2.docx/wp/act 21-1-20815-029 SHANNON iWILSON. INC. Ms. Diana Timpson KPFF Consulting Engineers December 9, 2011 Page 3 of 6 During the recent geoprobe investigation, low levels of petroleum were detected in soil within the former McLeod property (GP -4, GP -11, GP -15, and GP -16, Figure 2) and elevated arsenic (total and dissolved) was detected in site groundwater (GP -17, Figure 2, Shannon & Wilson, Inc., 20115). Although the petroleum concentrations do not exceed state cleanup criteria for soil, the presence of detectable petroleum will likely place restrictions on reuse and offsite disposal of this material. Arsenic -contaminated water that is collected will likely require treatment prior to sewer disposal in accordance with permit requirements or . ffsite disposal. CONSTRUCTION C Environmental conditions should be considered du ■ Petroleum -impacted soil is present sp detected below state cleanup crite accepted at a non -permitted or "cl prepared to handle soil in vic dispose of mate i . offsite bullet). • Soil cont subject to i cannot be plac as backfill in uti clean layer of soil a with arid the ith p Petroleum was 'al may not be the contractor should be locations as follows: e on site (see following A criteria may be re -used on site the following restrictions: (1) the soil groundwater, (2) the soil cannot be used 3) t - soil must be covered with a 1 -foot -thick vement or vegetation. • No soil contamination t t exc- -ds a regulatory criteria is expected on the property. However, the contractor s . d be aware of the potential presence of contamination. If differing contaminated soil conditions are encountered or suspected, analytical testing will be required to determine disposal and possible end uses of the excavated soil. • Soil found to contain contaminant concentrations exceeding MTCA Method A industrial criteria should be disposed of offsite at a facility permitted to accept the material. Soil containing contaminant concentrations below industrial criteria but exceeding unrestricted criteria may also require offsite disposal. 5 Shannon & Wilson, Inc., 2011, Draft geoprobe investigation, former McLeod property, Tukwila Commuter Rail Station, Tukwila, Washington: Report prepared by Shannon & Wilson, Inc., Seattle, Wash., for KPFF Consulting Engineers, Seattle, Wash., project no. 21-1-20815-029, November 30. 21-1-20815-029-L2.docx/wp/act 21-1-20815-029 SHANNON iWILSON, INC. Ms. Diana Timpson KPFF Consulting Engineers December 9, 2011 Page 4 of 6 • Arsenic -contaminated groundwater is present beneath the site and dewatering may be required to construct the project. Water may require settlement and/or filtration, at a minimum, prior to sewer discharge. The contractor will be required to meet permit discharge conditions, which could include compliance sampling and/or additional treatment. • The Contractor will be required to have the appropriate health and safety training for grading and dewatering operations. Worker health and safety is governed by the Occupational Safety and Health Administratio Title 29 Labor Part 1910 regulations and Washington Labor and Industries. T Site -Specific Health and Safety Plan ( anticipated work conditions, exposure monitoring requirements, emergency pr relating to the presence of petroleum and investigation, all contractor personnel SSHSP. The contractor will be res safety requirements at the work si • Grading operations and han encounter co : - d s petroleum, Offsite d require sam etals, or po osal • soil ling . u d an: ysis. co tr. to will be required to prepare a • elude sections on al protective equipment, air cation requirements starting the field nderstand the per health and ting them. the railroad corridor may pled, but they could contain ar . ons from long-term railroad use. itted to accept the material) will e soi roma ty tha • Management o allow for analytic y result in schedule or work area impacts to emporary staging. RUCTION CONTINGENCY Contingency plans and fund are recommended for excavation and removal of the potentially - contaminated soil and groundwater. Rough estimates that could be incorporated into the design as construction contingency are provided below. • Impacted Soil Management and Disposal - Four of 18 sample locations found detectable petroleum. With no apparent source or specific area of the site that could be classified as "impacted," one could assume 20 percent (four divided by 18) of the estimated 30,000 cubic yards (cy) of material to be excavated, or about 6,000 cy, will contain detectable petroleum that will require special handling. Assume a conversion of 1.5 tons/cy; 6,000 cy is approximately 9,000 tons. 21-1-20815-029-L2.docx/wp/act 21-1-20815-029 SHANNON iWILSON. INC. Ms. Diana Timpson KPFF Consulting Engineers December 9, 2011 Page 5 of 6 Assume about $10/cy to handling, or approximately $60,000. Assume about $25/ton for disposal at a permitted facility, or approximately $225,000. - Estimated Contingency: $285,000 ■ Management of Arsenic -contaminated Groundwater It is not known if dewatering will be re : uired, duration, or what method the contractor may use to accomplish dew. to i ng of any excavations. For the purpose of this document, assu 3 the . r equired and sumps only (no well points or dewatering wells ► wil a sed. T s contingency is to evaluate the management of the contami costs associated with dewatering design or operation/m Assume about $1,500/month . , . aUp: it • omplia ce monitoring and reporting, or $9,000. Assume about $5,000/• on fo. atmen. sy em ; ntal/maintenance, or $30,000. • Contamin. ed S • 1 Ma •age n . nd 'sposa - No kn s n c. tame a ated of soi ontaining contaminant concentrations exceedin clea • c 'teria is p - sent on the McLeod property. However, there is a po -ntia .r contaminated soil to be present along the railroad corridor. Assu ' ing a 3-f%ot thick, 560 feet long, and 100 feet wide horizon, approximately 6, 10 c or 9,450 tons of soil that may require special handling and off-site disposa . Assume about $15/cy for handling, or approximately $94,500. Assume about $50/ton for disposal at a permitted facility, or approximately • $324,000. Estimated Contingency: $418,500 Please note that these estimated contingency amounts do not include management time required by Sound Transit, the Resident Engineer, or the Design Team. 21-1-20815-029-L2.docx/wp/act 21-1-20815-029 Ms. Diana Timpson KPFF Consulting Engineers December 9, 2011 Page 6 of 6 LIMITATIONS SHANNON 6WILSON, INC. Shannon & Wilson, Inc. has prepared this letter in a professional manner, using that level of skill and care normally exercised for similar projects under similar conditions by reputable and competent environmental consultants currently practicing in the area, and in accordance with the terms and conditions set forth in our proposal dated August. 25, 2011. Shannon & Wilson is not responsible for facts that were concealed, withheld, or not fully disclosed at the time the letter was prepared. We also note that the facts and conditions over time, and the conclusions set forth here are d that the conclusions stated here are factual, but no renced in this letter may change ime of this letter. We believe or implied. This letter is for the exclusive use KPFF Consulting 'nginee. , So. nd ' . ' it, and its representatives, and in no way guarantees that a . g • its ff 1 reac the same conclusions as Shannon & Wilson, Inc. Sha on Wils. c. h.. prepared the enclosed Appendix A, "Important Information Ab s our : • techm .. l . vir• nmental Report," to assist you and others in understan. 'n: the u : nd 'mita ion our orts. Sincerely, SHANNON & WILS Agnes Tirao, P.E. Associate ACT:SWG/act Enc: Table 1 — Analytical Results Figure 1 — Vicinity Map Figure 2 — Site and Exploration Plan Appendix A — Important Information About Your Geotechnical/Environmental Report 21-1-20815-029-L2.docx/wp/act 21-1-20815-029 z z 0 J •0 z z N Metals 11 H CD CL CI cA0 = 0 07 r0 0 v vr i 0 v sc 0 v 'o 0 v \ 0 v sc 0 v s 0 v n 0 v vp 0 v r- 0 V '.i• 0 v ° 0 v kn 0 V kn 0 v °'n° 0 v °'n°0 0 v 0 v 0 v * * ' ' - V 0 0.4 V , ' N V V V V - V - V V V - V <14 <14 •-• V -. V _ V _ V N V r V en V V en • O V O V kii' v V1 M O V 0o N 0 V M M 0 V O M 0 V V1 M 0 V V M 0 v M 0 V V1 M 0 V < 0.35 < 0.36 r N O V 0o N O V 0 N O V < 0.27 0, N O v < 0.29 N M O V M M O V N N r O ' O V) 0 V O V1 0 V ' ' r V r--.0 vi V •D V .M, 0. �p V .r, M - r V �; M .�. .0 'n V40 �' M V1 V 0o V1 V CP. ^ M 00 O V1 N O p n. N Groundwater Samples ' O .v V O ,� V ' i '0 N 'O O N r N 'O N N M 'O N CO N r V1 N N N M Os M O• N M M CO N 'O an N M cry 00 c O O N Ci O o N 48 <10 <10 O O r O V r Vl O V '0 '0 O V 0 '0 O V 0\ 0 O V r vz, O V N r O V --' r O V 01 .-. ,0 r O O V V V) vt O V V:› h O V M V1 O V M h O V 00 kr, O V 00 Vl O V 0 O V 'O '0 O V N N -- 14 O V O V I V1 'Mn IL n- 011 OH c0 001 OH Os v. l In r- 100 . N '? ■ t= I In < 25 1■ V V V V V V v V <14 16 .^ V .-. V .-. V - V - V - V M-, V o N 0r N s ' a V1 �A I V Petroleum O r V r V1 V l0 ,0 V O r N 0, '0 V r ,c, V NT- r V t� V 0 r V V 520 \0 VI V M VI V M VI V^ 0 00 ^ 0 V ,0 VD V 2,000 2,000 • _O v V < 420 1 O o N Vl M V 00 NM V M V N M Vl M V V M V 0 M V Vl M V Vl ‘.0 M M V V M v -,N V 00 V 0 N V r_ N V r 01 N V N en V < 33 2,000 2,000 0 V 1 0 V I OOS Geoprobe Designation -- a N a 000 M 0 v a C7 r s C7 •0 d. 0 r d. 0 00 a 0 0 0 a a 0 .--. a 0 N 0• 0 en a 0 v a C7 ^ a 0 b a 0 s a (D .00 a C7 MTCA Method A (unrestricted use) MTCA Method A (industrial use) Puget Sound Metals Background . GP-17:GW:4.0 11 GP-17:GW:6.0 (total) 11 GP-17:GW:6.0 (dissolved) GP-3:GW:12 MTCA Method A • 0 U 0 U 1jI N5. fro.'ro � r C O E ;o 0 c. . c_ 2 .5 50" cv ' E O O O O 2 lt v Y Po ctl h oM U •2 E oE E a ai G o0 cn ro.E Z. no ❑ E 6 5 -E E OaQ °c. E a F.i cy ( v 'a' ` 010 O v2 C c ...>0,3 ..2' .. N ° pad U U y i -0 0 F N Q y •u o a ro ro •°' o o 'o 8 _.4 as F, 0. 0 ✓ a y 0 d ��++ 0 V N O O N V ¢ x° E 7:,.. U 0 X 3 u o FU' 0 E 2 2 N b 0 Q C 0 a.5 t 0 O - 0 E-. II z cn U zm cnnC7 V* E .. 00 21-1-20815-029 21-1-20815-029-L2-TI.xlsx-Table 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Filename: J:\211\20815-029\21-1-20815-029 Fig 1.dwg Date: 11-15-2011 PROJECT LOCATION 0 1/4 1/2 1 Scale in Miles NOTE Reproduced with permission granted by THOMAS BROS. MAPS®. This map is copyrighted by Rand McNaIIy R.L. 10-S-006. It is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. All rights reserved. Sound Transit Commuter Rail Station Geoprobe Investigation - McLeod Property Tukwila, Washington VICINITY MAP November 2011 21-1-20815-029 SHANNON & WILSON, INC. FIG. 1 Geotechnical and Environmental Consultants 1 APPE IMPORTANT IN YOUR GEOTECHNI SHANNON 6VVILSON. INC. PORT 21-1-20815-029 ISHANNON & WILSON, INC. Geotechnical and Environmental Consultants Attachment to and part of Report 21-1-20815-029 Date: December 9, 2011 To: Ms. Diana Timpson KPFF Consulting Engineers • IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONMENTAL REPORT CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. Consultants prepare reports to meet the specific needs of specific individuals. A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise, your consultant prepared your report expressly for you and expressly for the purposes you indicated. No one other than you should apply this report for its intended purpose without first conferring with the consultant. No party should apply this report for any purpose other than that originally contemplated without first conferring with the consultant. THE CONSULTANT'S REPORT IS BASED ON PROJECT -SPECIFIC FACTORS. A geotechnical/environmental report is based on a subsurface exploration plan designed to consider a unique set of project -specific factors. Depending on the project, these may include: the general nature of the structure and property involved; its size and configuration; its historical use and practice; the location of the structure on the site and its orientation; other improvements such as access roads, parking lots, and underground utilities; and the additional risk created by scope -of -service limitations imposed by the client. To help avoid costly problems, ask the consultant to evaluate how any factors that change subsequent to the date of the report may affect the recommendations. Unless your consultant indicates otherwise, your report should not be used: (1) when the nature of the proposed project is changed (for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one, or chemicals are discovered on or near the site); (2) when the size, elevation, or configuration of the proposed project is altered; (3) when the location or orientation of the proposed project is modified; (4) when there is a change of ownership; or (5) for application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors which were considered in the development of the report have changed. SUBSURFACE CONDITIONS CAN CHANGE. Subsurface conditions may be affected as a result of natural processes or human activity. Because a geotechnical/environmental report is based on conditions that existed at the time of subsurface exploration, construction decisions should not be based on a report whose adequacy may have been affected by time. Ask the consultant to advise if additional tests are desirable before construction starts; for example, groundwater conditions commonly vary seasonally. Construction operations at or adjacent to the site and natural events such as floods, earthquakes, or groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical/environmental report. The consultant should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS. Site exploration and testing identifies actual surface and subsurface conditions only at those points where samples are taken. The data were extrapolated by your consultant, who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. While nothing can be done to prevent such situations, you and your consultant can work together to help reduce their impacts. Retaining your consultant to observe subsurface construction operations can be particularly beneficial in this respect. Page 1 of2 1/2011 A REPORTS CONCLUSIONS ARE PRELIMINARY. The conclusions contained in your consultant's report are preliminary because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Actual subsurface conditions can be discerned only during earthwork; therefore, you should retain your consultant to observe actual conditions and to provide conclusions. Only the consultant who prepared the report is fully familiar with the background information needed to determine whether or not the report's recommendations based on those conclusions are 'valid and whether or not the contractor is abiding by applicable recommendations. The consultant who developed your report cannot assume responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. THE CONSULTANTS REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur 'when other design professionals develop their plans based on misinterpretation of a geotechnical/environmental report. To help avoid these problems, the consultant should be retained to work with other project design professionals to explain relevant geotechnical, geological, hydrogeological, and environmental findings, and to review the adequacy of their plans and specifications relative to these issues. BORING LOGS AND/OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT. Final boring logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only fmal boring logs and data are customarily included in geotechnical/environmental reports. These final logs should not, under any circumstances, be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of boring log or monitoring well misinterpretation, contractors should be given ready access to the complete geotechnical engineering/environmental report prepared or authorized for their use. 'If access is provided only to the report prepared for you, you should advise contractors of the report's limitations, assuming that a contractor was not one of the specific persons for whom the report was prepared, and that developing construction cost estimates was not one of the specific purposes for which it was prepared. While a contractor may gain important knowledge from a report prepared for another party, the contractor should discuss the report with your consultant and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. Some clients hold the mistaken impression, that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes that aggravate them to a disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnical/environmental engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against consultants. To help prevent this problem, consultants have developed a number of clauses for use in their contracts, reports and other documents. These responsibility clauses are not exculpatory clauses designed to transfer the consultant's liabilities to other parties; rather, they are definitive clauses that identify where the consultant's responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these defmitive clauses are likely to appear in your report, and you are encouraged to read them closely. Your consultant will be pleased to give full and frank answers to your questions. The preceding paragraphs are based on information provided by the ASFE/Association of Engineering Firms Practicing in the Geosciences, Silver Spring, Maryland Page 2 of 2 1/2011 1 R1s C;0P:7 1 cam.. e. � Tukwila SoundePStation' ----- i North Site Development 1 1 1 1 1 1 1 1 1 1 1 KO FOR MANCE F8 25 iZt CIV ®f Tukwila o UILDONG DMS OGS Building Permit Application Appendix c: Surface Water Management Report TETRA TECH INCA Prepared for: Sound Transit Union Station 401 South Jackson Street Seattle, WA 98104-2826 EI• Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 ' KPFF Project No. 111026 June 15, 2012 1 am C;3v�L Part 1L SRI Surface Water Management Report Sound Transit Tukwila Commuter Rail Station Improvements' Tukwila, Washington Final Sound Transit Project No: RTA/CP 101-05 Prepared by: TETRA TECH INCA June 2012 GfTYR OF TUKWU fAU6.16-2O111 PERMIT CENTER Tukwila Commuter Rail Station Improvements Tukwila, Washington Surface Water Management Report Certificate of Engineer The technical information and data contained in this report was prepared under the direct supervision of Dale Lydin, Professional Engineer, whose seal to practice in the State of Washington as such, is affixed above. Surface Water Management Report — 90% Tukwila Commuter Rail Station Improvements June 2012 Table of Contents SECTION 1- PROJECT OVERVIEW 1 SECTION 2 - CONDITIONS AND REQUIREMENTS SUMMARY 4 CORE REQUIREMENT #1 DISCHARGE AT THE NATURAL LOCATION 4 CORE REQUIREMENT #2 OFFSITE ANALYSIS 5 CORE REQUIREMENT #3 FLOW CONTROL 5 CORE REQUIREMENT #4 CONVEYANCE SYSTEM CORE REQUIREMENT #5 EROSION AND SEDIMENT CONTROL CORE REQUIREMENT #6 MAINTENANCE AND OPERATION CORE REQUIREMENT #7 FINANCIAL GUARANTEES AND LIABILITY 6 CORE REQUIREMENT #8 WATER QUALITY SPECIAL REQUIREMENT #1 OTHER ADOPTED AREA -SPECIFIC REQUIREMENTS 7 SPECIAL REQUIREMENT #2 FLOOD HAZARD AREA DELINEATION 7 SPECIAL REQUIREMENT #3 FLOOD PROTECTION FACILITIES 7 SPECIAL REQUIREMENT #4 SOURCE CONTROL 7 SPECIAL REQUIREMENT #5 OIL CONTROL 7 SECTION 3 - OFFSITE ANALYSIS 8 UPSTREAM ANALYSIS 8 DOWNSTREAM ANALYSIS 9 SECTION 4 - FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 12 EXISTING SITE HYDROLOGY (PART A) 12 DEVELOPED SITE HYDROLOGY (PART B) 13 PERFORMANCE STANDARDS (PART C) 17 FLOW CONTROL SYSTEM (PART D) 17 WATER QUALITY SYSTEM (PART E) 21 SECTION 5 - CONVEYANCE SYSTEM ANALYSIS AND DESIGN 35 SECTION 6 - SPECIAL REPORTS AND STUDIES 36 SECTION 7 - OTHER PERMITS 38 SECTION 8 - CSWPPP ANALYSIS AND DESIGN 38 ESC PLAN ANALYSIS AND DESIGN (PART A) 38 SWPPS PLAN DESIGN (PART B) 40 SECTION 9 - BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 40 SECTION 10 - OPERATION AND MAINTENANCE 40 Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 ii Table of Appendices APPENDIX A FIGURE 2 — DOWNSTREAM BASIN MAP FIGURE 3 — EXISTING CONDITIONS BASIN MAP FIGURE 4 — DEVELOPED CONDITIONS BASIN MAP APPENDIX B WWHMV3 PROJECT REPORT FOR THE "SITE" BASIN APPENDIX C WWHMV3 PROJECT REPORT FOR THE "EAST" BASIN APPENDIX D CONVEYANCE DESIGN APPENDIX E PUMP STATION APPENDIX F STORMWATER OPERATION AND MAINTENANCE MANUAL APPENDIX G SOUTH ACCESS DRIVEWAY Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 iii 1 ISection 1- Project Overview 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 The Tukwila Commuter Rail Station project will construct a new commuter rail station including a 390+ stall passenger vehicle parking lot, passenger drop-off areas, and bus loading and unloading zones. Existing temporary train access platforms and shelters will be replaced with permanent facilities including access ramps and stairs. Associated site improvements include new driveways onto Longacres Way (an easement road), landscaping, stormwater management facilities, and typical utility extensions. The existing Burlington Northern Sante Fe (BNSF) embankment will be widened to accommodate a future third rail line (there are two existing). Work for the Tukwila Station improvements will be performed within the limits of the City of Tukwila and the City of Renton. Most of the work will be performed within the City of Tukwila, south of Longacres Way (see Figure 1 — Vicinity Map). Work performed within the City of Renton .boundary will include construction of embankment widening, stairs and ramps, portions of the waiting platforms, an emergency vehicle access road, and some construction staging. Table 1 summarizes the parcels that will be affected by construction of this project: Table 1— Parcel Data Assessor's Parcel No. Parcel Owner Jurisdiction 00058-00020 Sound Transit Tukwila 00058-00007 BNSF Tukwila 24230-49034 City of Tukwila Tukwila 08867-00050 Boeing Renton 08867-00070 Boeing Renton Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 1 sw tcm fJ �----SN: 151151 y a ] 6W t9A SI Project Location sMU 51 11 9 17910 R-Ze i d Renton 3 9w-55/309155--1 31 1St -- 9' 9 1999191 5W 1}061 A4 Y ' -'. 9CI I 1jj91A 1155111115 -91995,9 ; 5 1990151 f 5 1Po 151 ./'•'91Lg 1 4 15711,51...2 -9/995191 '-a wan 91 S, 9102nd S!'M"...ifSI- 919,5. g... -6 L j �S T t99111'4J a y: 1- 9199119/ 9 +91511 w Figure 1- Vicinity Map --^'• 5 192nd Si A S HI N 1 S K ,1 ' N •°iG Most of the project improvements will be constructed on the west side of the BNSF railroad tracks in the City of Tukwila's "Nelson Place" sub -basin. This project area discharges to an existing ditch north of Longacres Way and west of the BNSF tracks. Stormwater runoff from the sub -basin flows northerly, then easterly in a culvert under the BNSF tracks to a manhole east of the railroad embankment. Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 2 From there up to 18 cfs flows easterly to the Boeing Pond and then through a constructed channel and wetlands to Springbrook Creek. The remainder of the flow is directed to a dedicated storm trunk in SW 16th Street (City of Renton), which flows to Springbrook Creek. Springbrook Creek flows to King County's Black River pump station which lifts the water and discharges into the Green River, eventually reaching the Duwamish River and Elliott Bay. A small portion of the project will be constructed on the east side of the BNSF tracks within the City of Renton. The west side of the existing parking lot, adjacent to the BNSF embankment flows northerly, discharging to the existing BNSF ditch north of Longacres Way and at the easterly toe of the BNSF embankment. This ditch flows north to the point where it joins the flow from the culvert under the BNSF tracks and follows the same downstream flowpath described above. Existing pipes in the parking lot are flat or have high points so that the easterly portion of the existing parking lot flows to the east, into buried infiltration wells within the Boeing property. From these, water flows easterly under the surface, to the Boeing Pond. New conveyance facilities will be constructed in the portion of the existing parking lot that is being developed by this project and stormwater will continue to be conveyed northerly to the BNSF ditch. Runoff from the easterly undeveloped area will continue to flow easterly to the Boeing property. . Within this report, the main project area west of the BNSF tracks will be referred to as the "SITE" basin and the smaller area to the east of the BNSF tracks will be referred to as the "EAST" basin. The main "SITE" basin and the "EAST" basin are in the same Threshold Discharge Area because they converge within one quarter of a mile downstream from the project site. Some road and drainage improvements will also occur south of the "SITE" basin for a south access driveway connection to Strander Boulevard. These improvements are not addressed in this report, but are instead addressed in a separate memo prepared by KPFF and included in Appendix G. Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 3 Section 2 - Conditions and Requirements Summary Improvements for the Tukwila. Commuter Rail Station project will be performed in one Threshold Discharge Areas (TDA) (see Core Requirement #2 discussion below), however the site will be treated as two separate basins. The larger basin lies entirely within the City of Tukwila and is called "SITE" basin within this report. About 5.43 acres of impervious surfacing will be added within the 7.28 acre "SITE" basin. The smaller 2.05 acre basin is referred to in this report as the "EAST" basin and lies completely within the City of Renton. Impervious area will be decreased by about 3,000 square feet from 1.35 acres to 1.28 acres within this basin. Additionally, about 10,800 square feet (0.25 acres) of that 1.28 acres is. for a temporary platform area (an area that will be removed when a proposed third rail line is constructed in the future) and will be paved with porous pavement so that all runoff is infiltrated in that portion of the basin. Stormwater management requirements for this project are developed based on the 2009 King County Surface Water Design Manual (KCSWDM) and various amendments made to those requirements by the City of Tukwila and the City of Renton. By agreement, the entire project is under the jurisdiction of the City of Tukwila with review and consultation by the City of Renton. All Core and Special requirements apply for the "SITE" basin because more than 2,000 square feet of impervious surfacing will be created. Following is a list of the minimum requirements with descriptions of how each requirement will be met: Core Requirement #1 Discharge at the Natural Location Basin "SITE": All runoff from this basin discharges to a 13.5' wide open ditch drainage channel north of Longacres Way at the western toe of the BNSF embankment as can be seen in Figure ,3. Runoff from the developed site will discharge from two underground detention chamber facilities, through pipes that will be connected directly to the headwall of the existing box culvert where it meets the open ditch. Basin "EAST": Runoff from this basin flows to the conveyance system within the Boeing parking lot and north to an existing open ditch drainage channel, north of Longacres Way at the eastern toe of the BNSF embankment. Runoff from the developed site will discharge via an existing pipe to this BNSF ditch where it begins Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 4 north of Longacres Way. This channel flows north to the point where it joins with flow from the Nelson Place sub -basin, east of the BNSF embankment. It is assumed that the existing functionality of both ditches (west and east of the BNSF tracks) and the existing outfall elevations to those ditches will be maintained. A review of the 100% plans for BNSF's "ST2 Track Improvement Project — Easement 3" indicates that the ditch east of the BNSF tracks (and north of Longacres Way) will be relocated to the east to allow for embankment widening. The plans indicate that the ditch will be rebuilt above its existing elevation. This must be resolved when that project moves forward. Core Requirement #2 Offsite Analysis Project improvements for both the "SITE" and "EAST" basins will be performed within one Threshold Discharge Area (TDA) since their downstream paths converge within one quarter mile. This TDA eventually discharges to Springbrook Creek in the vicinity of Oakesdale Avenue to the east. Basin "SITE" and Basin "EAST": The downstream conveyance system for the City's Nelson Place sub -basin has been the subject of several engineering studies and reports including initial analysis by Kramer Chin and Mayo in the 1980's, from which a basin wide conveyance system was envisioned (including improvements extending to Springbrook Creek), and analysis by Sverdrup Inc. as part of the Boeing campus redevelopment project. A Level 1 downstream analysis is included in Section 3 this report. In addition, this report summarizes the issues addressed in all previous reports. Core Requirement #3 Flow Control The City of Tukwila and the City of Renton have both designated the project's sub - basin area (which is contributory to Springbrook Creek) as a "Peak Rate Flow Control" standard area. Developed peak runoff rates cannot exceed peak rates for the 2 -year, 10 -year, and 100 -year existing condition storm events. Peak rate flow control will be provided for the "SITE" basin by routing most of the runoff from the commuter rail station through two underground detention facilities, . each with an outlet control structure. Additional flow control will be provided within the "SITE" basin by use of bioretention cells. Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 5 The "EAST" basin will not have flow control since both impervious surfacing and peak rates will decrease as a result of the project. The "EAST" basin is treated separately from the "SITE" basin; therefore the reduction in peak flows 'in the "EAST" basin will not be accounted for in the "SITE" basin .modeling. Core Requirement #4 Conveyance System The conveyance system for the new commuter rail station and all off-site bypass piping will be designed to convey the 25 -year peak rate stormevent and to safely pass the 100 -year storm event in accordance with Section 3.2 and Chapter 4 of the KCSWDM. Spill control will be provided by naturally vegetated areas and by the outlet control structure tee located within the outlet control storm structures. Core Requirement #5 Erosion and Sediment Control Control of erosion for this project is required in the construction documents in accordance with Section 1.2.5.2 and Appendix D of the KCSWDM. Erosion control plans and details have been included in the project plan set. Core Requirement #6 Maintenance and Operation A stormwater management system operation and maintenance manual is included in the appendix. Core Requirement #7 Financial Guarantees and Liability Financial guarantees will be provided as required by the City of Tukwila in their developer agreement with Sound Transit. Core Requirement #8 Water Quality There are no special treatment requirements for runoff that flows to Springbrook Creek. Portions of Springbrook Creek are listed on the State Department of Ecology's 303d list showing impairment in regard to Dissolved Oxygen and Fecal Coliform parameters. Water treatment will be provided for the new commuter rail station by use of bioretention cells, bioswales, and proprietary treatment units (cartridge filter vaults). Water quality treatment is not required for improvements within the "EAST" basin because the new access road is for emergency vehicle access only and will not be used regularly for traffic. Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 6 Special Requirement #1 Other Adopted Area -Specific Requirements There are no area specific requirements for the Nelson Place or Springbrook Creek basins except as discussed in the Flow Control requirements section above. Special Requirement #2 Flood Hazard Area Delineation The project area is not within the latest floodplain mapping prepared by the King County River and Floodplain Management Unit but is adjacent to (and runoff drains to) the mapped floodplain. Floodplain issues are addressed in this report in the Downstream Analysis, in the Conveyance System Analysis and Design, and within the Special Reports and Studies. Special Requirement #3 Flood Protection Facilities The Tukwila Commuter Rail Station lies within an area that is dependent on the Green River levee and the Black River pump station for flood control. Both of those systems are managed by King County. Development of the project will not have a direct effect on those systems because flow control detention will be provided on the project site. Special Requirement #4 Source Control There will not be any commercial or industrial uses occurring on the developed site. The site will be used for passenger vehicle short term (daily) parking, bus drop-off and pick-up, and for rail passenger waiting and loading. Sound Transit will perform routine maintenance of the paved areas and the storm system. There will be no access, parking, or other routine activities occurring on the east side of the railroad embankment. Special Requirement #5 Oil Control There will not be any parking of buses or any other vehicles within Basin "EAST", which lies within the City of Renton. Oil control is not required for Basin "EAST." Basin "SITE" consists of the commuter rail station parking lot, the paratransit loop, and bus loading and drop-off areas. Passenger vehicles will not come and go as frequently as they do for typical high -use retail and commercial land uses. Passenger vehicles will typically be parked in the new lot for all or most of each day. Bus service will be provided for the new station but there will not be any fleet Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 7 parking and, this station will not be a main hub. Only a few routes will service this site. The new bus loop roadway to be constructed on the site will be similar to a low-volume public street with transit stops and will not be a high use urban transit center or fleet parking yard. For these reasons, Basin "SITE" is not considered to be a "high use" site as defined in the King County or WSDOE stormwater management design manuals. As such, oil control will not be required. Some level of oil control will be provided by use of bioretention cells to treat runoff from all passenger vehicle parking areas. Also, oil and other floating matter will be trapped within the outlet control manholes. Section 3 - Offsite Analysis The project lies within the City of Tukwila's Nelson Place sub -basin. Runoff from the sub -basin eventually flows to King County's Black River pump station north of the Renton Metro sewage treatment plant. The Black River pump station pumps water from Springbrook Creek up , into the lower reaches of the Green River which becomes the Duwamish waterway further to the north and then empties into Elliot Bay. A Level 1 Downstream Analysis has been performed in accordance with the King County Surface Water Design Manual requirements, including definition of the study area, review of resources, and a visual qualitative inspection of the downstream drainage paths. Upstream Analysis The commuter rail station site slopes from the south to the north at less than 0.5% over a distance of about 930 feet. The City of Tukwila operates a small aggregate storage yard directly south of the Sound Transit property which drains to the north into the project area. The project area is enclosed by railroad embankments on both the east and west sides. The embankments are about 12 feet higher than the site and drain toward the site down 2:1 slopes. .Surface water travels through the site_ by sheet flow and through drainage channels along the toe of both railroad embankments. Figure 3 shows the existing site basin and the extent of the offsite contributing drainage areas. Runoff from the railroad embankment areas that will not be improved or used by Sound Transit and from the southern offsite contributing area will not be allowed to Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 8 enter the new stormwater management system for the commuter rail station. Runoff from the Union Pacific railroad (western) embankment will be caught at the toe of that slope and will continue to flow to the north along the west side of the site improvements. Runoff from the aggregate pit and the Burlington Northern railroad (eastern) embankment will be collected at the south end of the proposed improvements and routed through the site improvements in a separate bypass pipe that will combine with site drainage downstream of detention, and discharge to the open ditch north of Longacres Way and west of the BNSF tracks. Downstream Analysis Runoff from the project drains to the north within the Nelson Place sub -basin, crosses easterly under the BNSF embankment to a manhole on the east side. Per the Boeing Customer Services Training Center Stormwater Technical Information Report, dated November 1992, up to 18 cfs (25 year peak) flows easterly from that manhole to the Boeing Pond. All flows above 18 cfs overflow to Springbrook Creek by closed conveyance within SW 16th Street in the City of Renton. The Boeing Pond discharges easterly to Springbrook Creek via a vegetated stream and extensive mash system. The downstream flow path is shown in Figure 2 in Appendix A. Table 2 on the following page is a reach by reach description of the downstream flow path. Reach 1 is downstream of the main site basin (from the Nelson Place sub - basin). Reach 2 is downstream of the east basin and converges with Reach 1 within a quarter mile. These downstream reaches will not be altered. The downstream conveyance system was inspected in February 2010 for the purpose of preparing this report. The open ditch between the box culvert in Longacres Way and the pipe crossing under the railroad embankment (Reach 1) is heavily vegetated and has not been maintained. Surveyed elevations of the bottom of the box culvert taken through several manhole access lids indicate that there might be a small buildup of sediment (possibly about a tenth of a foot) within the lower half of the box. City of Tukwila Capital Improvement Project 87-DRO2 (which is currently unfunded) will improve a portion of the Nelson Place sub -basin downstream conveyance system by constructing a new 48 -inch diameter crossing underneath the BNSF embankment and connecting to the existing 48 -inch pipe system in SW 16th Street. This would replace existing 24 -inch and 18 -inch diameter pipes within that reach (Reaches 1-3 and 1-4 in Table 2). Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 9 Table 2 — Downstream Flowpath Descriptions Reach # Downstream Distance Description Length Location 1-1 0' 13.5' wide ditch w/2:1 side slopes @ 0.04% 9401f North side of Longacres Way, west side of BNSF embankment (at toe) 1-2 940' 24" pipe @ 0.50% 951f Crosses under BNSF embankment to the east 1-3 1035' 18" RCP @ 0.80% 841f West of the Longacres access road 1-3A 1035' 18" RCP 4801f Easterly to the Boeing Pond 1-4 1119' 48" RCP @ 0.10% 19031f North side of SW 16th Street 1-5 3022' 48" RCP @ 0.94% 471f North side of SW 16th Street 1-6 3069' 48" RCP @ 0.50% 1021f North side of SW 16th Street 1-7 3171' 48" RCP @ 0.56% 541f North side of SW 16th Street 3225' Tidegate outfall to creek Springbrook Creek Reach # Downstream Distance Description Length Location 2-1 0' 12" RCP @ 0.00% 9401f North side of Longacres Way, east side of BNSF embankment (at toe) 940' Trapezoidal- shaped ditch w/2:1 side slopes @ 0.04% 9401f Converges with Reach 1-2 Hydraulic characteristicPaes for the Springbrook Creek basin are well understood and have been modeled several times since the Black River pump station was constructed in 1972. The latest modeling of the Springbrook Creek associated floodplain reflects recent channel improvements both upstream and downstream of where runoff from the project site enters the creek. Discussion of the downstream 100 -year floodplain is included in Section 7 (Special Reports and Studies) of this report. Normal operation of the Black River pump station increases the pumping rate as the level in the intake (and Springbrook Creek) rises. However, by agreement, the Black River pump station must decrease output whenever flow rates in the Green River are high enough to cause the river to approach flood stage. Allowable pumped discharges are reduced progressively from approximately 3,000 cfs to 0 cfs as flows in the Green River at Auburn increase from 9,500 cfs to 12,000 cfs. A report prepared by RW Beck in 1997 titled "City of Renton East Side Green River Watershed Project Plan and Environmental Impact Statement Volume 1" used a Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 10 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 combination of historic discharges to the Green River from the Howard Hansen dam, future basin build out planning data, continuous record basin modeling (for determination of in channel flow rates), and performance tested pumping rates at the Black River pump station to model water levels in Springbrook Creek for various scenarios. Table 8-2 in the RW Beck report indicates that the elevation of Springbrook Creek in the vicinity of SW 16th Street will be at 10.7 (NAD) for the 2 - year conveyance scenario, 11.6 for the 25 -year conveyance scenario, and at 16.6 for the 100 -year worse case storage scenario (100 -year peak flows in Springbrook Creek with the Black River pump station shut down). Previous backwater study of the downstream path determined a tailwater elevation of 16.20. The Tukwila Commuter Rail Station project will construct two underground detention facilities to limit the peak runoff discharge rates for the 2 -year, 10 -year and 100 -year return events so that there will be no increase in conveyance rates within the downstream conveyance system as a result of this project. Most of the Tukwila Station site will be at elevation 22.5 or higher. Active storage within the underground detention facilities is provided between elevations 17.5 and 19.83 for the south end facility and between elevations 17.5 and 19.5 for the north end facility. Floodplain issues are discussed further in Section 7 of this report. Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 11 Section 4 - Flow Control and Water Quality Facility Analysis and Design Flow control will be provided for the Tukwila Station development by use of bioretention cells and two underground detention facilities for the main portion of the site and by removal of existing impervious surfaces for the project area on the east side of the BNSF tracks. The two basins for this project are "SITE" and "EAST". Peak Rate Flow Control is required for the "SITE" basin only. The Peak Rate Flow Control standard requires that peak runoff rates for theexisting site condition 2 -year, 10 -year, and 100 -year return events not be exceeded for the developed conditions for those same events. Continuous modeling must be used to determine peak rates and statistics. Western Washington Hydrology Model version 3 (WWHMv3) was used to calculate peak rates for basin "SITE" (City of Tukwila) based on a continuous rainfall record for the location of the site within King County. WWHMv3 was used for basin "SITE" so that peak runoff rate attenuation effects of routing runoff through bioretention cells, and bioswales prior to the underground detention facilities could be taken into account with one homogenous model. The following sub -sections contain the details of the design of the flow control management systems for this project. Existing Site Hydrology (Part A) Figure 3 in Appendix A "Existing Conditions Basin Map" shows existing conditions of the project basins including coverage, total area, and the amounts of existing pervious and impervious area. Four existing basins are shown. Two are the project basins ("SITE -EX" and "EAST -EX") and two are offsite contributing basins ("OSW" and "OSE") that will flow through or around the developed site. Basin "SITE -EX" is the 7.28 acre main site area that drains to the north within the City of Tukwila. Basin "EAST -EX" is the 2.08 acre area that drains to the east through Boeing property within the City of Renton and then to the north. Existing soils are modeled as "till" because the Soils Conservation Service mapping shows that the soil is the Woodinville Silt Loam series. Groundwater monitoring conducted by the project geotechnical engineer (Shannon and Wilson, Inc.) on the site and surrounding areas indicates that the maximum groundwater surface is at elevation 17.5. There are very few trees within the site. The vegetation is mostly overgrown Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 12 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 grass and blackberry. Table 3 summarizes the model input foreach existing sub - basin. The WWHMv3 project report for "SITE" is included in Appendix B. Table 3 — Existing Basin Summary Data Basin Total Area (AC) Pervious Area (Till) (AC) Impervious Area (Till) (AC) OSW - 1.935 1.888 0.047 OSE 6.325 5.925 0.400 SITE -EX 7.277 6.932 0.345 EAST -EX 2.076 0.689 1.387 Developed Site Hydrology (Part 8) The existing Tukwila Station platforms and shelters within the BNSF right of way will be replaced with new shelters and platforms. The existing commuter rail station designated parking area east of BNSF on Boeing property will no longer be utilized by Sound Transit. Parking for about 390 passenger vehicles will be constructed west of BNSF, along with passenger vehicle (paratransit) drop off zones, bus loading zones, covered shelters, plaza walkways, sidewalks, ramps and stairs. Improvements will also include new utility services and a stormwater management system consisting primarily of bioretention cells, conveyance piping, and two large, shallow underground detention facilities. Figure 4 in Appendix A "Developed Conditions Basin Map" shows the configuration of the developed sub -basins including coverage, total area, and the amounts of existing pervious and impervious area. For the developed, condition, the main "SITE" basin has been divided into several sub -basins corresponding to the individual catchment areas for water quality treatment facilities. These include sixteen bioretention cells (BR1-16), two bioswales (BS1-2), and two cartridge filter units such as Contech StormFilter Catch Basins (CF1-2). The "SITE" basin also includes areas that are directly to detention. These consist of the new platform and embankment slope on the west side of BNSF right of way, a portion of the entry plaza and roof drain tightlines (S1-6). There is also a bypass area at the north end of the site (BY) that will be improved but is Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 13 impractical to treat and too low to be conveyed to detention. This bypass area will be offset by routing the pump station (PS) catchment area (which includes part of the bypass area and some offsite area) to detention. A new pump station will be located at the northwest corner of the site to replace an existing pump station which is located on the north side of Longacres Way, just east of the Union Pacific Railroad (UPRR) right of way. The pump station sub -basin will include offsite area (currently draining to the existing pump station) and some additional onsite area (too low to reach detention by gravity flow) and is similar to the bypass basin in both size and percent impervious. This "flow control area trade" effectively eliminates the detention bypass, meaning there is no true bypass incorporated into the WWHMv3 model. The two offsite basins (OSW and OSE) are also shown on the "Developed Conditions Basin Map"but will not flow through the site detention facilities. Sixteen bioretention cells will be placed within the parking lot, typically between rows of parking stalls, although one is located in the art planter at the paratransit loop. Pavement will be sloped toward each cell so that runoff will enter through curb inlets. A perforated underdrain pipe will capture runoff that filters through the bioretention soil media, although some infiltration into the underlying site soils may occur. The geotechnical report anticipates a long term infiltration rate of less than 0.01 inches per hour; therefore, flow control modeling assumes that there is no infiltration and 100% of the runoff volume flows through each cell and into detention. Runoff from the platforms will sheet flow onto the adjacent embankments that will be prepared with composted topsoil. Any runoff that does not soak into the embankment fill (for larger storm events) will be collected in interceptor landscape and trench underdrains and piped to the detention facilities. The western access drive is graded to slope to a cartridge filter vault (CF1) at the south end and two grass -lined bioswales (BS1 and BS2) at the north end, before being piped to detention. A portion of the transit drive (bus loop) also contributes to the two bioswales; the remaining area is treated by a cartridge filter vault and then piped to detention. Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements November 2011 Page 14 The pump station (PS) ;basin consists of an offsite area in Longacres Way to the northwest of the site and a small portion of onsite area at the northwest corner of the site. The pump station will be a duplex system within a large diameter catch basin that will be piped to the south detention system Aria small diameter force main. The pump station will be designed by the contractor. Future plans for the BNSF right-of-way include the addition of a third rail line. The Tukwila Station project will prepare for that future phase by widening the existing railroad embankment by about 30 feet to the east. A temporary platform will be constructed of porous pavement to service the existing second rail but will be removed when the third rail project is constructed. The eastern side of the BNSF tracks will also be developed with permanent platforms, shelters, stairways, and ramps. Road access to the east side will be for emergency vehicles and maintenance purposes only. An emergency vehicle access lane with hammerhead turnaround will be constructed at the bottom of the new eastern embankment. For the developed basin calculations, the area of the porous temporary platform is removed from the total basin area to reflect infiltration into the granular railroad embankment fill. The developed condition for this basin also reflects elimination of the existing impervious area that will be removed to prepare the subgrade for the new granular embankment fill. Similar to the west side embankment, runoff from the platforms and shelters on the east side will sheet flow onto the adjacent embankments that will be prepared with composted topsoil. Any runoff that does not soak into the embankment fill (for larger storm events) will be collected in interceptor trench underdrains and piped to the access road below. A new conveyance system will be installed within the east fire access road and will discharge into the BNSF ditch using an existing 12 inch diameter pipe. Track underdrains and area drains within the walkways on the east side will also be tightlined to this new conveyance system. The east embankment improvements will disrupt some existing catch basins and pipes on Boeing property. Affected portions of the existing conveyance system within the east side 'of the existing Boeing parking lot will be reconnected to the new conveyance system to help maintain some functionality of that existing system. Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements November 2011 Page 15 The goal of the design for the east basin is to not increase the amount of existing impervious areas, so that the existing runoff rates and volumes will not be exceeded by the development of the east side of the project. Table 4 below summarizes the model input data for each developed sub -basin. Table 4 - Developed Basin Summary Data Basin Total Pervious Area Impervious Area (AC) (AC) (AC) OSW (Offsite West) 1.935 1.888 0.047 OSE (Offsite East) 6.325 4.993 1.332 SITE -DEV South Detention CF1 (Cartridge Filter) 0.301 0.086 0.215 BR1-4 (Bioretention) 1.012 0.091 0.921 BR5-8 (Bioretention) 0.628 0.066 0.562 BR9-12 (Bioretention) 1.144 0.099 1.045 BR13 (Bioretention) 0.347 0.020 0.327 BR14 (Bioretention) 0.293 0.025 0.268 BR15 (Bioretention) 0.213 0.049 0.164 BR16 (Bioretention) 0.306 0.077 0.229 S1 (Site) 0.589 0.219 0.370 52 (Site) 0.032 0.000 0.032 PS (Pump Station) 0.666 0.266 0.400 North Detention BS1 (Bioswale) 0.217 0.068 0.149 BS2 (Bioswale) 0.677 0.170 0.507 CF2 (Cartridge Filter) 0.443 0.155 0.288 S3 (Site) 0.118 0.000 0.118 S4 (Site) 0.109 0.034 0.075 55 (Site) 0.106 0.081 0.025 56 (Site) 0.706 0.000 0.076 SITE -DEV Totals 7.277 1.506 5.771 EAST -DEV 2.076 0.704 1.372 Surface Water Management Report - Final Tukwila Commuter Rail Station Improvements June 2012 Page 16 C 0 C C 1 1 Performance Standards (Part C) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 The City of Tukwila and the City of Renton have both designated the project's sub - basin area (which is contributory to Springbrook Creek) as a "Peak Rate Flow Control" standard area. Developed peak runoff rates cannot exceed peak rates for the 2 -year, 10 -year, and 100 -year existing condition storm events. The conveyance system for the new commuter rail station and all off-site bypass piping will be designed to convey the 25 -year peak rate storm event and to safely pass the 100 -year storm event in accordance with Section 3.2 and Chapter 4 of the KC SWDM. The "basic" water quality treatment menu is required for this project. Flow Control System (Part D) Figure 5 shows the configuration of the sub -basins as modeled within the WWHMv3 software. 1�■ 1-4 54 4St 1' . or. IS S2 _ .0. Sr. �..0..a 15 lb ES1ISSt .�. e4 SS ICH. 4' ISS .�. c If P SIM _ r ..., IIIIIIIIhqqili41‘kNhlhlliNll Gilt DErrt • t401t CN MEN -hal Figure 5 - Developed Condition WWHMv3 Model Configuration for "SITE" Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 17 The site has two detention systems, one at the north end and one at the south end. Each is represented by a gravel trench bed (GTB1 and GTB2) in WWHMv3 and both connect to the same point of compliance. The bioretention (BR) basins all flow to trapezoidal ponds which represent the bioretention cell ponding areas. The overflow and underflow (outlets 1 and 2) from all the bioretention cells are routed to the detention systems. The bioswale basins (BS1 and BS2) are routed through open channels representing each of the bioswales and then to detention. The remaining basins, which include the cartridge filters (CF1, CF2), the western embankment, plaza area and the roof drain tightlines (S1- 6) all flow directly to detention. Separate model input and result printouts for the water quality basins are included in Part E (Water Quality Design) below. Figures 6 and 7 below show the input data for the two detention systems. The layer porosity is based on a typical cross section by one manufacturer. The bottom of the live storage is at elevation 17.50 for the north system and 17.00 for the south system. The south system is modeled a half foot lower because the piping between the control structure and outlet manifold slopes from elevation 17.00 to 17.50. The south detention structure itself is at invert 17.50. For the south detention system (GTB 1), the 2 -year, 10 -year, and 100 - year stage storage depths are 1.27', 1.93', and 2.82', which correspond to elevations 18.27' and 18.93', and 19.82'. For the north detention system (GTB 2), the 2 -year, 10 -year, and 100 -year stage storage depths are 1.07', 1.50', and 1.95', which correspond to elevations 18.57' and 19.00', and 19.45'. The stage storage tables are shown on the last page of Appendix B. Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 18 1 1 Facility Nnme Downstream Connection Facility Type - Precipitation Applied to Faciity (Evaporation lofiir Facility Bottom Elevation (ft) Facility Dimensions Trench Length Trench Bottom Width Effective Total Depth Bottom slope of Trench Left Side Slope Right Side Slope Material Layers for Layer 1 Thickness (ft) Layer 1 pawky Layer 2 Thickness (ft) Layer 2 porosity Layer 3 Thickness (ft) Layer 3 porosity Infiltration !NO Q5 0.05 2.33 Q9f 0 0 'Gravel Trench Bed 1 Outlet 1 0 Outlet 2 [0 GravelTrench/Bed Quick TrenchI 17 Outlet Structure Riser Height (ftJ (2 B Riser D ameter(n) ri 2 Riser Type Ina( Notch Type Outlet 3 Orifice Diameter Height OMex Number (In) (Ft) (cfs) 1 f2.35 0 0.214 2 13.7 (2_..___ —; ; 0.32757 3 to ÷i io 0 Trench Volume at Riser Head (acre -ft) 1.317 Pond Increment [nib -.'.i rn Show Pond Table ;Open Table Figure 6 — Model Input for South Detention System I- ctltty Name 'Gravel Trench Bed 2 Outlet 1 Outlet 2 Downstream Connection Facility Type I Predpiation Appied to Factity r �vepaatiori�h'dto�aal� Facility Bottom Elevation (ft) Facility Dimensions Trench Length Trench Bottom Width Effective Total Depth Bottom slope of Trench Left Side Slope Right Side Slope Material Layers for Layer 1 Thickness (ft) Layer 1 porosity Layer 2 Thickness (ft) Layer 2 porosity Layer 3 Thickness (ft) Layer 3 porosity Infiltration `NO 0 0 Gravel Trench/Bed Quick Trench j '17.5 8o 8o 2 0.00001 0 0 Outlet Structure Riser Height (It) (1 g5 Riser Diameter(n) 12. Riser Type ;Flat Notch Type Outlet 3 0 Orifice Diameter Height OMex Number (In) (Ft) (cis) 1 1 5 _ ! 0 0.08357 2 125 :;,1 _; 0.16415 3 10 O .. 0 Trench Volume at Riser Head (aae-ft) .270 Pond Increment Show Pond Table `0.10 e 'Open Table Figure 7 — Model Input for Detention Chambers — North End The detention system design controls flow rates from the site so that the developed discharge peak rates for the 2, 10, and 100 -year return periods will not exceed the existing peak rates for the same return periods. Figure 8 shows the existing (pre - developed flow) and developed (mitigated flow) peak release rates for Point of Compliance 1, which includes the discharge for both detention systems. Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 19 10E 1 0 10E 501 POC 1 Redeveloped 801 POC 1 Mitigated flow ee��aat3 j} e8bai5`ddcdeb 0 eanaoe&oa>pSt��9ffiB�e 10E1 a ° 10E- 1 10 20 30 40 50 60 70 00 Cumulative Probability Durations Flow Frequency Analyze datasets RUN ANALYSIM 501 FOC 1 Predevelo ,ed Nowa 801 POC 1 Mo gated Ilnev 701 Inflow to POC 1 M d 1000 Gravel Trench Bed 1 ALL OUTLETS Mitigated 1002 Gravel Trench Bed 2ALL OUTLETS Mtigated 1005 Tank 1 ALL OUTLETS Mitigated 1007 Tank 1 ALL OUTLETS Mitigated 1009 pezoidal Pad BR1 4 ALL OUTLETS Mitigated Al Datasets Flow r5tage 1 Precip I Evap I POC i j 90 Water Quality HYdrograph 99 Wetland Fluctuation - Flow Frequency Flow(CFS)0501 0801 2 Year = 0.2682 0.2639 5 Year - 0.3952 0.3671 10 Year = 0.4820 0.4458 23 Year 0.5936 0.5578 50 Year - 0.6779 0.6508 100 Year = 0.7630 0.7526 Yearly Peal. 1949 0.3129 0.2144 1950 0.6107 0.2778 1951 0.5282 0.5803 1952 0.2198 0.1950 1953 0.1708 0.2061 1954 0.2283 0.2387 1955 0.3519 0.3367 1956 0.3405 0.2843 1957 0.3221 0.2888 1958 0.2643 0.2507 1959 0.2131 0.2439 1960 0.4225 0.5110 1961 0.2289 0.2653 1962 0.1552 0.1847 1963 0.2185 0.2561 1964 0.2438 0.2273 1965 0.2044 0.2761 Figure 8 -SITE Basin Peak Discharge Rates The Peak Rate Flow Control standard is met for this basin because the developed peak rates for all three control events are less than for the pre -developed conditions. The developed runoff conditions for the EAST basin were discussed above. Figure 9 shows the existing (pre -developed flow) and developed peak release rates for Point of Compliance 1. The developed 100 -year peak runoff rate for the entire EAST basin is 0.71 cfs. The pre -developed 100 -year peak runoff rate for this basin is 0.71 cfs. The increase in the 100 -year peak rate is zero, therefore, the flow control facility exemption criteria for Peak Rate Flow Control areas is met for this basin. Surface Water Management Report - Final Tukwila Commuter Rail Station Improvements June 2012 Page 20 10E-2 1 10 20 30 40 50 60 70 80 90 99 Cumulative Probability 501 POC 1 Redeveloped MI 801 POC 1 Mitigated flow amts ®naananaaannmsm® Durations Flow Frequency Wet& puahty Filyckograph 1 Wetland Fluctuation I Analyze datasets RUN ANALYSIS] 501 POC 1 Fredeveloped flow 8U1 PI00 1 t.101. died slow Fiew Frequency Flow(CFS) Predeveloped Mitigated 2 Year - 0.3783 0.3753 5 Year - 0.4685 0.4651 10 Year - 0.5277 0.5240 25 Year - 0.6023 0.3983 50 Year - 0.6581 0.6539 100 Year - 0.7140 0.7097 Yearly Peaks 1949 0.3970 0.3941 1950 0.6174 0.6144 1951 0.3991 0.3966 1952 0.3203 0.3172 1953 0.2965 0.2938 1954 0.3621 0.3393 1955 0.3836 0.3804 1956 0.3666 0.3634 1957 0.4336 0.4304 1958 0.3812 0.3780 1959 0.2912 0.2888 1960 0.3743 0.3716 1961 0.3223 0.3198 1962 0.3203 0.3174 1963 0.3174 0.3149 1964 0.3749 0.3719 Figure 9 -EAST Basin Peak Discharge Rates The WWHMv3 project reports, showing all modeling input and results for the "SITE" and "EAST" basins are included in Appendix B and Appendix C respectively. Water Quality System (Part E) This project will add about 4.75 acres of pollution generating impervious surface within the project area. Treatment of runoff from those surfaces is required as discussed in the Conditions and Requirements Summary section of this report. Basic treatment will be provided for most of that area (basins BR1 through BR16) by conveying runoff from the parking areas into bioretention cells. The length and width of each cell varies (most are 4 feet wide) but all will have the bottom at nine inches below the surrounding pavement grade with an overflow catch basin at rim elevation set to six inches above the bottom of the cell (or three inches below the lowest surrounding pavement grade). Bioretention cells 1-4, 5-8, and 9-12 are combined for simplicity due to the relatively uniform grading approach and cell layout within the main parking lot area. Each cell is modeled as a trapezoidal infiltration pond. In the WWHMv3 software, Outlet 1 is the portion of rainfall that flows through the overflow catch basins and Outlet 2 is the portion of rainfall that infiltrates down through the bioretention soil media. For this project, both outlets are configured to flow to detention. Compliance with water quality requirements is Surface Water Management Report - Final Tukwila Commuter Rail Station Improvements June 2012 Page 21 determined by the percentage of the annual runoff volume that infiltrates (or filtrates) through the soil media. The percentage must be at least 91% in order to achieve the Basic Treatment standard. The following figures are printouts of the input and results for each bioretention cell. The percent infiltrated (filtered) is indicated at the bottom left corner of the printout. The WWHMv3 project report, showing all modeling inputs and results for the water quality systems, is included in Appendix B. pezoidal Pond BER -4 Mitigated Downstream Connections Facility Type r Precipitation Applied toFact* r.- ivapotatlpnAsPi d a rail Facility Bottom Elevation (ft) Facility Dimensions Bottom Length (ft) Bottom Width [ft) Effective Depth (ft) Left Side Slope (HN) Bottom Side Slope (HN) Right Side Slope (HN) Top Side Slope (HN) Outlet 1 Outlet 2 Outlet 3 0 Quick Pond Gravel Trench Bed 1 0 Trapezoidal Pond Auto Pond 0 MINIM Facility Dimension Diagram s Infiltration YES a Measured lnfitrationRate (SAO iz__ --- Reduction Faoto(irfirfactor) Use Wetted Surface Area (sidewalks) 5.40 Total Voksne Infitrated(acre- t) Total Volume Through Rise4acre ft) Total Volume Though FadRy(acredt) Percent Infiltrated 117.96 7.328 125.29 94.15 Outlet Structure Riser Height (N) 1-0 . '0.5 RiserDiameterjin) Riser Type root Notch Type Orifice Diameter Height OM= Number (In) (Ft) (cfs) 1 ;0 -.1F0 0 2 fo --;FO— -_ 0 3 (0 --- 0 Pond Volume at Riser Head )acre-tt) .015 Pordlnaement !D.1° -HI Show Pond Table [Open Table Use Tide Gate? [NO H Figure 10 — Bioretention Cells 1-4 (BR1-4) Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 22 ?3,7A pezoidal Pond BR5-8 Mitigated Downstream Connections Facility Type n Precipitation Applied to Faciky I _ va�aralion Ap�pied to�acili Facility Bottom Elevation (ft) Facility Dimensions Bottom Length (ft) Bottom Width (ft) Effective Depth (ft) Left Side Slope (HN) Bottom Side Slope (HN) Right Side Slope (HN) Top Side Slope (HN) Facility Dimension Diagram 1 Infiltration Measured Infiltration Rate (n/h) Reduction Factor(infik'Iactor) Use Wetted Surface Area (sidewats) Outlet 1 Outlet 2 Outlet 3 Gravel Trench Bed 1 Gravel Trench Bed 1 'o Trapezoidal Pond Auto Pond '0 .2 - "NO Total Volume Infitrated(acre-ft) 76.182 Total Volume Through Riser(acre-ft) 0.855 Total Volume Through Facility(acre-ft) 77.04 Percent Infiltrated 98.89 Outlet Structure Riser Height (ft) 10.5 - Riser Diameter(n) 11000 . Riser T r--___:_._ _• �e Flat : Notch Type Quick Pond Orifice Diameter Height OMax Number (In) (Ft) (cfs) 1 r0 0 . H 0 2 io 0 -[-; 0 3 Pond Volume at Riser Head (acre -ft) .015 Pond Increment . _... -.. 0.10 Show Pond Table ';open Table Use Tide Gate? !NO Figure 11- Bioretention Cells 5-8 (BR5-8) ezoidal Pond BR9-12 Mitigated Facility Name Trapezoidal Pond BR9.12 Downstream Connections Facility Type 7 Precipitation Applied to Facility gY.M9. Miort%tpliiedtof4i1 Facility Bottom Elevation (ft) Facility Dimensions Bottom Length (8) Bottom Width (ft) Effective Depth (ft) Left Side Slope (HN) Bottom Side Slope (HN) Right Side Slope (HN) Top Side Slope (HN) Facility Dimension Diagram 1 1 Orifice Diameter Height OMex Infiltration 1YES = Number (In) (Ft) (cfs) Measured lnditration Rate (in/hr) '2 1 '0 0 : ; 0 Reduction Factor(itdifactor) 1 2 1 0----.-_ ,a Use Wetted Surface Area (sidewalls) ;No : 3 HA :. 0 Outlet 1 Outlet 2 Grovel Trench Bed 1 I Gravel Trench Bed 1 'Trapezoidal Pond Outlet 3 lo Auto Pond Quick Pond 0 Outlet Structure Riser Height (ft)_._.. --- 0.5 Riser Diameter(n) logy) -. Riser T YPe flat Notch Type Total Volume Irditrated(acre-ft) 130.506 Total Volume Though Riser(acre-R) 11.416 Total Volume Though Facirty(acre-N) 141.92 Percent Infkreted 91.96 Pond Volume at Riser Head (acre -ft) .015 Pond Increment 0.10 Show Pond Table ';Open Table Use Tide Gate? NO Figure 12 - Bioretention Cells 9-12 (BR9-12) Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 23 mom 075 l'E AIM apezoidal Pond BR1 3 Mitigated TrapezddalPond 8R13 Outlet 1 Outlet 2 Downstream Connections Gravel Trench Bei 1 Gravel Trench Bed 1 Facility Type Trapezoidal Pond Precipitation Appledtofac —J i4y Auto Pond Quick Pond I on Applied to Facility Bottom Elevation (ft) Facility Dimensions Bonar Length (ft) Bottom Width (ft) Effective Depth (ft) Len Side Slope (HN) Bottom Side Slope (HN) Right Side Slope (HN) Top Side Slope (HN) Facility Dimension Diagram Infiltration YES —� Measured Infiltration Rate (in/hr) Reduction Factor(irli facto) Use Wetted Surface Area (sidewalk) Outlet 3 10 INO Total Volume Infdtreted(aae4t) 39.668 Total Volume Though Riser(acre4t) 3.939 Total Volume Through Facity(aae-ft) 43.61 Percent Infireled 90.97 Fi Outlet Structure Riser H (ft) r 5 1 • Rise Dienete(m) 1000 ;1 Riser TypeFlat J -- Notch Type Orifice Diameter Height OMax Number (In) (Ft) (cfs) 1 ro 1 o 2 r0 (0 0 3 r0 .___._ J 0 r 0 ; Pond Vokane at Riser Head (acre4t) .004 Pond Increment (0.10 Show Pond Table FO pen Table Use Tide Gate? NO — J ) ure 13 - Bioretention Cell 13 (BR13) s apezoidal Pond BR14 Mitigated Facility Name Downstream Connections Facility Type E PredpZation Applied to Facity f gv eradon Appisd to Facj Facility Bottom Elevation (ft) Facility Dimensions Bottom Length (ft) Bottom Width (ft) Effective Depth (ft) Left Side Slope (HN) Bohan Side Slope (HN) Right Side Slope (HN) Top Side Slope (HN) Outlet 3 0 Auto Pond j Quick Pond ) Trapezoidal Pond BR14 Outlet 1 Gravel Trench Bed 1 Outlet 2 Gravel Trench Bed 1 Trapezoidal Pond 10 MIN MEN Facility Dimension Diagram Infiltration iYES Measured Infiltration Rate (in/hr) Reduction Factor(infirfactar) Use Wetted Surface Aura (sidewalks) Outlet Structure Rise Height (ft) r.5 -.�..1 Riser Diameter(in) rpp0 --1 Riser Type IFlat--- Notch Type Orifice Diameter Height OMex Number (In) (Ft) (cfs) 2 1 0 . :1 0 F1 2 F0 :' '0 0 FNO • 3 IO -° p :1 0 Total Volume Infltrated(aae-ft) 33.549 TotaVokme Though Rise(aaeft) 2.697 Total Volume Though facifty(acre-tt) 36.25 Percent Infirated 92.56 Pond Volume at Rises Head (aae-ft) .004 Pad Incremeit- ;0.10 Show Pond Table open Table Use Tide Gate? NO Figure 14 - Bioretention Cell 14 (BR14) rr<1 Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 24 Z111 apezoidal Pond BR15 Mitigated Facility Name Trapezoidal Pond 8R15 Downstream Connections Facility Type f -. Precipitation Applied to Facility f. �EvaporaaoriflpQiedtofac� Facility Bottom Elevation (ft) Facility Dimensions Bottom Length (ft) Bottom Width (ft) Effective Depth (ft) Left Side Slope (HN) Bottom Side Slope (HN) Right Side Slope (HN) Top Side Slope (HN) Outlet 1 Gravel Trench Bed 1 Outlet 2 Gravel Trench Bed 1 Trapezoidal Pond Outlet 3 �0 Auto Pond f Quick Pond _i 0 [k MEM Facility Dimension Diagram Infiltration IYES Measured Infiltration Rate (&e) Reduction Factor(infit"factor) Use Wetted Surface Area (sid wals) Total Volume Infiltrated(acre-ft) Total Volume Through Riser(acre-ft) Total Volume Through Faclity(aae-ft) Percent Infiltrated 22.182 1.973 24.15 91.84 Outlet Structure Riser Height (11) 0.5 Riser Diameter(in) )1000 Riser Type Ind Notch Type Orifice Number 1 2 3 Diameter Height OMax (In) (Ft) (ds) o _,rD _ 0 0 . ,0 .,I 0 0 o :1 0 Pond Volume at Riser Head (acre -ft) .002 Pond Increment 10.10 Show Pond Table Open Table Use Tide Gate? iN0 Figure 15 - Bioretention Cell 15 (BR15) .`ti apezoidal Pond BR1 6 Mitigated Facility Name Downstream Connections Facility Type r- Precipitation Applied to Facility r- �v�oratiaiAppfed to Faui� Facility Bottom Elevation (ft) Facility Dimensions Bottom Length (11) Bottom Width (ft) Effective Depth (ftl Left Side Slope (HN) Bottom Side Slope (HN) Right Side Slope (HN) Top Side Slope (HN) Facility Dimension Diagram Infiltration YES Measured Infiltration Rate (n/hr) Reduction Factafrdit"factor) Use Wetted Surface Area (sidewals) Trapezoidal Pond BR16 Outlet 1 Outlet 2 Gravel Trench Bed 1 Trapezoidal Pond Gravel Trench Bed 1 Auto Pond 0 Total Volume Infiltrated(acre-ft) Total Vokme Through Riser(acre-ft) Taal Vokme Through Faciky(acre-ft) Percent Infiltrated 31.414 2.956 34.37 91.4 Outlet Structure Riser Height (ft) 0.5 Riser Diarneter(rn) '1000 Riser Type ;Flat Notch Type Outlet 3 0 Quick Pond____ Orifice Diameter Height OMnx Number (In) (Ft) (cfs) 1 0 : 0 0 2 0 0 0 3 o Pond Vokane et Riser Head (acre -ft) 003 Pond Increment fO10 e 1 Show Pond Table ;Open Table - Use Tide Gate? NO Figure 16 - Bioretention Cell 16 (BR16) Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 25 The percent of annual runoff volume that is infiltrated (filtered) is equal to or greater than 91% for Bioretention Cells 1 through 16. This demonstrates that the bioretention systems designed for this project will provide adequate treatment. The design incorporates two bioswales to provide water quality treatment for portions of the western access drive and the transit drive (basins BS1 and BS2). The 15 -minute on-line water quality peak rates for each basin are 0.0232 cfs and 0.0792 cfs. WWHMv3 calculation results are shown in the figures below. Spreadsheets with hydraulic channel depth calculations (shown after the peak rate figures) indicate that the required swale lengths are both less than 100 feet. Both swales will be minimum 100 feet in length as this is the minimum length allowed per standards. Analysis Water Quality Run Analysis On-line OMP Off -Line BMP 24 hour Volume 10.0194 fame feet) Standard Flow Rate (cfs)10.0213 Standard Flow Rate (cfs) 0.0120 15 Minute Flow Rate 10.0 15 Minute Flow rate 0.0131 Durations Flow Frequency Analyze datasets Water Quality Hydrograph i Wetland Fluctuation RUN ANALYSIS 701 Inflow to POC 1 Mit '• • ed 801 POC 1 Mitigated flo1s 802 POC 2 Mitigated flow Figure 17 — Bioswale 1 (BS1) WQ 15 Minute Peak Rate Calculation Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 26 Analysis 10E 1 10E 10E-1 1OE-2 1 10 20 30 40 50 60 70 80 90 99 Cumulative Probability Flow Frequency 1 Water Quality Hydrograph , Wetland Fluctuation Durations ° Analyze datasets RUN ANALYSIS 701 Inflow to POC 1 M ' ed 802 POC 2 Mitigated flow Flaw Frequency Flaw(CFS) 0801 2 Year = 0.0404 5 Year = 0.0499 10 Year = 0.0562 25 Year — 0.0640 50 Year = 0.0699 100 Year = 0.0758 Yearly Peaks 1949 0.0423 1950 0.0653 1951 0.0424 1952 0.0343 1953 0.0317 1954 0.0386 1955 0.0409 1956 0.0392 1957 0.0462 1958 0.0407 1959 0.0311 1960 0.0399 1961 0.0344 1962 0.0343 1963 0.0338 1964 0.0400 1C1K4 n nage Figure 18 - Bioswale 1 (BS1) Peak Rate Calculation Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 27 Biofiltration Swale Design Spreadsheet Project: Tukwila Commuter Rail Station Date: Jun -12 Swale ID: WQ Basin BSI Q(15 minute) = 0.023 cfs Slope = 0.015 ft/ft n = 0 20 Bottom Width = 2.00 ft Side Slopes = 3.0 11/V Newtonian Solution of the Manning's Equation (per Chow): (I+SS^2)^0.5 = 3.162 YID u- A . ' ;; Q(I)„"'.: Facto .,.,-31.111.., depth = 0.07 0 1.00 5.00 0.601 3.231 2.160 0.540 Velocity= 0.14 ft/s 0,54 1.957 0.361 0.896 3.687 0.276 Retention Time= 540 s (minimum) 0.28 0.781 0.208 0.247 6.677 0.140 Length (min). 77.8 ft 0.14 0.340 0.118 0.073 12.468 0.086 Q(IOOyr) = 0.0758 cfs Slope = 0.015 ft/ft n = 0.07 Bottom width = 2.00 ft Side Slopes = 3 ll/V 0.09 0.194 0.076 0.031 19.982 0.073 0,07 0.163 0.066 0.024 23.273 0.073 0.07 0.161 0.065 0.023 23.499 0.073 (1+SS^2)^0 5 = 3.162 Ytflgt. v. -A . re;,` A, 40tJ) ''F0$tor. y(j depth = 0.08 0 100 5.000 0.601 9.230 2.160 0.541 Velocity= 0.43 ft/s 0.54 1.959 0.361 2.565 3.684 0.277 0.28 0.786 0.209 0.711 6.650 0.143 0.14 0.348 0.120 0.215 12.254 0.090 0.09 0.205 0.080 0.096 19.034 0.079 0.08 0.177 0.071 0.077 21.641 0.078 ((.08 0.175 0.070 0.076 21.782 0.078 Figure 19 - Bioswale 1 (BS1) Design Spreadsheet Surface Water Management Report - Final Tukwila Commuter Rail Station Improvements June 2012 Page 28 Main@ fl 41.4uCVnlunle '..tlersUrld Flex+ nate 1-7.41 I 5 14 rum Finti Fide [LI ditAlt F Fretyress..-0 'Wilts lilts*/ Fl,kfrus, risk' '7-01 Vicon PCC 1 Hitvaiteid ars: Figure 20 - Bioswale 2 (BS2) WQ 15 Minute Peak Rate Calculation Analysis 61, 10E 1 0 10E0 s./ 0 10E-1 10E-2 1 10 20 Cumulative 30 40 50 60 70 80 90 99 Probability 932 POC 2 Mitigated flow Durations Flow Frequency Wates Clunks, Hydrograph Wetland Fluctuation Analyze datasets RUN ANALYSIS 701 Inflow to FOCI Mitigated 801 POC I Imilinsal ated flow lI Flow Frequency Flow(CFS) 0802 2 Year = 0.1345 5 Year = 0.1655 10 Year = 0.1857 25 Year = 0.2111 50 Year = 0.2301 100 Year = 0.2490 Yearly Peaks 1949 0.1400 1950 0.2123 1951 0.1390 1952 0.1158 1953 0.1062 1954 0.1285 1955 0.1366 1956 0.1310 1957 0.1528 1958 0.1357 1959 0.1039 1960 0.1321 1961 0.1144 1962 0.1151 1963 0.1124 1964 0.1330 1965 0.1175 Figure 21 - Bioswale 2 (BS2) Peak Rate Calculation Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 29 Biofiltration Swale Design Spreadsheet Project: 'Tukwila Commuter Rail Station Date: Jun -12 Swale ID: WQ Basin BS2 Q(15 minute) = 0.079 (Is Slope = 0.010 ft/ft n= 0.20 Bottom Width = 2.50 0 Side Slopes = 3.0 I I/V Newtoni,1n Solution of the Manning's Equation (per Chow): (I+SS^2)^0.5 = 3.162 Y(i) A depth = 0.15 ft. 1.00 5.50 0.623 2.975 2.098 0.536 Velocity= 0.18 ft./s 0.54 2.202 0.374 0.843 3.611 0.285 Retention Time= 540 s (minimum) 0.29 0.957 0.222 0.257 6.356 0.176 Length (min)= 99.0 0. 0.18 0.534 0.148 0.109 9.945 0.149 0.15 0.438 0.127 0.081 11.674 0.147 0.15 0.432 0.126 0.079 11.813 0.147 0.15 0.432 0.126 0.079 11.813 0.147 Q(100yr) = 0.249 cfs Slope = 0.010 ft/ft n = 0.07 13oltom width = 2.50 ft Side Slopes = 3 I1/V depth = 0.16 ft. Velocity= 0.54 ftfs (1+SS^2)^0.5= 3.162 1.00 5.500 0.623 0.54 2.209 0.375 0.29 0.970 0.224 0.18 0.555 0.152 0.16 0.465 0.133 0.16 0.460 0.132 0.16 0.460 0.132 fi WO, 8.500 2.419 0.751 0.330 0.253 0.249 0.249 2.098 0.537 3.603 0.288 6.291 0.182 9.640 0.157 11.111 0.155 11.213 0.155 11.213 0.155 Figure 22 - Bioswale 2 (BS2) Design Spreadsheet Surface Water Management Report - Final Tukwila Commuter Rail Station Improvements June 2012 Page 30 The design incorporates two cartridge filter systems to provide water quality treatment for the southern portion of the western access drive (CF1) and the east portion of the transit drive (CF2). The 15 -minute on-line water quality peak rates for basins are 0.0336 cfs (equals 15.08 gpm) and 0.0450 cfs (20.20 gpm). WWHMv3 calculation results are shown in the figures below. The Contech Catch Basin StormFilter system (or equal) will be used. The StormFilter system utilizes a cartridge filter filled with ZPG media. An 18 -inch cartridge height (requiring 2.3' of drop) has been selected for this project. Per the Washington State Department of Ecology (WSDOE) GULD approval standard, and the manufacturer's literature, the design flow rate for the selected cartridge is 7.5 gpm. CF1 requires three cartridge and CF2 also requires three cartridges. -. Analysis 11 Water quality Run Analysis Ott`lrwt DMP Oft -lite 0 24 hour Vokrne (acre feed Standard Flow Rate (cfs) 15 Minute Flaw Rate Standard Flow Rate (cfs) 15 Minute Flow rate a "; ! s s s 0174 + r r C . tr > 7: In Durations Flow Frequency Water Quality Analyze datasets RUN ANALYSIS 1 PUYALLUP DAILY EVAP W/JENSEN-HAISE 2 SEATAC SEE WORD FILE I:\JEFF\PREOPIDATADOC.RAN 301 Fi L. 1 P1itigated floe. 002 POC 2 Mitigated How Hydrograph l Wetland Fluctuation Figure 23 — Cartridge Filter 1 (CF1) WQ 15 Minute Peak Rate Calculation Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 31 Mr 1 001 PDC 1 N1pawviw, Flow rreruency Flolegcm soot 2 Year - 0,0177 1 Year - 0.0712 10 Year - 0.0000 91 Tear - 0,0911 10 Tsar - 0.0991 1011 Tsar - 0.16111. J ICE 1 11, let 2 1 111 711 JO ID 50 60 10 00 90 95 C111Milla1We 1400.10i D'a"; Ftw.FuAgon-f 'wrr]u.i? VAt We lid r.a Ansi*re d4caw11 r.: 'H4 "'l 1 FJ,ALLLP[Ail' DAP ..!,JEM-BENFiAISE .AThI" 5 'M+ . Fl I'.Jf F o f ca T. O RAh 80. PCC 2 Ntplr d Y.arlp Yash 1919 0.0602 1910 1951 1952 1953 1951 1955 1916 1957 1950 1919 19611 1961 1962 1061 1961 1965 ._... O .0923 0.0601 0.01!3 •.0151 O .0132 0.0101 O .0161 0,0650 O .0102 •.0111 •.0160 O .0491 8.8491 O .0161 O .0111 0.0503 Figure 24 - Cartridge Filter 1 (CF1) Peak Rate Calculation Wate1 Quality Run Analysis °Min* n* 9NP pH -Lino ®MP 24 hour Volume 00304 facie feet] Standard Flow Rate (cfs) 0.0415 Standard Flow Rate (cfs) (0.0233 15 Minute Flow Rate 0.0450 15 Minute Flow rate 0.0253 Durations f Flow Frequency Water Quaky Analyze datasets RUN ANALYSIS 1 PUYALLUP DAILY EVAP WJJENSEN+IAISE 2 SEATAC SEE WORD FILE I:VEFF\PRECIPIDATADOC.RAN 00'1 POC 1 M" ed lbw LHydropraph f Wetland Fluctuation j Figure 25 - Cartridge Filter 2 (CF2) WQ 15 Minute Peak Rate Calculation Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 32 Analysis 0 10E 0 0 J 10E-1 10E-2 1 10 20 30 40 50 60 70 80 90 99 Cumulative Probability Durations Flow Frequency Water Quality Hydropraph I Wetland Fluctuation Analyze datasets RUN ANALYSIS!® 1 PUYALLUP DAILY EVAP W/JENSEN-HAISE 2 SEATAC SEE WORD ALE I:UEFFIPRECIP\DATADOC.RAN 801 POC 1 M" ed Flaw Flow Frequency IFlow(CFS) 0802 2 Year - 0.0791 5 Year - 0.0981 .10 Year - 0.1106 25 Year - 0.1264 50 Year - 0.1382 100 Year - 0.1500 Yearly Peaks 1949 0.0832 1950 0.1302 1951 0.0839 1952 0.0667 1953 0.0619 1954 0.0758 1955 0.0802 1956 0.0766 1957 0.0909 1958 0.0797 1959 0.0608 1960 0.0784 1961 0.0674 1962 0.0668 1963 0.0664 1964 0.0784 1965 0.0687 Figure 26 — Cartridge Filter 2 (CF2) Peak Rate Calculation The design also incorporates a cartridge filter system to provide pre-treatment for the pump station basin (CF3). The 15 -minute on-line water quality peak rate is 0.0626 cfs (equals 28.09 gpm). WWHMv3 calculation results are shown in the figures below. The Contech 48" Manhole StormFilter system (or equal) will be used. The StormFilter system utilizes a cartridge filter filled with ZPG media. A 27 -inch cartridge height (requiring 3.05' of drop) has been selected. Per the Washington State Department of Ecology (WSDOE) GULD approval standard, and the manufacturer's literature, the design flow rate for the selected cartridge is 11.25 gpm. CF3 requires three cartridges. Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 33 Analysis Water Quality Run Analysis Oo-litta IMP 00 -Line DMP 24 four Volume Q0557 faae feet) Standard Flow Rate (cfs) Q0581 Standard Flow Rate (cfs) 0.0325 15 Minute Flow Rate Q0626 15 Minute Fbw rate 0.0350 Durations Flow Frequency Water Quaky Analyze datasets RUN ANALYSIS 1 PUYALLUP DAILY EVAP W/JENSEN-HAISE 2 SEATAC SEE WORD FILE I:WEFFIPRECIPIDATADOC.RAN 501 Fr 1L 1 Wlitiaated flow 802 POC 2 Mitigated flow Hydrograph 1 Wetland Fluctuation Figure 27- Cartridge Filter 3 (PS/CF3) WQ 15 Minute Peak Rate Calculation 10E 1 0 • 10E 2v 0 J 10E-1 10E-2 1 10 20 30 40 50 60 70 Cumulative Probability Durations Flow Frequency Water QuaMy Analyze datasets RUN ANALYSIS 1 PUYALLUP DAILY EVAP W/JENSEN-RAISE 2 SEATAC SEE WORD FILE 1:1JEFF\PRECIP\DATADOC.RAN IONIENUMESINININIMINEINNIMENI 1102 POC 2 Mitgated flow 80 90 99 Hydropraph Wetland Fluctuation Flaw Frequency Flow(CFS) 0801 2 Year ▪ 0.1124 5 Year — 0.1402 10 Year — 0.1585 25 Year - 0.1818 50 Year — 0.1992 100 Year - 0.2167 Yearly Peaks 1949 0.1189 1950 0.1697 1951 0.1210 1952 0.0935 1953 0.0874 1954 0.1078 1955 0.1137 1956 0.1083 1957 0.1300 1958 0.1131 1959 0.0662 1960 0.1121 1961 0.0960 1962 0.0941 1963 0.0947 1964 0.1116 1965 0.0973 Figure 28 - Cartridge Filter 3 (PS/CF3) Peak Rate Calculation Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 34 1 1 Section 5 - n Conveyance System Analysis and Desi Y Y Y g 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 A backwater analysis was performed using StormShed3G for the main conveyance through the site. This system carries flows from the southeast corner of the "SITE" to the discharge location at the headwall for the ditch on the west side of the BNSF right of way, just north of Longacres Way. The tributary areas include the offsite basin south of the site (OSE) and the outfalls from the two detention systems (DET - SOUTH and DET -NORTH). Table 5 below shows the basin areas. The main conveyance route was analyzed for both the 25 -year and 100 -year flows. StormShed was used to develop flows for the OSE basin. Release rates from detention, as calculated in WWHMv3, were used for the south and north detention basins. The results are included in Appendix D. A downstream tailwater elevation of 16.20 was assumed based on previous analysis by others. This system conveys the 25 -year event and safely passes the 100 -year event. Table 5 — Conveyance Basin Summary Data Basin Total Area (AC) Pervious Area (Till) (AC) Impervious Area (Till) (AC) OSE 6.325 4.993 0.332 SOUTH DETENTION 5.531 0.998 4.533 NORTH DETENTION 2.376 0.508 1.238 There is an existing pump station located north of Longacres Way and east of the UPRR, near the northwest corner of the site. As part of this project, this pump station will be abandoned and a replacement pump station will be installed on the TCRS site at the northwest corner near the western entry. The existing offsite area draining to the pump station will not change; however this project will add a small amount of onsite area to the pump station basin in order to reduce the amount of area bypassing detention. The pump station is being designed by KPFF who is writing a performance specification from which the contractor we be responsible for sizing the system. In order to develop the performance specification, KPFF calculated the peak flows using KCRTS. Those calculations are included in Appendix E. The existing condition (as it is today) was assumed for the offsite area and the developed unmitigated condition was assumed for the onsite area. Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 35 There is an existing box culvert at the north end of the project in Longacres Way. Approximately 210 feet of the existing box culvert will be replaced (as designed by KPFF) to provide new structural sections for the easterly access road and the bus loop access in order to meet HS 25 loading. The flow characteristics in the new section are designed to meet those of the existing box culvert. Section 6 - Special Reports and Studies A geotechnical report has been prepared by Shannon and Wilson, Inc. That report is not included in this report. A copy will be provided upon request. In general, there are no findings or requirements within the geotechnical study that will impose special requirements on the stormwater management system for this project. Critical areas (wetlands) have been identified and mapped on this site. The layout of the site improvements precludes . the preservation of those areas. Instead, the Owner will provide mitigation for the removal of the regulated areas. The stormwater management system for the Tukwila Station site will not have an adverse effect on the hydrology of downstream wetlands. Figure 29 on the following page is a portion of the latest floodplain mapping prepared for the King County River and Floodplain Management Unit by Northwest Hydraulic Consultants. This map was obtained from that division of King County's website. The Boeing pond system and remnants of the Longacres track can be seen clearly on this map along with the Union Pacific railroad along the west side of Tukwila Station and the BNSF railroad tracks along the east. The light blue coloring indicates areas of the flood plain where ponding is predicted to be greater than one foot. The darker blue indicates areas where less than one foot of ponding is predicted. The darker blue area extends to the north side of Longacres Way along the east side of the BNSF track embankment. Spot elevations from the topographic survey prepared for the Tukwila Station project show that the existing ground along the limit of the floodplain in that area is at about elevation 17.50 ft. Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 36 Figure 29 - King County Floodplain Map The lowest elevation on the existing site is at the north end where the existing elevation is around 19.0 ft except for where the ditch along the east side of the site (at the toe of the west BNSF embankment) drops down to as low as 15.5 where it is drained by the culvert underneath Longacres Way. That small depression area of the site will be filled to accommodate new pedestrian ramps. Even so, the area west of the BNSF track is not designated as floodplain and as a result, no work is proposed for this project within the designated floodplain even though portions of the site are lower than the apparent flood plain level. This is reasonable because the only known hydraulic connection between the west side of the BNSF embankment and Springbrook Creek is through the existing 48 -inch diameter Surface Water Management Report — Final June 2012 Tukwila Commuter Rail Station Improvements Page 37 1 storm trunk (described elsewhere as the "Tukwila Drain") which discharges directly 1 to Springbrook Creek through a tide valve. The tide valve is at approximtely elevation 8.5. This means that the tide valve should be entirely closed as the level 1 in Springbrook Creek reaches elevation 12.5. Downstream floodplain issues are also discussed in Section 3 of this report. The p P two underground detention facilities for the project will be constructed by excavating down into the site and will result in creating storage over a substantial portion of the site from elevation 17.5 to 19.83. This will create extra storage within the. Nelson Place sub -basin for storm events that result in high flow rates in the Green River forcing the Black River pump station to shut down. Section 7 - Other Permits This project will require an NPDES permit through the Washington State Department of Ecology, a building permit from the City of Tukwila, and various utility extension permits from the City of Tukwila. 1 Section 8 - CSWPPP Analysis and Design ESC Plan Analysis and Design (Part A) The erosion control plan requires use of several best management practices. 1 Following is an overview of the erosion control requirements determination for this project: 1 Clearing Limits 1 The contractor will be required to mark the clearing limits in the field prior to beginning any grubbing or earthwork. 1 Surface Water Management Report — Final June 2012 ' Tukwila Commuter Rail Station Improvements Page 38 Cover Measures Temporary coverage measures shall be used as appropriate during wet and dry seasons. Perimeter Protection The main site has natural perimeter protection on the east and west sides from the railroad embankments. Perimeter protection will be used on the south side where runoff enters the main site. Perimeter protection will also be provided for work performed on the east side of the BNSF by placing wattles along the downhill east side of the work area. Traffic Area Stabilization Stabilized construction entrances will be used at three locations along Longacres Way. Additional stabilized roadways will be installed by the contractor to suit their work plan and methods of construction. Sediment Retention A large temporary swale will be roughed out at the lower area on the north end of the main site. Catch basin protection will be installed on existing and proposed structures. Surface Water Collection The contractor is required to construct temporary ditches and swales with check dams to convey site runoff to the large temporary swale at the north end. Surface water will also be pumped south of the site to a dispersion trench located upstream of vegetated areas. The contractor will be expected to modify the drainage conveyance as work progresses. Dewatering Control The water table is known to be as high as elevation 17.0 during the winter months and lower than that during the dry season. Some dewatering will likely be required for deeper utility connections, especially for sanitary sewer. The contractor shall be required to provide dewatering plans prepared and signed by an engineer licensed in the State of Washington. Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 39 Dust Control . The Contractor will be required to water the site and sweep adjacent streets to prevent airborne suspension of dust. Flow Control Temporary flow control will be provided by the dispersion trench and the large temporary swale. SWPPS Plan Design (Part 8) A stormwater pollution prevention and spill plan will be prepared by the contractor. Section 9 - Bond Quantities, Facility Summaries, and Declaration of Covenant The bond quantities worksheet and declaration of covenant are not applicable to this project. Facility summary forms will be provided later, separately, if required by the City. Section 10 - Operation and Maintenance A Stormwater Operation and Maintenance Manual is included in Appendix F. Sound Transit is in the process of developing an agency wide Stormwater Management Manual that will include elements for operation and maintenance. This Stormwater Operation and Maintenance Manual shall be updated as necessary based on the applicable portions of the Sound Transit Stormwater Management Manual when it becomes available. Surface Water Management Report — Final Tukwila Commuter Rail Station Improvements June 2012 Page 40 Appendix A Figure 2 - Downstream Basin Map Figure 3 - Existing Conditions Basin Map Figure 4 - Developed Conditions Basin Map 0 200' 400' I✓ TETRA TECH INCA INCA ENGINEERS, INC. DBA TETRA TECH INCA 400 112th Ave NE, Suite 400, Bellevue, WA 98027 Tel:425.835.1000 MOM REACH X DOWNSTREAM FLOW PATH SEGMENT WITHIN REACH (SEE TABLE 2) ROADWAY TUKWILA COMMUTER RAIL STATION IMPROVEMENTS SURFACE WATER MANAGEMENT REPORT FIGURE 2 DOWNSTREAM BASIN MAP . y UPRR \// o /ii 1\1 O 1/11 SPHA e 0 I \'BOEING PROPER; BASIN: SITE -EX TOTAL AREA=7.277 AC AREA IMPERVIOUS=0.345 AC AREA PERVIOUS=6.932 AC NOTE: This basin encompasses the 60' azo improved commuter rail station that 1B>✓ drains to the proposed detention pond and flows north to the SW 16th Street drainage system in Renton. TETRA TECH INCA INCA ENGINEERS, INC. DBA TETRA TECH INCA 400112tH An NE, Sults 400, BNtsvus, WA 98027 T41:425.188.1000 BASIN: EAST -EX TOTAL AREA=2.076 AC AREA IMPERVIOUS=0.689 AC AREA PERVIOUS=1.387 AC NOTE: This basin drains to the east by sheet, shallow, and pipe flow reaching the Boeing system and eventually the SW 16th Street system in Renton BASIN: OSW TOTAL AREA=1.935 AC AREA IMPERVIOUS=0.047 AC AREA PERVIOUS=1.888 AC NOTE: This basin drains toward the commuter rail station site from the UPRR embankement but will be routed through the site bypassing storm facilities. BASIN: OSE TOTAL AREA=6.325 AC AREA IMPERVIOUS=0.400 AC AREA PERVIOUS=5.925 AC NOTE: This basin drains toward the commuter rail station site from the BNSF and from the City of Tukwila's storage yard to the south but will be routed through the site bypassing storm facilities. 77777:-7-777-- EAST DI CHARGE ®� X.. TION 4 t•�.I t. N TUKWILA COMMUTER RAIL STATION IMPROVEMENTS SURFACE WATER MANAGEMENT REPORT FIGURE 3 EXISTING CONDMONS BASIN MAP 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SNS. • PLATFORM:: AND SHELTERS (TOBE REMOVEDL EAST FIRE ACCESS DISCHARGE 0 60' 120' / BASIN: SITE -DEV TOTAL AREA=7.277 AC AREA IMPERVIOUS=5.771 AC AREA PERVIOUS=1.506 AC NOTE: This basin encompasses the sub -basins that will flow through the proposed detention system. See Table 4 for detailed descriptions of sub -basins. TETRA TECH INCA INCA ENGINEERS, INC. DBA TETRA TECH INCA 400 112th Ave NE. Bulb 400. Believu•. WA 08027 Tr1:425.635.1000 BASIN: EAST -DEV TOTAL AREA=2.076 AC AREA IMPERVIOUS=1.372 AC AREA PERVIOUS=0.704 AC NOTE: This basin drains to the east by sheet, shallow, and pipe flow. Runoff from the temporary platform will be infiltrated through porous pavement and is removed from the total basin area. BASIN: OSW TOTAL AREA=1.935 AC AREA IMPERVIOUS=0.047 AC AREA PERVIOUS=1.888 AC NOTE: This basin drains toward the commuter rail station site from the UPRR embankement but will be routed through the site bypassing stormwater facilities. BASIN: OSE TOTAL AREA=6.325 AC AREA IMPERVIOUS=4.993 AC AREA PERVIOUS=1.332 AC NOTE: , This basin drains toward the commuter rail station site from the BNSF and from the City of Tukwila's storage yard to the south but will be routed through the site bypassing stormwater facilities. TUKWILA COMMUTER RAIL. STATION IMPROVEMENTS SURFACE WATER MANAGEMENT REPORT Appendix B WWHMv3 Project Report for the "SITE"Basin Western Washington Hydrology Model PROJECT REPORT Project'Name: Site Address: City Report Date : Gage Data Start . Data End Precip Scale: WWHM3 Version: TCRS North Site 90% 5/24/2012 Seatac 1948/10/01 1998/09/30 1.00 PREDEVELOPED LAND USE Name Basin Site Bypass: No GroundWater: No Pervious Land Use C, Pasture, Flat ti Impervious Land Use ROADS FLAT Acres 6.932 Acres 0.345 Element Flows To: Surface Interflow Groundwater Name CF1 Bypass: No GroundWater: No Pervious Land Use C, Lawn, Flat Impervious Land Use ROADS FLAT Acres .086 Acres 0.215 Element Flows To: Surface Gravel Trench Bed 1, Interflow Groundwater Gravel Trench Bed 1, Name BR1-4 Bypass: No GroundWater: No Pervious Land Use C, Lawn, Flat Impervious Land Use. ROADS FLAT Acres .091 Acres 0.921 Element Flows To: Surface Interflow Groundwater Trapezoidal Pond BR1-4, Trapezoidal Pond BR1-4, Name BR5-8 Bypass: No GroundWater: No Pervious Land Use C, Lawn, Flat Impervious Land Use ROADS FLAT Acres .066 Acres 0.562 Element Flows To: Surface Interflow Groundwater Trapezoidal Pond BR5-8, Trapezoidal Pond BR5-8, Name BR9-12 Bypass: No GroundWater: No Pervious Land Use C, Lawn, Flat Impervious Land Use ROADS FLAT Acres .099 Acres 1.045 Element Flows To: Surface Interflow Groundwater Trapezoidal Pond BR9-12, Trapezoidal Pond BR9-12, Name BR13 Bypass: No GroundWater: No Pervious Land Use C, Lawn, Flat Impervious Land Use ROADS FLAT Acres .02 Acres 0.327 Element Flows To: Surface Interflow Groundwater Trapezoidal Pond BR13, Trapezoidal Pond BR13, Name BR14 Bypass: No GroundWater: No Pervious Land Use C, Lawn, Flat Impervious Land Use ROADS FLAT Acres .025 Acres 0.268 Element Flows To: Surface Interflow Groundwater Trapezoidal Pond BR14, Trapezoidal Pond BR14, Name BR15 Bypass: No GroundWater: No Pervious Land Use C, Lawn, Flat Impervious Land Use ROADS FLAT Acres .049 Acres 0.164 1 Element Flows To: ' Surface Interflow Groundwater Trapezoidal Pond BR15, Trapezoidal. Pond BR15, Name : BS1 Bypass: No GroundWater: No Pervious Land Use Acres C, Lawn, Flat .068 Impervious Land Use Acres ROADS FLAT 0.149 1 Element Flows To: Surface Interflow Groundwater Channel BS1, Channel BS1, 1 Name BS2 Bypass: No GroundWater: No Pervious Land Use Acres C, Lawn, Flat .17 Impervious Land Use Acres ROADS FLAT 0.507 1 Element Flows To: Surface Interflow Groundwater Channel BS2, Channel BS2, Name S3 Bypass: No GroundWater: No Pervious Land Use Acres Impervious Land Use Acres ROADS FLAT 0.118 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 2, Gravel Trench Bed 2, Name BR16 Bypass: No GroundWater: No Pervious Land Use C, Lawn, Flat Impervious Land Use ROADS FLAT Acres .077 Acres 0.229 Element Flows To: Surface Interflow Groundwater Trapezoidal Pond BR16, Trapezoidal Pond BR16, Name S1 Bypass: No GroundWater: No Pervious Land Use C, Lawn, Flat Impervious Land Use ROADS FLAT Acres .219 Acres 0.37 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1, Gravel Trench Bed 1, Name S5 Bypass: No GroundWater: No Pervious Land Use C, Lawn, Flat Acres .081 Impervious Land Use ROADS FLAT Acres 0.025 Element Flows To: Surface Interflow Gravel Trench Bed 2, Gravel Trench Bed 2, Groundwater Name Trapezoidal Pond BR1-4 Bottom Length: 323ft. Bottom Width: 4ft. Depth : 0.75ft. Volume at riser head : 0.0148ft. Infiltration On Infiltration rate : 2 Infiltration saftey factor : 1 Side slope 1: 0 To 1 Side slope 2: 0 To 1 Side slope 3: 0 To 1 Side slope 4: 0 To 1 Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 1000 in. Element Flows To: Outlet 1 Gravel Trench Bed 1, Outlet 2 Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs)'Infilt(cfs) 0.000 0.030 0.000 0.000 0.000 0.008 0.030 0.000 0.000 0.060 0.017 0.030 0.000 0.000 0.060 0.025 0.030 0.001 0.000 0.060 0.033 0.030 0.001 0.000 0.060 0.042 0.030 0.001 0.000 0.060 0.050 0.030 0.001 0.000 0.060 0.058 0.030 0.002 0.000 0.060 0.067 0.030 0.002 0.000 0.060 0.075. 0.030 0.002 0.000 0.060 0.083 0.030 0.002 0.000 0.060 0.092 0.030 0.003 0.000 0.060 0.100 0.030 0.003 0.000 0.060 0.108 0.030 0.003 0.000 0.060 0.117 0.030 0.003 0.000 0.060 0.125 0.030 0.004 0.000 0.060 0.133 0.030 0.004 0.000 0.060 0.142 0.030 0.004 0.000 0.060 0.150 0.030 0.004 0.000 0.060 0.158 0.030 0.005 0.000 0.060 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.167 0.175 0.183 0.192 0.200 0.208 0.217 0.225 0.233 0.242 0.250 0.258 0.267 0.275 0.283 0.292 0.300 0.308 0.317 0.325 0.333 0.342 0.350 0.358 0.367 0.375 0.383 0.392 0.400 0.408 0.417 0.425 0.433 0.442 0.450 0.458 0.467 0.475 0.483 0.492 0.500 0.508 0.517 0.525 0.533 0.542 0.550 0.558 0.567 0.575 0.583 0.592 0.600 0.608 0.617 0.625 0.633 2 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.005 0.005 0.005 0.006 0.006 0.006 0.006 0.007 0.007 0.007 0.007 0.008 0.008 0.008 0.008 0.009 0.009 0.009 0.009 0.010 0.010 0.010 0.010 0.011 0.011 0.011 0.011 0.012 0.012 0.012 0.012 0.013 0.013 0.013 0.013 0.014 0.014 0.014 0.014 0.015 0.015 0.015 0.015 0.016 0.016 0.016 0.016 0.017 0.017 0.017 0.017 0.018 0.018 0.018 0.018 0.019 0.019 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.617 1.746 3.208 4.939 6.903 9.074 11.43 13.97 16.67 19.52 22.52 25.66 28.94 32.34 35.87 39.51 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 .0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.642 0.030 0.019 43.27 0.650 0.030 0.019 47.15 0.658 0.030 0.020 51.13 0.667 0.030 0.020 55.22 0.675 0.030 0.020 59.41 0.683 0.030 0.020 63.71 0.692 0.030 0.021 68.10 0.700 0.030 0.021 72.59 0.708 0.030 0.021 77.17 0.717 0.030 0.021 81.85 0.725 0.030 0.022 86.62 0.733 0.030 0.022 91.47 0.742 0.030 0.022 96.42 0.750 0.030 0.022 101.4 0.758 0.030 0.022 106.6 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 Name Trapezoidal Pond BR5-8 Bottom Length: 323ft. Bottom Width: 4ft. Depth : 0.75ft. Volume at riser head : 0.0148ft. Infiltration On Infiltration rate : 2 Infiltration saftey factor : 1 Side slope 1: 0 To 1 Side slope 2: 0 To 1 Side slope 3: 0 To 1 Side slope 4: 0 To 1 Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 1000 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed 1, Gravel Trench Bed 1, Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.030 0.000. 0.000 0.000 0.008 0.030 0.000 0.000 0.060 0.017 0.030 0.000 0.000 0.060 0.025 0.030 0.001 0.000 0.060 0.033 0.030 0.001 0.000 0.060 0.042 0.030 0.001 0.000 0.060 0.050 0.030 0.001 0.000 0.060 0.058 0.030 0.002 0.000 0.060 0.067 0.030 0.002 0.000 0.060 0.075 0.030 0.002 0.000 0.060 0.083 0.030 0.002 0.000 0.060 0.092 0.030 0.003 0.000 0.060 0.100 0.030 0.003 0.000 0.060 0.108 0.030 0.003 0.000 0.060 0.117 0.030 0.003 0.000 0.060 1 1 1 1 1 1 1 1 1 1 1 1 0.125 0.133 0.142 0.150 0.158 0.167 0.175 0.183 0.192 0.200 0.208 0.217 0.225 0.233 0.242 0.250 0.258 0.267 0.275 0.283 0.292 0.300 0.308 0.317 0.325 0.333 0.342 0.350 0.358 0.367 0.375 0.383 0.392 0.400 0.408 0.417 0.425 0.433 0.442 0.450 0.458 0.467 0.475 0.483 0.492 0.500 0.508 0.517 0.525 0.533 0.542 0.550 0.558 0.567 0.575 0.583 0.592 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.004 0.004 0.004 0.004 0.005 0.005 0.005 0.005 0.006 0.006 0.006 0.006 0.007 0.007 0.007 0.007 0.008 0.008 0.008 0.008 0.009 0.009 0.009 0.009 0.010 0.010 0.010 0:010 0.011 0.011 0.011 0.011 0.012 0.012 0.012 0.012 0.013 0.013 0.013 0.013 0.014 0.014 0.014 0.014 0.015 0.015 0.015 0.015 0.016 0.016 0.016 0.016 0.017 0.017 0.017 0.017 0.018 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.617 1.746 3.208 4.939 6.903 9.074 11.43 13.97 16.67 19.52 22.52 0.060 0.060 0.060 0:060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060. 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.600 0.608 0.617 0.625 0.633 0.642 0.650 0.658 0.667 0.675 0.683 0.692 0.700 0.708 0.717 0.725 0.733 0.742 0.750 0.758 0.030 0.018 25.66 0.060 0.030 0.018 28.94 0.060 0.030 0.018 32.34 0.060 0.030 0.019 35.87 0.060 0.030 0.019 39.51 0.060 0.030 0.019 43.27 0.060 0.030 0.019 47.15 0.060 0.030 0.020 51.13 0.060 0.030 0.020 55.22 0.060 0.030 0.020 59.41 0.060 0.030 0.020 63.71 0.060 0.030 0.021 68.10 0.060 0.030 0.021 72.59 0.060 0.030 0.021 77.17 0.060 0.030 0.021 81.85 0.060 0.030 0.022 86.62 0.060 0.030 0.022 91.47 0.060 0.030 0.022 96.42 0.060 0.030 0.022 101.4 0.060 0.030 0.022 106.6 0.060 Name Trapezoidal Pond BR9-12 Bottom Length: 320ft. Bottom Width: 4ft. Depth : 0.75ft. Volume at riser head : 0.0147ft. Infiltration On Infiltration rate : 2 Infiltration saftey factor : 1 Side slope 1:. 0 To 1 Side slope 2: 0 To 1 Side slope 3: 0 To 1 Side slope 4: 0 To 1 Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 1000 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed 1, Gravel Trench Bed 1, Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.029 0.000 0.000 0.000 0.008 0.029 0.000 0.000 0.059 0.017 0.029 0.000 0.000 0.059 0.025 0.029 0.001 0.000 0.059 0.033 0.029 0.001 0.000 0.059 0.042 0.029 0.001 0.000 _ 0.059 0.050 0.029 0.001 0.000 0.059 0.058 0.029 0.002 0.000 0.059 0.067 0.029 0.002 0.000 0.059 0.075 0.029 0.002 0.000 0.059 1 1 1 1 1 1 1 1 1 1 1 0.083 0.092 0.100 0.108 0.117 0.125 0.133 0.142 0.150 0.158 0.167 0.175 0.183 0.192 0.200 0.208 0.217 0.225 0.233 0.242 0.250 0.258 0.267 0.275 0.283, 0.292 0.300 0.308 0.317 0.325 0.333 0.342 0.350 0.358 0.367 0.375 0.383 0.392 0.400 0.408 0.417 0.425 0.433 0.442 0.450 0.458 0.467 0.475 0.483 0.492 0.500 0.508 0.517 0.525 0.533 0.542 0.550 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.029 0.002 0.003 0.003 0.003 0.003 0.004 0.004 0.004 0.004 0.005 0.005 0.005 0.005 0.006 0.006 0.006 0.006 0.007 0.007 0.007 0.007 0.008 0.008 0.008 0.008 0.009 0.009 0.009 0.009 0.010 0.010 0.010 0.010 0.011 0.011 0.011 0.011 0.012 0.012 0.012 0.012 0.012 0.013 0.013 0.013 0.013 0.014 0.014 0.014 0.014 0.015 0.015 0.015 0.015 0.016 0.016 0.016 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.617 1.746 3.208 4.939 6.903 9.074 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.558 0.029 0.016 11.43 0.567 0.029 0.017 13.97 0.575 0.029 0.017 16.67 0.583 0.029 0.017 19.52 0.592 0.029 0.017 22.52 0.600 0.029 0.018 25.66 0.608 0.029 0.018 28.94 0.617 0.029 0.018 32.34 0.625 0.029 0.018 35.87 0.633 0.029 0.019 39.51 0.642 0.029 0.019 43.27 0.650 0.029 0.019 47.15 0.658 0.029 0.019 51.13 0.667 0.029 0.020 55.22 0.675 0.029 0.020 59.41 0.683 0.029 0.020 63.71 0.692 0.029 0.020 68.10 0.700 0.029 0.021 72.59 0.708 0.029 0.021 77.17 0.717 0.029 0.021 81.85 0.725 0.029 0.021 86.62 0.733 0.029 0.022 91.47 0.742 0.029 0.022 96.42 0.750 0.029 0.022 101.4 0.758 0.029 0.022 106.6 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 0.059 Name Trapezoidal Pond BR13 Bottom Length: 95ft. Bottom Width: 4ft. Depth : 0.75ft. Volume at riser head : 0.0044ft. Infiltration On Infiltration rate : 2 Infiltration saftey factor : 1 Side slope 1: 0 To 1 Side slope 2: 0 To 1 Side slope 3: 0 To 1 Side slope 4: 0 To 1 Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 1000 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed 1, Gravel Trench Bed 1, Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.009 0.000 0.000 0.000 0.008 0.009 0.000 0.000 0.018 0.017 0.009 0.000 0.000 0.018 0.025 0.009 0.000 0.000 0.018 0.033 0.009 0.000 0.000 0.018 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.042 0.009 0.000 0.000 0.018 0.050 0.009 0.000 0.000 0.018 0.058 0.009 0.001 0.000 0.018 0.067 0.009 0.001 0.000 0.018 0.075 0.009 0.001 0.000 0.018 0.083 0.009 0.001 0.000 0.018 0.092 0.009 0.001 0.000 0.018 0.100 0.009 0.001 0.000 0.018 0.108 0.009 0.001 0.000 0.018 0.117 0.009'.., 0.001 0.000 0.018 0.125 0.009 0.001 0.000 0.018 0.133 0.009 0.001 0.000 0.018 0.142 0.009 0.001 0.000 0.018 0.150 0.009 0.001 0.000 0.018 0.158 0.009 0.001 0.000 0.018 0.167 0.009 0.001 0.000 0.018 0.175 0.009 0.002 0.000 0.018 0.183 0.009 0.002 0.000 0.018 0.192 0.009 0.002 0.000 0.018 0.200 0.009 0.002 0.000 0.018 0.208 0.009 0.002 0.000 0.018 0.217 0.009 0.002 0.000 0.018 0.225 0.009 0.002 0.000 0.018 0.233 0.009 0.002 0.000 0.018 0.242 0.009 0.002 0.000 0.018 0.250 0.009 0.002 0.000 0.018 0.258 0.009 0.002 0.000 0.018 0.267 0.009 0.002 0.000 0.018 0.275 0.009 0.002 0.000 0.018 0.283 0.009 0.002 0.000 0.018 0.292 0.009 0.003 0.000 0.018 0.300 0.009 0.003 0.000 0.018 0.308 0.009 0.003 0.000 0.018 0.317 0.009 0.003 0.000 0.018 0.325 0.009 0.003 0.000 0.018 0.333 0.009 0.003 0.000 0.018 0.342 0.009 0.003 0.000 0.018 0.350 0.009 . 0.003 0.000 0.018 0.358 0.009 0.003 0.000 0.018 0.367 0.009 0.003 0.000 0.018 0.375 0.009 0.003 0.000 0.018 0.383 0.009 0.003 0.000 0.018 0:392 0.009 0.003 0.000 0.018 0.400 0.009 0.003 0.000. 0.018 0.408 0.009 0.004 0.000 0.018 0.417 0.009 0.004 0.000 0.018 0.425 0.009 0.004 0.000 0.018 0.433 0.009 0.004 0.000 0.018 0.442 0.009 0.004 0.000 0.018 0.450 0.009 0.004 0.000 - 0.018 0.458 0.009 0.004 0.000 0.018 0.467 0.009 0.004 0.000 0.018 0.475 0.009 0.004 0.000 0.018 0.483 0.009 0.004 0.000 0.018 0.492 0.009 0.004 0.000 0.018 0.500 0.009 0.004 0.000 0.018 0.508 0.009 0.004 0.617 0.018 0.517 0.009 0.005 1.746 0.018 0.525 0.009 0.005 3.208 0.018 0.533 0.009 0.005 4.939 0.018 0.542 0.009 0.005 6.903 0.018 0.550 0.009 0.005 9.074 0.018 0.558 0.009 0.005 11.43 0.018 0.567 0.009 0.005 13.97 0.018 0.575 0.009 0.005 16.67 0.018 0.583 0.009 0.005 19.52 0.018 0.592 0.009 0.005 22.52 0.018 0.600 0.009 0.005 25.66 0.018 0.608 0.009 0.005 28.94 0.018 0.617 0.009 0.005 32.34 0.018 0.625 0.009 0.005 35.87 0.018 0.633 0.009 0.006 39.51 0.018 0.642 0.009 0.006 43.27 0.018 0.650 0.009 0.006 47.15 0.018 0.658 0.009 0.006 51.13 0.018 0.667 0.009 0.006 55.22 0.018 0.675 0.009 0.006 59.41 0.018 0.683 0.009 0.006 63.71 0.018 0.692 0.009 0.006 68.10 0.018 0.700 0.009 0.006 72.59 0.018 0.708 0.009 0.006 77.17 0.018 0.717 0.009 0.006 81.85 0.018 0.725 0.009 0.006 86.62 0.018 0.733 0.009 0.006 91.47 0.018 0.742 0.009 0.006 96.42 0.018 0.750 0.009 0.007 101.4 0.018 0.758 0.009 0.007 106.6 0.018 Name Trapezoidal Pond BR14 Bottom Length: 85ft. Bottom Width: 4ft. Depth : 0.75ft. Volume at riser head : 0.0039ft. Infiltration On Infiltration rate : 2 Infiltration saftey factor : 1 Side slope 1: 0 To 1 Side slope 2: 0 To 1 Side slope 3: 0 To 1 Side slope 4: 0 To 1 Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 1000 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed 1, Gravel Trench Bed 1, Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.000 0.008 0.017 0.025 0.033 0.042 0.050 0.058 0.067 0.075 0.083 0.092 0.100 0.108 0.117 0.125 0.133 0.142 0.150 0.158 0.167 0.175 0.183 0.192 0.200 0.208 0.217 0.225 0.233 0.242 0.250 0.258 0.267 0.275 0.283 0.292 0.300 0.308 0.317 0.325 0.333 0.342 0.350 0.358 0.367 0.375 0.383 0.392 0.400 0.408 0.417 0.425 0..433 0.442 0.450 0.458 0.467 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.004 0.004 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.475 0.483 0.492 0.500 0.508 0.517 0.525 0.533 0.542 0.550 0.558 0.567 0.575 0.583 0.592 0.600 0.608 0.617 0.625 0.633 0.642 0.650 0.658 0.667 0.675 0.683 0.692 0.700 0.708 0.717 0.725 0.733 0.742 0.750 0.758 0.008 0.004 0.000 0.008 0.004 0.000 0.008 0.004 0.000 0.008 0.004 0.000 0.008 0.004 0.617 0.008 0.004 1.746 0.008 0.004 3.208 0.008 0.004 4.939 0.008' 0.004 6.903 0.008 0.004 9.074 0.008 0.004 11.43 0.008 0.004 13.97 0.008 0.004 16.67 0.008 0.005 19.52 0.008 0.005 22.52 0.008 0.005 25.66 0.008 0.005 28.94 0.008 0.005 32.34 0.008 0.005 35.87 0.008 0.005 39.51 0.008 0.005 43.27 0.008 0.005 47.15 0.008 0.005 51.13 0.008 0.005 55.22 0.008 0.005 59.41 0.008 0.005 63.71 0.008 0.005 68.10 0.008 0.005 72.59 0.008 0.006 77.17 0.008 0.006 81.85 0.008 0.006 86.62 0.008 0.006 91.47 0.008 0.006 96.42 0.008 0.006 101.4 0.008 0.006 106.6 0.016 0.016 0.016 0.016.. 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 Name Trapezoidal Pond BR15 Bottom Length: 50ft. Bottom Width: 4ft. Depth : 0.75ft. Volume at riser head : 0.0023ft. Infiltration On Infiltration rate : 2 Infiltration saftey factor : 1 Side slope 1: 0 To 1 Side slope 2: 0 To 1 Side slope 3: 0 To 1 Side slope 4: 0 To 1 Discharge Structure Riser Height: 0.5 ft Riser Diameter: 1000 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed 1, Gravel Trench Bed 1, Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.005 0.000 0.000 0.000 0.008 0.005 0.000 0.000 0.009 0.017 0.005 0.000 0.000 0.009 0.025 0.005 0.000 0.000 0.009 0.033 0.005 0.000 0.000 0.009 0.042 0.005 0.000 0.000 0.009 0.050 0.005 0.000 0.000 0.009 0.058 0.005 0.000 0.000 0.009 0.067 0.005 0.000 0.000 0.009 0.075 0.005 0.000 0.000 0.009 0.083 0.005 0.000 0.000 0.009 0.092 0.005 0.000 0.000 0.009 0.100 0.005 0.000 0.000 0.009 0.108 0.005 0.000 0.000 0.009 0.117 0.005 0.001 0.000 0.009 0.125 0.005 0.001 0.000 0.009 0.133 0.005 0.001 0.000 0.009 0.142 0.005 0.001 0.000 0.009 0.150 0.005 0.001 0.000 0.009 0.158 0.005 0.001 0.000 0.009 0.167 0.005 0.001 0.000 0.009 0.175 0.005 0.001 0.000 0.009 0.183 0.005 0.001 0.000 0.009 0.192 0.005 0.001 0.000 0.009 0.200. 0.005 0.001 0.000 0.009 0.208 0.005 0.001 0.000 0.009 0.217 0.005 0.001 0.000 0.009 0.225 0.005 0.001 0.000 0.009 0.233 0.005 0.001 0.000 0.009 0.242 0.005 0.001 0.000 0.009 0.250 0.005 0.001 0.000 0.009 0.258 0.005 0.001 0.000 0.009 0.267 0.005 0.001 0.000 0.009 0.275 0.005 0.001 0.000 0.009 0.283 0.005 0.001 0.000 0.009 0.292 0.005 0.001. 0.000 0.009 0.300 0.005 0.001 0.000 0.009 0.308 0.005 0.001 0.000 0.009 0.317 0.005 0.001 0.000 0.009 0.325 0.005 0.001 0.000 0.009 0.333 0.005 0.002 0.000 0.009 0.342 0.005 0.002 0.000 0.009 (0.350 0.005 0.002 0.000 0.009 0.358 0.005 0.002 0.000 0.009 0.367 0.005 0.002 0.000 0.009 0.375 0.005 0.002 0.000 0.009 0.383 0.005 0.002 0.000 0.009 0.392 0.005 0.002 0.000 0.009 0.400 0.005 0.002 0.000 0.009 0.408 0.005 0.002 0.000 0.009 0.417 0.005 0.002 0.000 0.009 0.425 0.005 0.002 0.000 0.009 0.433 0.005 0.002 0.000 0.009 0.442 0.005 0.002 0.000 0.009 0.450 0.005 0.002 0.000 0.009 0.458 0.005 0.002 0.000 0.009 0.467 0.005 0.002 0.000 0.009 0.475 0.005 0.002 0.000 0.009 0.483 0.005 0.002 0.000 0.009 0.492 0.005 0.002 0.000 0.009 0.500 0.005 0.002 0.000 0.009 0.508 0.005 0.002 0.617 0.009 0.517 0.005 0.002 1.746 0.009 0.525 0.005 0.002 3.208 0.009 0.533 0.005 0.002 4.939 0.009 0.542 0.005 0.002 6.903 0.009 0.550 0.005 0.003 9.074 0.009 0.558 0.005 0.003 11.43 0.009 0.567 0.005 0.003 13.97 0.009 0.575 0.005 0.003 16.67 0.009 0.583 0.005 0.003 19.52 0.009 0.592 0.005 0.003 22.52 0.009 0.600 0.005 0.003 25.66 0.009 0.608 0.005 0.003 28.94 0.009 0.617 0.005 0.003 32.34 0.009 0.625 0".005 0.003 35.87 0.009 0.633 0.005 0.003 39.51 0.009 0.642 0.005 0.003 43.27 0.009 0.650 0.005 0.003 47.15 0.009 0.658 0.005 0.003 51.13 0.009 0.667 0.005 0.003 55.22 0.009 0.675 0.005 0.003 59.41 0.009 0.683 0.005 0.003 63.71 0.009 0.692 0.005 0.003 68.10 0.009 0.700 0.005 0.003 72.59 0.009 0.708 0.005 0.003 77.17 0.009 0.717 0.005 0.003 81.85 0.009 0.725 0.005 0.003 86.62 0.009 0.733 0.005 0.003 91.47 0.009 0.742 0.005 0.003 96.42 0.009 0.750 0.005 0.003 101.4 0.009 0.758 0.005 0.003 106.6 0.009 Name Channel BS1 Bottom Length: 100ft. Bottom Width : 2ft. Manning's n : 0.2 Channel bottom slope 1: 0.015 To 1 Channel Left side slope 0: 3 To 1 Channel right side slope 2: 3 To 1 Discharge Structure Riser Height: 0 ft. Riser Diameter: 0 in. Element Flows To: Outlet 1 Gravel Trench Bed 2, Outlet 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Channel Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.005 0.000 0.000 0.000 0.006 0.005 0.000 0.000 0.000 0.011 0.005 0.000 0.001 0.000 0.017 0.005 0.000 0.002 0.000 0.022 0.005 0.000 0.003 0.000 0.028 0.005 0.000 0.005 0.000 0.033 0.005 0.000 0.006 0.000 0.039 0.005 0.000 0.008 0.000 0.044 0.005 0.000 0.010 0.000 0.050 0.005 0.000 0.013 0.000 0.056 0.005 0.000 0.015 0.000 0.061 0.005 0.000 0.018 0.000 0.067 0.006 0.000 0.021 0.000 0.072 0.006 0.000 0.024 0.000 0.078 0.006 0.000 0.027 0.000 0.083 0.006 0.000 0.030 0.000 0.089 0.006 0.000 0.034 0.000 0.094 0.006 0.000 0.037 0.000 0.100 0.006 0.001 0.041 0.000 0.106 0.006 0.001 0.045 0.000 0.111 0.006 0.001 0.050 0.000 0.117 0.006 0.001 0.054 0.000 0.122 0.006 0.001 0.058 0.000 0.128 0.006 0.001 0.063 0.000 0.133 0.006 0.001 0.068 0.000 0.139 0.007 0.001 0.073 0.000 0.144 0.007 0.001 0.078 0.000 0.150 0.007 0.001 0.084 0.000 0.156 0.007 0.001 0.089 0.000 0.161 0.007 0.001 0.095 0.000 0.167 0.007 0.001 0.101 0.000 0.172 0.007 0.001 0.107 0.000 0.178 0.007 0.001 0.113 0.000 0.183 0.007 0.001 0.119 0.000 0.189 0.007 0.001 0.126 0.000 0.194 0.007 0.001 0.133 0.000 0.200 0.007 0.001 0.139 0.000 0.206 0.007 0.001 0.146 0.000 0.211 0.007 0.001 0.154 0.000 0.217 0.008 0.001 0.161 0.000 0.222 0.008 0.001 0.169 0.000 0.228 0.008 0.001 0.176 0.000 0.233 0.008 0.001 0.184 0.000 0.239 0.008 0.001 0.192 0.000 0.244 0.008 0.002 0.200 0.000 0.250 0.008 0.002 0.209 0.000 0.256 0.008 0.002 0.217 0.000 0.261 0.008 0.002 0.226 0.000 0.267 0.008 0.002 0.235 0.000 0.272 0.008 0.002 0.244 0.000 0.278 0.008 0.002 0.253 0.000 0.283 0.008 0.002 0.263 0.000 0.289 0.009 0.002 0.272 0.000 0.294 0.009 0.002 0.282 0.000 0.300 0.009 0.002 0.292 0.000 0.306 0.009 0.002 '0.302 0.000 0.311 0.009 0.002 0.313 0.000 0.317 0.009 0.002 0.323 0.000 0.322 0.009 0.002 0.334 0.000 0.328 0.009 0.002 0.345 0.000 0.333 0.009•-- 0.002 0.356 0.000 0.339 0.009 0.002 0.367 0.000 0.344 0.009 0.002 0.378 0.000 0.350 0.009 0.002 0.390 0.000 0.356 0.009 0.003 0.402 0.000 0.361 0.010 0.003 0.414 0.000 0.367 0.010 0.003 0.426 0.000 0.372 0.010 0.003 0.438 0.000 0.378 0.010 0.003 0.451 0.000 0.383 0.010 0.003 0.464 0.000 0.389 0.010 0.003 0.476 0.000 0.394 0.010 0.003 0.490 0.000 0.400 0.010 0.003 0.503 0.000 0.406 0.010 0.003 0.516 0.000 0.411 0.010 0.003 0.530 0.000 0.417 0.010 0.003 0.544 0.000 0.422 0.010 0.003 0.558 0.000 0.428 0.010 0.003 0.572 0.000 0.433 0.011 0.003 0.587 0.000 0.439 0.011 0.003 0.602 0.000 0.444 0.011 0.003 0.616 0.000 0.450 0.011 0.003 0.631 0.000 0.456 0.011 0.004 0.647 0.000 0.461 0.011 0.004 0.662 0.000 0.467 0.011 0.004 0.678 0.000 0.472 0.011 0.004 0.694 0.000 0.478 0.011 0.004 0.710 0.000 0.483 0.011 0.004 0.726 0.000 0.489 0.011 0.004 0.743 0.000 0.494 0.011 0.004 0.759 0.000 0.500 0.011 0.004 0.776 0.000 0.506 0.012. 0.004 0.793 0.000 Name Channel BS2 Bottom Length: 100ft. Bottom Width : 2.5ft. Manning's n : 0.2 Channel bottom slope 1: 0.01 To 1 Channel Left side slope 0: 3 To 1 Channel right side slope 2: 3 To 1 Discharge Structure Riser Height: 0 ft. Riser Diameter: 0 in. Element Flows To: Outlet 1 Gravel Trench Bed 2, Outlet 2 Stage(ft) 0.000 0.006 0.011 0.017 0.022 0.028 0.033 0.039 0.044 0.050 0.056 0.061 0.067. 0.072 0..078 0.083 0.089 0.094 0.100 0.106 0.111 0.117 0.122 0.128 0.133 0.139 0.144 0.150 0.156 0.161 0.167 0.172 0.178 0.183 0.189 0.194 0.200 0.206 0.211 0.217 0.222 0.228 0.233 0.239 0.244 0.250 0.256 0.261 0.267 0.272 0.278 0.283 Channel Hydraulic Table Area(acr) 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0:006 0.006 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.009 0.009 0.009 0.009 0.009 0.009 0.009 0.009 0.009 0.009 0.009 0.009 0.009 0.010 0.010 -Volume (acr-ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 Dschrg (cfs) 0.000 0.000 0.001 0.002 0.003 0.005 0.007 0.008 0.011 0.013 0.015 0.018 0.021 0.024 0.027 0.031 0.034 0.038 0.042 0.046 0.050 0.054 0.059 0.064 0.068 0.073 0.079 0.084 0.089 0.095 0.101 0.107 0.113 0.119 0.125 0.132 0.139 0.146 0.153 0.160 0.167 0.175 0.182 0.190 0.198 0.206 0.215 0.223 0.232 0.241 0.249 0.259 Infilt(cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.289 0.010 0.002 0.268 0.000 0.294 0.010 0.002 0.277 0.000 0.300 0.010 0.002 0.287 0.000 0.306 0.010 0.002 0.297 0.000 0.311 0.010 0.002 0.307 0.000 0.317 0.010 0.003 0.317 0.000 0.322 0.010 0.003 0.327 0.000 0.328 0.010 0.003 0.337 0.000 0.333 0.010 0.003 0.348 0.000 0.339 0.010 0.003 0.359 0.000 0.344 0.010 0.003 0.369 0.000 0.350 0.011 0.003 0.381 0.000 0.356 0.011 0.003 0.392 0.000 0.361 0.011 0.003 0.403 0.000 0.367 0.011 0.003 0.415 0.000 0.372 0.011 0.003 0.427 0.000 0.378 0.011 0.003 0.438 0.000 0.383 0.011 0.003 0.451 0.000 0.389 0.011 0.003 0.463 0.000 0.394 0.011 0.003 0.475 0.000 0.400 0.011 0.003 0.488 0.000 0.406 0.011 0.003 0.501 0.000 0.411 0.011 0.004 0.513 0.000 0.417 0.011 0.004 0.527 0.000 0.422 0.012 0.004 0.540 0.000 0.428 0.012 0.004 0.553 0.000 0.433 0.012 0.004 0.567 0.000 0.439 0.012 0.004 0.581 0.000 0.444 0.012 0.004 0.595 0.000 0.450 0.012 0.004 0.609 0.000 0.456 0.012 0.004 0.623 0.000 0.461 0.012 0.004 0.638 0.000 0.467 0.012 0.004 0.653 0.000 0.472 0.012 0.004 0.667 0.000 0.478 0.012 0.004 0.682 0.000 0.483 0.012 0.004 0.698 0.000 0.489 0.012 0.004 0.713 0.000 0.494 0.013 0.005 0.729 0.000 0.500 0.013 0.005 0.745 0.000 0.506 0.013 0.005 0.760 0.000 Name Gravel Trench Bed 1 Bottom Length: 160ft. Bottom Width : 160ft. Trench bottom slope 1: 0.00001 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer : 0.5 Pour Space of material for first layer : 0.05 Material thickness of second layer : 2.33 Pour Space of material for second layer : 0.94 Material thickness of third layer : 0 Pour Space of material for third layer : 0 Discharge Structure Riser Height: 2.8 ft. Riser Diameter: 12 in. Orifice 1 Diameter: 2.35 in. Elevation: 0 ft. Orifice 1 Diameter: 3.7 in. Elevation: 2 ft. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 17.00 0.588 0.000 0.000 0.000 17.03 0.588 0.001 0.026 0.000 17.06 0.588 0.002 0.036 0.000 17.09 0.588 0.003 0.045 0.000 17.13 0.588 0.004 0.051. 0.000 17.16 0.588 0.005 0.058 0.000 17.19 0.588 0.006 0.063 0.000 17.22 0.588 0.006 0.068 0.000 17.25 0.588 0.007 0.073 0.000 17.28 0.588 0.008 0.077 0.000 17.31 0.588 0.009 0.081 0.000 17.35 0.588 0.010 0.085 0.000 17.38 0.588 0.011 0.089 0.000 17.41 0.588 0.012 0.093 0.000 17.44 0.588 0.013 0.096 0.000 17.47 0.588 0.014 0.100 0.000 17.50 0.588 0.031 0.103 0.000 17.53 0.588 0.049 0.106 0.000 17.57 0.588 0.066 0.109 0.000 17.60 0.588 0.083 0.112 0.000 17.63 0.588 0.101 0.115 0.000 17.66 0.588 0.118 0.118' 0.000 17.69 0.588 0.135 0.121 0.000 17.72 0.588 0.153 0.123 0.000 17.75 0.588 0.170 0.126 0.000 17.79 0.588 0.188 0.129 0.000 17.82 0.588 0.205 0.131 0.000 17.85 0.588 0.222 0.134 0.000 17.88 0.588 0.240 0.136 0.000 17.91 0.588 0.257 0.139 0.000 17.94 0.588 0.274 0.141 0.000 17.97 0.588 0.292 0.143 0.000 18.01 0.588 0.309 0.145 0.000 18.04 0.588 0.327 0.148 0.000 18.07 0.588 0.344 0.150 0.000 18.10 0.588 0.361 0.152 0.000 18.13 0.588 0.379 0.154 0.000 18.16 0.588 0.396 0.156 0.000 18.19 0.588 0.413 0.159 0.000 18.23 0.588 0.431 0.161 0.000 18.26 0.588 0.448 0.163 0.000 18.29 0.588 0.466 0.165 0.000 18.32 0.588 0.483 0.167 0.000 18.35 0.588 0.500 0.169 0.000 18.38 0.588 0.518 0.171 0.000 18.42 0.588 0.535 0.173 0.000 18.45 0.588 0.552 0.174 0.000 18.48 0.588 0.570 0.176 0.000 18.51 0.588 0.587 0.178 0.000 18.54 0.588 0.604 0.180 0.000 18.57 0.588 0.622 0.182 0.000 18.60 0.588 0.639 0.184 0.000 18.64 0.588 0.657 0.185 0.000 18.67 0.588 0.674 0.187 0.000 18.70 0.588 0.691 0.189 0.000 18.73 0.588 0.709 0.191 0.000 18.76 0.588 0.726 0.192 0.000 18.79 0.588 0.743 0.194 0.000 18.82 0.588 0.761 0.196 0.000 18.86 0.588 0.778 0.198 0.000 18.89 0.588 0.796 0.199 0.000 18.92 0.588 0.813 0.201 0.000 18.95 0.588 0.830 0.203 0.000 18.98 0.588 0.848 0.204 0.000 19.01 0.588 0.865 0.246 0.000 19.04 0.588 0.882 0.283 0.000 19.08 0.588 0.900 0.308 0.000 19.11 0.588 0.917 0.328 0.000 19.14 0.588 0.935 0.346 0.000 19.17 0.588 0.952 0.362 0.000 19.20 0.588 0.969 0.376 0.000 19.23 0.588 0.987 0.390 0.000 19.26 0.588 1.004 0.403 0.000 19.30 0.588 1.021 0.415 0.000 19.33 0.588 1.039 0.427 0.000 19.36 0.588 1.056 0.438 0.000 19.39 0.588 1.073 0.449 0.000 19.42 0.588 1.091 0.459 0.000 19.45 0.588 1.108 0.469 0.000 19.48 0.588 1.126 0.479 0.000 19.52 0.588 1.143 0.488 0.000 19.55 0.588 1.160 0.497 0.000 19.58 0.588 1.178 0.506 0.000 19.61 0.588 1.195 0.515 0.000 19.64 0.588 1.212 0.524 0.000 19.67 0.588 1.230 0.532 0.000 19.70 0.588 1.247 0.540 0.000 19.74 0.588 1.265 0.548 0:000 19.77 0.588 1.282 0.556 0.000 19.80 0.588 1.299 0.564 0.000 19.83. 0.588 1.317 0.622 0.000 Name Gravel Trench Bed 2 Bottom Length: 80ft. Bottom Width : 80ft. Trench bottom slope 1: 0.00001 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer : 2 Pour Space of material for first layer : 0.94 Material thickness of second layer : 0 Pour Space of material for second layer : 0 Material thickness of third layer : 0 Pour Space of material for third layer : 0 Discharge Structure Riser Height: 1.95 ft. Riser Diameter: 12 in. Orifice 1 Diameter:• 1.5 in. Elevation: 0 ft. Orifice 1 Diameter: 2.5 in. Elevation: 1 ft. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 17.50 0.147 0.000 0.000 0.000 17.52 0.147 0.003 0.009 0.000 17.54 0.147 0.006 0.012 0.000 17.57 0.147 0.009 0.015 0.000 17.'59 0.147 0.012 0.018 0:000 17.61 0.147 0.015 0.020 0.000 17.63 0.147 0.018 0.022 0.000 17.66 0.147 0.021 0.023 0.000 17.68 0.147 0.025 0.025 0.000 17.70 0.147 0.028 0.026 0.000 17.72 0.147 0.031 0.028 0.000 17.74 0.147 0.034 0.029 0.000 17.77 0.147 0.037 0.031 0.000 17.79 0.147 0.040 0.032 0.000 17.81 0.147 0.043 0.033 0.000 17.83 0.147 0.046 0.034 0.000 17.86 0.147 0.049 0.035 0.000 17.88 0.147 0.052 0.036 0.000 17.90 0.147 0.055 0.037 0.000 17.92 0.147 0.058 0.038 0.000 17.94 0.147 0.061 0.039 0.000 17.97 0.147 0.064 0.040 0.000 17.99 0.147 0.068 0.041 0.000 18.01 0.147 0.071 0.042 0.000 18.03 0.147 0.074 0.043 0.000 18.06 0.147 0.077 0.044 0.000 18.08 0.147 0.080 0.045 0.000 18.10 0.147 0.083 0.046 0.000 18.12 0.147 0.086 0.047 0.000 18.14 0.147 0.089 0.04'7 0.000 18.17 0.147 0.092 0.048 0.000 18.19 0.147 0.095 0.049 0.000 18.21 0.147 0.098 0.050 0.000 18.23 0.147 0.101 0.051 0.000 18.26 0.147 0.104 0.051 0.000 18.28 0.147 0.107 0.052 0.000 18.30 0.147 0.110 0.053 0.000 18.32 0.147 0.114 0.054 0.000 18.34 0.147 0.117 0.054 0.000 18.37 0.147 0.120 0.055 0.000 18.39 0.147 0.123 0.056 0.000 18.41 0.147 0.126 0.056 0.000 18.43 0.147 0.129 0.057 0.000 18.46 0.147 0.132 0.058 0.000 18.48 0.147 0.135 0.058 0.000 18.50 0.147 0.138 0.059 0.000 18.52 0.147 0.141 0.084 0.000 18.54 0.147 0.144 0.095 0.000 18.57 0.147 0.147 0.103 0.000 18.59 0.147 0.150 0.111 0.000 18.61 0.147 0.153 0.117 0.000 18.63 0.147 0.157 0.123 0.000 18.66 0.147 0.160 0.128 0.000 18.68 0.147 0.163 0.133 0.000 18.70 0.147 0.166 0.138 0.000 18.72 0.147 0.169 0.143 0.000 18.74 0.147 0.172 0.147 0.000 18.77 0.147 0.175 0.151 0.000 18.79 0.147 0.178 0.155 0.000 18.81 0.147 0.181 0.159 0.000 18.83 0.147 0.184 0.163 0.000 18.86 0.147 0.187 0.167 0.000 18.88 0.147 0.190 0.170 0.000 18.90 0.147 0.193 0.174 0.000 18.92 0.147 0.196 0.177 0.000 18.94 0.147 0.199 0.180 0.000 18.97 0.147 0.203 0.184 0.000 18.99 0.147 0.206 0.187 , 0.000 19.01 0.147 0.209 0.190 0.000 19.03 0.147 0.212 0.193 0.000 19.06 0.147 0.215 0.196 0.000 19.08 0.147 0.218 0.199 0.000 19.10 0.147 0.221 0.202 0.000 19.12 0.147 0.224 0.205 0.000 19.14 0.147 0.227 0.208 0.000 19.17 0.147 0.230 0.210 0.000 19.19 0.147 0.233 0.213 0.000 19.21 0.147 0.236 0.216 0.000 19.23 0.147 0.239 0.218 0.000 19.26 0.147 0.242 0.221 0.000 19.28 0.147 0.246 0.224 0.000 19.30 0.147 0.249 0.226 0.000 19.32 0.147 0.252 0.229 0.000 19.34 0.147 0.255 0.231 0.000 19.37 0.147 0.258 0.234 0.000 19.39 0.147 0.261 0.236 0.000 19.41 0.147 0.264 0.238 0.000 19.43 0.147 0.267 0.241 0.000 19.46 0.147 0.270 0.247 0.-000 19.48 0.147 0.273 0.291 0.000 19.50 0.147 0.276 0.357 0.000 Name Trapezoidal Pond BR16 Bottom Length: 55ft. Bottom Width: 5ft. Depth : 0.75ft. Volume at riser head : 0.0032ft. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Infiltration On Infiltration rate : 2 Infiltration saftey factor : 1 Side slope 1: 0 To 1 Side slope 2: 0 To 1 Side slope 3: 0 To 1 Side slope 4: 0 To 1 Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 1000 in Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed 1, Gravel Trench Bed 1, Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.006 0.000 0.000 0.000 0.008 0.006 0.000 0.000 0.013 0.017 0.006 0.000 0.000 0.013 0.025 0.006 0.000 0.000 0.013 0.033 0.006 0.000 0.000 0.013 0.042 0.006 0.000 0.000 0.013 0.050 0.006 0.000 0.000 0.013 0.058 0.006 0.000 0.000 0.013 0.067 0.006 0.000 0.000 0.013 0.075 0.006 0.000 0.000 0.013 0.083 0.006 0.001 0.000 0.013 0.092 0.006 0.001 0.000 0.013 0.100 0.006 0.001 0.000 0.013 0.108 0.006 0.001 0.000 0.013 0.117 0.006 0.001 0.000 0.013 0.125 0.006. 0.001 0.000 0.013 0.133 0.006 0.001 0.000 0.013 0.142 0.006 0.001 0.000 0.013 0.150 0.006 0.001 0.000 0.013 0.158 0.006 0.001 0.000 0.013 0.167 0.006 0.001 0.000 0.013 0.175 0.006 0.001 0.000 0.013 0.183 0.006 0.001 0.000 0.013 0.192 0.006 0.001 0.000 0.013 0.200 0.006 0.001 0.000 0.013 0.208 0.006 0.001 0.000 0.013 0.217 0.006 0.001 0.000 0.013 0.225 0.006 0.001 0.000 0.013 0.233 0.006 0.001 0.000 0.013 0.242 0.006 0.002 0.000 0.013 0.250 0.006 0.002 0.000 0.013 0.258 0.006 0.002 0.000 0.013 0.267 0.006 0.002 0.000 0.013 0.275 0.006 0.002 0.000 0.013 0.283 0.006 0.002 0.000 0.013 0.292 0.006 0.002 0.000 0.013 0.300 0.006 0.002 0.000 0.013 0.308 0.006 0.002 0.000 0.013 0.317 0.006 0.002 0.000 0.013 0.325 0.006 0.002 0.000 0.013 0.333 0.006 0.002 0.000 0.013 0.342 0.006 0.002 0.000 0.013 0.350 0.006 0.002 0.000 0.013 0.358 0.006 0.002 0.000 0.013 0.367 0.006 0.002 0.000 0.013 0.375 0.006 0.002 0.000 0.013 0.383 0.006 0.002 0.000 0.013 0.392 0.006 0.002 0.000 0.013 0.400 0.006 0.003 0.000 0.013 0.408 0.006 0.003 0.000 0.013 0.417 0.006 0.003 0.000 0.013 0.425 0.006 0.003 0.000 0.013 0.433 0.006 0.003 0.000 0.013 0.442 0.006 0.003 0.000 0.013 0.450 0.006 0.003 0.000 0.013 0.458 0.006 0.003 0.000 0.013 0.467 0.006 0.003 0.000 0.013 0.475 0.006 0.003 0.000 0.013 0.483 0.006 0.003 0.000 0.013 0.492 0.006 0.003 0.000 0.013 0.500 0.006 0.003 0.000 0.013 0.508 0.006 0.003 0.617 0.013 0.517 0.006 0.003 1.746 0.013 0.525 0.006 0.003 3.208 0.013 0.533 0.006 0.003 4.939 0.013 0.542 0.006 0.003 6.903 0.013 0.550 0.006 0.003 9.074 0.013 0.558 0.006 0.004 11.43 0.013 0:567 0.006 0.004 13.97 0.013 0.575 0.006 0.004 16.67 0.013 0.583 0.006 0.004 19.52 0.013 0.592 0.006 0.004 22.52 0.013 0.600 0.006 0.004 25.66 0.013 0.608 0.006 0.004 28.94 0.013 0.617 0.006 0.004 32.34 0.013 0.625 0.006 0.004 35.87 0.013 0.633 0.006 0.004 39.51 0.013 0.642 0.006 0.004 43.27 0.013 0.650 0.006 0.004 47.15 0.013 0.658 0.006 0.004 51.13 0.013 0.667 0.006 0.004 55.22 0.013 0.675 0.006 0.004 59.41 0.013 0.683 0.006 0.004 63.71 0.013 0.692 0.006 0.004 68.10 0.013 0.700 0.006 0.004 72.59 0.013 0.708 0.006 0.004 77.17 0.013 0.717 0.006 0.005 81.85 0.013 0.725 0.006 0.005 86.62 0.013 0.733 0.006 0.005 91.47 0.013 0.742 0.006 0.005 96.42 0.013 0.750 0.006 0.005 101.4 0.013 0.758 0.006 0.005 106.6 0.013 Name CF2 Bypass: No GroundWater: No Pervious Land Use C, Lawn, Flat Impervious Land Use ROADS FLAT Acres .155 Acres 0.288 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 2, Gravel Trench Bed 2, Name S4 Bypass: No GroundWater: No Pervious Land Use C, Lawn, Flat Impervious Land Use ROADS FLAT Acres .034 Acres 0.075 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 2, Gravel Trench Bed 2, Name S2 Bypass: No GroundWater: No Pervious Land Use Impervious Land Use ROADS FLAT Acres Acres 0.032 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1, Gravel Trench Bed 1, Name PS Bypass: No GroundWater: No Pervious Land Use C, Lawn, Flat Impervious Land Use ROADS FLAT Acres .266 Acres 0.4 Element Flows To: Surface Interflow Gravel Trench Bed 1, Gravel Trench Bed 1, Groundwater Name S6 Bypass: No GroundWater: No Pervious Land Use Acres Impervious Land Use Acres ROADS FLAT 0.076 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 2, Gravel Trench Bed 2, MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods'for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.268158 _ 5 year 0.395241 10 year 0.481981 25 year 0.593605 50 year 0.677898 100 year 0.76299 Flow Frequency Return Periods for Mitigated. POC #1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Return Period 2 year 5 year 10 year 25 year 50 year 100 year Flow (cfs) 0.263905 0.367093 0.445779 0.557765 0.650837 0.752633 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1950 0.313 0.214 1951 0.611 0.278 1952 0.528 0.588 1953 0.220 0.195 1954 0.171 0.206 1955 0.228 0.239 1956 0.352 0.337 1957 0.340 0.284 1958 0.322 0.289 1959 0.264 0.251 1960 0.213 0.244 1961 0.423 0.511 1962 0.229 0.265 1963 0.155 0.185 1964 0.218 0.256 1965 0.244 0.227 1966 0.204 0.276 1967 0.223 0.195 1968 0.390 0.315 1969 0.244 0.204 1970 0.252 0.234 1971 0.240 0.221 1972 0.240 0.280 1973 0.476 0.351 1974 0.215 0.201 1975 0.226 0.201 1976 0.391 0.326 1977 0.254 0.255 1978 0.089 0.187 1979 0.236 0.263 1980 0.135 0.184 1981 0.298 0.352 1982 0.231 0.201 1983 0.509 0.589 1984 0.282 0.291 1985 0.217 0.194 1986 0.126 0.245 1987 0.449 0.392 1988 0.433 0.535 1989 0.186 0.201 1990 0.112 0.171 1991 0.670 0.448 1992 0.565 0.572 1993 0.239 0.205 1994 0.214 0.214 1995 0.095 0.167 1996 1997 1998 1999 0.277 0.541 0.493 0.194 0.297 0.548 0.630 0.210 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.6698 0.6300 2 0.6107 0.5886 3 0.5652 0.5883 4 0.5410 0.5719 5 0.5282 0.5476 6 0.5087 0.5346 7 0.4931 0.5110 8 0.4764 0.4484 9 0.4490 0.3917 10 0.4328 0.3522 11 0.4225 0.3509 12 0.3908 0.3367 13 0.3904 0.3260 14 0.3519 0.3150 15 0.3405 0.2966 16 0.3221 0.2910 17 0.3129 0.2888 18 0.2977 0.2843 19 0.2823 0.2798 20 0.2766 0.2778 21 0.2643 0.2761 22 0.2542 0.2653 23 0.2519 0.2628 24 0.2440 0.2561 25 0.2438 0.2551 26 0.2398 0.2507 27 0.2397 0.2451 28 0.2393 0.2439 29 0.2363 0.2387 30 0.2310 0.2343 31 0.2289 0.2273 32 0.2283 0.2213 33 0.2261 0.2144 34 0.2230 0.2137 35 0.2198 0.2104 36 0.2185 0.2061 37 0.2168 0.2046 38 0.2148 0:2036 39 0.2143 0.2012 40 0.2131 0.2010 41 0.2044 0.2006 42 0.1937 0.2005 43 0.1858 0.1950 44 0.1708 0.1950 45 0.1552 0.1941 46 0.1347 0.1868 47 0.1261 0.1847 48 0.1120 0.1840 49 0.0951 0.1709 50 0.0893 0.1665 POC #1 Facility FAILED duration standard for 1+ flows. Flow(CFS) Predev Dev Percentage Pass/Fail 0.1341 2996 22993 767 Fail 0.1396 2718 19052 700 Fail 0.1451 2461 15380 624 Fail 0.1506 2266 12903 569 Fail 0.1561 2048 10462 510 Fail 0.1615 1886 8827 468 Fail 0.1670 1720 7219 419 Fail 0.1725 1600 6048 378 Fail 0.1780 1452 5001 344 Fail 0.1835 1340 4266 318 Fail 0.1890 1239 3453 278 Fail 0.1945 1156 2890 250 Fail 0.2000 1080 2452 227 Fail 0.2055 985 2021 205 Fail 0.2110 923 1736 188 Fail 0.2165 852 1447 169 Fail 0.2220 806 1272 157 Fail 0.2275 744 1106 148 Fail 0.2330 692 989 142 Fail 0.2384 646 866 134 Fail 0.2439 607 784 129 Fail 0.2494 561 705 125 Fail 0.2549 511 642 125 Fail 0.2604 480 558 116 Fail 0.2659 447 519 116 Fail 0.2714 420 479 114 Fail 0.2769 384 446 116 Fail 0.2824 357 405 113 Fail 0.2879 342 379 110 Pass 0.2934 315 351 111 Fail 0.2989 293 328 111 Fail 0.3044 274 305 111 Fail 0.3099 254 294 115 Fail 0.3154 239 271 113 Fail 0.3208 223 262 117 Fail 0.3263 212 243 114 Fail 0.3318 204 232 113 Fail 0.3373 186 217 116 Fail 0.3428 175 206 117 Fail 0.3483 166 190 114 Fail 0.3538 154 177 114 Fail 0.3593 145 166 114 Fail 0.3648 139 156 112 Fail 0.3703 128 146 114 Fail 0.3758 122 141 115 Fail 0.3813 113 134 118 Fail 0.3868 104 128 123 Fail 0.3923 95 124 130 Fail 0.3977 87 120 137 Fail 0.4032 78 117 150 Fail 0.4087 73 115 157 Fail 0.4142 66 109 165 Fail 0.4197 61 107 175 Fail 0.4252 52 103 198 Fail 0.4307 48 96 200 Fail 0.4362 44 90 204 Fail 0.4417 40 84 209 Fail 0.4472 37 82 221 Fail 0.4527 31 76 245 Fail 0.4582 29 70 241 Fail 0.4637 29 70 241 Fail 0.4692 28 67 239 Fail 0.4747 27 61 225 Fail 0.4801 25 60 240 Fail 0.4856 25 57 228 Fail 0.4911 22 55 250 Fail 0.4966 17 55 323 Fail 0.5021 16 47 293 Fail 0.5076 15, 44 293 Fail 0.5131 12 39 325 Fail 0.5186 11 38 345 Fail 0.5241 9 34 377 Fail 0.5296 7 31 442 Fail 0.5351 7 29 414 Fail 0.5406 7 27 385 Fail 0.5461 6 22 366 Fail 0.5516 6 19 316Fail 0.5570 6 17 283 Fail 0.5625 6 15 250 Fail 0.5680 5 14 280 Fail 0.5735 5 9 180 Fail 0.5790 5 8 160 Fail 0.5845 5 7 140 Fail 0.5900 5 5 100 Pass 0.5955 5 4 80 Pass 0.6010 5 3 60 Pass 0.6065 5 3 60 Pass 0.6120 4 3 75 Pass 0.6175 4 2 50 Pass 0.6230 4 2 50 Pass 0.6285 4 1 25 Pass 0.6340 4 0 0 Pass 0.6394 4 0 0 Pass 0.6449 3 0 0 Pass 0.6504 2 0 0 Pass 0.6559 2 0 0 Pass 0.6614 2 0 0 Pass 0.6669 1 0 0 Pass 0.6724 0 0 0 Pass 0.6779 0 0 0 Pass The development has an increase in flow durations from 1/2 predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. This program and accompanying documentation is provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. la a 1412' Cka dim ne 52Se zlL,,yd �s.Esa4�ES 1 10 70 311 40 S0 GO 70 00 Cumulative Probability N......._ Firm Fa4gienti• .�_t 4" 3 AadlJie 44141e41 .t" 6N'L " ir 1403 Tap 1 STAG 1012 pas delFod BRl4 T 1016 peaoidel Pend 1164 STat, / 114gwd 1020 aexkl Pod 00912 S 1 A,Gf Nfi9aled Erg)! Ft 14 99 1001 Goad Lomb Bid 1003 Gu+al TIRO. Bad'. 4.'etae: nuOur et 1 Stage 1►1e*9eec jreetl 1001 1003 2 Year - 1.2726 1.0674 5 Year 1,6613 1.1359 10 Tear - 1.1101 1.4904 99 Tear e 7,7777 1.6901 141 Tear - 7.9441 1.6991 1.8 Tear • 7.0177 1.7141 Vserl= Peaks 1949 1.1170 1950 1931 1.952 1953 1954 1955 1956 1957 1958 1959 1960 1961 1962 1061 1064 1965 1.7227 2.2519 •.0729 1.0707 1.0902 1.5962 1,1611 1.2922 1.2145 1.1000 7.1400 1.7164 0.•967 7.1019 1.1611 1.1069 1.0062 1.1102 1.1113 0.7891 0.0918 1.0206 1.3022 1.1203 1.1555 1.0442 1.0209 1.4145 1.0719 0.6664 1.0604 1.•160 1.1012 Appendix C WWHMv3 Project Report for the "EAST" Basin Western Washington Hydrology Model PROJECT REPORT Project Name: Site Address: City Report Date : Gage , Data Start Data End Precip Scale: WWHM3 Version: TCRS North 60%EAST 11/18/2011 Seatac 1948/10/01 1998/09/30 1.00 PREDEVELOPED LAND USE Name Bypass: No . Basin EAST GroundWater: No Pervious Land Use C, Lawn, Flat Impervious Land Use ROADS FLAT Acres .704 Acres 1.372 Element Flows To: Surface Interflow Groundwater Name Bypass: No . Basin EAST GroundWater. No Pervious Land Use C, Lawn, Flat 'Impervious Land Use ROADS FLAT Acres .689 Acres 1.387 Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.378299 5 year 0.468545 10 year 0.527708 25 year 0.602331 50 year 0.658054 100 year 0.714033 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.375257 5 year 0.465078 10 year 0.523991 25 year 0.598328 50 year 0.653855 100 year 0.709652 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1950 0.397 0.394 1951 0.617 0.614 1952 0.399 0.397 1953 0.320 0.317 1954 0.296 0.294 1955 0.362 0.359 1956 0.384 0.380 1957 0.367 0.363 1958 0.434 - 0.430 1959 0.381 0.378 1960 0.291 0.289 1961 0.374 0.372 1962 0.322 0.320' 1963 0.320 0.317 1964 0.317 0.315 1965 0.375 0.372 1966 0.329 0.326 1967 0.331 0.328 1968 0.496 0.492 1969 0.553 0.548 1970 0.305 0.302 1971 0.332 0.329 1972 0.316 0.313 1973 0.481 0.478 1974 0.301 0.299 1975 0.336 0.334 1976 0.457 0.454 1977 0.307 0.304 1978 0.367 0.363 1979 0.478 0.474 1980 1981 1982 1983 1984 1985 1986 1987 1988 1989 1990 1991 1992 1993 1994 1995 1996 1997 1998 1999 0.464 0.419 0.455 0.635 0.440 0.345 0.315 0.423 0.543 0.253 0.318 0.685 0.629 0.341 0.226 0.265 0.345 0.446 0.415 0.432 0.460 0.416 0.452 0.630 0.436 0.342 0.312 0.421 0.538 0.250 0.314 0.681 0.626 0.338 0.224 0.263 0.342 0.443 0.412 0.428 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.6845 0.6810 2 0.6348 0.6301 3 0.6293 0.6257 4 0.6174 0.6144 5 0.5532 0.5484 6 0.5434 0.5381 7 0.4962 0.4922 8 0.4806 0.4777 9 0.4781 0.4741 10 0.4643 0.4596 11 0.4566 0.4535 12 0.4553 0.4517 13 0.4455 0.4431 '14 0.4398 0.4357 15 0.4336 0.4304 16 0.4316 0.4281 17 0.4233 0.4206 18 0.4191 0.4161 19 0.4149 0.4121 20 0.3991 0.3966 21 0.3970 0.3941 22 0.3836 0.3804 23 0.3812 0.3780 24 0.3749 0.3719 25 0.3743 0.3716 26 0.3669 0.3634 27 0.3666 0.3633 28 0.3621 0.3593 29 0.3449 0.3422 30 0.3446 0.3416 31 0.3410 0.3382 32 0.3363 0.3337 33 0.3315 0.3289 34 0.3310 0.3284 35 0.3291 0.3263 36 0.3223 0.3198 37 0.3203 0.3174 38 0.3203 0.3172 39 0.3175 0.3149 40 0.3174 0.3141 41 0.3157 0.3133 42 0.3150 0.3120 43 0.3067 0.3045 44 0.3046 0.3022 45 0.3010 0.2985 46 0.2965 0.2938 47 0.2912 0.2888 48 0.2655 0.2628 49 0.2529 0.2502 50 0.2264 0.2242 POC #1 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.1891 1117 1074 96 Pass 0.1939 1020 992 97 Pass 0.1986 939 914 97 Pass 0.2034 861 837 97 Pass 0.2081 796 782 98 Pass 0.2128 752 729 96 Pass 0.2176 688 666 96 Pass 0.2223 629 612 97 Pass 0.2270 581 567 97 Pass 0.2318 544 526 96 Pass 0.2365 505 486 96 Pass 0.2413 459 446 97 Pass 0.2460 438 425 97 Pass 0.2507 406 393 96 Pass 0.2555 379 368 97 Pass 0.2602 352 342 97 Pass 0.2649 329 317 96 Pass 0.2697 298 288 96 Pass 0.2744 277 268 96 Pass 0.2791 255 248 97 Pass 0.2839 244 233 95 Pass 0.2886 224 220 98 Pass 0.2934 210 203 96 Pass 0.2981 194 192 98 Pass 0.3028 186 185 99 Pass 0.3076 177 172 97 Pass 0.3123 167 158 94 Pass 0.3170 153 146 95 Pass 0.3218 138 135 97 Pass 0.3265 128 124 96 Pass 0.3312 122 113 92 Pass 0.3360 113 109 96 Pass 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.3407 106 102 96 Pass 0.3455 98 95 96 Pass 0.3502 91 90 98 Pass 0.3549 89 83 93 Pass 0.3597 81 77 95 Pass 0.3644 76 72 94 Pass 0.3691 71 69 97 Pass 0.3739 69 64 92 Pass 0.3786 60 60 100 Pass 0.3833 58 56 96 Pass 0.3881 54 52 96 Pass 0.3928 52 49 94 Pass 0.3976 46 43 93 Pass 0.4023 42 39 92 Pass 0.4070 38 37 97 Pass 0.4118 37 37 100 Pass 0.4165 36 36 100 Pass 0.4212 35 33 94 Pass 0.4260 32 32 100 Pass 0.4307 32 30 93 Pass 0.4354 29 29 100 Pass 0.4402 28 28 100 Pass 0.4449 28 27 96 Pass 0.4497 27 26 96 Pass 0.4544 26 23 88 Pass 0.4591 23 23 100 Pass 0.4639 23 22 95 Pass 0.4686 21 20 95 Pass 0.4733 19 18 94 Pass 0.4781 18 16 88 Pass 0.4828 16 15 93 Pass 0.4875 14 14 100 Pass 0.4923 13 13 100 Pass 0.4970 12 12 100 Pass 0.5018 12 12 100 Pass 0.5065 12 12 100 Pass 0.5112 12 11 91 Pass 0.5160 11 11 100 Pass 0.5207 11 11 100 Pass 0.5254 11 11 100 Pass 0.5302 11 10 90 Pass 0.5349 10 10 100 Pass 0.5396 10 9 90 Pass 0.5444 9 9 100 Pass 0.5491 9 7 77 Pass 0.5539 8 7 87 Pass 0.5586 7 7 100 . Pass 0.5633 7 7 100 Pass 0.5681 7 7 100 Pass 0.5728 7 7 100 Pass 0.5775 7 7 100 Pass 0.5823 7 7 100 Pass 0.5870 7 7 100 Pass 0.5917 7 7 100 Pass 0.5965 7 5 71 Pass 0.6012 5 5 100 Pass 0.6060 5 5 100 Pass 0.6107 5 5 100 Pass 0.6154 5 4 80 Pass 0.6202 4 3 75 Pass 0.6249 3 3 100 Pass 0.6296 3 2 66 Pass 0.6344 2 1 50 Pass 0.6391 1 1 100 Pass 0.6438 1 1 100 Pass 0.6486 1 1 100 Pass 0.6533 1 1 100 Pass 0.6581 1 1 100 Pass Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0.0101 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.0135 cfs. Off-line facility target flow: 0.0068 cfs. Adjusted for 15 min: 0.0077 cfs. Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #2 Year Predeveloped Mitigated Ranked Yearly Peaks for Predeveloped and Mitigated. POC #2 Rank Predeveloped Mitigated POC #2 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass. 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass Water Quality BMP Flow and Volume for POC 2. On-line facility volume: 0.0335 acre-feet On-line facility target flow: 0.01 cfs.' Adjusted for 15 min: 0.0384 cfs. Off-line facility target flow: 0.0199 cfs. Adjusted for 15 min: 0.0216 cfs. This program and accompanying documentation is provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. Appendix D Conveyance Design CB95 0B94 CB93 StormShed Layout =:iiuth Detention North Detention CB83 10E 1 0 10E-1 � "0^ ooaooO 0o aAAAAAA p a o 0 0 0 o b oo a a0000a00000nnA nnA2gg A c t 10E 1 10 20 30 40 50 60 70 80 90 99 Cumulative Probability U saIIo n$ Flow Frequency Analyze datasets RUN ANALYSIS Wats Quay 801 POC 1 MIigated flow 901 COPY MI8ioated 1001 Gravel Turlch Bed 1 STAGE M" ed 1003 Gravel Trench Bed 2 STAGE Mfi'patel 1005 Tank 1 ALL OUTLETS MiipateJ 1006 Tar* 1 STAGE Mitigated Al Ddeuts I Flow 1 Stage] Precip ] Evan! POC 1 1 Hydograph Wetland Fkictuation Flow Frequency Flow(CFS) 1000 2 Year = 0.1724 5 Year = 0.2327 10 Year = 0.2706 23 Year = 0.3436 50 Year 0.3975 100 Year = 0.4563 Yearly Peaks 1949 1950 1951 1952 1953 1954 1953 1936 1937 1958 1959 1960 1961 1962 1963 1964 1963 O .1533 0.1668 0.3980 0.1431 0.1506 0.1520 0.1832 0.1692 0.1649 0.1598 0.1576 0.3467 0.1600 0.1373 0.1577 O .1563 0.1658 1002 0.0943 0.1464 0.1852 0.2388 O .2820 O .3280 0.0661 0.1189 0.1944 0.0525 0.0559 0.0879 0.1576 0.1218 O .1283 0.0949 0.0879 0.1005 0.1075 0.0482 0.1010 0.0772 0.1147 Outlet Appended on: Thursday, May 24, 2012 2:27:37 PM Layout Report: Tukwila ST Event Precip (in) 2 yr 24 hr Tukwila 2.00 10 yr 24 hr Tukwila 2.90 25 yr 24 hr Tukwila 3.40 100 yr 24 hr Tukwila 3.95 Reach Records Record Id: Pipe 1 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.012 Routing Method: Kinematic Routing Contributing Hyd DnNode CB95 UpNode Pipe Inlet Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 41.00 ft Slope 0.51% Up Invert 20.08 ft Dn Invert 19.87 ft Dn Invert Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: Pipe 10 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.012 Routing Method: Kinematic Routing Contributing Hyd DnNode CB85 UpNode North Detention Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 63.00 ft Slope 2.38% Up Invert 17.50 ft Dn Invert 16.00 ft Conduit Constraints I II II II • II I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I Min Vel II Max Vel II Min Slope II Max Slope II Min Cover I 2.00 ft/s 15.00 ft/s Drop across MH Record Id: Pipe 2 0.50% 0.00 ft 2.00% 3.00 ft Ex/Infil Rate 0.00 in/hr Section Shape: Circular Max Vel Uniform Flow Method: Manning's Coefficient: 0.012 Routing Method: Kinematic Routing Contributing Hyd 3.00 ft DnNode CB94 UpNode CB95 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 300.00 ft Slope 0.50% Up Invert 19.87 ft Dn Invert 18.37 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: Pipe 3 Section Shape: Uniform Flow Method: Routing Method: DnNode Material Ent Losses Length Up Invert Circular Manning's Kinematic Routing CB93 unspecified Coefficient: Contributing Hyd UpNode Size 0.012 CB94 12 in Diam Groove End w/Headwall 118.00 ft 18.37 ft Slope Dn Invert 1.42% 16.6999 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: Pipe 4 Section Shape: Uniform Flow Method: Circular Manning's Coefficient: 0.012 Routing Method: II Kinematic Routing °Contributing Hyd DnNode CB92 UpNode CB93 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 200.00 ft Slope 0.30% Up Invert 16.70 ft Dn Invert 16.10 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: Pipe 5 Section Shape: Circular 'Coefficient: Uniform Flow Method: Manning's Coefficient: 0.012 Routing Method: Kinematic Routing Contributing Hyd DnNode CB84 UpNode CB92 Material unspecified Size 18 in Diam Ent Losses Groove End w/Headwall Length 266.00 ft Slope 0.30% Up Invert 16.10 ft Dn Invert 15.2999 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: Pipe 6 Section Shape: Circular Uniform Flow Method: Manning's 'Coefficient: 0.012 Routing Method: DnNode Material Ent Losses Length Kinematic Routing CB83 unspecified Contributing Hyd UpNode Size CB84 18 in Diam Groove End w/Headwall 47.00 ft Slope 0.32% Up Invert 15.30 ft Dn Invert 15.15 ft Conduit Constraints 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Min Vel II Max Vel II Min Slope Max Slope II Min Cover I 2.00 ft/s 15.00 ft/s Drop across MH Record Id: Pipe 7 0.50% 2.00% 0.00 ft 3.00 ft Ex/Infil Rate 0.00 in/hr Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.012 Routing Method: Kinematic Routing Contributing Hyd DnNode Outlet UpNode CB83 Material unspecified Size 18 in Diam Ent Losses Groove End w/Headwall Length 45.00 ft Slope 0.33% Up Invert 15.15 ft Dn Invert 15.00 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: Pipe 8 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.012 Routing Method: Travel Time Shift Contributing Hyd DnNode CB92 UpNode South Detention Material unspecified Size 12 in Diam Ent Losses . Groove End w/Headwall Length 15.00 ft Slope 6.00% Up Invert 17.00 ft Dn Invert 16.10 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: Pipe 9 Section Shape: Circular Uniform Flow Method: Manning's / Coefficient: 0.012 'Routing Method: DnNode Material Ent Losses Length Up Invert Kinematic Routing ''Contributing Hyd CB84 unspecified UpNode Size CB85 12 in Diam Groove End w/Headwall 56.00 ft 16.00 ft Slope Dn Invert 1.25% 15.30 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Condition Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Node Records Record Id: CB83 Descrip: Prototype Record Increment 0.10 ft Start El. 15.15 ft Max El. 18.56 ft Void Ratio 100.00 Condition Proposed Structure Type CB -TYPE 2-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape Catch 0.00 ft Bottom Area 12.5664 sf MH/CB Type Node Record Id: CB84 Descrip: Prototype Record Increment 0.10 ft Start El. 15.30 ft Max El. 19.60 ft Void Ratio 100.00 Condition Condition Proposed Structure Type CB -TYPE 2-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape Catch 0.00 ft Bottom Area 12.5664 sf MH/CB Type Node Record Id: CB85 Descrip: Prototype Record Increment 0.10 ft Start El. 16.00 ft Max El. 20.50 ft Void Ratio 100.00 Condition Proposed Structure Type CB -TYPE 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 'Ent Ke IlGroove End w/Headwall (ke=0.20)IIChannelizationl'No Special Shapel Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Record Ell: 01392 Descrip: Prototype Record Increment 0.10 ft Start El. 16.10 ft Max El. 23.30 ft Void Ratio 100.00 Condition Proposed Structure Type CB -TYPE 2-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape Catch 0.00 ft Bottom Area 12.5664 sf MH/CB Type Node Record 1[d: CB93 Descrip: Prototype Record Increment 0.10 ft Start El. 16.70 ft Max El. 23.83 ft Void Ratio 100.00 . Condition Condition Proposed Structure Type CB -TYPE 2-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape Catch 0.00 ft Bottom Area 12.5664 sf MH/CB Type Node , Record Ed: 01394 Descrip: Prototype Record Increment 0.10 ft , Start El. J 18.37 ft Max El. 23.37 ft Void Ratio 100.00 1 11 Condition Proposed Structure Type CB -TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Record 1[d: 01395 Descrip: Prototype Record Increment 0.10 ft Start El. 19.87 ft Max El. 23.37 ft Void Ratio 100.00 1 11 I 11 'Condition ''Proposed Ent Ke Catch 1lStructure Type'ICB-TYPE 1 Groove End w/Headwall (ke=0.20) 10.00 ft Channelization Bottom Area No Special Shape 3.97 sf MH/CB Type Node Record Id: North Detention Descrip: Prototype Record Increment 0.10 ft Start El. 17.50 ft Max El. 21.18 ft Void Ratio 100.00 Dummy Type Node Condition Proposed Structure Type CB -TYPE 2-54 Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape Catch 0.00 ft Bottom Area 15.904 sf MH/CB Type Node Record Id: Outllet Descrip: Prototype Record Increment 0.10 ft Start El. 15.00 ft Max El. 18.98 ft Void Ratio 100.00 Dummy Type Node Dummy Type Node Record Id: Pipe Inlet Descrip: Prototype Record Increment 0.10 ft Start El. 20.08 ft Max El. 24.08 ft Void Ratio 100.00 100.00 Dummy Type Node Record Id: South Detention Descrip: Increment 0.10 ft Start El. 17.00 ft Max El. 22.70 ft Void Ratio 100.00 Condition Proposed Structure Type CB -TYPE 2-54 Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape Catch 0.00 ft Bottom Area 15.904 sf MH/CB Type Node C C C C C C C 1 Licensed to: Engenious Systems, Inc. Appended on: Thursday, May 24, 2012 2:26:45 PM ROUTEHYD [] THRU [Tukwila ST] USING [25 yr 24 hr Tukwila] AND [] NOTZERO RELATIVE Fixed Flow Gravity Analysis using fixed flowrates Reach ID Flow (cfs) Full Q (cfs) Full ratio nDepth (ft) Size nVel (ft/s) fVel (ft/s) CFlow Pipe 10 0.2388 5.9717 0.04 0.1365 12 in Diam 3.7085 7.6035 0.2388 Pipe 9 0.2388 4.3269 0.0552 0.1595 12 in Diam 2.9566 5.5092 0.00 Pipe 8 0.3436 9.4798 0.0362 0.13 12 in Diam 5.7277 12.07 0.3436 Pipe 1 1.1458 2.7698 0.4137 0.4484 12 in Diam 3.3585 3.5266 1.1458 Pipe 2 1.1458 2.7366 0.4187 0.4514 12 in Diam 3.3291 3.4843 0.00 Pipe 3 1.1458 4.6041 0.2489 0.3399 12 in Diam 4.8675 5.8621 0.00 i Pipe 4 1.1458 2.1197 0.5405 0.5241 12 in Diam 2.7493 2.6989 0.00 Pipe 5 1.4894 6.258 0.238 0.4972 18 in Diam 2.911 3.5413 0.00 Pipe 6 1.7282 6.4547 0.2677 0.53 18 in Diam 3.0955 3.6526 0.00 Pipe 7 1.7282 6.5547 0.2637 0.5256 18 in Diam 3.1304 3.7092 0.00 HGL Analysis From Node To Node HG El (ft) App (ft) Bend (ft) Junct Loss (ft) Adjusted HG El (ft) Max El (ft) 15.66 CB83 Outlet 15.8862 0.1488 0.0039 15.7414 18.5600 CB84 CB83 16.0122 0.1316 0.0019 0.0165 15.8990 19.6000 CB85 CB84 16.2653 0.1027 16.3680 20.5000 North Detention CB85 17.7596 17.7596 21.1800 CB92 CB84 16.7551 0.1174 0.0074 0.0257 16.6708 23.3000 South Detention CB92 17.2987 17.2987 22.7000 CB93 CB92 17.3649 0.3679 0.0076 17.0046 23.8300 CB94 CB93 19.0030 0.0006 19.0036 23.3700 CB95 CB94 20.5279 0.1751 0.0322 20.3850 23.3700 Pipe Inlet CB95 20.7175 --na--na-- --na-- 20.7175 24.0800 Conduit Notes Reach HW Depth (ft) HW/D ratio Q (cfs) TW Depth (ft) Dc (ft) Dn (ft) Comment 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Pipe 7 Pipe 6 Pipe 9 Pipe 10 Pipe 5 Pipe 8 Pipe 4 Pipe 3 0.7362 0.7122 0.2653 0.2596 0.6551 0.2987 0.6649 0.6330 0.4908 0.4748 0.2653 0.2596 0.4367 0.2987 0.6649 0.6330 1.73 1.73 0.24 0.24 1.49 0.34 1.15 1.15 0.6600 0.5914 0.5990 0.3680 0.5991 0.5708 0.5708 0.4509 0.4946 0.4946 0.2007 0.2007 0.4579 0.2417 0.4509 0.4509 0.5256 0.5300 0.1595 0.1365 0.4972 0.1300 0.5241 0.3399 Outlet Control M1 Backwater Outlet Control M1 Backwater SuperCrit flow, Inlet end controls SuperCrit flow, Inlet end controls Outlet Control M1 Backwater SuperCrit flow, Inlet end controls Outlet Control M1 Backwater SuperCrit flow, Inlet end controls Pipe 2 0.6579 0.6579 1.15 0.6336 0.4509 0.4514 Outlet Control M1 Backwater Pipe 1 0.6375 0.6375 1.15 0.5150 0.4509 0.4484 SuperCrit flow, Inlet end controls Licensed to: Engenious Systems, Inc. Appended on: Thursday, May 24, 2012 2:27:17 PM ROUTEHYD [] THRU [Tukwila ST] USING [100 yr 24 hr Tukwila] AND [] NOTZERO RELATIVE Fixed Flow Gravity Analysis using fixed flowrates Reach ID Flow (cfs) Full Q (cfs) Full ratio nDepth (ft) Size nVel (ft/s) fVel (ft/s) CFlow Pipe 10 0.328 5.9717 0.0549 0.1591 12 in Diam 4.0754 7.6035 0.328 Pipe 9 0.328 4.3269 0.0758 0.186 12 in Diam 3.2541 5.5092 0.00 Pipe 8 0.4563 9.4798 0.0481 0.1491 12 in Diam 6.2332 12.07 0.4563 Pipe 1 1.5459 2.7698 0.5581 0.5343 12 in Diam 3.6204 3.5266 1.5459 Pipe 2 1.5459 2.7366 0.5649 0.538 12 in Diam 3.5894 3.4843 0.00 Pipe 3 1.5459 - 4.6041 0.3358 0.3988 12 in Diam 5.2899 5.8621 0.00 Pipe 4 1.5459 2.1197 0.7293 0.6342 12 in Diam 2.943 2.6989 0.00 Pipe 5 2.0022 6.258 0.3199 '0.5797 18 in Diam 3.1761 3.5413 0.00 Pipe 6 2.3302 6.4547 0.361 0.623 18 in Diam 3.3574 3.6526 0.00 Pipe 7 2.3302 6.5547 0.3555 0.6176 18 in Diam 3.397 3.7092 0.00 HGL Analysis From Node To Node HG El (ft) App (ft) Bend (ft) Junct Loss (ft) Adjusted HG El (ft) Max El (ft) 15.66 CB83 Outlet 15.9855 0.1750 0.0046 15.8151 18.5600 CB84 CB83 16.1364 0.1566 0.0022 0.0200 16.0020 19.6000 CB85 CB84 16.3145 0.1240 16.4385 20.5000 North Detention CB85 17.8088 17.8088 21.1800 CB92 CB84 16.8677 0.1345 0.0085 0.0291 16.7708 23.3000 South Detention CB92 17.3524 17.3524 22.7000 CB93 CB92 17.4956 0.4345 0.0090 17.0701 23.8300 CB94 CB93 19.1308 0.0007 19.1315 23.3700 CB95 CB94 20.6481 0.2035 0.0374 20.4820 23.3700 Pipe Inlet CB95 20.8586 --na--na-- --na-- 20.8586 24.0800 Conduit Notes Reach HW Depth (ft) HW/D ratio Q (cfs) TW Depth (ft) Dc (ft) Dn (ft) Comment 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 1 1 t 1 1 Pipe 7 0.8355 0.5570 2.33 II 0.6600 0.5774 0.6176 Outlet Control M1 Backwater Pipe 6 0.8364 0.5576 2.33 0.6651 0.5774 0.6230 Outlet Control M1 Backwater Pipe 9 Pipe 10 Pipe 5 Pipe 8 0.3145 0.3088 0.7677 0.3524 0.3145 0.3088 0.5118 0.3524 0.33 0.33 2.00 0.46 0.7020 0.4385 0.7021 0.6708 0.2360 0.2360 0.5336 0.2798 0.1860 0.1591 0.5797 0.1491 SuperCrit flow, Inlet end controls SuperCrit flow, Inlet end controls Outlet Control M1 Backwater SuperCrit flow, Inlet end controls Pipe 4 0.7956 0.7956 1.55 0.6708 0.5276 0.6342 Outlet Control M1 Backwater Pipe 3 0.7608 0.7608 1.55 0.5276 0.5276 0.3988 SuperCrit flow, Inlet end controls Pipe 2 0.7781 0.7781 1.55 0.7615 0.5276 0.5380 Outlet Control M1 Backwater Pipe 1 0.7786 0.7786 1.55 0.6120 0.5276 0.5343 Outlet Control M1 Backwater Licensed to: Engenious Systems, Inc. Appended on: Thursday, May 24, 2012 2:23:31 PM OSE Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr Tukwila 0.29 9.00 0.2965 6.325 SBUH 10 yr 24 hr Tukwila 0.7736 8.6667 0.6196 6.325 SBUH 25 yr 24 hr Tukwila 1.0962 8.50 0.8209 6.325 SBUH 100 yr 24 hr Tukwila 1.4827 8.50 1.0544 6.325 SBUH All results based on storm duration of 24 0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: OSE Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 6.325 ac DCIA 0.00 ac Pervious CN 80.00 DC CN 0.00 Pervious TC 51.3033 min DC TC 0.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns,parks (>75% grass) 6.325 ac 80.00 Pervious Composited CN (AMC 2) 80.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet Dense grasses 300.00 ft ' 1.0% 0.24 0.00 in / 51.3033 min Pervious TC 51.3033 min Licensed to: Engenious Systems, Inc. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Appendix E Pump Station 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Tukwila CR Station Pump Station Design Parameters Prepared by R. Van Dyke 30 -May -12 Basin Area (boundary provided by Inca) Till -Grass 0.30 AC Total Area 30741 SF Impervious Surface Area 17849 SF Pervious Surface Area 12892 SF KCRTS Input Till -Grass 0.30 AC Impervious 0.41 AC 15 -Min - Historic Longest Path LF V:H Till -Grass 46 0.065 Impervious 95 0.016 KCRTS Results Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks 0.798 0.646 0.521 0.388 0.366 0.307 0.216 0.176 100.00 50.00 25.00 10.00 8.00 5.00 2.00 1.30 0.990 0.980 0.960 0.900 0.875 0.800 0.500 0.231 Appendix F Stormwater Operation and Maintenance Manual Stormwater Operation & Maintenance Manual Sound Transit Tukwila Commuter Rail Station Improvements Tukwila, Washington Prepared by: TETRA TECH INCA June 2012 This guidance document covers the operation and maintenance of the stormwater facilities for the Tukwila Sounder Station. The following types of stormwater facilities are addressed: • Detention Structure • Control Structure/Flow Restrictor • Bioswale • Energy Dissipaters • Catch Basins and Manholes • Conveyance Pipes and Ditches • Bioretention • Cartridge Filters Stormwater Operation and Maintenance Manual — Final Tukwila Commuter Rail Station Improvements June 2012 1 Detention Structure General • Maintenance is required when the sediment depth exceeds 10% of the designed storage depth. Sediments will need to be removed from the bottom of the structure approximately once every year, or as required by site conditions. Particles can be re -suspended by injecting high-pressure water into a maintenance port, with removal of the sediment laden water via sump pump from the same or other maintenance port. The manufacturer's procedures and guidelines should be followed for maintenance and inspection. Stormwater Operation and Maintenance Manual — Final Tukwila Commuter Rail Station Improvements June 2012 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Control Structure/Flow Restrictor Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Structure Trash and Debris Trash or debris of more than '% cubic foot which is located immediately in front of the structure opening or is blocking capacity of the structure by more than 10%. No trash or debris blocking or potentially blocking entrance to structure. Trash or debris in the structure exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the structure Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60% of the depth from the bottom of the structure to the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP —T section. Sump of structure contains no sediment. Damage to frame and/or top slab Comer of frame extends more than % inch past curb face into the street (if applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than % inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in walls or bottom Cracks wider than Y inch and longer than 3 feet, any evidence of soil particles entering structure through cracks, or maintenance person judges that structure is unsound. Structure is sealed and structurally sound. Cracks wider than '/ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering structure through cracks. No cracks more than % inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Structure has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than''% -inch at the joint of the inlet/outlet pipes or any evidence of soil entering the structure at the joint of the inlet/outlet pipes. No cracks more than %-inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil/gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film Ladder rungs missing or unsafe Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Ladder meets design standards and allows maintenance person safe access. FROP-T Section Damage T section is not securely attached to structure wall and outlet pipe structure should support at least 1,000 lbs of up or down pressure. T section securely attached to wall and outlet pipe. Structure is not upright position (allow up to 10% from plumb). Structure in correct position. Connections to outlet pipe are not watertight or show signs of deteriorated grout. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. Any holes — other than designed holes — in the structure. Structure has not holes other than designed holes. Stormwater Operation and Maintenance Manual — Final Tukwila Commuter Rail Station Improvements June 2012 3 Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate. Cleanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by one maintenance person. Gate moves up and down easily and is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Orifice Plate Damaged or missing Control device is not working properly due to missing, out of place, or bent orifice plate. Plate is in place and works as designed. Obstructions Any trash, debris, sediment, or vegetation blocking ‘ the plate. Plate is free of all obstructions and works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having potential of blocking) the overflow pipe. Pipe is free of all obstructions and works as designed. Deformed or damaged lip Lip of overflow pipe is bent or deformed. Overflow pipe does not allow overflow at an elevation lower than design Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-flotables). No trash or debris in pipes. Damaged Cracks wider than '% inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than %-inch wide at the joint of the inlet/outlet pipe. Metal Grates (if applicable) Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove lid after applying normal lifting pressure. Intent: To prevent cover from sealing off access to maintenance. Cover/lid can be removed and reinstalled by one maintenance person. Ladder unsafe Ladder is unsafe due to missing rungs, misalignment, insecure attachment to structure wall, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Stormwater Operation and Maintenance Manual — Final Tukwila Commuter Rail Station Improvements June 2012 4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Bioswale Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Site _ Trash and Debris Any trash and/or debris accumulated on the bioswale site. No trash or debris on the bioswale site. Contaminants and pollution Any evidence of contaminants or pollution such as oils, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. i Swale Section Sediment accumulation Sediment depth exceeds 2 inches in 10% of the swale treatment area. No sediment deposits in grass treatment area of the bioswale. Sediment inhibits grass growth over 10% of swale length. Grass growth not inhibited by sediment. Sediment inhibits even spreading of flow. Flow spreads evenly through swale Erosion/scouring Eroded or scoured swale bottom due to channelization or high flows. No eroded or scoured areas in bioswale. Cause of erosion or scour addressed. - Poor vegetation coverage Grass is sparse or bare or eroded patches occur in more than 10% of the swale bottom. Swale has no bare spots and grass is thick and healthy. Grass too tall Grass excessively tall (greater than 10 inches), grass is thin or nuisance weeds and other vegetation has taken over. Grass is between 3 and 4 inches tall, thick and healthy. No clippings left in swale. No nuisance vegetation present. Excessive shade Grass growth is poor because sunlight does not reach swale. Health grass growth or swale converted to a wet bioswale. Constant base flow Continuous flow through the swale, even when it has been dry for weeks or an eroded, muddy channel has formed in the swale bottom. Base flow removed from swale by a low -flow pea -gravel drain or bypassed around the swale. Standing water Water pools in the swale between storms or does not drain freely. Swale freely drains and there is no standing water in swale between storms. Channelization Flow concentrates and erodes channel through swale. No flow channels in swale. Flow Spreader Concentrated flow Flow from spreader not uniformly distributed across entire swale width. Flows are spread evenly over entire swale width. Stormwater Operation and Maintenance Manual — Final Tukwila Commuter Rail Station Improvements June 2012 5 Maintenance Components Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than V2 -inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than %-inch wide at the joint of the inlet/outlet pipe. Energy Dissipaters Maintenance Components Defect or Problem Condition When Maintenance Is Needed Results Expected When Maintenance Is Performed Site Trash and debris Trash and/or debris accumulation. Dissipater clear of trash and/or debris. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Rock Pad Missing or Moved Rock Only one layer of rock exists above native soil in area 5 square feet or larger, or any exposure of native soil. Rock pad replaced to design standards. Erosion Soil erosion in or adjacent to rock pad. Rock pad replaced to design standards. Stormwater Operation and Maintenance Manual — Final Tukwila Commuter Rail Station Improvements June 2012 6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Catch Basins and Manholes Maintenance Component Defect or Problem Condition When Maintenance is, Needed Results Expected When Maintenance is Performed Structure Trash and Debris Trash or debris of more than 1/2 cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin by more than 10%. No Trash or debris blocking or potentially blocking entrance to catch basin. Trash or debris in the catch basin that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris is in the catch basin. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within catch basin. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Sump of catch basin contains no sediment. Damage to frame and/or top slab Corner of frame extends more than 3/4 inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than '% inch. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than % inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in walls or bottom Cracks wider than 1/2 inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Catch basin is sealed and structurally sound. Cracks wider than 1/2 inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/Catch misalignment basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than '/-inch at the joint of the inlet/outlet pipes or any evidence of soil entering No cracks more than 1h -inch wide at the joint of inlet/outlet pipes. Contaminant s and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Stormwater Operation and Maintenance Manual — Final Tukwila Commuter Rail Station Improvements June 2012 7 Maintenance Component Defect or Problem Condition When Maintenance is Needed' Results Expected When Maintenance is Performed Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than V2 -inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than''/ -inch wide at the joint of the inlet/outlet pipe. Metal Grates (Catch Basins) Unsafe grate opening Grate with opening wider than 7/8 inch. • Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to Remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. Stormwater Operation and Maintenance Manual — Final Tukwila Commuter Rail Station Improvements June 2012 8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 B e B 8 8 8 8 1 1 Conveyance Pipes and Ditches Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance Is Performed Pipes Sediment & debris accumulation Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Water flows freely through pipes. Vegetation/roots Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective coating or corrosion Protective coating is damaged; rust or corrosion is weakening the structural integrity of any part of pipe. Pipe repaired or replaced. Damaged Any dent that decreases the cross section area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Pipe repaired or replaced. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment accumulation Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned/flushed of all sediment and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may • constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water through ditches. Water flows freely through ditches. Erosion damage to slopes Any erosion observed on a ditch slope. Slopes are not eroding. Rock lining out of place or missing (If Applicable) One layer or less of rock exists above native soil area 5 square feet or more, any exposed native soil. • Replace rocks to design standards. Stormwater Operation and Maintenance Manual — Final Tukwila Commuter Rail Station Improvements June 2012 9 Bioretention Cell/Swale General • After rainstorms, inspect the cell and make sure that drainage paths are clear and that ponding water dissipates over 4-6 hours. (Water may pond for longer times during the winter and early spring.) Soil/Mulch • Visually inspect and repair erosion monthly. Use small stones to stabilize erosion along drainage paths. • Check the pH once or twice a year. Apply an alkaline product, such as limestone, if needed. • Re -mulch any void areas by hand as needed. • Every 6 months, in the spring and fall, add a fresh mulch layer. • Once every 2 to 3 years, in the spring, remove old mulch layer before applying new one. Plants • Immediately after the completion of cell construction, water plant material for 14 consecutive days unless there is sufficient natural rainfall. • Once a month (more frequently in the summer), visually inspect vegetation for disease or pest problems. • If treatment is warranted, use the least toxic approach. • Twice a year, remove and replace all dead and diseased vegetation considered beyond treatment. Replace with plants of equivalent size and species as detailed in the plant schedule. • During times of extended drought, look for physical features of stress (unrevived wilting, yellow, spotted or brown leaves, loss of leaves, etc.). Water in the early morning as needed. • Removal and management of invasive weeds. • Prune excess growth annually or more often, if desired. Trimmed materials may be recycled back in with replenished mulch or land filled if there is a concern of heavy metals accumulation. • Litter and debris removal. Stormwater Operation and Maintenance Manual — Final Tukwila Commuter Rail Station Improvements June 2012 10 Underdrain • Inspect underdrain periodically for clogging. • Choked under drains can be cleaned by high pressure flushing with water or flexible sewer rods. In cases where roots effectively block the drainage, the use of herbicides may be necessary. Check Dam • Inspect check dams after each storm event to ensure their structural integrity. The center of a check dam should always be lower than its edges. Additional stones may have to be added to maintain the correct height. • During inspection, remove large debris, trash, and leaves. When the sediment has reached a height of approximately one-half the original height of the dam (measured at the center), remove accumulated sediment from the upstream side of the dam. • If erosion or heavy flows cause the edges of a dam to fall to a height equal to or below the height of the center, repair it immediately. Stormwater Operation and Maintenance Manual — Final Tukwila Commuter Rail Station Improvements June 2012 11 Cartridge Filters (StormFilter) Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance Is Performed Site Trash and Debris Any trash or debris which impairs the function of the facility. Trash and debris removed from facility. Contaminants and pollution Any evidence of contaminants or pollution such as oils, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Life cycle System has not been inspected for three years. Facility is re -inspected and any needed maintenance performed. Vault Treatment Area Sediment on vault floor Greater than 2 inches of sediment. Vault is free of sediment. Sediment on top of cartridges Greater than % inch of sediment. Vault is free of sediment. Multiple scum lines above top of cartridges Thick or multiple scum lines above top of cartridges. Probably due to plugged canisters or underdrain manifold. Cause of plugging corrected, canisters replaced if necessary. Vault Structure Damage to wall, Frame, Bottom, and/or Top Slab Cracks wider than 'A -inch and any evidence of soil particles entering the structure through the cracks, or qualified inspection personnel determines the vault is not structurally sound. Vault replaced or repaired to design specifications. Baffles damaged Baffles corroding, cracking warping, and/or showing signs of failure as determined by maintenance/inspection person. . Repair or replace baffles to specification. Filter Media Standing water in vault 9 inches or greater of static water in the vault for more than 24 hours following a rain event and/or overflow occurs frequently. Probably due to plugged filter media, underdrain or outlet pipe. No standing water in vault 24 hours after a rain event. Short circuiting Flows do not properly enter filter cartridges. Flows go through filter media. Underdrains and Clean- Outs Sediment/debris Underdrains or clean -outs partially plugged or filled with sediment and/or debris. Underdrains and clean -outs free of sediment and debris. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than 1A -inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than 1% -inch wide at the joint of the inlet/outlet pipe. Stormwater Operation and Maintenance Manual — Final Tukwila Commuter Rail Station Improvements June 2012 12 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs•of lift. Cover/lid can be removed and reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access doors/plate Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can opened as designed. Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. • Doors close flat and cover access opening completely. Lifting Rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. Stormwater Operation and Maintenance Manual — Final Tukwila Commuter Rail Station Improvements June 2012 13 Appendix G South Access Driveway M!gConsulting Engineers MEMO Date: June 11, 2012 To: Dale Lydin, PE From: Rachel Van Dyke, PE Subject: Tukwila Station - South Access Driveway Stormwater Design KPFF Project No. 111026.26 The South Access Driveway provides a vehicular and pedestrian connection between the Tukwila Station and the Strander Boulevard underpass through Sound Transit property. The driveway consists of two 11 -foot travel lanes with 2 -foot shoulders. The 6 -foot wide pedestrian pathway is separated from the driveway, aligned with the east property line. The driveway alignment follows the west property boundary. The center of the property remains native vegetation. The driveway and sidewalk have cross -slopes of 2 percent toward the center of the parcel. The total impervious area for the driveway and pathway is 0.32 acres, routed through a 2.62 -acre site. Per King County Surface Water Design Manual (SWDM), improvements with new impervious surfaces comprising Tess than 15 percent of preserved native vegetation may use the Full Dispersion Best Management Practices (BMP) strategy. Based on impervious areas and site areas, this technique is applicable for the driveway and pedestrian pathway. Runoff will be fully dispersed using sheet flow as the dispersion device. The native vegetation flow path is indicated on the enclosed plan. A small portion of the driveway, from Station 133+60 to 134+38, will be directed to the Strander Boulevard conveyance system which has been sized to accept this flow. Project limits, alignments, and conveyance design will be further developed and coordinated with the Strander Boulevard design team during final design of the Tukwila Station project. Attachment A: SLE CO REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 Responses to City Comments on 90% Building Permit Set (5 pages) BUILDING Tukwila VISION CORRECTION RECEIVED CITY OF TUKWILA NOV 272012 PERMIT CENTER .• p v O m` A w 0 A Cr) 7, U j N ' c 0 - e p �: 4 oma. 0 '00 O. 0 � U E E U 0) 0 A 0. N U CO O w 0 w U U See attached hardware specification a 0 0 rn 0 CO o. 00) 00 Hardware Schedule TK -A10 10 N 10 N (n O N U U U U Fire lane markings is an on-going coordination item CoT FD Fire access routes updated to heavy-duty pavement section 0 O m 3 m � ❑ Q1 3 m � ❑ _O 0 ❑ °' w Y m � O 0 Y C O N N 1- C -U-' 0 z o8 c w 'O Z O O 5 0) C 0 w O Cr) C C L O C C '0 O jO o a a) > 'O N O "> 5 0 80.06 rot) 0 O 0( 0) O C 0 0 >O d • (0 O c 2 2 , n N VO C !I1 0O N O (0 0 N 1- 00) • • 0)) U 01 N L ro O 0. O E > O N C 0 m U L 0_ N 0 - • N C O 0) E o 010 0 0) a y 0 Y U w 0 E > N L U m 0 O▪ U E o Z 0) 0 m 6 LL O w 1 EDT DL ZG 0 CCN 0 N ZG KK Y KK Cr) 0 N 0 N LE'ZG N I - 0al W 0 U 0 U 0 0 0 0 0 0 U U 0 C Z `t KPFF does not have Stmder ROW plans - please coordinate with City of Renton. REVISED Property line shown - see response to #707 above a O Dead end main was coordinated with ST and COT Fire Dept. 8" W main does not need to be looped since dead-end main can provide required fire flow pressures and flow rates. Potability concerns addresses by positioning domestic and irrigation services at end of system. T a 0 0 IKK Note. Done IDue to the location of the riser (the riser is net next to a wall), a WIV will knot be able to be installed A post indicator valve (PIV) will be provided on the Civil plans. (See TK-UD.08) Fire access routes updated to heavy-duty pavement section Fire lane markings is an on-going coordination item CoT FD Auto Tum analysis has confirmed fire truck movements at the SW and SE corners of the parking lot. The agreed upon fire truck route is to proceed north on the easterly drive aisle and exit the site from the transit drive exit onto Longacres Way This information needs to be obtained from City of Renton and Strander design team. The Strander eastbound drive is already under construction. See UUP f DR Comments - below V r- .- ,- N .- M V 3 (0 L m U { (0 n U Bradshaw (City) Bradshaw City) McPherson (City) McPherson (City) McPherson ( City) McPherson (City) McPherson (City) Metzler (Tukwila FD) Metzler (Tukwila FD) Metzler (Tukwila FD) ❑ tL 0 .3 Metzler (Tukwila FD) ? (0 r U show ST south property line and Strander mw Relabel PSE Substation to "cable station' Label south property line and strander right of way Relable section 1 from "S. 158 St. to Longacres Way" (1) At new SSMH - 48" - Provide 0 10' drop across manhole (2) Justify both Plugging and Capping at end of new 8- waterline (located adjacent to and South of the Ancillary Building). (3) Add to Construction Notes "Max. 24" between Rim and Cone - per C O.T. IStd Detail no. SS -08) Indicate the plan sheet where streambed cobbles will be used provide a curbside planting plan for section between transit drive and access road An electrically supervised wall indicating valve (WIV) needs to be installed on the exterior wall of the ancillary building for sprinkler system water supply control. Light vehicle pavement is specified in some of the fire access areas. There is a concern if this is adequate for heavy fire apparatus. 'Fire lane markings are not shown with the exception of partial fire lane markings on the East fire access road hammerhead turnaround Fire access turning radiuses are provided on the SW and NW corners of the parking lot but no radiuses are provided on the SE and NE corners The radiuses need to be provided and the "Auto Turn" program needs to be run to Ensure fire apparatus can negotiate the turns Provide the auto turn for the Strander eastbound emergency access drive Increase width of Walkway clearance through bus stop %kiss and ride areas to a minimum of 7feet 2 inches/12 feet is preferred. TK -GI 03 LK -SV 01 y (V O O isisaiffiglwamoQviniw 0 0 0 I-- F' I- TK -LD1 03 TK-LP1 03 M )1) (1) I,- (0 0 n- O) co co co (0 co N o) V (D r N 0) 5 5 5 5 5 r.� Responder: Diana Timpson Organization: KPFF Consulting Engineers Comments Received July 18, August 15, 2012 Verifier Initiate/Date ZG/LE ZG / LE W U, N W J U N N EDT O W DL / KK EDT / LE EDT O EDT LE 0 0 EDT w DL EDT EDT DL a W W Status Code/Date 0 0 0 0 0 g 0 Z 0 0 0 0 0 a Z 0 a Z 0 0 g Z 0 g Z a Z 0 0 0 a Z Response Designer's Response Reviewer Code RESPONSE CODESf,. • WN nmply, nwyvatlm paned. 2. • ClanfkJtion rewu4o0. 3. • NA 4. • No action See pavement plans TK -CP. Pedestrian crosswalks are concrete Revised. Revised to include a fenceline on the south side of the SPU R/W. Revised. ST has agreement with PSE to install street lighting. Replaced with typical HA light Incorporated KK Note: Mound Height lowered at north. We do not intend to move the sign bridge. A2.0 has been relocated Paved per TK-CP.02 complete ST is requesting proposal from PSE for street lighting west of UP. 'TK -A2.10 Ped poles alone do not meet city lighting standards These are existing poles - added label Updated locations at platform and bike cage. Transit shelter same locations as shown at 90% ST has proposal from PSE for street lighting west of UP. Pedestrian lighting alone does not meet city lighting standards, and City Lights added where poles are removed due to work area 30' ROW and 10' Easement each side are labelled. ST Please review mitigation commitments. Customer Emergency Stations (CES) shown on TK -E1.11 - E1.14 REVISED Sidewalk is aligned, with width of 12 feet including 4 ft curbed landscape step revised Sanitary requires pump - no gravity flow possible. ST is providing electric and water for potential future concessions. No Sanitary - see UUP comments Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) 3 U) m U Bradshaw (City) Bradshaw (City) Bradshaw (City) 3 co 4 m U Bradshaw (City) Bradshaw 1 (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) (Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) FORM Initials: De rt: 90% Reviewer's Comments Indicate pedestrian crossing with color or special paving. eliminate "No Parking and One way sign inside pedestrian drop off area. Revise ped crossing marks with colored or different material pavement Move fence to south side of Water Line Change "S. 158 St. Grind" to "Longacres Way Grind." PROVIDE LIGHTING ON WEST SIDE OF up TRACKS. Move lighting pole to front or back of sidewalk, REPLACE Pole mounted light with a walkway light. provide a continuous landscape edge along curb line since there is no on street parking. shorten northern most mound to allow better sight line into transit zone Location of sign bridge interfers with sidewalk width and is too late for tumaround - eastem driveways are transit only. Move westward. Relocate A.o grand monument sign eastward. Where is the planting plan for the west side of the ancillary building? move street luminaire to back of sidewalk or along curb edge. Meet required light levels on west side of UP for Longacres Way Provide a reflected ceiling plan for the BNSF pedestrian underpass HA fixtures duplicate lighting plan for Longacres Way. Label type of fixture and pole shown over Fire Lane propose and show trash receptacles Show street illumination on west side of UP. If pedestrian poles are moved to curb edge remove City of Tukwila standard street lights from b/w UP and BNSF if light levels are sufficient to meet standard. Correctly identify south property boundary of PSE Nelson Cable station Correctly identify property boundary of Of Seattle Public Utilities property. show location of emergency phones (from mitigation commitments Use correct symbols for property line for PSE cable station and UPRR Widen and align sidewalk to a minimum of 12 feet, add a continuous planted edge. Use radius on eastem landscape edge of sidwatk Extend sanitary east to plaza area and allow gradient to flow west. . DESIGN REVIEW COMMENT' Reviewer: Or. anization: DECM Document Title: Sounder Tukwila Station Comments Submitted To & Date: Item Sec/Sht No. No. Para/Dw• No. rK-CM.02 TK-CM/03, .00 TK -FP, 01 o H ITK-ER.03 W 9 F TKLP1.03 TK -CA 03 TK-LP1.02 W H TK-SV.01 H TK-sv.01 0 0 F 0 0 F tkUC.02 O a N N O ol )� O N N 328 333 V h � 321 N M 3281 N C1 1n f0 Co o ,- O N N N N C7 N h N O N C.- N CO N 0) N 0 <h f•) N M f•) t•) A (0 C7 (0 CI n C7 CO0) C7 <h 0N o R o Paae 2 of 5 Tukwila Sound Station w, m N m F- W EDT EDT EDT F- 0W EDT EDT ZG EDT EDT EDT F- W DH F- LLI0W EDT S 0 S C) Y Y 5>.: Y C9 N O U' N I� Status Code/Date Q Z 0 0 0 0 0 0 0 0 Q z 0 0 0 0 Q 0 z 0 0 Q z Q z 0 Q z Responder: Diana Timpson Organization: KPFF Consulting Engineers Comments Received July 18, August 15, 2012 [Designer's Response RESPONSE COOES 1. W dl comply. ncarporatpn planned 2 = Clanrration required 3 = NIA 4 = No action Per discussion with City, King County Metro Rapid Ride blade marker or tech pylon do not need to be included in Sign Permit Application in compliance revised I revised score pattern M 0 U 0 I- Will align with continuous 8 ft sidewalk along street frontage Bikes can use the 6 foot sidewalk (TK-DW.01) See UUP / DR Comments below See UUP / DR Comments below See sheet TK-CJ.01 - score pattem along full length of sidewalk and crosswalk See Sheets 38, 41, 45, 48, 113, 116, 135, 138 civil sheets for composite information at Lonqacres Way HA1 fixtures are included on Lonagacres street frontage. ST has requested proposal from PSE for street lighting west of the UP rail.. Foundation is per KC Metro detail included as a reference document in the technical specs. revised By Sound Transit Sheet DW.01, GC is to provide "SEED MIX #1 EROSION MIX per City of Seattle Standard Specifications 9-14.2(2)" at at areas of disturbance to native plantings. ST is contracting street lighting from PSE ga N d 0 w V K VV' — •- �T O ,- '- C M ,- R `w 3 m = mU m Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) 1Bradshaw ((City) t 0 m U m Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) r 43 m e m U Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) mK m U Bradshaw (City) Bradshaw (City) FORM Initials: Dept: (Document Title: Sounder Tukwila Station 90% Comments Submitted To & Date: Reviewer's Comments Sign permit application is needed for Pylon sign, it may not be located with the sight distance triangle of access point. Electrical vault must be underground or out of sidewalk. (Drop elevation of sidewalk to road elevation between western most curb cut and easternmost curb cut between UP and BNSF Provide uniform 12 foot wide sidewalk with a continuous planted edge. provide a continuous pavement treatment for pedestrian sidewalk along Lonqacres Way. mark bike lanes on north and south sides of Longacres Way and extend to Interurban Trail. widen crosswalk stripe to include full width of 12 foot wide cross walk. Show bike route of travel on South access. Redesign the concrete wall Alternate the enclosures and benches on Transit Shelter. Continue typical score pattern along sidewalk and road crossings along Lonqacres Way and provide a finish plan showing_pattem for sidewalk. Add TKA9 for Longacres Way. 'Replace wood poles with Pole used on north parcel. Use pedestrian HA1 poles along Longacres Way. Extend lighting to west side of UP tracks and meet minimum illumination standard in street along length. Signage plan indicates a pylon sign at south end but there is no foundation plan for that location. Coordinate between TK-ER.03 'Align HA1 poles so they are uniform height. 'Group Tulip Trees closer together. 'See City Council Decision regarding UUP and DR. .. V. . � +;, .'.xi 6:�'' P ".�ii.*.02,1" S.n r "2rx ld';'"4.. In order to meet criterion #2 and #6, that is, to not be injurious to the property or improvements in the vicinity, Sound Transit shall: Comply with the NEPA/SEPA proposed mitigation commitments identified in Attachment F. Prior to issuance of any site work permits, Sound Transit shall submit a written report documenting compliance; and In order to meet criterion #2 and #6, that is, to not be injurious to the property or improvements in the vicinity, Sound Transit shall: Prepare a planting plan of native vegetation to be used in any areas of disturbance on the south parcel in order to stabilize the soils and prevents erosion. In order to meet criterion #3, that is, to meet development standards that are required, Sound Transit shall meet minimum street illumination levels on Longacres Way between BNSF and the Interurban Trail per City of Tukwila • Design Guidelines and Design and Constructions Standards, TMC 18.52.065. d z e 6 TK UD .05 TK UD .05 TK-LWPP.01 TK-LWPP.01 ON 0 Y F- TKCM.03 TK-DW.01 < Y F- N Q Y F- M N Q� Y F- TK-ER.01 TK-ER.03 ro O i.7) Y F- O W Y F- ITK-LP1.01 UUP and r !n Rai/leaf Co idftlons UUP 1.a Sec/Sht No. E d m Z ro v v v Ln c co v r- v m <r rn v oN Ln vO Ln ch In o Xn Ln ,n 0 In F` Xn ID a N N 0. Responder: Diana Timpson Organization: KPFF Consulting Engineers Comments Received July 18, August 15, 2012 Verifier Initials/Date X 0 ZG, LE, DL ZG, LE, DL, KK ZG, LE, DL Y N Status Code/Date 0 Z Z 0 0 0 0 0 0 0 Response Designer's Response Reviewer Code RESPONSE CODES. 1."Wil com*..rorparaal planed. 2. a Dypcatiai moored, 3.=NIA 4.. No action HE fixtures at Driveway, and HA1 at sidewalk. By ST. Tukwila coordinate graphics with ST signage consultant. KPFF has forwarded to Tukwila size of graphic for H2.0 or H4.0 panel By Sound Transit Electrical receptacle and hose bib added to the "seat wall" to the south of the bike cage area • Updated Updated Updated The design has been reviewed and accepted by ST, and provides adequate circulation space due to the following conditions: - There is 12 ft width sidewalk the full length of the west side of the transit shelter - There are three 12 ft pass-through openings to each side of the transit shelter - The distance between each 14 ft windscreen is 38 ft - The driveway is flush with sidewalk specifically to permit auto and pedestrian comingling. If the City requires, the windscreens can be removed from the contract to provide the requested clearance. Trees added at landscaped perimeters. The pedestrian sidewalk shown is ADA compliant. (No retaining walls are required along this pathway.) r) fh .- • r .- V '- Bradshaw (City) c N m V r N m V Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) 3 m „ Bradshaw (City) Bradshaw (City) 90% Reviewer's Comments In order to meet critenon #3, that is, to meet development standards that are required, Sound Transit shall meet minimum illumination levels for the path and driveway on the southem parcel per Sound Transit Design Standards and Guidelines: Sounder and ST Express Passenger Facilities. In order to meet critenon #5, that is, to comply with Tukwila Comprehensive Plan Goals and Policies 10 3.4, 13.4, and 13.4.13 and Sound Transit Guideline 2.2.2, Sound Transit shall expand the informational signage on site to assist customers in orienting themselves to the Urban Center and transportation options, such as the regional and local non -motorized trails, relevant bus routes, Sea -Tac airport, arterial system and significant commercial services and activity centers. A prototype of the proposed signage shall be submitted to the DCD Director for approval prior to any Tukwila Sign permit issuance for the site. In order to meet criterion #5, that is, to comply with Tukwila's Comprehensive Plan Policies 10.3.4, 13.4.12, 13.4.13, 15.2.4, Sound Transit Executive Director shall provide a letter to the City of Tukwila agreeing to financially support the cost of engineering design for the UP crossing permit application, up to a maximum of $20,000 dollars, prior to any construction permit issuance for permanent Station improvements. In order to meet criterion #5, that is, to comply with Tukwila's Comprehensive Plan Goals and Policies 1.9, and 10.1.2 and 13.4.13, Sound Transit shall identify potential locations and make utility accommodations for future concessionaires. In order to meet criterion #1, that is, to accomplish a desirable transition with streetscape and adequate pedestrian movement, Sound Transit shall modify the sidewalk on Longacres Way by: Leaving the sidewalk at the same elevation from the first curb cut through the last; Providing a planted curb edge and pedestrian scaled lighting along the entire Longacres Way frontage; Providing a consistent width of a minimum of 12 feet and a contrasting paving pattem from the vehicular way. In order to meet critenon #1, that is, to allow for adequate pedestrian movement and criterion #2 to achieve compatibility between pedestrian and vehicular circulation in terms of safety and convenience, and per Sound Transit Design Standards and Guidelines 3.2.1., Sound Transit shall provide a minimum clearance width of seven feet two inches within the bus zone on both sides of the transit shelter and vary the placement of the enclosures • In order to meet critenon #3, that is, landscape treatment that strengthens important axes and screens places that tend to be unsightly, Sound Transit shall strengthen the landscape design and use of columnar trees by reducing the spacing of the perimeter trees to a maximum of 15 feet. In order to meet criterion #3, that is, to provide walks with an inviting and stable appearance, Sound Transit shall provide details and plans for the pathway connection with Strander Boulevard that shows a walkway grade that meets ADA guidelines. Additionally if walls are used on both sides of the path, then one of the walls may be no taller than three feet. - DESIGN REVIEW COMMENT' Reviewer: Or.anization: DECM Document Title: Sounder Tukwila Station Comments Submitted To & Date: Item Sec/Sht No. No. Para/Dw! No. a N a 7 r) a 7 V a 7 to a 7 t0 0 SI 0 U 0 N 0 t7 0 O 0 Tukwila Sound Station Res.onder: Diana Tim .son Verifier Initials/Date 0 \—J 0 N Engineer's estimate attached - this is what we used for the Public C I EDT Status Code/Date 0 0 0 0 — Organization: KPFF Consulting Engineers Comments Received July 18, August 15, 2012 Designer's Response RESPONSE CODES 1 WA comply. ncorporanon panned 2 - CIarR tbn rammed 3 = N/A 4 - No actnn Updated per City Comment # 763 "Align HA1 poles so they are uniform height." Per UUP 2.b: HE fixtures at Driveway, and HA1 at sidewalk. Wall details refined Due to existing width of roadway and trestle underpasses, ST has provided a continuous sharrow rather than alternate between sharrow and dedicated lanes. Sharrows have been placed per AASHTO guidelines. We do not have a light level calculation for Longacres way, However each of the street light poles being removed is replaced with a new City Standard. These are located on sheets TK-ER.03 and TK-ER.04. The sidewalk is lit separately with pedestrian scaled lighting, shown on sheets TK-ES1.03 and TK-ES1.04. In addition, Sound Transit has a proposal from PSE to install additional lighting along Longacres way per the UUP conditions. iii §/ t .—,—} .4- Reviewer Bradshaw (City) Bradshaw (City) ! co j\ , co j \ fIUitB" WW.Wr, . wk r. :. suff.' r r ,ow s , gri r s o.,xet „",. Verify Public Works construction costs Public Works ) } Document Title: Sounder Tukwila Station 90% Comments Submitted To & Date: Reviewer's Comments IIS' In order to meet criterion #3 and #5, that is, to enhance the landscape with lighting that is compatible in terms of design, scale, and placement, Sound Transit shall modify the placement of the light fixtures or the method of lillumination along the east berm subject to approval of DCD Director prior to permit issuance. In order to meet criterion #5, that is, lighting that meets the guidelines applicable to the building and site, Sound Transit shall replace the illumination wood poles ,along the Strander Boulevard driveway with those fixtures presented in Attachment 1, which is consistent with the lighting along the circulation drive in the 'north parcel of the project. 'In order to meet criterion #5, that is, to avoid monotony and to use a variety of 'detail to provide visual interest, Sound Transit shall enhance the quality and visual interest of the BNSF pedestrian underpass by modifying the materials along the concrete wall and using those that are in keeping with the material palette of the project, subject to approval by the DCD Director prior to permit issuance. In order to meet criterion #6, that is, to comply with Comprehensive Plan Policy 10.2.3, Sound Transit shall add five foot wide bicycle lanes along the north and south sides of Longacres Way from the Interurban Trail to BNSF, using sharrows under the UP Bridge. Coordinate with the City of Renton by identifying and marking the bicycle path of travel from Strander Boulevard and meeting minimum width guidelines. Provide a Light level pattern plan for proposed Stree lights (showing footcandles) within Longacres way. Para/Dwg No. } 0 Sec/Sht No. f k : a 4 E6 0 0 0 0 o 0 ; } 0Z Attachment B: List of Revisions to Drawings (15 pages) Verifier Initials/Date 0 O 0 == a N DH/LE/ZG ZG / DH 0 V, N F- W 0 N w Status Code/Date U 0 0 0 0 0 U 0 0 0 0 0 O DRAWINGS Response Designer's Response Code RESPONSE CODES: 1.. Will comply. F,wpareYon planned Cladfcalbn mgirod. 3 = NIA 4. = No action Large arrow has been removed AC -1 is served from CU -1. CU -1 is served from Panel ST2. EF -1 and EF -2 are served from light fixture circuits out of Panel ST/33 AIC has been added We will add note to TK-ED2.00 to coordinate with PSE for exact requirements See sheets TK-UC.02 and TK-UC.03 for trench path and utility power connection. PSE will provide final connection at Longacres and at their transformer adjacent Electrical Room Electrical to show connection. Civil / Arch to locate within enclosure. GC to coordinate with transformer supplier / installer All equipment requiring electrical supply is listed on TK -E0.02 ST Direction: Make alarm capable of dialing a cell or land line with a strobe light pointed at a camera. Response: Pump station controls added to plans/specs. Levels being recalculated with CoT changes at East Embankment and at Lomgacres pedestrian Underpass. Submitted with 100% deliverables ST and Amtrak direction: (4) ST VMA, and (2) Amtrak Pids as shown on 90% drawings.Separate conduit will be provided for PIDS and Quick Trak for power / data to Anc. Bldg. Locations of real time signage will not change unless directed by ST. Will incorporate underdrain at track side of footing Will u.. ate s. -cification to include reinforcement of doors. M ISIONS Reviewer Civil Integration - Howe Civil Integration - Howe Civil Integration - Howe Civil Integration - Howe Civil Integration - Howe Civil Integration - Howe Civil Integration - Howe Civil Integration - Howe Civil Integration - Howe cUmU EO) E U a0 Eu)c,) c cn CTION PERMIT REVISION SUBMITTAL: LIST OF RE Reviewer's Comments Panel ST, there is a large arrow in the middle of the panel. Please remove Which CKTS have AC -1, EF -1, and EF -2? Please identify on panel schedule Panel KC, please add AIC. single -line diagram, please add information of utility XFMR, and CTs. where is the power utility connection? Please identify PSE connection, and identify the trench path to the PSE transformer. Where is the vault for the transformer going? Profile/elevation plan? Please show the connection into the vault, and from the vault to the electrical room. Storni water pump station...I don't see this on any equipment schedules in Civil or Mechanical. Please provide an equipment schedule Please identify how the storm water pumps will be controlled please provide lighting calculations The Tukwila station improvement project is also the beginning of WSDOTs, implementation of Amtrak Cascades passenger information system (PIDS). The PIDS will initially be set up at SeaTac providing information on Amtrak service to Tukwila and King Street station. WSDOT envisions future installation of PIDS displays at stations served by Amtrak. WSDOT would like to have the capability to install PIDS displays at the Tukwila Station. The current plans show data and power conduits being provided for a future Sound Transit video messaging system. Currently 6 locations for VMS are shown. WSDOT would like to have a parallel set of conduits for data and power to serve a PIDS display at these 6 locations. The locations look well spaced as information centers for both Sound Transit and Amtrak. The PIDS will require a dedicated server in the Ancillary building. WSDOT would like to have future space called out somewhere in the Ancillary building that would be suitable for a PIDS server. On Sheet 240 the embankment is shown as fill material under the interim platform. There is also shown a concrete curb trackside of the interim platform. The north 500 feet of the interim platform slopes toward the track. Track MT2 will have poor drainage due to the curb and new fill. I would recommend that a temporary track under drain be placed on the track side of the curb. I would also recommend that the future track MT3 subgrade be designed to slope toward the permanent track underdrain. Sub ballast and ballast for the future track MT3 should be installed under the interim platform and the cantilever portion of the permanent platform to allow water passing through the porus pavement to be intercepted by the (permanent underdrain. The permanent track underdrain shown for track MT3 does not appear to be low enough to provide good drainage for the future track. At a minimum the drain pipe needs to be below bottom of ballast. Hollow metal doors should be solid or reinforced metal doors. ti 1 r 1 Para/Dwg No.1 TK -E0.02 TK -E0.02 N W TK -E2.00 N 0 w w M O w TK-ES1.03 O = Er C .2 F it ati n SeclSht No. N M N M N M CO M N ? M <O M co (N+1 OI o O N M r W L Y c (n I- N 0 _ d L Cl) N vE N o i ili 11 T V N Z M a 0) c0 r O) .- .- .- .n- - N Pace 2 of 15 Tukwila Sounder Station Construction Permit Revisions Verifier Initials/Date N DH / LE , M LE / MT / DH: N ZG / LE 0 0 N J 0 N ZG N N N f N uj .� Status Code/Date U 0 0 0 0 0 0 0 0 0 0 0 0 U 0 0 Designer's Response RESPONSE CODES: 1.. WI amply, inwrpmalim planed, 2.. CIa5¢etion required. 3. = N/A 4.. No action provide 24 spaces close to trains. CES and strobe shown on A2.12 & A8.20. Will coordinate with electrical so it can be shown on electrical drawings. E1.14A - CES, ES1.06 CCTV mounted on light pole Please coordinate with new light level calcs being provided to Gina Howe Non-DCM fixtures reviewed with ST / approved 10/16 BP pipeline and cover issues have been coordinated with BP and City of Renton. Driveway P&P issues resolved to meet BP/OP construction requirements. T a E 0 0 Paving details added to show curb or wall associated with art curb. Bollards removed. No landscaping with SPU ROW Incorporated architectural guardrail i . m c a, ao .- dvi .- — .- .- .- .- .- v 3 .� .0 K e CO Security 'C = UU N U) 'C 7 N U) d > ..d. G) = y _ Q d > m N L y U L' �. . Architecture - Mihkels Architecture - Mihkels rchitecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture Mihkels y -2 P. 5 N Y o .0 Reviewer's Comments Dedicated VanpoolNanshare parking? Customer Emergency Station (CES) needed near bicycle cage on at -grade level. This CES needs the associated CCTV coverage as well. Need my math checked. In order to maintain a 3:1 light/shadow ratio with 25ft poles; the distance between poles should.be 75 ft. I have the distance between poles at 100ft north/south (4:1) & 120ft east/west (5:1). Use taller poles versus more pole? Have a question about lighting fixture [FD] (Axis lighting WBS -F -4 -T5 -1 -B- 277 -E -1 -EF). How well does the florescent bulbs stand up to the constant vibrations of the overhead rails? How well do these fixtures stand up to vandalism? After hours these fixtures will be within reach and have no apparant lockable cover. Olympic Pipelines appear to be between 2-4 feet below proposed finished grade of the Strander access road per TK -SV -01 sht 5. The road assembly is about 18" thick without sub base. Has loading coordination and ROW permissions been completedwith the BP/Olympic Pipeline? Consider highlighting the critical nature of the fuel lines in the drawings and specs. 7.3' dimension from grid to first artwork planter conflicts with art dimension shown on TK -4.1.1 North Elevation. Gridline is not labeled. Art curb detail reference is blank. Please provide details for ST and artist review prior to issuance. Missing note for keynote 31 at ancillary building. Where is under slab drainage connection? Clarify extent on concrete paving around ancillary building. Show conc between curb and east face of ancillary building to back face of north wall, similar to west side. Clarify location northern edge of concrete. Consider: Should the bollards between the Access Road and the Bus Loop be eliminated since the Strander connections is being made and the Rapid Ride service will commence here upon completion? Show concrete sidewalk at east face of ancillary building. Crosswalk at east side of ancillary building should be concrete similar to the parking field. Will signal that one is entering a pedestrian zone. Eliminate no parking signs from ancillary building artwork triangle. Visually interferes with art. If this is really required, paint curb or pavement to communicate no parking. Consider simply eliminating. Eliminate no parking sign paired with "one way" sign near north end of bus shelter on drop off side. I understood the City requested the south fence be located along the south side of the SPU ROW and the ROW landscaped. Barry please confirm. Consider East Architectural Guardrail between north platform and overpass relative to grades indicated on TK-CG.06. Coordinate with Architectural - see TK -A1.14 sheet 146. Architectural plan is preferable if it works for BSNF. CONSTR Para/Dw• No. TK-GS1.01- 03 ITKE1.14A TK-ES1.01-02 O W H C C7 a C 2 a C N a 0 2 a C C) a C N a C C) a C f0 a C N a C N d C C) a C C) a 7SeciSht V N coN N c V TK-DW.01 TK-CA.02, Sht 33 TK-GD.04, Sht 48 TK-DR.02, Sht 51 .0 co N O d 0 TK-CP.02, Sht 98 TK-CJ.01, Sht 118 TK-CJ.01, Sht 118 TK-CM.02, Sht 120 TK-CM.02, Sht 120 TK-FP.01, Sht 130 TK-FP.06, Sht 134 EO , P.Z N O N O M M N M M M V M 0 M CO M n M CO CO CO M O s { a Pace 2 of 15 Tukwila Sounder Station Construction Permit Revisions d w .a m :. W J LE, ZG, TH _ LLI J = I -W w J LE J W J W �i J W J W J W J W J LE 1 F- W J W J Status Code/Date 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ISIONS TO DRAWINGS Response Designer's Response Reviewer Code RESPONSE CODES: 1. = W i comply, Incapxalion planned, 2. = Cladrke4on required. 3. = WA 4. = No action Will make correction. Will coordinate with structural. North arrow will be corrected. Structural is dimensioning the stem wall which stops at the slab. Dimension will be coordinated. Will state that PA is face of concrete. Drawing will be reviewed and coordinated with structural. Not added to indicate ceiling configuration. Will make correction. i. a E 8 Final fall arrest program reviewed with ST (Confirmation email from ST, 10/3/12). PV Panels and LED strip lighting should not require ongoing maintenance. Access would be required for installation or replacement, in which case scaffolding or other lift / access equipment would be used. The bulbs for the Art Lights on the north side of wall are not accessible from the roof. Access for gutter cleaning will be from the south side. Will coordinate. Art support on coping located on structural TKSA1.01. Wall mounted art lights will be located on the elevations. Beam dimension will be removed. Door numbers will be added. TVM's will be labeled FOTO. Bench will be added. Downspouts will be added. i. a E 8 Review final fall arrest program with ST (Confirmation emeil from ST, 10/3/12) Will review and update. 2 > N N .0 -g U -C Architecture - Mihkels 2 2 > N N L Y U L Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels > N N . .c U. Architecture - Mihkels m 2 O N L Y U t Architecture - Mihkels Architecture - Mihkels 2 2 O N L Y U L Architecture - Mihkels chitecture - rMihkelss CTION PERMIT REVISION SUBMITTAL: LIST OF RE Reviewer's Comments Shelter #8 centerline dimension not on centerline of shelter. Grids E5 & E5.3 appear to locate shelter. Correct running dimension string to Light Arm #25. Plan of retaining wall does not match structural TK -S9.01, Sht 281. North arrow (or drawing) is reversed. Can ramp curbs transition into the retaining wall end walls - see east abutment. Running plan dimensions are provided here as face of finish and on TK - S2.01 as centerline and overall. Please coordinate/clarify. There is a one inch bust between the two overall dimension strings on either side of the building. Consider dimensioning to face of stud and/or concrete and providing building layout dimensions only in one location. State that Grid PA face of Concrete Stem Wall and consider what is in place to actually dimension from. Walls do not appear to be drawn to their actual thicknesses. Consider drawing main line of stud within wall for clarity. P-1,2 3 called out as 6" studs on structural and drawn as 4" on plan - impacts clear dimensions. Indicate all ceilings are sloping except bathroom. Light fixture and dimension centerlines are askew. Indicate direction of MP -3 ceiling panels. Indicate provisions for roof access and fall protection. Assume ladder access against to north wall of the transformer area. Coordinate and indicate Art lighting locations - dimension electrical box locations. Illustrate and dimension location of art supports on coping. Detail 3 - Platform Shelter #9 - C/L beam dimensions better located on RCP of shelter. (layer issue?) Detail 8 - Missing door numbers. Label TVMs as FOTO and Amtrak as FOTO (Furnished by Owner Installed by Owner) or similar. ST TVMs and Amtrak Kiosk will be installed by opening - GC coordinate. Note pointing to "Bench 3" at west side of Shelter 7 - but no bench shown. Missing Downspouts on the back of Shelter #7. Consider indicating dashed line of canopy roofs above. Provisions for ladder to be set against south SST scupper to access roof? Scupper reinforcement and ladder tie -offs? Review dimensioning strategy. Unclear what dimension strings are communicating. Review strings on south side of shelters as they do not align with any surfaces. Label what the dimension leader is to if ambiguous. Dimensions on grids W5 through W5.3 repeated. Para/Dw No. C (0 C f0 _ .T Detail 1 Ill _ N' III _ f0 Detail 5 LO _ N Detail 4&5 9 C 'CII b] N 4193 O Details 3 CO N .� 0 CO N .@ CI Detail 5 Ill _ N 0 Sec/Sht No. TK -A1.14, Sht 146 TK -A2.10, Sht 148 L co fNy O cr F TK -A2 11, Sht 149 TK -A2 11, Sht 149 TK -A2 11, Sht 149 TK -A2.11, Sht 149 2 0) N Q O I-- <- I TK -A2 11, Sht 149 L co N (y N O II-- -- TK -A2 12, Sht 150 TK -A2 12, Sht 150 TK -A2 12, Sht 150 TK -A2-13, Sht 151 TK -A2-13, Sht 151 (({� E Z N ? O V V CO d' m V O h N NCO to to 1n N (O to�D rt.) O CT/ •- O CL 11..y Verifier Initials/Date W J LE i w J W J 0 N W J W J W J w J x N W J w J w J w J. LE LE/TH w J' x H 111 J Status Code/Date 0 0 0 0 0 U 0 0 0 0 0 0 0 0 0 0 INGS Designer's Response RESPONSE CODES: 1. = Will comply, incorporation' penned. ed. 2. = Clarification required. 3.. WA 4. = No action Will provide paint to concrete ceiling. E 8 Will comply. Light will be located at the center of the color band. Note will be added to coordinate alignment of landscape planter curbs to the color band. Drawings will be coordinated. Note will be added to indicate design intent. • Callout will be changed to MTL-3. Detail reference will be from the plan sheet A2.11. Card reader will be removed. Per STs direction, regular lock will be installed and ST/Metro will change out later. The steel channel provided is for signage support. Dimension to locate sign will be added. Note referencing signage removed. All signage will be shown on the Transit Signage plans. Sheathing is removed from soffit and metal panel is directly attached to steel joist Rigid insulation will be extended to underside of deck. Weather resistive barrier will also be extended. Blocking provided. E 8 Per meeting 7/9/12- will achieve minimum ADA height of 6'-8" Per discussion with ST approach for lighting underpass will be by the use of hand rails and cast -in-place light fixture on the concrete wall. No surface mounted conduit required. 'E 8 3 _d m U ac — — .,_ r .- r - - - .._ _ ._ ISIONS Reviewer rchitecture - Mihkels Architecture - Mihkels Architecture -, Mihkels chitecture H Mihkels m N U L 4�. Architecture - Mihkels Architecture - Mihkels Architecture Mihkels Architecture - Mihkels N 2 N 0 L_ �� Architecture - IMihkels N 2U N. N U = 4-- Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels tU 2 N .21 Tis ` L_ 42 CTION PERMIT REVISION SUBMITTAL: LIST OF RE Reviewer's Comments Consider painting concrete ceiling white within are od perimeter dropped beam to enhance lighting and safety. Indicate art scope with dashed lines and label. Use tone to indicate different art panel colors for clarity. Indicate and dimension location of art lights on the north elevation. Communicate design intent that they be centered in that color band. Please include profile of landscape planter curbs and indicate the two are to align. Dimensions for layout of art metal panel colors area three way bust between Detail 6, Detail, 11 and Civil TK-CA.02. ST recommendation is to provide the layout intent in one location, use a strategy that communicates the design intent is to align the panel color transitions and the outside face of planter curb (Sheet Note 3 does not say what to coordinate about the curbs and metal panels), that the color band consist of full panel widths, then locate a panel start point - understanding what happens at the hanging end. Tall wall end flashing is not MP -3, but a custom metal flashing. Provide reference to details 8&13 /TK -A8.11. Is flashing "Color A"? -- ---------- Card reader is beyond at door - not on column. At door to vestibule - provide second lockbox that is keyed for a Metro 'T" key. This will contain a keycard to access the vestibule / comfort station. Missing support for sign (D1.2) at West elevation Stair #9 - Provide horizontal steel support. (refer to structural and Arch sections) Note regarding signage on bike cage - signage not shown on referenced ' drawings. How is space above exterior soffit ventilated? Provide continuity of insulation/vaporbarrier in soffit space. Seal wall of building to underside of deck and provide blocking between the roof rafters at the line of the exterior wall below. Continue exterior rigid insulation to underside of roof deck. Utilize spray foam at joist and rafter intersections. Show wall tile on WA -7 Walkway to provide 7'-0" minimum clear above walking surface. Since sidewalk slopes, dimensions for steel should be to a datum. Indicate pathway for electrical conduit to lights mounted on steel. By maintaining the constant elevation of the glazing while the grade slopes away over the length of the bus shelter, the gap under the glazing (and I assume the "U" shelters behind) increases to almost 20". Reset glazing datum at each glazing group (3 -bays) to maintain the 4" minimum gap at one end. Similar to the leaning rails. CONSTR Para/Dw! No. a .44'S V W. 4'i 0 (0 N (0 o0 N m 0 Details 1 & 4 Detail 1 A to 0 N d 0 N N 0 co Cc) CO .- t` TUKWILA Sec/Sht No. TK -A3.13, Sht 153 TK -A4.11, Sht 154 TK -A4.11, Sht 154 TK -A4.11, Sht 154 to Q H a) Q YF- TK -A4,11, Sht 154 TK -A4.11, Sht 154 TK -A4 12, Sht 155 TK -A4 12, Sht 155 TK -A5 31, Sht 160 TK -A5 31, Sht 160 TK -A5,32, Sht 161 TK -A5 33, Sht 162 TK -A5.33, Sht 162 L 0) N cci < Yco F- •- O z N (o M t0 CO Lc) CO up CO r` to co to to to O r t`) n cr r` N N. to r� r` h of r` Tukwila Sounder Station Construction Permit Revisions Verifier Initials/Date J N x i— J w J LE, TH w J a) S H J w J (7 N J W J 0 N J X F J' W J x F J w J W J LE W J 0 N Lli J U) In S J Status Code/Date U U 0 0 0 0 0 0 0 0 — — 0 0 0 0 0 0 0 0 O DRAWINGS Response Designer's Response Code RESPONSE CODES: 1. = W iY cm,ply, imPnallon planned. 2. = Cla licalion required. 3.= NIA 0. = No ecUon Bollard and detail key will be added. Steel channel will be added. >. a E 8E80 Detail corrected. Wall is continuous. Tube steel added. The note "Continuous Weather Barrier" removed and a wall assembly callout added. Termination of weather resistive will be over flashing per detail 5 & 1 /A8.12. Vapor barrier provided behind GWB. Detail will be coordinated with Structural. The material over the weather resistive barrier Is not GWB, it is protection board over the barrier to protect the membrane. The south side coping overhangs so it will be easier to route conduit to the LED per sheet 11.16. Ladder tie off provided. Steel channel added to strengthen collector head. Coordinated with Civil. Joints will be coordinated with truncated domes. EDT note, verify adequate detail at rigid pavement for crack control. >. O Bedding added. >. a s T a U >. a 0 0 3 >. a 8 T a 8U Paving layout reviewed and revised. Will coordinate and update drawing. co N z _G (7% K Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels CTION PERMIT REVISION SUBMITTAL: LIST OF RE Reviewer's Comments Illustrate bollard on drop off side. Provide and key -in a bollard detail. Coordinate this section with Detail J/TK-CX.04. Detail is missing curb. Missing steel member at column closest to Grid PB for station signage. Clarify that the 1" minimum cleaning trough depth is at the back of the tread/bottom of riser. Draw line of trough and minimum dimension on detail 3. The walls are not structurally continuous - is this the intent? The siding joins them? Missing the tube steel columns per structural - see TK -S2.01 sheet 236. Weather barrier seems misplaced at back of GWB. How is the continuity of the weather barrier maintained as the wall transitions above the concrete knee wall? Is there also a vapor barrier from the wall above behind the GWB? Coordinate detail with structural TK-SA1.01. HSS support for art shown wrong orientation. Do not show GWB at top of stud wall under plate. Why does the south side of the sty coping overhang 2 1/4" - move tight to metal panel and eliminate the secondary drip flashing. Accommodate ladder support against collector head and provide tie off. Coordinate paving at Para transit area with Civil - Civil is asphalt. Indicate where and how Expansion joints continue through the truncated dome locations. Show pole lights, signage poles etc. and coordinate with paving layout: Steel edge angle for final platform should be cast in with platform. How is DWP-4 set? - no bed is shown. Provide depth of concrete "rebate" for setting bed. Provide weep holes in bottom corner leg of edge angle steel. All sealant joints between tactile pavers and concrete or steel should be 1/2" wide. "Welcome Mat" is granite. Indicate 1/2" wide sealant joint at perimeter of stone tile. Coordinate detail with Detail J/TK-CX.04. Detail is missing curb. At all tactile dome pavers - provide 1/2" minimum sealant joint. Expansion joints will need to be carried through the tactile dome paver zone. Provide a detail that addresses the expansion joint and tile/paver / joint. Reconcile the joint and paver angles. Unit heater EH -1 per TK -M1.01 sht 290 is not coordinated with elevations and possible clearance requirements. CONSTRU Para/Dw • No. V N a, M Detail 8 & 2 C d d ' C . CI_ N y :pp CO O f0 ca General and Detail 15 (A CC J_ I— U. LL Sec/Sht No. TK -A6 24, Sht 169 'TK -A7 13, Sht 176 TK -A7.17, Sht 179 TK -A8 11, Sht 183 TK -A8 11, Sht 183 TK -A8 11, Sht 183 TK -A8.12, Sht 184 TK -A8.17, Sht 189 TK -A9.16, Sht 209 TK -A9.17 - 19, Shts 209-212 - TK -A9.19, sht 212 TK -A9.31, Sht 213 TK -A9.31, Sht 213 TK -A9.31, Sht 213 LTK-A9.31, Sht 213 TK -A9,31, Sht 213 TK -9.32, Sht 214 TK -9.32, Sht 214 TK -9.32, Sht 214 TK -A10.10, Sht 215 0 >. 0 d d _ Z 0N co o0 a0 (h a0 7 a0 N co c a0 r, a0 c0 2 a) co O cn W cn 01 7 W In a (O m I- 01 CO 01 W m 0 (0 N Q. N 0 Tukwila Sounder Station Construction Permit Revisions 0 CO C W J W J W Je W W J W J W J W J x F LE, TH x j- H J ul J LE, TH, ZG x F CO CO 0 Status Code/Date o v 0 0 0 0 U 0 0 — 0 0 0 0 0 0 Designer's Response RESPONSE CODES: 1.. Wi =Dopy, i,m,paabn planed, 2.= Ciardlcalbn required. 3 W 4,= No s=lim Will comply. (Will update concrete finish. E 8 a E 8 Detail will be added. • Details will be revised. Per meeting with ST wall assemblies to remain. Furring on ceiling will be removed. Will use 5/8" cement board. Will remove dimension callout from the partition types. Will remove specification reference. 'reference removed elevations revised and coordinated Welded threaded studs are provided per ST meeting. Art to be field coordinated and attached to threaded studs. Will clarify route through embankment Dedicated circuits have been provided for Art lighting ii,l, G 0 N V K - - -.- --- �- .- - ' - - - - - .- VISIONS Reviewer rchitecture - Mihkels rchitecture - Mihkels rchitecture - Mihkels rchitecture - Mihkels Architecture - Mihkels N d d L Y ` L Q Architecture - Mihkels d N N + ., L Y U L Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels CTION PERMIT REVISION SUBMITTAL: LIST OF RE Reviewer's Comments IPlease move the mop holder on the east wall to the north wall, above the mop sink, to permit wet mops to drip into the basin. Conc-"X.X" undefined. Garden hose reel - move from west wall to east wall adjacent to the mop sink as it connects to the mop sink faucet. Extend SST back splash to protect GWB wall behind hose reel. Hardware schedule and hardware specification are not coordinated. Review room numbers and hardware groups. Head and jamb flashings not detailed. Provide/detail stainless steel sill pans for all window and louver openings in walls. Detail 1 & 2 - Need to understand purpose of WP -3. Does not provide any waterproofing as detailed. Detail 4A - Z-girts not located below grade. Where is the waterproofing? Detail 8 - 2" furring note incorrectly points to 7/8" hat channel space. The interiors of all roofs and walls are furred out adding cost and taking up dimension. Can these assemblies be simplified? Wall assemblies WA 2 has four separate layers of framing/furring. Detail 1 - use 5/8" thick cement board. Studs are 6" per TK -S2.01. Correct wall thickness dimension. Detail 2 - GWB-1 is 5/8" thick, and studs are 6" per TK -S2.01. Correct wall thickness dimension. Finish schedule spec section reference incorrect. Should be 09 10 00. Detail 3 - GWB-1 is 5/8" thick and studs are 6" per TK -S2.01. Correct wall thickness dimension. Finish schedule spec section reference incorrect. Plan note 1 indicates 15/32" plywood sheathing. Previous ST comments requested no wood products for structure. Achieve shear through strapping or metal laminated GWB (AKA Sure -Board). Janitor's sink should not require a footing penetration. Are these two elevations showing the opposite side of the same steel per key tags on 3/TK-S2.01? They do not appear coordinated. Work with architect to prevent top of knee wall from being visible at top of floor slab - mainly in bathroom or security room. Retaining wall plan does not match architectural or civil retaining wall plans. Refer to west side. How is art piece attached? Do the split HSS supports have slotted holes to receive bolts? Clarify. What are the fasteners attaching the coping to the angles? Non=potable water line exposed in bike cage? Freeze protection or move into embankment? Provide dedicated circuit(s) for Art lighting (located at coping, north wall and planter fingers). N 0 z a Dr Schedule N 0 N o Details ) Detail 2 — o Details 1 and 3 J 0 = a _ o a tT i. 2 C N 7 . E E 6 102 TK -A10.10, Sht 215 103 TK -A10.10, Sht 215 0 V- N TK -11.11, Sht 216 t F- N r F- N TK -A11.15, Sht 219 1--N TK -S2.01, Sht 236 TK -S2.01, Sht 236 TK -S3.01, Sht 237 TK -S6.01, Sht 267 TK -S9.01, 281 TK-SA1.01, Sht 285 TK -M1.14, Sht 296 TK -E0.02, Sht 302 a 0 IX)o 0 <c 0 0 m 0 rn 0 o .- .- m r' 0 (0 N Q. N 0 Tukwila Sounder Station Construction Permit Revisions IjCI Verifier Initials/Date 0 0 0 0 0 1 0 DH, EDT] J 0 - 0 N LE 0 ZG, DH _ 0 (� N ~ W 0 N Status Code/Date U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 INGS Designer's Response RESPONSE CODES: 1. = Wig comply. iwperation planned. 2.. CG Iricalbn required. 3.= NIA 4. = No action Dedicated circuits have been provided in Panel ST Stair #9 Lighting is shown on sheets TK-ES1.05 and TK-ES1.06. Background label #7 has been edited to read #9 Power for hand dryer and water heater have been provided A note has been provided to sheet TK -E2.11 to reference Art fixture Specification Section 12 10 00. Contractor to contact Artist for fixture requirements and additional information Strander Blvd background has been updated. Lighting has been re- aligned. Southemmost street light has been deleted. Street light poles have been relocated. Stationing points for exact location have been provided on Civil drawings. 1 new street light will be added on the east side of the underpass STArt light fixtures procured by ST with appropriate control information to be included as a refernce document? EDT add specs, team note "FOIC" Will Comply. Hewitt is adjusting Plaza Paving Jointing and Scoring Plan to help address this issue. KPFF Civil is coordinating transit and driveway area paving scoring with Hewitt revisions and updates. [Requirement will be added on specifications under References. ( Pump station plans and specifications updated. Automatic gate specification provided. Electrical has provided a separate 120v circuit for each gate Electrical site plan added in as reference on UC Sheets. Civil has reviewed for conflicts between electrical/communication routing and utility design. WSDOT 2012, No special conditions or revisions, and added Section 01 91 00 Integration with Standard WSDOT Plans and Specifications >. 0. E 0 0 E. Section and notes have been updated/revised. •." I► O A til d c m ov m V CC 1 .TL m 3 j C Architecture -I Mihkels rchitecture Mihkels rchitecture Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels Architecture - Mihkels y v C 0_ Q¢ Architecture - Ashland rn W U C — U a W .1._ U rn W U 2' w — U 2')u w — U CTION PERMIT REVISION SUBMITTAL: LIST OF RE Reviewer's Comments Dedicate circuits for Amtrak TVM and VMS (and if their sign has lighting). Cannot locate lighting for Stair #9 canopy. Background label for stair is incorrect - reads Stair #7. Room 105 Comfort Station - Missing power for hand dryer and water heater. Keynote 8 & 9. Provide contractor information on artist provided and installed lighting. Keynote 8 - junction box for wall mounted light arms will be in north wall not on top of parapet. Design intent can be communicated on architectural drawings. Location of last (southem) street light does not correspond to Strander Blvd layout and appears to be off of Sound Transit Property. Please confirm this pole is needs to be installed by ST and is located properly. Street light poles are shown in middle of sidewalk. Better to be dear where they should be located. Is a street light required on the east side of the BNSF underpass? Two existing light poles are demoed here per TK-DM.06. Review and clarify. Missing power for at lighting at ends of finger curbs. Coordinate with Artist. NOTE - All art lighting controls by Contractor - Coordinate with Artist and include in documents. Critical Issue: Joints between truncated dome pavers must align with expansion joints of concrete slabs. The angled scoring pattem of the CIP concrete in the pedestrian plaza needs attention to assure the pattern and joints work with the diagonal paver joints. Currently the EJ's are shown on 'an angle from the pavers. This won't work. I did not find where the EJ's are called out and dimensioned for the platforms (see A9.11 -A9.14). They need to be. We have had many problems with other Sounder stations not addressing this issue. All pavers to be set based on the latest Tile Council of North America recommnedations, including spacing of expansion joints. Still concerns me that there seems consultant is taking a very limited design approach to the pump station, there should flows, recommend on/off, etc. data provided to give to packaged pump system Specs are limited in nature, should include warranty requirements and approval and turn over to Tukwila. I do not want ST repsonsible to fix pump station do to failure, which is something that I have seen Still need details for automatic gate Still need to show electrical runs, I believe it is important to show, to avoid conflicts, the combined utility plans can have note referenancing light plans, but all utility should be shown on the same sheets Do not referenance specific WSDOT spec year, change to current specs at time of bid opening. Want to always use most current specs, bid opening dates change so this ensure the specs are up to date Note 1; Add to note:Any contractor damage shall be promptly repaired or replaced by contractor at no cost to Sound Transit Section A and B and 1' above FG at the top of the fill also to ensure that it is clear to the contractor of the requirements CONSTR Para/Dw• No. 0N a C <0 a. — — c f0 <0 <0 om a 0 0 c <0 a c (0 a. c 2 a 133, 134 N N TUKWILA Sec/Sht No. TK -E0.02, Sht 302 TK -E1.24. Sht 312 TK -E2.11. Sht 314 TK -E2.11. Sht 314 TK-ER.01, Sht 319 TK-ER.01, Sht 319 TK-ER.02, Sht 320 TK-ES1.02, Sht 325 .c Q =I— 2 5 m m a plans TK.0001- 06 a 0 plans Tk-DM.04 M m U 0.d ryO Z N N N M N N co N O1 N O ch 0-) O V r R o) V O N <h N n to N I-- L0 Y) 0 0 0< a N < C di C O U < 2i C O U c o14 Ni 0 3 I 00 Paoe 8 of 15 Tukwila Sounder Station Construction Permit Revisions B ..°!m E ZG, DL, TH C7 N (7 N C9 N (7 N p W N N = H S F ZG -.t 0 0 N 0 N C9 N J 0. N 0 N U' N 0 N 0 N 0 N (7 Status Code/Date U 0 0 0 U U U 0 0 0 0 0 0 0 0 0 0 0 U Designer's Response RESPONSE CODES: 1.. W4 comply. icarporalbn planieti. 2.. Clarification required. 3. = NIA 4. = No wilco >.. a pE U >; 0 E U Automatic gate specification provided. The guardrail geometry, lengths, and layout are per WSDOT STD plan. Will Comply. Yes - Memo to be added to final geotech report Completed for 100% documents We will provide design information. Disagree. These utility notes are from the CoT. Will Comply. "Outside Edge to Outside Edge" Revised. Disagree. Existing track centerline elevations are different than proposed centerline track elevations. See Stormwater Report, Appendix to,Basis of Design Noted. Will Comply. Will review and modify as appropriate. Will review and modify as appropriate. AutoTurn analysis previously provided to Metro and ST for coordination I and review. Q 3 m V O� VISIONS Reviewer c W U- Civil Eng c W U Civil Eng c W W UU c� W v 0 Q c Q c6 QA Q Q Q d Q O Q d Q ¢d Q Q d fi Reviewer's Comments It seems based upon site soils being poor and geotechnical report, that all footings constructed on native soils should show a minimum of 1' gravel backfill under them, an example of this is on sheet 66. lets expect that is the minimum instead of messing around with it in the feild Make the Amtrak and compact lettering thermoplastic also, this will extend the life so replacement is longer Need to have a detail for sliding gate The guardrail design callouts need to be expanded a little more, like how long are the non -flared terminals? Type of installation for radius? Mounting details not clear on bridge Include legend for surfacing types Does the geotech report address bridge over SPU for access road to strander? Access road bridge details seem to be incomplete The ancillary building mat footing is 2'-6" thick. Is this thickness based on non structural requirements? The structural design of the mat footing was not found in the 90% calculation package. Please provide design assumptions, loads, and calculations justifying the current thickness. Copy Note 1. from Sanitary Sewer Notes and Paste as Note 1. in the Water Supply Notes. Storm Drainage Notes : Note 1 indicates storm drainage must meet City of Tukwila (along with King County) requirements. Section 33 40 00 Storm Drainage Utilities specification section indicates compliance with WSDOT is required, and does not indicate compliance with City of Tukwila is required. Clarify. ADD "OF OUTER PIPE" after "... MEASURED EDGE TO EDGE ..." to Note 10. Show existing contour elevations. Show elevation at centerline of tracks. Was the capacity of the ditches (east and west) calculated or modeled ? Was the location of the back of the finished platform fixed prior to ditch design ? How is drainage in the track bed both laterally and longitudinally being handled ? Add notes on each sheet regardingconsideration of utilities as part of construction sequence. Stage 2 Notes : Notes 5 & 7. Replace "WEST" with "EAST". Stage 3 Notes : Note 3. Confusing. Rephrase suggestion "COMPLETE BACK OF PERMANENT WEST PLATFORM, SHELTERS, STAIRWAYS AND RAMP CONSTRUCTION. COMPLETE FRONT OF WEST PLATFORM CONSTRUCTION." Stage 4 Notes : Note 4. Is "INTERIM" for the east platform equivalent to 'TEMPORARY' or "FRONT" for the west platform ? If so, different terminology creates some confusion. If not, need more explanation why not. Rephrase Note 4. similar to Review Comment for Note 3. of Stage 3 Notes on TK-CSA.03. Provide Autotum analysis for Transit Drive for bus model/type(s) to be used. Provide detail(s) showing transit shelter canopy and curb clearance from bus. «Reference issue in Everett.» Remove City of Tukwila Standard Plan WS -18. •� Para/Dwg No. general plan comment N c0� - 0 o 0 0 U r N I 0 U 1- TK-PG.01 TK-PG.02 0 I- 0 0 I TK-CSA.01 TK-CSA.02 TK-CSA.03 TK-CSA.04 TK-CSA.02 TK-CSA.03 v co I— TK-CA.02 TK-UD.04 11 Sec/Sht No. Y /10 GU 'plans TK-FP.01 to .06 TK -D W .01 F r r r 25 & 26 N N N N 28, 29, 30, 31 0 N el f7 �h 1 E • CO tO (") tO g LO CO CO CO i� CO CO LO CO f� N co N f`7 co N V' CO N to tD N (O to N 00 N OD CO N O) O co O) N N F N N O) N M to N Paoe 8 of 15 Tukwila Sounder Station Construction Permit Revisions C 1 o IiI ZG LE ZG Status Code/Date U o 0 0 0 0 0 0 0 0 0 0 0 U 0 0 U INGS Designer's Response RESPONSE CODES. 1.. WI comply. iwpvaYm planed. 2. A. Clerircatim required 3. = N/A 4. = No shoo This is a conformal overlay to refurbish pavement. Existing conditions established by field review. Information shown is appropriate to construct project. Yes. ORCA card readers and NM's will need to be operational at all times. See phasing plans. See General Requirements See General Requirements See General Requirements See General Requirements See General Requirements Will Comply by referencing Hewitt tactile waming strip. Will Comply with sidewalk restoration and referencing structural's underpass walkway paving surface detail. We have been given instructions by ST to locate ash urns at the transit shelter. Two ash ums will be included. Bird deterrent approach discussed with ST and documentation included in the 100% design. Bird deterrent approach discussed with ST and documentation included in the 100% design. Bird deterrent approach discussed with ST and documentation included in the 100% design. GC will be instructed to reuse existing temporary shelters or to provide new temporary platform shiters to match size and location of existing Coordinated with City of Renton Strander project team to revise ,proposed grading to minimize impacts to utilities and maintain acceptable grades on access drive connection. Driveway plans ,developed further at 100%. Yes. 60" water transmission main is centered in ROW. Note call -out updated. E 0 O A • 4.114, y a c a LSa y o Ce .- o .- .- .- — — — — — .- N- .- If IA n 64 1 Reviewer _ Comm Outreach Comm Outreach Comm Outreach Comm Outreach Comm Outreach Comm Outreach Comm Outreach Comm Outreach Comm Outreach Operations - M.Miller Operations - J.Thomas Operations - J.Thomas Operations - J.Thomas Utility Eng Utility Eng Utility Eng 0) C W Z. 5 CTION PERMIT REVISION SUBMITTAL: LIST OF RE Reviewer's Comments Why don't existing conditions show existing Longacres Way conditions heading west towards West Valley Highway? We are making improvements there as part of this project. Is there a provision for temporary ORCA card readers during the phased demolition/interim platform stages? Where will security be posted during construction? Note 16 says to remove existing lighting, will temporary lighting be installed and continually maintained to keep the pedestrain undercrossing well lit during consturciton? Will pedestrian access along Longacres way be preserved? If so, Note #2 should be changed to read "Maintain public vehicular and pedestrian access on Longacres Way to existing station? During Stage 2 we've moved all parking into the new lot, but are also allowing the contractor to continue work in the new lot, per Note #8. We need the contractor's expectations in terms of how much of the parking lot (i.e reserved for carpools/vanpools, etc) they will need to complete the parking lot while it is in operation Will circulation along the East side of the new lot be maintained during this phase of construction? These plans show work areas, but do not show possible vehicle/pedestrian circulation during phasing. Should tactile warning strpis be installed along the curbs on the transit drive where there are no bollards? Demo plans show removal of asphalt sidewalk under the bridge, but paving plans show no replacement paving. Remove all ash ums from train and bus platform areas. (MSM) Recommend using bird spikes, or bird slides on any horizontal surface wider than 2.5" on the ceiling of the main entry stair. (JT) Recommend using bird spikes along the top of the wide flange beams (i.e. W10x17 GIRT) closest to the ceilings at the main stair canopy. (JT) Recommend using bird spikes along the entire length of the split HSS light arm or use of altemate such as round HSS. (JT) Will there be temporary shelter(s) & station platform(s) be provided during the demolition of the existing and the construction of the new Tukwila Station? At the south end of West Access Drive (near SW comer of the proposed park and ride - how much fill will be placed over the SPU Cedar Water Pipeline (60"), if any? Please confirm if the grading plans TK-DW.01 to DW.03 will be provided in the 100% submittal (not found in this 90% 'submittal)? Where is the 60" SPU water transmission main? Is it in the middle of the SPU Cedar River ROW? If so, move the arrow to the water line. Show stations and offsets, elevations to define the alignment and profile of the proposed forced main (FM). TUKWILA CONSTR Sec/Sht No. Para/Dw • No. TK -A6.21 TK -A3.12 Rm (0 to F 6 CA F I- CD o Q o 0 $ TK-GR.01 TK-UC.01 TK-UC.02 TK-SV.041 Sh8 0Ul O 00Copc+J0pIt L Y.Nc FCA i- u) O Y.Nc I- 0) TK-CSA.01-04 Sh28-31 O Urn m YL F- u) TK-CSA.02 Sh30 TK-CP.03 Sh99 TK-CP.06 Sh102 166 and others 152 CO N 260 ..tQ N N N r- 73 E Z 1 N N CO O CA N N f` N CO CP N O CI)O N O CO O o7 N O 07 C7 N (h CO (h C,) N N f7 C N t7 O v1 07 N 07 c7 Pace 10 of 15 Tukwila Sounder Station Construction Permit Revisions Verifier Initials/Date N W J 0 W DH DH O N 0 0 0 N Ha 0 Status Code/Date 0 0 0 0 0 0 U — 0 0 0 0 0 Designer's Response RESPONSE CODES: 1.. W4 cre7Nt FmpvWb, *wed. 2. = Ct.*&Aka required. 3. = CIA 4.. No action Will Comply with RR -4 Footing type and RR -5 Footing type. 1-1/2" conduit will be provided The power connections to the RapidRide Tech Pylons are indicated on sheet TK -E6.21. The callouts on the panel schedule indicate RapidRide Tech Pylon. A note has been provided on sheet TK -E6.21 to reference the foundation detail on sheet TK-CA.02 O Design team needs more info - jbox location, limit of work. Does CoR provide connection to ST property, or are extending the work off ST property? Drawing updated to indicate that 2" conduit to bypass junction box at north end of parking lot on west edge of property Incorporated from KC Metro Redlines Incorporated from KC Metro Redlines Incorporated from KC Metro Redlines Incorporated from KC Metro Redlines • O O aV r r r r r r r N N r r r r r VISIONS Reviewer 5 i Y KC Metro KC Metro KC Metro KC Metro KC Metro KC Metro KC Metro KC Metro KC Metro O g 0 Y KC Metro KC Metro CTION PERMIT REVISION SUBMITTAL: LIST OF RE Reviewer's Comments Plan sheets are inconsistent regarding Metro RapidRide facilities. TK-CA.02 shows two squares which 1 assume to be the RapidRide tech pylon foundation (labeled as "Metro RapidRide Kiosk") and the RapidRide blade marker foundation (unlabeled). TK-CP.02 shows three squares, labeled "RR Blade marker foundation" and "Metro RR Kiosk' (and one unlabeled square). The square labeled"kiosk' is different on the north and south sides of the shelter, and different from TK-CA.02. TK -A6.21 shows one box closest to the transit shelters labeled 'Tech Pylon Foundation" which I believe to be correct. Two Metro RapidRide elements are needed on either side of the transit shelter. "RR Blade Marker (RR -4 footing type)" and "RR Tech Pylon (RR -5 footing type)". The footing types are labeled as such (RR -4 and RR -5) in the specifications. Ensure shared fiber/power junction boxes have separation between the the fiber and power or have combined use approved by local jurisdiction. Fiber entry/exit conduit should be places to minimize bends in any installed fiber cable. Vestibule Door #103 should have a "T" key lock core for use by Metro and ST staff to access the inside restroom. Upon completion of construction, Metro Facilities is able to replace the contractor's lock core with the T key lock core. Conduit for future EV Charging stations appears too small. Size per needed conductor for powering all charging stations in the future Provide conductor size and quantity as well as conduit size for EV charging stations. The RapidRide Tech pylon has apparently been accounted for in the panelboard schedule, but is not shown on the electrical site plans. Provide locations, power conductors and conduit, and reference to foundation detail. Please revise the panelboard callout (KC -18) to "RapidRide Tech 'pylon" Replace Tech pylon foundation shown in enlarged plan of northwest comer I of the site with a RapidRide ITS cabinet foundation as per reference included in volume 2 of the 90% specifications (p.715 of PDF). Extend spare 2 -inch conduit for future fiber optic cable along south driveway access road. Tle spare conduit into City of Renton junction box on the northeast corner of the City's S 27th Street extension to the Sounder driveway. Bypass junction box at north end of parking lot on west edge of property for the spare 2 -inch conduit. Spare 2 -inch conduit in median island for future power connection (not fiber) to RapidRide ITS cabinet and wireless access point. Provide a 2 - inch conduit connection from the electrical room to tie into spare 2 -inch conduit for future power. Install foundation for King County Metro RapidRide ITS cabinet instead of foundation for tech pylon at the northwest comer of the site. Provide 2 -inch spare conduit connection from junction box installed in the northwest corner of the site to the fiber cable vault. Provide 2 -inch spare conduit connection from the RapidRide cabinet foundation to the fiber cable vault and from the RapidRide cabinet foundation to the junction box at the north end of the transit drive into the site. CONSTR Para/Dwg No. o c n 1- o w 1- TK-ES1.02 TK-ES1.02 TK-ES1.03 TK-ES1.03 co w 1- 41 a J ....7 3 Z O O N N UUQ TK-ESI.01 through TK- Es1.03 Q 1- TK-ES1.02 TK-ES1.02 General comment Sht 85 co a� L Sht 325 Sht 325 Sht 326 Sht 326 co c, L hPi` 0 > F u Eos 23 z V c0 N 7 Nor) t7 O M f7 V N M V co M V' N. lr V N (n 7 T el V O `P V ? N 7 <l Pace 10 of 15 Tukwila Sounder Station Construction Permit Revisions i itii Verifier Initials/Date _ O ZG DH 0 W J 0 N 0 N V' N La N 0 N ZG CO U) co U) CO (0 co N CO CO CO U) w J U' N ZG Status Code/Date 0 0 0 — 0 0 0 0 0 0 0 0 0 0 0 0 — 0 0 INGS Designer's Response RESPONSE CODES' I.. W M comply, Ywporadan planed. 2.. C4Mfralion required. 3. = WA 4 = No xlion Incorporated from KC Metro Redlines Revised. Conduits have been provided from each locker to j -box. Will include provisions for future Interface Panel Conflicting direction needs to be reviewed and finalized by ST Pipe slope drains have been added to the Embankment Erosion Control Plans. A detail of the cross-section has been included. Revised. A detail of the cross-section has been included. O) N a #459 Completed Completed Strap has been called out as Stainless Steel to alleviate this concern. Completed This is a section view, and has been updated. Will note cleanout to be offset so that it is not directly under the urinal.. General Note added: "Contractor to Provide Temporary Low Overhead Vertical Clearance Waming". resident engineer to determine. Specifications to provide directions on re -use. N C d 1.8d O 9 H 0 C ._ _ _ ..... _ ._ ._ ._ _U ._ ._ ._ ._ ._ ._ _ ._ ._ _ ISIONS Reviewer KC Metro KC Metro KC Metro KC Metro g u_ g u_ g u_ g ir. g u. FRA Civ Integration - [Lassiter Civ Integration - Lassiter Civ Integration - Lassiter Civ Integration - Lassiter Civ Integration - Lassiter Civ Integration - Lassiter Civ Integration - Lassiter A. Furtado A. Furtado CTION PERMIT REVISION SUBMITTAL: LIST OF RE Reviewer's Comments Provide 2 -inch spare conduit connection from the junction box at the north end of the transit drive to the second junction box from the north in the median island for future power connections for the RapidRide ITS cabinet and wireless access point. Extend the concrete sidewalk to the entire length of the layover area to allow flexibility in locating the "heads" of the layover zones. Please provide infrastructures (conduits etc) to allow existing bike lockers be converted into on -demand bike lockers in due time. Please rpovide infrastructures (conduits between ends of undercrossing and electrical room) for future installation of panic stations During the structural fill pre -load, the water runoff from the BNSF mainlines will be collected in the triangular cross-section pockets created when the existing ballast section is confined by the structural fill. What provisions will be made for temporary lateral drainage in these areas? These cross-section views do not show the what relationship is between the invert locations of the track subdrains, the subgrade elevation of the BNSF roadbed and the top of the new embankment fill. A track underdrain should be added to run parallel to MT2 to assure proper drainage along the edge of the porous pavement until such time as MT3 is installed. Need a detail to show that the ballast section should be extended eastward from MT2 under the porous pavement platform to serve as the future sub -ballast layer for MT3, and to protect the track underdrain for MTS when the porous pavement is demolished. See Comment #7. Per Note 18, See Comment #7 Plumbing Fixture Schedule: Notes section should say "ADA" rather than "Handicapped." We want to ensure ADA accessibility requirements are adhered to for this project. Detail 2/M1.02 : Ensure that GFCI is 18" above flood rim of service sink Detail 4/TK-M1.21: Provide dielectric separation between restrainting strap and stainless steel pipe. Pull the condensate piping all the way to wall behind service sink. Detail 3/M1.01 and Plan: The configuration of the AC -1 and louver do not match between detail and plan. Sanitary vent and riser diagram: Where will cleanout below urinal be located? The fixture has to be mounted at ADA height making a clean out installation below urinal difficult Ensure there is properly signage for hose bibbs suppling "non -potable" cold water. Recommend adding language to provide temporary low overhead signage when existing sign bridge is removed. Recommend revising to say "Contractor to determine if portions of existing platform and ramps can be re -used." I7 d Z rnt..a ig • .., a TK-ES1.03 TK -CP 02 TKA2.12 TK -A5.23 a 0 TK-GG.07 & TK-CG.08 TK-GG.07 & TK-CG.08 TK-GG.07 & TK-CG.08 TK -DD 08 TK-DR.04 THRU .06 TK -M0.02 TK -M0.02 TK -M1.00 TK -M1 01 I- TK -M1.02 N F Note 3 Note 5 on 28 & 6 on 29 TUKWILA Sec/Sht No. Sht 326 Sht 98 Sht 150 Sht 159 90% Design Drawings 90% Design Drawings 90% Design Drawings 90% Design Drawings 90% Design Drawings 90% Design Drawings coO N N m coT N 0, N W N co N N 28 & 29 E 6 I el V V N. R v. a2 N V N R 11') v O) N V O c0 V ro V N (O ? cn (O V N CD V 1- (O K r7.-1- `7 cn v. N h 7 Ir --O) I- V I-- V co O) st O N O O 0 5 Verifier Initials/Date U' N -J 0 0 N 0 N TH TH TH H 0 N U` N N J 0 W J W J Y Y ZG/TRH N Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Status Code/Date 0 0 0 0 — 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Designer's Response RESPONSE CODES: 1. = W i copy, Aoorpoatbn planner!. 2. = ClairraticA requite!. 3. = N/A 4.= No shoo The manufactuees recommendation is to avoid any construction related traffic over the underground detention structures (UDS) prior to final paving. This is not feasible so temporary cover is required when absolutely necessary. The language of the note will be augmented to more clearly place the burden on the Contractor and the manufacturer. LNotes & leaders updated. Crossing detail/profile updated. AIS4.42 Details and information added. The note will be clarified. Will_ update with length or station/offset. Will Comply. A separate underdrain for the temporary platform will be added. Should say TK -A8.18. Text will be adjusted. S9.01 shows existing bottom of girder. Additional dimension information added on TK -A-5.33 Flow sensor and Master Valve specified to mitigate damage caused by broken system. Will include requirement in Submittals 01 33 00 2.03H Other Submittals, note on sequencing plans, and note in Coordination with Others 1.07. Will add informaiton to profile. Those plants are outside Bio -retention zones Red twig dogwood has been extended through the bullb border to the building. incorporated KK Note: Addressed KK Note: OK KK Note: Done EDT note: do we have enough info to spec the mulch? KK Note: Art mulch has been added to the spec. KK Note: Done Cornus Alba Ivory Halo' (per Artist), 30" OC Q 01 IX C QH V OK — '- e- �- e- .- ..- .- '.. VISIONS Reviewer Furtado O 'C A. Furtado A. Furtado A. Furtado A. Furtado A. Furtado O LLLL CO COQ mm LLLL mm LL 0. a. CO SPU - JH 1 Cascade Water Alliance B. Luecke B. Luecke B. Luecke B. Luecke -J -J m m CTION PERMIT REVISION SUBMITTAL: LIST OF RE Reviewer's Comments Suggest providing a note saying that this is possible staging and sequencing, and that Contractor is responsible to provide a complete plan showing details for proposed staging to provide details on proposed ramps and means of keeping platforms operational for approval. Consider revising wording of note to place the burden on the Contractor for protecting the detention structures, such as having the Contractor follow manufacture's recommendation for loading over the units. Force main leaders don't point to the actual line. 6" Water line for hydrant near 17+75 not shown in Box Culvert Elevation View MSE Wall not really well defined in plan and profile. Does the MSE wall wrap around the ticketing area? Need more detail for new CIP wall to provide more detail for the plan and profile. Note is kind of confusing. From the elevation it appears the intent is to have an 18' section undisturbed while the 6' section is being built. What are the lengths of the sign bridges. Plan specifies south post, but does not specify north post station and offset. One -call number listed as 206-625-2891, should be 1-800-533-2891 Need drainage next to temporary platform by Main 2. Detail call out for Mini high platform TK -A8.1? No vertical distance to bottom of bridge. Will this fit under new bridge? Has this been approved be BNSF Structures in Kansas City Irigation in track slopes and under new bridge. How will this be monitored to prevent water damage from broken system? Irigation and plants will need to be removed when new bridge is built. (Clearly state in the plans and specifications the access to construct both the pedestrian walkway and the bridge across SPU right of way. No equipment shall cross the SPU pipeline right of way without a PE stamped protection plan reviewed and approved by SPU. Show SPU Right of Way and 60" ID pipeline in both profile views. Some plants that are specified for the Bioretention Cells are of questionable hardiness in saturated soils: Ilex crenata, Pieris japonica, Mahonia repens, and Loniceral pilieata. Red X's noting that the red twig dogwood in the "fingers" extends through the bulb border to the building. Change art mulch to whatever gravel spec the artist calls out so contractor doesn't think it is artist's responsibility to supply. Note on the plant key that the bulb types and bio -retention plants need to be called out instead of marked TBD. Also included for reference is the irrigation sheet for the Fingers and bio - retention to just make sure all is ok. Sheet 332: red X's noting that the red twig dogwood in the "Fingers" extends through the bulb border to the building.. Sheet 332: change Art Mulch to whatever gravel spec Sheila calls out (Sheila?), so contractor doesn't think it is the Artist's responsibility to • supply. Sheet 337: note on the plant key that the bulb types and bio -retention plants need to be called out instead of marked TBD. Sheet 337: Sheila would like the compact Red Twig' don't know if that is what is called out. Can you tell me the plant size and spacing that is called out? CONSTR Para/DW • No. d O Z IElev View m O Z _ BNSF Notes TK-DD.08 TK- CG.08 TK -A1-13 TK -A5.23, TK - A5.33, TK - A8.29 TK - S9.01 TK-IR1.04 TKIR1.05 TK - 1R1.06 TK-DW.02 TK-LPI.01 TK-LP1.02 TK-LP1.02 TK -LD 1.01 TK-IR1.02 � t 3 W Z N 28 thru 31 62 & 63 235, 240, 249 I 281 & 282 282 34, 37, 278 rn 145 159,162,201 () N M N M °, N M CO M M NI- CO _d. Z N N M t0 V' LO N CO 1.- N O) t00 O M N C N N CO M O) N N N V' N M CO CO LO M M CO CO N f.- CO 0 O) CO N N O n M O n V O Page 12 of 15 Tukwila Sounder Station Construction Permit Re • O DRAWINGS Response Designer's Response Status Verifier Code RESPONSE CODES 1.= Wb corn*. illcaperalion planned 2. = Clanficationregwod. 3.= N/A 4.=Noadian Code/Date Initials/Date 1 KK Note: Done I C I KK !City of Tukwila Building Permit Comemnts 5 TK -SV 01 Relabel PSE Substation to "cable station" Bradshaw 1 REVISED C DL I 708 I I I _ (City) DL N ZRG ZG, KK Y KK (/) CO N ZRG 0 N W _1 N J Ur N ZG / LE ZG / LE ZG / KK / LE CO 0 EDT I DL / KK EDT/LE DH DH DL 0 _ Q EDT ' 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 Property line shown - see response to #707 above. T a E 8 >" a o o F=. - KK Note: Done 1 Due to the location of the riser (the riser is not next to a wall), a WIV will not be able to be installed. A post indicator valve (PIV).will be provided on the Civil plans. (See TK-UD.08) Fire access routes updated to heavy-duty pavement section. Fire lane markings is an on-going coordination item CoT FD. Auto Turn analysis has confirmed fire truck movements at the SW and 'SE comers of the parking lot. The agreed upon fire truck route is to proceed north on the easterly drive aisle and exit the site from the transit drive exit onto Longacres Way. See pavement plans TK -CP. Pedestrian crosswalks are concrete Revised. Revised to include a fenceline on the south side of the SPU RNV. Revised. Replaced with typical HA light Incorporated KK Note: Mound Height lowered at north. We do not intend to move the sign bridge. Optimal ocation of A2.0 will be reviewed complete These are existing poles - added label REVISED Sidewalk is aligned, with width of 12 feet including 4 ft curbed landscape strip yr v ISIONS Reviewer BL Bradshaw (City) co v2 co ......° McPherson (City) McPherson (City) McPherson (City) 0 d [1.. /^ MU Metzler (Tukwila FD) Metzler (Tukwila FD) Metzler (Tukwila FD) Metzler (Tukwila FD) Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) ,Bradshaw (City) Bradshaw Ci Bradshaw (City) L m2 mV Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) pp L �2 COU 11" I Q s AN m 7. AN ir 711 ■ au Reviewer's Comments Sheet 341: also included for reference is the irrigation sheet for the Fingers and bio -retention to just make sure all is okay. Label south property line and strander right of way. Relable section 1 from "S. 158 St. to Longacres Way" (1) At new SSMH — 48" - Provide 0.10' drop across manhole. (3) Add to Construction Notes: "Max. 24" between Rim and Cone — per C.O.T. Std. Detail no. SS -08). Indicate the plan sheet where streambed cobbles will be used. provide a curbside planting plan for section between transit drive and access road. An electrically supervised wall indicating valve (WIV) needs to be installed on the exterior wall of the ancillary building for sprinkler system water supply control. Light vehicle pavement is specified in some of the fire access areas. There is a concern if this is adequate for heavy fire apparatus. Fire lane markings are not shown with the exception of partial fire lane markings on the East fire access road hammerhead tumaround. Fire access tuming radiuses are provided on the SW and NW comers of the parking lot but no radiuses are provided on the SE and NE corners. The radiuses need to be provided and the "Auto Tum" program needs to be run to ensure fire apparatus can negotiate the turns 'Indicate pedestrian crossing with color or special paving. 'eliminate"No Parking and One way sign inside pedestrian drop off area. Revise ped crossing marks with colored or different material pavement 'Move fence to south side of Water Line 'Change "S. 158 St. Grind" to "Longacres Way Grind." 'REPLACE Pole mounted light with a walkway light. 'provide a continuous landscape edge along curb line since there is no on street parking. 'shorten northern most mound to allow better sight line into transit zone Location of sign bridge interfers with sidewalk width and is too late for tumaround - eastern driveways are transit only. Move westward. Relocate A.o grand monument sign eastward. move street luminaire to back of sidewalk or along curb edge. Label type of fixture and pole shown over Fire Lane Correctly identify south property boundary of PSE Nelson Cable station Use correct symbols for property line for PSE cable station and UPRR Widen and align sidewalk to a minimum of 12 feet, add a continuous planted edge. Use radius on eastern landscape edge of sidwalk - }� Sec/Sht No. Para/Dwg No. M TK-SV.01 CO O U CV O 7 TK-LD1.03 ITK-LP1.03 TK-CM.02 17,-;:c;;;370 TK-FP.01 CO p U In O w TKLP 1.03 TK-CA.03 O .5 y ITKCA, 03 TKCA 06 in 1071 731 339 333 N 1121, 124 CO 0. M CO 1 333 CV CO CO1 r 7 4 Is y d Z « _ O O , o O n o n n CO r- v r� N r- ID r CO E. 0/ n N N r` CO N n a N r` In N CD N CO N T N n o P'J r• •2 (h r, M r. r` M r� O C r. ch C I. v ? I. N a r - 8 i • Page 14 of 15 Tukwila Sounder Station Construction Permit Revisions Verifier Initials/Date W EDT EDT EDT EDT EDT ZG W EDT DH W 0 0 Y 0 Y (7 N 0 ZG, LE, DL ZG, LE, DL, KK ZG, LE, DL Status Code/Date g Z 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Designer's Response RESPONSE CODES1.. W campy. i,cmporybn planed 2." Clarification rewired. 3.=N/A 4,= No action Sanitary requires pump - no gravity flow possible. ST is providing electric and water for potential future concessions. No Sanitary - see UUP comments [score pattern TK-CM.03 Will align with continuous 8 ft sidewalk along street frontage [Bikes can use the 6 foot sidewalk (TK-DW.01) See sheet TK-CJ.01 - score pattem along full length of sidewalk and crosswalk See Sheets 111, 114, 115, 116, 130, 133, 136 civil sheets for composite information at Longacres Way HA1 fixtures are included on Lonagacres street frontage. ST has requested proposal from PSE for street lighting west of the UP rail.. Sheet DW.01, GC is to provide "SEED MIX #1 EROSION MIX per City of Seattle Standard Specifications 9-14.2(2)" at all areas of disturbance to native plantings. HE fixtures at Driveway, and HA1 at sidewalk. Electrical receptacle and hose bib added to the "seat wall" to the south of the bike cage area Updated Updated Updated a oD NV OK ^ r r '- r r r �- r r r �- '- r VISIONS Reviewer Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) IBradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) 3 t [DU Bradshaw (City) 3 t V) .-. co Bradshaw (City) Bradshaw (City) Bradshaw (City) Bradshaw (City) •tir•. :tt I •:tt : Reviewer's Comments Extend sanitary east to plaza area and allow gradient to flow west. Drop elevation of sidewalk to road elevation between westem most curb cut and eastemmost curb cut between UP and BNSF Provide uniform 12 foot wide sidewalk with a continuous planted edge. 'provide a continuous pavement treatment for pedestrian sidewalk along Longacres Way. mark bike lanes on north and south sides of Longacres Way and extend to Interurban Trail. widen crosswalk stripe to include full width of 12 foot wide cross walk. Show bike route of travel on South access. Continue typical score pattern along sidewalk and road crossings along Longacres Way and provide a finish plan showing pattern for sidewalk. Add TKA9 for Longacres Way. Replace wood poles with Pole used on north parcel. Use pedestrian HA1 poles along Longacres Way. Extend lighting to west side of UP tracks and meet minimum illumination standard in street along length. Coordinate between TK-ER.03 Align HA1 poles so they are uniform height. Group Tulip Trees closer together. "DWG TK-ES1.11 through TK-ES1.14A" was referenced in the General Note #11 on DWGs TK-UC.02 & TK-UC.02. However, these electrical conduit drawings could not be find in the Tukwila 90% design submittal set. In order to meet criterion #2 and #6, that is, to not be injurious to the property or improvements in the vicinity, Sound Transit shall: Prepare a planting plan of native vegetation to be used in any areas of disturbance on the south parcel in order to stabilize the soils and prevents erosion. In order to meet criterion #3, that is, to meet development standards that are required, Sound Transit shall meet minimum illumination levels for the path and driveway on the southem parcel per Sound Transit Design Standards and Guidelines: Sounder and ST Express Passenger Facilities. In order to meet criterion #5, that is, to comply with Tukwila's Comprehensive Plan Goals and Policies 1.9, and 10.1.2 and 13.4.13, Sound Transit shall identify potential locations and make utility accommodations for future concessionaires. In order to meet criterion #1, that is, to accomplish a desirable transition with streetscape and adequate pedestrian movement, Sound Transit shall modify the sidewalk on Longacres Way by: Leaving the sidewalk at the same elevation from the first curb cut through the last; Providing a planted curb edge and pedestrian scaled lighting along the I entire Lonqacres Way frontage; Providing a consistent width of a minimum of 12 feet and a contrasting paving pattern from the vehicular way. • •I Para/Dwg No. tkUC.02 TK -LW PP.01 0 a a -_ f ITK-CJ.01 TKCM.03 ITK-DW.01 TKA9.32 o X W H " O X W H TK-ESI.03 o C W H TK-LP1.01 0 0 H Vh� • 1'rr Item Sec/Sht No. No. cov. Wv. O LO tO N Ll, M In CO O) O CO N CO M CD CO > a NcaIO a. > > 0 o a 0 Page 14 of 15 Tukwila Sounder Station Construction Permit Revisions Verifier Initials/Date Y 0 0 x 0 U'_ N _I N Status Code/Date 0 0 0 0 U U INGS Designer's Response RESPONSE CODES: 1. = W e cart*. rraporalion pared. 2. = Clairra0an required. 3. = N/A 4. = No anon Trees added at landscaped perimeters. The pedestrian sidewalk shown is ADA compliant. (No retaining walls are required along this pathway.) Updated per City Comment # 763 "Align HA1 poles so they are uniform height." Per UUP 2.b: HE fixtures at Driveway, and HA1 at sidewalk. Due to existing width of roadway and trestle underpasses, ST has provided a continuous sharrow rather than alternate between sharrow and dedicated lanes. ISIONS TO DRA Response Reviewer Code Bradshaw (City) 3 m Lt m U Bradshaw (City) Bradshaw (City) 3 m m V 3 m L m U CTION PERMIT REVISION SUBMITTAL: LIST OF RE Reviewer's Comments In order to meet criterion #3, that is, landscape treatment that strengthens 'important axes and screens places that tend to be unsightly, Sound Transit shall strengthen the landscape design and use of columnar trees by reducing the spacing of the perimeter trees to a maximum of 15 feet. In order to meet criterion #3, that is, to provide walks with an inviting and stable appearance, Sound Transit shall provide details and plans for the pathway connection with Strander Boulevard that shows a walkway grade that meets ADA guidelines. Additionally if walls are used on both sides of the path, then one of the walls may be no taller than three feet. In order to meet criterion #3 and #5, that is, to enhance the landscape with lighting that is compatible in terms of design, scale, and placement, Sound Transit shall modify the placement of the light fixtures or the method of illumination along the east berm subject to approval of DCD Director prior to permit issuance. In order to meet criterion #5, that is, lighting that meets the guidelines applicable to the building and site, Sound Transit shall replace the illumination wood poles along the Strander Boulevard driveway with those I fixtures presented in Attachment I, which is consistent with the lighting along the circulation drive in the north parcel of the project. In order to meet criterion #5, that is, to avoid monotony and to use a variety of detail to provide visual interest, Sound Transit shall enhance the quality and visual interest of the BNSF pedestrian underpass by modifying the materials along the concrete wall and using those that are in keeping with the material palette of the project, subject to approval by the DCD Director prior to permit issuance. In order to meet criterion #6, that is, to comply with Comprehensive Plan Policy 10.2.3, Sound Transit shall add five foot wide bicycle lanes along the north and south sides of Longacres Way from the Interurban Trail to BNSF, using sharrows under the UP Bridge. Coordinate with the City of Renton by identifying and marking the bicycle path of travel from Strander Boulevard and meeting minimum width guidelines. 1Z 1- N Z O V 2 o o 6. a 4 J 3 n F - LL SeclSht No. J O H6 V a Z ci 0 v 0 vi 0 cd O r 0 m 0 Page 15 of 15 Attachment C: Project Specification Section 08 7100 Door Hardware (13 pages) CONTRACT SPECIFICATIONS SECTION 08 71 00 DOOR HARDWARE PART 1 - GENERAL 1.01 SUMMARY A. This Section includes specifications for: 1. Hardware as indicated and specified herein for hollow steel and aluminum doors, including appropriate fasteners and miscellaneous materials required to complete the work. 2. Hardware for gates at transformer enclosure. 3. Electrically operated and controlled hardware. 4. Lock cylinders for doors for which hardware is specified in other sections. 5. Thresholds. 6. Weatherstripping, seals and door gaskets. 7. Complete hardware schedule preparation. The drawings and specifications are indications of the design intent for the project. Full provision of an itemized hardware schedule shall be the responsibility of the contractor. B. - Related Sections: The work of the following Sections is related to the work of this Section. Other Sections, not referenced below, may also be related to the proper performance of this work. 1. Section 08 11 13, Hollow Metal Doors and Frames. 2. Section 09 21 16, Gypsum board assemblies. 1.02 REFERENCES A. This Section incorporates by reference the latest revision of the following documents. 1. ANSI A 156.18 — Materials and Finishes; Latest edition. 2. ANSI/ICC A117.1 - American National Standard for Accessible and Usable Buildings and Facilities; International Code Council; 2003. 3. BHMA A156.18 - American National Standard for Materials and Finishes; Builders Hardware Manufacturers Association, Inc.; 2006 (ANSI/BHMA A156.18). 4. DHI (LOCS) - Recommended Locations for Architectural Hardware for Standard Steel Doors and Frames; Door and Hardware Institute; 2004. TUKWILA SOUNDER STATION SOUND TRANSIT 08 71 00 - 1 CN 0413 12 DOOR HARDWARE 100% ISSUE FOR BID 5. DHI WDHS.3 - Recommended Locations for Architectural Hardware for Flush Wood Doors; Door and Hardware Institute; 1996. 1.03 SUBMITTALS A. General Requirements 1. Procedures: Section 01 33 00, Submittal Procedures B. Schedules and Product Data 1. Schedules to be in vertical format, listing each door opening, and organized into "hardware sets" indicating complete designations of every item required for each door opening to function as intended. Hardware schedule shall be submitted within two (2) weeks from date the purchase order is received by the finish hardware supplier. Furnish four (4) copies of revised schedules after approval for field and file use. Note any special mounting instructions or requirements with the hardware schedule. Schedules to include the following information: a. Location of each hardware set cross-referenced to indications on drawings, both on floor plans and in door and frame schedule. b. Handing and degree of swing of each door. c. Door and frame sizes and materials. d. Keying information. e. Type, style, function, size, and finish of each hardware item. f. Elevation drawings and operational descriptions for all electronic openings. g. Name and manufacturer of each hardware item. h. Fastenings and other pertinent information. Explanation of all abbreviations, symbols and codes contained in schedule j. Mounting locations for hardware when varies from standard. 2. Submit catalog cuts and/or product data sheets for all scheduled finish hardware. 3. Submit separate detailed keying schedule for approval indicating clearly how the owner's final instructions on keying of locks has been fulfilled. C. Samples 1. Upon request, samples of each type of hardware in finish indicated shall be submitted. Samples are to remain undamaged and in working condition through submittal and review process. Items will be returned to the supplier or incorporated into the work within limitations of keying coordination requirements. D. Templates TUKWILA SOUNDER STATION SOUND TRANSIT 087100-2 CN041312 DOOR HARDWARE 100% ISSUE FOR BID 1. Furnish a complete list and suitable templates, together with finish hardware schedule to contractor, for distribution to necessary trades supplying materials to be prepped for finish hardware. E. Electronic Hardware Systems 1. Provide complete wiring diagrams prepared by an authorized factory employee for each opening requiring electronic hardware, except openings where only magnetic hold -open devices are specified. Provide a copy with each hardware .schedule submitted after approval. 2. Provide complete operational descriptions of electronic components listed by opening in the hardware submittals. Operational descriptions to detail how each electrical component functions within the opening incorporating all conditions of ingress and egress. Provide a copy with each hardware schedule submitted for approval. 3. Provide elevation drawings of electronic hardware and systems identifying locations of the system components with respect to their placement in the door opening. Provide a copy with each hardware schedule submitted for approval. 4. Prior to installation of electronic hardware, arrange conference between supplier, installers and related trades to review materials, procedures and coordinating related work. 5. The electrical products contained within this specification represent a complete engineered system. If alternate electrical products are submitted, it is the responsibility of the distributor to bear the cost of providing a complete and working system including re-engineering of electrical diagrams and system layout, as well as power transfers and all required electrical components. Coordinate with electrical engineer and electrician to ensure that line voltage and low voltage wiring is coordinated to provide a complete and working system. 6. For each item of electrified hardware specified, provide standardized molex plug connectors to accommodate up to twelve (12) wires. Molex plug connectors shall plug directly into through -door wiring harnesses, frame wiring harnesses, electric locking devices and power supplies. 7. Coordinate with electrical engineer and electrician to ensure that line voltage and low voltage wiring is coordinated to provide a complete and working system. Power supplies are to be provided by the Access Control Contractor (Division 28). Notify architect of any proprietary power supply requirements for electronic hardware items provided. F. Operations and Maintenance Manuals 1. Upon completion of construction and building turnover, furnish two (2) complete maintenance manuals to the owner. Manuals to include the following items: a. Approved hardware schedule, catalog cuts and keying schedule. b. Hardware installation and adjustment instructions. c. Manufacturer's written warranty information. TUKWILA SOUNDER STATION 087100-3 CN041312 SOUND TRANSIT DOOR HARDWARE 100% ISSUE FOR BID d. Wiring diagrams, elevation drawings and operational descriptions for all electronic openings. 1.04 QUALITY ASSURANCE A. Substitutions 1. All substitution requests must be submitted before bidding and within the procedures and time frame as outlined in Division 1, General Requirements. Approval of products is at the discretion of the architect and his hardware consultant. B. Supplier Qualifications 1. A recognized architectural door hardware supplier who has maintained an office and has been furnishing hardware for a period of at least two (2) years. 2. Hardware supplier shall have office and warehouse facilities to accommodate this project. 3. Hardware supplier shall have in his employment at least one (1) Architectural Hardware Consultant (AHC) who is available at reasonable times during business hours for consultation about the project's hardware and requirements to the owner, architect and contractor. 4. Hardware supplier must be an authorized factory distributor of all products specified herein. 1.05 DELIVERY, STORAGE AND HANDLING A. Marking and Packaging 1. Properly package and mark items according to the approved hardware schedule, complete with necessary screws and accessories, instructions and installation templates for spotting mortising tools. Contractor shall check deliveries against accepted list and provide receipt for them, after which he is responsible for storage and care. Any shortage or damaged good shall be made without cost to the owner. 2. Packaging of door hardware is the responsibility of the supplier. As hardware supplier receives material from various manufacturers, sort and repackage in containers clearly marked with appropriate hardware set and door numbers to match the approved hardware schedule. Two or more identical sets may be packed in same container. B. Delivery 1. The supplier shall deliver all hardware to the project site; direct factory shipments are not allowed unless agreed upon beforehand. Hardware supplier shall coordinate delivery times and schedules with the contractor. Inventory door hardware jointly with representatives of hardware supplier and hardware installer/contractor until each is satisfied that count is correct. 2. No keys, other than construction master keys and/or temporary keys are to be packed in boxes with the locks. TUKWILA SOUNDER STATION SOUND TRANSIT 08 71 00 - 4 CN 0413 12 DOOR HARDWARE 100% ISSUE FOR BID 3. At time of hardware delivery, door openings supplier in conjunction with the contractor shall check in all hardware and set up a hardware storage room. C. Storage 1. Provide secure lock-up for door hardware delivered to the Project, but not yet installed. Control handling and installation of hardware items that are not immediately replaceable so that completion of work will not be delayed by hardware losses both before and after installation. 1.06 WARRANTY A. See Section 01 77 00, Closeout Procedures, for additional warranty requirements. B. All items, except as noted below, shall be warranted in writing by the manufacturer against failure due to defective materials and workmanship for a minimum period of one (1) year commencing on the date of final completion and acceptance. In the event of product failure, promptly repair or replace item with no additional cost to the owner. 1. Mortise locksets: Five (5) years 2. Exit Devices: Five (5) years 3. Door closers: Ten (10) years 4. Securitron (and approved equals) electrified hardware: Unlimited Lifetime PART 2 - PRODUCTS 2.01 MANUFACTURERS A. Only manufacturers as listed below shall be accepted. Obtain each type of finish hardware (hinges, latch and locksets, exit devices, door closers, etc.) from a single manufacturer. 2.02 MATERIALS A. Screws and Fasteners 1. All required screws shall be supplied as necessary for securing finish hardware in the appropriate manner. Thru-bolts shall be supplied for exit devices and door closers where required by code and the appropriate blocking or reinforcing is not present in the door to preclude their use. B. Hanging Devices 1. Hinges a. Hinges shall conform to ANSI A156.1 and have the number of knuckles as specified, oil -impregnated bearings as specified with NRP (non -removable pin) feature, at all exterior reverse bevel doors. Unless otherwise scheduled, TUKWILA SOUNDER STATION 087100-5 CN 041312 SOUND TRANSIT DOOR HARDWARE 100% ISSUE FOR BID supply one (1) hinge for every 30" of door height, or fraction thereof (" ). Hinges shall be a minimum of 4 1/2" high and 4 1/2" wide; heavy weight hinges (.180) shall be supplied at all doors where specified. 1) Specified Manufacturer: McKinney 2) Approved Substitutes: Bommer, Hager, Stanley a)Continuous Stainless Steel Hinges b. All hinges to be non -handed and of slim barrel design. Hinges to made of type 304 stainless steel and shall have a concealed teflon - coated stainless steel pin with twin self -lubricated nylon bearings at each knuckle. Hinges shall be UL list up to and including 3 hours and shall be available with power transfer cutouts when necessary. 3) Specified Manufacturers: Markar 4) Approved Manufacturers: McKinney, Select C. Flush Bolts and Accessories 1. All manual and automatic flush bolts to be furnished as specified. a. Specified Manufacturer: Rockwood b. Approved Substitutes: McKinney, Trimco D. Cylinders and Keying 1. Cylinders a. All cylinders for locking items included in this section shall be high security. Provide Patented High security keys able to operate both the appropriate conventional and high security cylinder within the same master key system while the keys for the conventional cylinders will not operate the high security cylinders. The high security cylinder can be easily re -configured by the Owner to void existing keys without disturbing the pinning of the master key system. If the master key system is compromised by the loss of a top-level master key, the system can be changed through a simple realignment of the barrel/plug components. The existing keys are then voided from operating the cylinder. Stamp all change keys with keyset symbol (VKC), but do not stamp with key section or bitting number. 5) Specified Manufacturer: Corbin Russwin — Pyramid PHS 6) Approved Substitutes: Sargent, Schlage 2. Keying a. All locks and cylinders shall be provided with construction cylinders/cores, for use during the construction phase. All permanent cores shall be keyed to the master key system, per the approved key schedule. Provide the following quantity of keys: TUKWILA SOUNDER STATION SOUND TRANSIT 087100-6 CN041312 DOOR HARDWARE 100% ISSUE FOR BID 7) Two (2) change keys per lock 8) Six (6) master keys per master level 9) Five (5) construction/temporary keys 3. Cylinder Installation a. The general contractor shall install all construction cylinders/cores at the time of hardware installation. b. The owner, or their representative, shall remove all construction cylinders/cores and install all permanent cylinders/cores. E. Locking Devices 1. Mortise Locksets a. All Iocksets shall be ANSI 156.13 Series 1000, Grade 1 Certified. All functions shall be manufactured in a single sized case formed from 12 gauge steel minimum. The lockset shall have a field -adjustable, beveled armored front, with a .125" minimum thickness and shall be reversible without opening the lock body. The lockset shall be 2 3/4" backset with a one-piece 3/4" anti - friction stainless steel latchbolt. The deadbolt shall be a full 1" throw made of stainless steel and have 2 hardened steel roller inserts. All strikes shall be non -handed with a curved lip. To insure proper alignment, all trim, shall be thru-bolted and fully interchangeable between rose and escutcheon designs and shall be the product of one manufacturer. 10) Specified Manufacturer: Corbin Russwin 11) Approved Substitutes: Sargent, Schlage 2. Electrified Locksets a. Mechanical features of Iocksets shall conform to standards as specified above. Locksets shall be fail -secure unless otherwise specified. Where specified electrified Iocksets shall be provided with a switch to monitor inside or outside lever handle or signal remote location. 12) Specified Manufacturers: Corbin Russwin 13) Approved Manufacturers: Sargent, Schlage 3. Lockset Strikes a. Strikes shall be non -handed and available with curved lip, full lip or ASA type strikes as required. Provide strikes with lip -length required to accommodate jamb and/or trim detail and projection. . Door Closers 1. Surface -Mounted Closers — Heavy Duty TUKWILA SOUNDER STATION 087100-7 CN041312 SOUND TRANSIT DOOR HARDWARE 100% ISSUE FOR BID a. All door closers shall be ANSI 156.4, Grade 1 Certified. All closers shall have aluminum alloy bodies, forged steel arms, and separate valves for adjusting backcheck, closing and latching cycles and adjustable spring to provide up to 50% increase in spring power. Closers shall be furnished with parallel arms mounting on all doors opening into corridors or other public spaces and shall be mounted to permit 180 degrees door swing wherever wall conditions permit. Closers shall not be installed on exterior or corridor side of doors; where possible install closers on door for optimum aesthetics. 14) Specified Manufacturer: Corbin Russwin DC6000 Series 15) Approved Substitutes: Norton, Sargent G. Door Trim and Protective Plates 1. Kick plates shall be. .050 gauges and two (2) inches less full width of door, or as specified. Push plates, pull plates, door pulls and miscellaneous door trim shall be as shown in the hardware schedule. a. Specified Manufacturer: Rockwood b. Approved Substitutes: McKinney, Trimco H. Door Stops and Holders 1. Wall -mounted Door Stops a. Where a door is indicated on the plans to strike flush against a wall, wall bumpers shall be provided. Provide convex or concave design as indicated. 16) Specified Manufacturers: Rockwood 17) Approved Substitutes: McKinney, Trimco I. Gasketing and Thresholds 1. Provide continuous weatherseal on exterior doors and smoke, light, or sound seals on interior doors where indicated or scheduled. Provide intumescent seals as required to meet UL10C Standard for Positive Pressure Fire Tests of Door Assemblies. Provide only those units where resilient or flexible seal strip is easily replaceable and readily available from stocks maintained by manufacturer. 2. Provide threshold units not less than 4" wide, formed to accommodate change in floor elevation where indicated, fabricated to accommodate door hardware and to fit door frames. All threshold units shall comply with the Americans with Disabilities Act (ADA). a. Specified Manufacturers: Pemko b. Approved Substitutes: Reese, Zero Door Silencers TUKWILA SOUNDER STATION 08 71 00 - 8 SOUND TRANSIT CN 0413 12 DOOR HARDWARE 100% ISSUE FOR BID 1. Furnish rubber door silencers all hollow metal frames; two (2) per pair and three (3) per single door frame. K. Power Supplies 1. Power supplies shall furnish regulated 24VDC and shall be UL class 2 listed. LED's shall monitor zone status (voltage/no voltage) and slide switches shall be provided to connect or disconnect the load from power; 1, 4 or 8 separate output circuit breakers shall be provided to divide the load. Power supplies shall have the internal capability of charging optional 24VDC sealed lead acid batteries in addition to operating the DC load. Power supplies shall be supplied complete requiring only 120VAC to the fused input and shall be supplied in an enclosure. Power supplies shall be provided with emergency release terminals that allow the release of all devices upon activation of the fire alarm system. Multiple hardware sets may list power supplies but the total quantity can be decreased by installing larger power supplies to power multiple doors. Operating amperage and voltage must be within limits recommended by the hardware manufacturer. a. Power supplies to be provided by the Access Control Contractor (Division 28) 2.03 Hardware Finishes A. The designations used in schedules and elsewhere to indicate hardware finishes are those listed in ANSI/BHMA A156.18 or traditional U.S. finishes shown by certain manufacturers for their products. B. Provide quality of finish, including thickness of plating or coating (if any), composition, hardness, and other qualities complying with manufacturer's standards, but in no case less than specified by referenced standards for the applicable units of hardware. C. Where specified hardware shall have an antimicrobial coating which permanently suppresses the growth of bacteria, algae, fungus, mold and mildew applied. The finish shall control the spread and growth of bacteria, mold and mildew and shall be FDA listed for use in medical and food preparation equipment. PART 3 - EXECUTION 3.02 EXAMINATION A. Contractor shall ensure that the building is secured and free from weather elements prior to installing interior door hardware. Examine hardware before installation to ensure it is free of defects. 3.03 INSTALLATION A. Mount hardware units at heights indicated in the following applicable publications, except as specifically indicated or required to comply with the governing regulations. 1. "Recommended Locations for Builders Hardware for Standard Steel Doors and Frames" by the Door and Hardware Institute (DHI.) TUKWILA SOUNDER STATION SOUND TRANSIT 087100-9 CN041312 DOOR HARDWARE 100% ISSUE FOR BID 2. NWWDA Industry Standard I.S.1.7, "Hardware Locations for Wood Flush Doors." B. All hardware shall be applied and installed in accordance with best trade practice by an experienced hardware installer. Care shall be exercised not to mar or damage adjacent work. C. Install each hardware item in compliance with the manufacturer's instructions and recommendations. Where cutting and fitting is required to install hardware onto or into surfaces that are later to be painted or finished in another way, coordinate removal, storage, and reinstallation or application of surface protection with finishing work specified in the Division 9 Sections. Do not install surface -mounted items until finishes have been completed on the substrates involved. D. Provide a secure lock up for hardware delivered to the project but not yet installed. Control the handling and installation of hardware items so that the completion of the work will not be delayed by hardware losses before and after installation. 3.04 FIELD QUALITY CONTROL A. The Contractor shall comply with AIA A201 1997 section 3.3.1 which reads as follows: "The Contractor shall be solely responsible for and have control over construction means, methods, techniques, sequences and procedures and for coordinating all portions of the Work under the Contract, unless the contract Documents give other specific instructions concerning these matters." B. The hardware supplier shall do a final inspection prior to building completion to ensure that all hardware was correctly installed and is in proper working order.ADJUSTING, CLEANING, AND DEMONSTRATING C. Adjust and check each operating item of hardware and each door to ensure proper operation or function of every unit. Replace units that cannot be adjusted to operate freely and smoothly or as intended for the application made. D. Where door hardware is installed more than one month prior to acceptance or occupancy of a space or area, return to the installation during the week prior to acceptance or occupancy and make final check and adjustment of all hardware items in such space or area. Clean operating items as necessary to restore to proper function and finish of hardware and doors. Adjust door control devices to compensate for final operation of heating and ventilating equipment. E. Instruct owner's personnel in the proper adjustment and maintenance of door hardware and hardware finishes and usage of any electronic devices. 3.05 PROTECTION A. Contractor shall protect all hardware, as it is stored on construction site in a covered and dry place. Protect exposed hardware installed on doors during the construction phase. Install any and all hardware at the latest possible time frame. 3.06 HARDWARE SCHEDULE A. The following Hardware Schedule is provided for whatever assistance it may afford the Contractor; who shall not consider it to be entirely inclusive. Should any particular door or TUKWILA SOUNDER STATION 08 71 00 - 10 SOUND TRANSIT DOOR HARDWARE CN 0413 12 100% ISSUE FOR BID item be omitted in any scheduled hardware heading, provide door or item with hardware same as required for similar purposes. Hardware supplier is responsible for handing and sizing all products as listed in the hardware heading. Quantities listed are for each pair of doors, or for each single door. B. Manufacturer's Abbreviations: 1. CR Corbin Russwin 2. DE Detex 3. HA Hardware Source 4. HS HES 5. KS Kant -Slam 6. MA Markar 7. MC McKinney 8. PE Pemko 9. RO Rockwood 10. RX Rixson 11. SN Securitron 12. AT Abbey Trading 13. RW Richards Wilcox SET #1 Doors 101 & 106 Hinge TA2314-NRP 32D MC 1 Lock (Storeroom) ML2057-CTP-PSA-M26 630 CR 1 Permanent Core 8020 26D CR 1 Closer (PUSH X STOP) DC6210 Al 1 689 CR 1 Protection Plate K1062-4BE 16" X 1 1/2" LTDW 32D RO 1 Gasket S88D (HEAD & JAMBS) PE 3 Door Silencers 608 GREY RO 1 Door Bottom 234AV PE 1 Threshold 2727A-FHSL25 (VERIFY LENGTH) PE SET #2 Door 103 Hinges TA2314-NRP 32D MC 1 EM Hinge (Power Transfer) TA2314-QC8 32D MC 1 Power Transfer Cable QC -C300 MC 1 Power Transfer Cable QC -C1500 MC 1 EM Lock (FSE -LBM -REX) ML20905-CTP-PSA-M26-M91-M92 630 CR 1 Permanent Core 8020 26D CR 1 Closer (PUSH X STOP) DC6210 Al 1 689 CR 1 Protection Plate K1062-4BE 16" X 1 1/2" LTDW 32D RO TUKWILA SOUNDER STATION SOUND TRANSIT 08 71 00-11 CN041312 DOOR HARDWARE 100% ISSUE FOR BID 1 Gasket S88D (HEAD & JAMBS) PE 3 Door Silencers 608 GREY RO 1 Door Bottom 234AV PE 1 Threshold 2727A-FHSL25 (VERIFY LENGTH) PE 1 Door Position Switch DPS-M-GY SN Card Reader (PROVIDED BY ACCESS CONTROL CONTRACTOR) Power Supply (PROVIDED BY ACCESS CONTROL CONTRACTOR) SEQUENCE OF OPERATION: NORMALLY LOCKED FROM EXTERIOR. FREE EGRESS AT ALL TIMES FROM INTERIOR. CARD READER MOMENTARILY UNLOCKS EM LOCK EXTERIOR LEVER. DOOR POSITION SWITCH (DPS) SIGNALS SECURITY SYSTEM WHEN DOOR IS OPEN. REQUEST TO EXIT (REX) SWITCH IN EM LOCK INTERIOR LEVER MOMENTARILY SHUNTS DPS SIGNAL. SET #3 Door 104 * Hinges TA2714 26D MC 1 Privacy Set ML2030-PSA 630 CR 1 Protection Plate K1062-4BE 16" X 1 1/2" LTDW 32D RO 1 Closer (PUSH) DC6210 689 CR 1 Wall Stop 400 26D RO 3 Door Silencers 608 GREY RO SET #4-A Door 102 * Hinges TA2714-NRP 26D MC 1 Lock (Storeroom) ML2057-CTP-PSA 630 CR 1 Permanent Core 8020 26D CR 1 Closer (PUSH) DC6210 689 CR 1 Wall Stop 400 26D RO 1 Protection Plate K1062-4BE 16" X 1 1/2" LTDW 32D RO 3 Door Silencers 608 GREY RO SET #4-B Door 105 * Hinges TA2714 26D MC 1 Lock (Storeroom) ML2057-CTP-PSA 630 CR 1 Permanent Core 8020 26D CR 1 Closer (PULL) DC6200 689 CR 1 Wall Stop 400 26D RO 1 Protection Plate K1062-4BE 16" X 1 1/2" LTDW 32D RO 3 Door Silencers 608 GREY RO TUKWILA SOUNDER STATION 08 71 00 - 12 SOUND TRANSIT DOOR HARDWARE CN 0413 12 100% ISSUE FOR BID SET #5 Gate 107 * Hinges 782000 HA 1 Surface Bolt (Lockable) 582 X 12" (INSTALL AS DIRECTED) RO 2 Padlock PL5230 CR 2 Permanent Core 8020 26D CR 1 Cane Bolt with Hasp 1174501 (INSTALL @ BOTTOM) AT 2 Pulls 0081.00002 (8" long) RW SET #6 Doors 108A & 108B * Hinge TA2314-NRP 32D MC 1 Lock (Storeroom) ML2057-CTP-PSA-M26 630 CR 1 Permanent Core 8020 26D CR 1 Wall Stop 400 26D RO 1 Protection Plate K1062-4BE 16" X 1 1/2" LTDW 32D RO 1 Gasket S88D (HEAD & JAMBS) PE 3 Door Silencers 608 GREY RO 1 Door Bottom 234AV PE 1 Threshold 2727A-FHSL25 (VERIFY LENGTH) PE TUKWILA SOUNDER STATION SOUND TRANSIT END OF SECTION 08 71 00 - 13 CN 0413 12 DOOR HARDWARE 100% ISSUE FOR BID Attachment D: Engineer's 100% Cost Estimate Appendix D2: 100% Cost Estimate NOTES: 1. BASIS OF COST ESTIMATE: The 100% Estimate, prepared by GSG Group, is based upon a 100% Draft QA/QC drawing set issued internally to the design team on October 18, 2012. The draft drawing set was in an advanced state for QA/QC review, included accurate information for quantities and take -offs, included detail of all program elements, and is an appropriate basis for a 100% level estimate. The estimate has been revised in response to Sound Transit review comments on the 90% submittal. The hard costs detailed in the body of the estimate are expected to be accurate based upon the 100% Final Design level of detail. See Methodology in Attachment "A." 2. DURATION OF WORK: The estimate is based upon 18 months duration of work allowing for phased activities for continuous Sounder service, BNSF holiday season embankment moratorium, BNSF work restrictions within the ROW, and an embankment preload period of three to six months depending on the rate of settlement. 3. DESIGN CONTINGENCY: A design contingency based on level completeness of drawings is not included for the Bid Documents. • 4. MOBILIZATION — PHASING PREMIUM: Phased construction will result in multiple mobilization costs and / or extended jobsite overhead costs for various subcontractors, including site work, landscaping, earthwork at embankment, concrete formwork and placement, steel erection. Subcontractors may undergo periodic stop work within the overall construction schedule A mobilization premium, not included in the cost estimate, is estimated at $100,000. KPFF Consulting Engineers 100% Basis of Design Sound Transit Tukwila Sounder Station Appendix D2: Cost Estimate 5. RAIL PROXIMITY PREMIUM — BNSF WORK RESTRICTIONS AND PLATFORM CLOSURES: Activities performed during Platform closures may require a 24 hour work schedule, with interruption due to BNSF freight train passage. For the purpose of this estimate, the platform closures are estimated to be four weeks, and each platform would be closed twice. Closures for flagging are estimated at 58 trains per day, with an average of 10 minute shut downs per flagging incident. This potentially translates to over 13 hours of lost work per day. The premium is determined by activities will incur a premium, applying a percentage of value of the cost for each activity as affected by rail proximity, and applying a premium as a result of reduced labor productivity based upon stop work conditions described above. Initial flagged work is expected to include: platform demo, embankment work, temporary platform assembly. The two follow up closures include: final grading, final platform foundations and slab at west embankment and asphalt at east interim platform. The Rail Proximity Premium, not included in the cost estimate, is estimated at $500,000. 6. TEMPORARY PLATFORMS, ACCESS RAMPS AND STAIRS: Costs associated with modifications to existing temporary platform, temporary pedestrian ramps, stairs or other access to platform to maintain patron access to the trains, as well as design and engineering of temporary structures, is a contractor requirement. A lump sum estimate, not included in the cost estimate, is $250,000. 7. FLAGGING ALLOWANCE: A flagging allowance is included for work within the BNSF ROW. The cost per flagger is based on BNSF rates and ranges from $800 to $1,600 per day. The allowance is conservatively based upon four platform closures at three weeks each (reflecting work directly adjacent to the rails), for a total of 84 flagger days. The allowance of $134,000 is included in the cost estimate, 8. UNKNOWN SITE CONDITIONS CONTINGENY: The site conditions may incur significant additional construction costs. Because the location and quantities of these items are unknown, ST should require the Contractor to bid these items on a unit cost basis. A conservative total recommended allowance of $1,100,000 is not included in the cost estimate. KPFF Consulting Engineers Sound Transit Tukwila Sounder Station 100% Basis of Design Appendix D2: Cost Estimate a. Contaminated soil: the Shannon and Wilson Draft Report dated November 30, 2011 describe various contaminants and removal procedures, Memo dated December 9, 2012 recommended contingencies for excavation and disposal of estimated contaminated soils totaling $742,000. b. There is significant potential for the presence of unsuitable soils that may require over excavation and imported fill. An estimated cost for 10,000 cy of disposed unsuitable fill is $110,000 and imported replacement fill is $190,000. c. There is potential for excessive settlement at locations within the new embankment which may require additional fill import. An estimated cost for 1600 cubic yards of additional import is $40,000 9. EXCLUSIONS: • Project design phase costs • Design / estimating contingency • Construction contingency • Escalation April 2013 — September 2014 • Owner Construction Management / Engineering • Permitting, Utility connections, Jurisdictional costs • Owner furnished items, including signage, CCTV, security, TVM and ORCA equipment, Artwork • Costs associated with future MT -3 construction including demo of the interim platform or other adjustments required for the installation of the third rail. CONTENTS: 1. Cost Summary 2. General Conditions 3. Parking and Circulation (Summary Page, Details) 4. Rail Platform (Summary Page, Details) 5. Plaza / Transit Center (Summary Page, Details) 6. Attachment "A" Gram Sage Graves Cost Estimating Methodology KPFF Consulting Engineers 100% Basis of Design Sound Transit Tukwila Sounder Station Appendix D2: Cost Estimate Sound Transit Tukwila Station KPFF Consulting Engineers 100% Drawings Building System Total Cost Cost/SF Percent No. Description Quantity Unit Total Floor Area of Project 1 2 3 4 5 6 7 8 9 10 11 12 Sound Transit Tukwila Station - 100% Submittal Site Area: 7 acres Parking and Circulation 1 Is 8,178,763 Rail Platform 1 Is 3,644,575 Plaza Transit Center 1 Is 3,289,859 Amtrak Parking 1 Is - Subtotal Hard Costs Design / Estimating Contingency (Note 3) Construction Contingency (change orders) Escalation 0% 0% 0% 15,113,197 Probable Contractor Bid $ 15,113,197 Taxable costs (on Material & Equipment from detail sheet $ 7,301,001 WSST (on taxable costs - line 10) 9.5% $ 693,595 Total hard Costs with WSST (lines 9+11) $ 15,806,792 Project Cost Premiums Phased Construction (Note 4) $ 100,000 BNSF Work Restrictions and Platform Closures (Note f. $ 500,000 Temporary Platform Access (Note 6) $ 250,000 Flagging Allowance (Note 7) $ 134,000 Unknown Site Conditions (Note 8) $ 1,100,000 $ 2,084,000 Prepared by: Gram Sage Graves, Inc. Planning & Construction Mgmt Services (425) 771-9349 Page 1 of 33 Summary 11/2/2012 4:18 PM KPFF Consulting Engineers 100% Basis of Design Sound Transit Tukwila Sounder Station Appendix D2: Cost Estimate KPFF Consulting Engineers 17) ((0 FN 0 O) O 0 O (L a) u) Q o 0 U L N w U cc a w Z w H X w J et 0 H 0. 5 0 w J H CC 0 CO -J UI Building System 2 O Q 0 a) 0 2 r $ 1,525,670 $ 224,363.18 GENERAL CONDITIONS c O m 0 C O ;y O 0 0 HI. aCCd o (n (O O co CO M N 0 E 3 0 0) O (D C) N O 2 m 0 (0 O (f) N 0 n O triN 1)) ' CO N (n 00) 224,467 V OD (D 80,592 N CO D7 OO 1,300 120,888 CO (0 N 0) ' 3,774 ' N- OD CO C) ' ' 0 C) (n N N 2,316 1 ' 0 0 (O r 0 0 d' CO <h N CO V N N 0 0 CO n OD N 0) OD 3,040 1 6,800 1 0 0 V' N 1 3,000 1 (n N (0 ' N (D CO Ci ' 76,642 1 0 O 0 6 1 1,500.00 0 6 0 N.- ui 300.00 75.00 0 N N 4,000.00 1 as (0o .= co CS rn r 0) 275 350 350 LON LO 64,000 1 i , 0, r , i0 r 500j 00 ,--,I I- O N V N 24,248 0 0- 6,928 O 0) 6,800 2,400 3,000 i , , , 0 (O r 1 199,526 N N N 1 161,184 80,592 1 80,592 , 1 120,888 99,763 , V N N , , N CO O N CO 0 r , E. a`6) , . . , . . i a`°) . . , ' l!) 'Cl' ' N (D r ' N (0 OD 1 1,500.00 0 6 0 N.- ui 300.00 75.00 4,000.00 1 as 500 275 350 350 LON 3;;; 3 N; 1 2 412 N N N a) E E E E E. a`6) “ E t5 E E a`°) (0 4 E E C) 0) (O (0 0 (O CO 0) (D CO O) (D C) 0) O r CO 0 O M Q) CO 0 0 r 346 346 r { 346 1 0 0 r r o 0r r (0 co(D OD — 0) t (O r 0) COO r CO r (D r N N (D N (O r CO r Management 1 Project Manager 1 Superintendent 1 Project Engineer Field Engineer 1 Foremen, Concrete 1 Schedule/Plans O N 0 U 1 Contractor QC Expedite 1 Mobilize/Demobilize 1 Expedite, Jobsite Truck/Van 1 Cartage/Delivery charges 'Clean Up/Dump Costs Daily Final Dump Fees (see below) lTemporary Facilities 1 Field Office/Supplies/Photos Storage Sheds Temp Power Temp Lights Temp Water Temp Heat Toilets 1 Phone, Fax, Cell Phone Computer Radios Temporary Construction Barricades, Street Cleaning, Fence Tools & Rental Equipment Hoisting & Material Handling 1 Small Tools & Gasoline KPFF Consulting Engineers x co N O 0 Floor Area % of Project 0 UNIT PRICES Building System a N 0. O W A 2 0 .0 co J T C 0 0 0. N 0) 0 N O 0) O O O O O O O C) O 0 O O m 0 0 O E (0 O E N V) y (0 N O O 0 O -) Guard Service c 0 U 0) 0. c N F (0 ol; lines & e 0 U N N a) a 0) 0) E `) 0) 0 u)0 Fees & Perm Poop 2of2 E d f ▪ o 0 N , 0) ` W N 1 0 v .0 0) (0 rn 10 (0N• o.EE Cr?co 51,200 1 O 0 o O (o 0 N. (O O) 500 1 30,000 900 51,200 O O O O 30,000 0 a) 500 O O r -- c6 (D O N O 0) O O O O O O O C) O 0 O O m 0 0 O E (0 O E N V) y (0 N O O 0 O -) Guard Service c 0 U 0) 0. c N F (0 ol; lines & e 0 U N N a) a 0) 0) E `) 0) 0 u)0 Fees & Perm Poop 2of2 E d f ▪ o 0 N , 0) ` W N 1 0 v .0 0) (0 rn 10 (0N• o.EE Cr?co KPFF Consulting Engineers X N co 0 U 0 U Ta 0 Building System `O O t fC 0 1- C 7 0 Sound Transit Tukwila Station - 100% Submittal Parking & Circulation 790,740 220,363 359,672 0 rn cm (. 0 rn ,- 802,778 1 1,804,364 159,317 1 40,049 1,070,329 ca V) co 0) N N VI N CA 'General Conditions 1 Site Preparation 1 [Bases, Ballasts, Pavements and Appurtenar 1 Drainage & Containment 1 'Landscaping 1 Concrete, Asphalt & Masonry 1 To 2 'Specialties 1 Electrical 1 0 co n N 0 0 M ta 0) N E a o- 111 (0 E cn O in O U a) n @ (00 H 13 71 3 a 0 � O (D 10 Q. co O- N o c).:( N Qi � N 0 3 cn 2 m install portion of perm conveyance anchor trench at blanket erosion control blanket restore disturbed adjacent / sensitive arel rock dams hydroseed remove temporary erosion control system adjust erosion control system as needed maintenance of erosion control system dispersal trench, temporary dewatering, pump & discharge, 2 pmps swale, temporary inlet protection, new CB inlet protection, BIGD, existing CB culvert, temporary height visibility fence co (D 0 (0 drainage ditch, temporary construction entrance, quarry spalls 45 (n O O 150,000 -• N N 150,000 -c-c-, O 2,276 50 580 3,400 CO CO -+ CO CO U1 930 320 (0 O O N N N 800 w , 200 N 0 O. CO - -cO co O) v m A N. . , 7 (0 (n 4,950 0.04 3,793 co (0 O O 0 632 7,585 7,585 NOO (GO (0 — 23.69 co Co 31.58 -• 0) 01 O 1.05 A A N 1.44 A co 01 0 52,389 1 p 0 0O O O o 1 25.00 1,355 1 j 400.00 • O 0 0 O O N N V O 0) N O) 0 N V CO -+ 2,035 25.00 25.00 N 0 o 6,2701 L) O CO co o o 00 5.00 200.00 2,400.00 O rn co O O co O O co 8.33 O A (71 0) O O, m (1 CO V V O, (n (0 N 0) CO V (0 co 417 , r 632 7,585 V 01 co O — -, co j 529 O O A (0 O O 426 N 0 01 CO i 337 1 0) (O I— 500 1 41,700 O 550 j 400 O 2,276 co 450 N O co 03 (0 800 110 , 200 N 0 O. CO - -cO co O) . A N. . , O 1 N N Co 4,950 4,763 01 (71 CO 108 O O 0 — N W O (0 CO (0 CO CO -+ N 01 (J1 V -, CO co 1 88 467 -• 0) 01 O r 6,270 A A N N (n 0 0) A co 01 0 52,389 1 O) Co N -c CO 01 9,000 1 1,355 1 N O 03 A 10,847 - 0) (P O) 0 N V CO -+ 2,035 co 0) A J1 - A N O� A -• (33 01 V 6,2701 A OO U1 V m 0 m N. 0-)0 C7� N O o3 3 0 (0 N 0) 0 01 O N N O O O O O O O 0 O w O O N CO CO O O O N O co N O) N N V O O O (J N O O 0 (P (0 v (D N m w D D 3 0 IS) (0 (D (D 0 N N co co N CO N 0 0 N w W w N V O 01 CO N 0 0 V O O_ 0) N O O O) O 0 (11 (n CO O V co O_ O) N O O O) 0 0 V O N N O (puoo ties aes) sapei6'seuil (0 N uo!ieJedaJd al!S f c w 7 m N 6 r Qf 0 waisAB 61-1lpl!n9 S3DItld lINfl N c co 0 -I r 0 O 0 w w 6 O s6u!meJp %004 KPFF Consulting Engineers m .0 m F m O 0 J 1` 0 0) w U cc a 0 w w � J Z Q w X w CC 0 J UI Building System O .0 J c 0^ c 0) 0 c O n O 0) 0 IN 0 iO L M co N 0 O O O M N N N 0 O co IN N O 0) O M ements and Appurtenant (o 0. N N (s W CO W A CO 0 O E O • 'D 0) E 03 0) 0 n N 0) 0) O N CO (0 0) O (0 (0 O N n O co N co co 0) n N d N (n N 2,648 1 6,882 1 0) M0 (4) M 560 M 980 2,525 368 1 (O �N• r n 340 3,581 1 CO OM N O7 6,342 (0 0) CO 03 C0 22,557 CO O N 6,882 M (n 00 M 560 31 89 230 _ 331 CO r N M 326 V 1- 300 1 577 1 d N 55 • 65 133 400 50 .4- n o n 175 co 158 in 0) 0 d O d_ 1.- O I ' ' 0.47 0 d d 01 CO N v- .- n 0 500 26.67 (f) CO N 1,400 I I 3,753 7,904 360 ' . ' ' ' . 245 758 0 c d CO •-- n.- 0) 0) N 0 CO0 O \Ct 2,845 1 n M 2,774 1 O N 0.344 1 N 0 • co 0 O T 2.00 M O 33.33 2.50 50.00 0.07 5.00 25.00 0.57 0 (n 0 0) ) O CO O 0) O o OO O N 1 5.00 O O to ' , ' ' ' 0.47 0 d d 01 CO N v- .- n 0 17.08 240 26.67 (f) CO N 1.75 (n 0- (n v- I..- Q)I (A o v) '=- _ CO (a _ W = 0) CO W = CO CO 0) 0) CU 0.)12000 T. v- 10N O 0) to d .- •- M 1 3,468 280 J nd0� (n 1- 105 dn (V 751 72 remove asphalt remove conc pavement remove conc sidewalk remove exist platforms (see Platforms) sawcut, asphalt, 41 sawcut, concrete remove curb & gutter salvage equipment & kiosks remove sign bridges+ fdn o/ Longacres remove security shack remove box culvert remove wall, conc, as required remove storm drain & drainage structure relocate luminaire lighting remove electrical lights & service remove fence /gate, 1780 If haul & dispose, asphalt haul & dispose, conc haul & dispose, misc. 0 O N 0 LC) (0 CO N O O cn 0)) (0 to 0) 0) 0- CO CO (0 (0 CO M 0 0) I m0)I N n O M to 03 O M O M n 03 r- d 0) U U n 0 N 0 CO n N (l remove trees 0 0 0. O 0 N 0) 0) O 0. 0) L (0 M Cr UD 00 0003 W c co M n n O 0 O d 0 O O LO 0- 0_ 00 (0 n M N n co 0) 0 M CO n N 0) 0) N 0 0- 0- 0 0 N 0 (3) O 0 n 0 co (D N O CO 0 0 O N O n 0) O (.6 O 0 N N 0 N 0 n O N N O O N d NI 01 0) n 00 O co 0 N 0 0) M 0 O O 0 O a O O N N n O 0- 1)) O In O E 0) 0 CD a 0 0 0 0) 0) m 0) 0) 0 O O 0) .N U 0 0) (0 n E O O O c (0 N O 0 0) (0 D 0) (0 0. E O O 0 c O 0 O 0) 0. 0 0 a E 0 (0 c c O a) 0 0. 0 O N O N r- < < (0 ca0 O N 0) U (0 L is 0) 0) O 0) 0) Pan° of 11 KPFF Consulting Engineers Sound Transit Tukwila Station 100% Drawings O) .O O co ♦- u - J 1- 0 0 UNIT PRICES Building System .o N 0. 0 w O .0 J T (0 0 0 a 0 0 N d U n 0) m 0 0) O N N. N m N CO co 0 O c) c�) (0 O O cr) a O N (0 0 CO a (0 m 0 J (0 a) 0) N (o co (f) O O co O N O N 0) co M 0 O O c) co N a O V O O co O N r -- a) m (0 (n m of ISI V) J Structural excavation / backfill U U U U O (0 CO co O N (0 0 0 0) c 0 0 0) 0 m .O 0 (0 N `) U (0 Earthwork support (l) V 64" N M O O co co N m co N (0 0 () N (o 0-) co V 0 O r- 0) N L O (0 N O O N N 4) 0. a) 3 m m N U 2 3 1 4 Drainage & Containment . ..,.... , .$ 1,906,996 .:$ . 280,441 '23.3% 0 m m (. 0 m '- N 00 n 2,000 ' 0 0 O O o o' N 0 N 65,307 70,104 8,953 27,924 642,059 83,424 n 0) co 1 Storm drainage 1 (0 N n V 452 Om) O r 2,336 OOOOOO 37,802 .r M M (0 94,237 1 NV 0) r 33,107 729,8361 O n m4 0) O ' 0)c7' O N ' 000000 ' 3,437 0) ( O 8,567 00 0 .-0) 0 66,349 MN O N 0) Nao 5,192 37 ' 0 0 ' 0 0 0 ' 10,487 co 0) N 41,833 "0 N (o m 1,249 n 0) ' .01".0000".7 0 m N n N NI. OW in co 05.(6 26,268 632,384 (n n N co 34,000 1 ' 286 5,440 91 23,879 40,482 1 43,837 2,500 N N 0 CO01 .7 0) N mNO U) 0) .0 0.33 M 0 0.33 M� 0 OD N /- UD .- 1- 0.38 OD N y-.- OD '- 000 M 000 07 (7 Oo00 N . N Nr .- 10.49 00 (h 00 07 O O N 2.80 20.00 0 00 N N O tr Nr i .- O N N O 32.00 20.00 1 20.00 ' r mNm N. N 0) - O '.- CD N.- N CV 6.32 m 0(O00 OOO n 4 m N 3.95 N NOOOOO ,- 0) 00'-00 0) O cf V 7 acres =000000=00 T..- Tw T ..-. T T N T U T..- U (n U) (0 N O) T U T 0 200 98 4,460 98 0 0 0 0 0 8,203 10,254 35,937 ((0 - n 121,239 19,762 0 .- V 1,700 Bioswales trenching grading bedding soil, 6" compacted soil IBiorention cell trenching grading underdrain pipe, 6" bedding, 6" gravel pea gravel bioretention soil mix (see landscaping) IRainstore retention system mass excavation load / dispose of unsuitable grading geotextile 1 -0 O) . O) c 0) 7 backf ill, structural, pitrun backfill pitrun, 12" cover __ KPFF Consulting Engineers 0) 4 c H LL (131- 0 O 0 w 0 CC a 0 w z w H w UNIT PRICES Building System U 0) O 0. O c0 Q O O 11 J Q 0 H m N 0. 5 0 w J 1- 2 2 CC 0 m a -J a N a a w ( 0 2 T 0 0 0 0 0) 0 Ia (O IO N I N M M r CO 10 r _ 288 432 00 co N. 15,399 M 0 NY 0 0 CO N 0) (0 N. (0 CO 0 (O 0) CO CO Nt r I 5,715 69,628 0) 00 CO M a (O N M n a (O r n 0) r r a M N- N N n 0 r .- 1,435 1 O 00 r (0 a (O (O M r (0 N N N 9,048 18,074 0) (O 1 586 1 N n N (0 M (0 — 233 '' 36,533 CO (0 N r N 0 (0 CO CO (0 238_1 ' N 0 0 O n al � CO 0 ( 0 ^ 0) M 0) 0) I 2,896 03 N. f\ 1- N O r DI 525 I 00 co N. ' (0 0) a N N (0 0) Na O N. - CO O) 38,866 1 0) a N 0) a (0 (O O (O N. 0) 6,021 5,049 I a N N- NN a N. 0 CO a 479 1 O (O n r CO 0) r (0 a 263 N r 48 N ' 2,318 2,396 436 CO 36,533 226 N. 8,160 I 547 459 2481 0) (O a 174 174 38 CO0) D1 d0'. 0 n (0 N n 0) CO O4 ' 550.00 NI' CO N N 0) r M 10 M I_ 88 N' CO r 1,649 CO CO 330 ' ' 0) (0 86 3,604 0) CO a r r 147 (0 N. (0 r 133 1 (0 N. N r M (1) 0 r 0 000 0 o 800 1 0 N 0 ' CO 0 N. I 13,585 2,470 (0).- ' ' 0 CMO (0 0 0 CO 0 0 1,500 ' a' CO (0 0) 832] a O (0 n r r (0 0) (0 0) M ,- - (0 0) (O COMM co ..- (n >. 0 >. 0 >. 0 = ,- N N r 0) I 284 co O a ' OO 8,554 (0 (0 2,3331 co 237 11,972 - 2,085 n 830 0 CO CO M 0) O (O (0 C0 N. 0) 0) N h 1` (0 (0 (0 (0 n 10 N M M pipe, 12" SDP, pvc 0 CO 0) a 0 M 01 o) O) C LE U C 0) b haul dispose j 1 pipe, 8" SDP, pvc I adjust catch basin rim to grade h .- r r r r N (0 (0 0 Storm sewer 3,817 I 64,8971 0) r 23,068 I N (0 rr CO On CO 00 N a I 709 8000 I o o ,- n (0 r 0.33 1 n co co 1 co co oruir r (0 M co co 0 N a r 347 0 0 CO (0 O 0) r r CO 0 N N N 0 r r CO 0 N N 22.03 1 Mcv 0 N N 64 65.95 CO Lli CO 165.23 I N CO r r CO 1.70 0.30 n N 4.06 1 ,_ n N 73.28 co N - 0.45 1 co N r 2.20 1 _ a O D1 d0'. 0 coO 0- 1 50.00 t� 50.00 ' 550.00 1,235.00 1,235.00 ' CO a O rN 20.00 49.68 I 0 N O Ln ^ 750.00 I L 8,448 a0 CO CO (0 n co O 18.72 I O 47.38 23.69 L 47.38 47.38 1 co t. a ' M 778 778 777.65 777.65 3.881 003 O O 6 95 I (0).- a 0) N n r 0)0.- N 0) M 4.12 I 0)0 r ro (0 0) 0) CO 0) (0 0) (0 0) c0 0) (0 0) (0 0) (0 0 (0 0) (0 0) >. O T O - (0 0) co 0) co 0) ..- (n >. 0 >. 0 >. 0 = (0 0) N N r (O r a (O r N T N N M 405] CO N 1,329 N Na N ON a O r N ,- 75 I r maintenance ports /caps, 16"dia pvc x 60 maintenance ports, conc ring top I cell cleanouts, 6" cell inlets, 6" _ 1Interconnecting system CB, type 1, 36" CB, type 2, 54" 1 -cartridge filter catch basin 3 -cartridge filter catch basin excavation backfill pipe, 12" SDP, pvc O (0 co E storm drain cleanout outlet control manhole biofiltration swale- 100 If quarry spalls o) O) C LE U C 0) b haul dispose j 1 pipe, 8" SDP, pvc I adjust catch basin rim to grade N (0 (0 0 Storm sewer 3,817 I 64,8971 0) r 23,068 I N (0 rr CO On CO 00 N a I 709 n (0 r 1,433 I n co co 1 co co oruir r (0 M OD N N N a r 347 0 0 CO (0 O 0) r r n CO O N 139 a 0) 0) (O 390 1 64 ' CO Nt N CO r r CO N''' (O 0.78 0.78 I 5,057 I ' a N r r r 01 N 0 o (0 594 I (O (0 231 (0 N 0 a ' ' ' (O a ' M - 881 ' CO a O rN n 03 '- ' 7.62 a N •- 21,114 L 8,448 17,480 CO CO (0 563 248 (n 0) CO ,- CO 0) r ' N r r 1,210 ' 0 (0 (0 150 ' a (0 0) N CO N U) 16,3441 O (0 CO 0) a O0) N 35,772 I 00 N n O N 1 772 355 419 2,363 1 1 447 ' ' a a r N N r- 0) 0) ' O CO (0 CO M - a O 0) CO O C(J Pana 5 of 13 0 d 0 I) (n E ti ) C o 0 N > O U co 0 0)00 01 0) CT N U) C E E N W (0 N 0 O0 0.25 I 0 0.45 1 — r 0.45 1 r0 0.45 1 0 0 88.13 1 0.78 0.78 I 4.50 0° a O N I 46.00 1 4.50 I 25.00 1 in00 a to a 1.20 I N 20 150 2.20 2.20 0.95 120.00 N CO n 7.62 7.62 7.62 n O 15.79 N (D --- 7.62 N. N ' N N- r n O O N r r CO n M ' 4.74 4.74 CO N O i 1 0) 0 0 co U 0) i) (n D U 276 0) (0 a 384 380 N - co 55 310 L 165 1 r 78 I 0 .- 4,125] 28 r V'Oa M r N O N CO 4" drain pipe at pump station 0) no N V f0 18" drain pipe, SDP 24" drain pipe, SDP - - I footing drain trench drain, 12", incl cover/angles, park trench drains, 1/4 cy/ft trench drains, 1/4 cy/ft I tightline for downspouts reconstructed box culvert- 7'w x 165 If reconstructed box culvert- concrete reconstructed box culvert- ballast suppc I reconstructed box culvert- geo fabric reconstructed box culvert- gravel bkfl box culvert 12" storm drain connect system components l N 3 cc (A `O rebar, #4+5, grd 60. place conc, 5kpsi, pump Pana 5 of 13 0 d 0 I) (n E ti ) C o 0 N > O U co 0 0)00 01 0) CT N U) C E E N W (0 N 0 O0 KPFF Consulting Engineers O) .O 0) N U N •O d `o N w 0 cc a w z w w UNIT PRICES Building System J F- 0 1 - co 0o a 5 0 w J 2 cc 0 J a 7 N a 0' w io 2 >. c m 0 Description O N N n O O O O O co O O N O O co N O n a (D CD s A CO (O n r (D CO a N r N O (O co N CO r O n N V .- 121,448 89 N .-- V' ' n CO 1,088 386 .- M.— 6,450.00 Or N N (moo 120.00 (No O co m O 0 0 (00 CO 0 D) (h R 550.00 n (D (D O N M •- .- M D) N V O C) O O D) 1,- 'Kt 643 00 N 770 6,450 (0o) _ _ _ (OD n .T- r (Of) (Of) U7 N 1 230 120 23,000 1 7,436 3,750 (n 50,710 Orn pump cont . CO (0 m (D Ch n steel casing, 20" LO ' iCD N 1 12,469 H O O O CO CO O a co 2,147_ 14,638 561 a CO co N O O N O 82000 0.45 0.45 n co CO 42.86 42.86 co M 50.00 7.00 —I 6,450.00 't M N N 0 120.00 00 0 O 286.00 250.00 41.00 461.00 0 0 (00 CO 0 D) (h R 550.00 n (D (D 26.34 J N at (n n T O N 0 O N V O C) O O D) CO') (D a r- n CO O) M U N — _ _ _ _ _ CI O) U U O n 1 230 26 1 cr)LQ U) 0 T 0,- 1- n o) pump cont 'O N co N o .c steel casing, 8" c -) (() 0 a) N steel casing, 12" steel casing, 4" steel casing, 20" steel casing, 20" runner strm water pump station, dbl pump excavation haul dispose co 0) O O M M N sr 0) oa O O 0 ri co O co N O O M (D N co CO (0 U (0 Storm drain at So. access road V N M M O O (5) N co n LO V N co 0 0 N (D 0 O N O O 0 0 w n N O n N O M O co O N M O O) O O O O M O r- 14, O 0) M co O) 0 O N v 03 O M O) O 0 O O CO N O N N CD V7 D) N (0 O) U T U N N co CO M c O (0 (0 X 0) O) N 0 a a O L O n Sanitary sewer 0 co N O O N (o M 0 O 0 co O N n CO N rn n n n 0) CO CO a n O 0) O N 0 N N O n 'Q m N O 0) M T U co n o) a O c O .( (0 0) m 0) (0 0 a o 0) H3 O M n 0) CO n N 0 co M 0 O co N n D) O (D O N: n 0 O (D co 0) O a 0 CO O r O. 0 O N O 0.45 0.45 n 22.03 N M 65.95 N N 0 0 (n O O (D 2.80 50.00 n co 1.50 1 550.00 V' N V (O tF 0 n 0 CO 47.38 3.95 J D) .- — a O .'.- O '- (0 U w T. U>L O) 0 1,400 0 co 0 N 2 455 O 0 O N 0 excav dispersal trench, 1/2 cy/ft geo fabric gravel bkfl pipe, 12" SDP, pvc underdrain pipe, 6" cell cleanouts, 6" haul dispose grade board, 2x12 pt w/ 4x4 posts, pt CB, type 1, 36" O O O O M O r- 14, O 0) M co O) 0 O N v 03 O M O) O 0 O O CO N O N N CD V7 D) N (0 O) U T U N N co CO M c O (0 (0 X 0) O) N 0 a a O L O n Sanitary sewer 0 co N O O N (o M 0 O 0 co O N n CO N rn n n n 0) CO CO a n O 0) O N 0 N N O n 'Q m N O 0) M T U co n o) a O c O .( (0 0) m 0) (0 0 a o 0) H3 O M n 0) CO n N 0 co M 0 O co N n D) O (D O N: n 0 O (D co 0) O a 0 CO O r O. 0 KPFF Consulting Engineers al al ro H U) O U w U a_ a 0 w w w O J z I- LL! w 2 X w co O O LL J H 0 H UNIT PRICES Building System CC 0 m -J N O. Q w l0 2 O J c C co 0 C O 0. O y N 0 2 O CO M (D O O 0 N O O n O c) m O (D O O co co 0 cv N co O M M co r - c) O N 0) O CA N M O M M N N O Tr" M M O 0 M N CO (A 0 0 0 N co O CO M O O N N a0 O (D U) 22,509 1 ts O) n O) O O) O.. c6 O st N M O N M st CO O 13,324 1,357 7,728 1 (f) N N (C) O M 25,098 1 M O N r` N N O N .- st O O.- N 0 OD O .- .- O) (0 O O to O .- O (!) O N 4,005 st .7 a N N (f) O) M N 00 ui N^ V 0 N 12,421 N 12,239 O M O) N 136,628 22,769 22,769 2,118 22,769 22,769 D M 13,498 47,198 1 r` O 2,704 1 8,344 104,822 47 O st O N.7 0 0 CO. 00 r\ st O 7- O) M O 577 1,211 M N 7- 703 M N V N .- N OD N N N O M N U) 7- 7- 6041 O) O .- r- st O O) N 150 2,096 364 404 866 2,348 1 a O to 77 O) N 7- .- 0 O N M r .- � O r- .- N N st N 7- 2,070 2,070 CO O) 7- 0 n 0 N 2,070) 2,889 1,227 1 O) N .4 st O V - 7- 246 [ 759 [ 125.00 ' . O n 941 352 N. V O r` 188 394 O 0) 645 V r M O M Ds Q) O) 73 Ds O N (4) M O) 00 N 47 486 148 CO O O) O st 103 O r` CO N O) O ([) M 772 129 129 N .- 129 O) N 865 O) 25.00 [ 233 [ 0.45 ' O O M 10,375 (n O N O O O) Tr- O O O M N O .- O) O) O) M I 8,400 328 O) .7([) O) O O)N M O) N 4,210 V O) CO co 465 O O) N 825 V M N co 328 716 12,797 1,148 n to O) 3,294 20,995 O) O O) M 10,112 O n O) n st O O) (T.- 19,488 M N N 18,536 18,536 st N r` 0 0) O OD 0 COM O OD T- 26,627 11,7701 Ps sf O O • N • • O O , CO C)cn O) M D Mtn O C)01 N O) 1 4,800 1,580 3,319 O .- OD N C') st7- Li) O) 7- to to V CO 16,633 M .-(D (() N O U) O) N 1 816 1 3,042 in 0) st 737 7,678 st st M N 1 2,897 1 5,044 2,333 CO N (13' 77 O 7- .- O O) 0)CD .- M O) O) CO N O O N •- 1 2,034 1 1 2,034 O) st OD CO 7OO N st M N CO O V .- O _ MODOO O O (O 01 N st Ti •- N _ N 7,585 [ i (c! r i (P O O) co r N ^ T- N n 7- (°V 1° • CD 1 9.38 co V CO st CO <t co Tr V MMM CV a N M O M CO O M a0 M co M op M co 0.83 MMM O O 0 O CO 0 0.03 0.03 M O 0.03 0.03 M 0 M 0 O M 0 O M 0 O M 0 Or (!) 0 0.02 O O N 0 125.00 I125.00 O O O (D [ 150.00 CO O) O '- (4) 0) Cn O) 200.00 8.00 (D st M to O) O 7- 0 O) O 5.00 9.00 15.00 to 0) N .- 13.30 0 o Ti 9.95 0) � N 21.95 6.45 1 (I) co V 3.95 1 (f) r- M 4.00 3.95 4.00 4.00 1 0 o Ti 4.00 0 O st '... 4.00 1 0 o st 0 0 Ti O O O 25.00 [ • 0.45 O (0 co 0 [ 108.65 f\ n c0 O) r` n co CA O OD OO CO 0 of n 0 o n M Ds o 7- O r- M r to n O) .- to n O) 7- O O n n O) O) 7-, N r- O) r` M .- n M .- r` M 7 N. M r\ M , n M 7- Ds M n M t` ..- 6 st V O st V O 0.44 0.44 V Tr O V V o st V O st s7 O V st O 0.44 1 V V 0 st Vr 0 00 O 0 O O) 0 n O ,- 237 632 [ —.. rororororororororo a)ma)a)a)a)a)a) • rorororororororororo a) a) a) a)ma)roa)mro mmmm(oco a) a) a) a) a)a)a)a)a)a)a)a)w`wa)a)()E co co ascowsas >..° 59,558 240 73 30 4 st co - 41 275 O 0) N st 842 j 766 7- CO st N N N O 7- CO N CO M 56 583 178 383 5,315 O) O n M 2,528 4,551 7- O) st N N n CO Ti 27,807 st CO CO Ti st M O Ts= 431 4,634 jlf 4,634 17,751 11,770 4,665 92,656 00 N L irrigation sleeves _ _ trees, doug fir, 12'h trees, w. red cedar, 12'h trees, bailey redtwig dogwood, 5 gal 1 small trees, vine maple, 12'h small trees, staghorm sumac, 12'h shrub /pernl, sherwoodii glossy abelia, 2 shrub /pernl, stella de oro daylily, 1 gal shrub /pernl, ocean spray, 5 gal shrub /pernl, n. beauty japan holly, 2 gal shrub /pernl, gladwin iris, 1 gal shrub /pernl, pribet leaf honeysuckle, 2 g shrub /pernl, tall oregon grape, 5 gal shrub /pernl, dull oregon grape, 2 gal 1 1 shrub /pernl, pacific wax myrtle, 5 gal shrub /pernl, rotstrahlbusch switch grass, shrub /pernl, abbotswood cinquefoil, 2 ga shrub /pernl, king ed Vii flowering currant shrub /pernl, flower carpet rose, 2 gal shrub /pernl, autumn joy sedum, 1 gal shrub /pernl, david's viburnum, 2 gal grnd covr, kinnikinnick, 1 gal grnd covr, sward fern, 1 gal grnd covr, slough seddge, 1 gal grnd covr, salal, 1 gal 1 grnd covr, creeping mahonia, 1 gal grnd covr, beach strawberry, 4" pot 1 grnd covr, berkeley sedge, 4" pot 1 grnd covr, camass, top size grnd covr, oxeye daisy, 4" pot [ grnd covr, snowberry, 4" pot grnd covr, tufted hairgrass, 4" pot grnd covr, haense herms switch grass, 4' grnd covr, evergreen mix, 4" pot _ } meadow grass w/ 30% bulbs excavate 1 plant disbursement granite gravel 1 maintenance Pana 7 of 11 KPFF Consulting Engineers xro H LL O U U N O 0 O ro C) Q O 0 J 0 UNIT PRICES Building System a N 0. 0' w 77, 2 (0 CO N a) O 0 0) N 0) CO 0 n 0 • 00 c. M N N (0 0 n O N u) N O CO O O (() 0) (0 co 0 0 O n CO 0i 01.= O O O cobbles at curb inlets & bioswales landscape blocks at parking islands & tre O N N $ 1,804,364 $ Concrete, ° Asphalt & Masonsr 0 CO 0 N N u) N 0 O N O CO 0) N 0) M N n N M N O O n 0) V M 0 O M 0 0) O n 0) (D 10,725 O O OD V co N (1) co. 484 0) n 5,707 N N co CO (D ' 10,127 1 3,895 4,456 .- N 00 N (D (() — 233 1 (O 0) co 0) CO .- ' ' 24,000 40,280 1 ' ' , co C0 .4- ' N OO co O 5,298 5,970 330 10,725 o O CO OCOr V co i CO ' N COM ' , O N. , CO ', 24,000 0 CO N O V , i 1 48,311 , 1 0.78 1 i 0 M ( •) 1671 0.65 1 1.00 0.95 1 o o 0 CV O N O 2.20 00) O 55 Q N6 O 0.05 0.12 595 l T N N — 120.00 I ' ' . 174 O O I,. N 4,680 1 ' ' ' O co CO N 2,517 1 0 O (3) CO co N N ' CO 0) N r- N ' , . 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(nM 0) co d' (D N , O V O V (D O 0.72 , . ., .,., 4.74 0.23 V CO (0 N >.>. 0 O (0 '_ co _ T O >.— O N >.— O N_ N (0 C) T O >..- 0 N (0 `.= _— >.>. 0 0 >. 0 N_ N >.>. 0 0 0) N 267 0 .- V 00 N COM 391 0.- (0 CO. r 2,6501 0 O) 0) .-N 19 576 576J N 480 -I CO } 281 N 4 1 762 4,506 40 40 footing, retaining wall at trestle crossing foundation for light poles, 12"dia x 95ea system components forms, 2 uses keyway, 2x4 rebar, #5, grd 60 place conc, 5kpsi, pump pump conc fine grade wall, retaining wall at Longacres _ forms rebar, #4/5, grd 60 N ui (7 3 0 -o place conc, 5kpsi, pump_ pump conc point & patch sack & patch chamfer, 1/2" Bridge components, Strander auger cast Strander bridge auger cast pile, 8ea-11 ftg, sign bridge, 2 ea / 22 c beams/caps ffooting, cap, Strander bridge footing, cap, sign bridge beams, precast, 8ea x 4'x32' system components forms, side wall / soffit• rebar, #4+#5 place conc, 5kpsi, pumped pump conc KPFF Consulting Engineers N c0 LL N O U u) w U _a cc a 0 O w w c z F - w a F- 2 x w CO 0) O 0 J 0 CC 0 CO J Uh c C (0 0 Building System th T O O N N L O O CO st co st co M CO N N n CD st LO N CO U) N N O O O O U) r 0) (O O CD CO CO CO co O 0 N CO 0) O O N CO — 0 O O (0 0 CO CD U) N. •- oo sr 0 () CO CO Ni M N st r u) N N 0) O n M v- CO st 0 (D O .- n n C)) O O n (D (A U) n O st (4) (D U) C') st D) O U) O TN CO CO O 0 CO (D N CO CO O N O N N N CA U) stOO NU)C') U)(nO OO't(n C') N co O n CO CV O (O ON. 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CO st st ,.- O 804 0 O co (O st N O .- O U) ON n 34,170 CO U) N N 0 O O N O O n •- N O CO (0 NJ- CO CO T— st C') CD n N CO u st O O I n N CD a O n U) N 1,710 in n CO •- U) N CO lOD 0 n st N O CO n CO CD M N U) 37,587 37,587 759 299 co O N n 350 740 24,469 [ O U) O T 993 1,172 180 240 n C') CO 47 slab on grade walks, at bioswale walks walks, from parking to transit walks at trestle, patterned 1 walks at temp road Strander connector slabs on grade, 12"t ramps conc at parking trench drains slabs, heavy vehic traffic, PCC form form, 12"t slab bituminous jt, cap & sealant set screeds place conc, 4kpsi, pump pump conc or 4hr min finish, broom finish, patterned conc sealer mesh, 6x6 10/10 dowels, smooth, #5 grd 60, 30" dowels, smooth, 1-1/2"d, grd 60, 18" rebar, #5, allow for heavy PCC rebar, #5, grd 60 rebar, #4, grd 60 at sloped walks hand grade/ subgrd compaction hand excavate/grade geotextile geogrid capillary fill, gravel, 6"t at PCC capillary fill, gravel, 41 at walks joints, sawcut slab on grade, pattened at Longacres tactile warning pavers Pavement Art Finish Premium stairs on grade, stairs 1 thru 9, 11 1 landings on grade, stairs 1 thru 9, 11 forms, riser forms, landing forms, clean trough rebar, #4+5, grd 60 L place conc, 4kpsi, pump 1 N ° U 0 E 6 i o O N U m CO ° 0.0 0 o a) a 0 0) m N N •c n E C e O N KPFF Consulting Engineers .0 0 H LL (0(0 O U 0 "O a O (0 0) O O LL m N UNIT PRICES Building System 0 J d N 0. Q w l0 O a (0 -J T (0 0 C O a O 0N) 0 O CO co O N CO C O O N CO n co co) O CO Cr) N CO CO N O (0 0 M co O COst CO CO CO N 0 O r 0 N N M V 0) 0) 0 N- CO CO U) N 47 IN rn, N. O (0 (0 M80/1 0 O O N c� N N n N CO 8.25 ' O IN 0 co C M (0 ul N CO I OL co coO Lc) N co 33,062 80,807 . u) I -n 0 0 LO o O o I ' 0 o O N O (.6 O O O 2.92 o O O 2.20 J in N .- 120.00 85.00 1 227 0.58 0 r 0 O 0 CO Lri ' (O M (!") co O O O ."- V) N o 0.58 0.05 Q N ' 03 (0 I. 15.80 ,- V ' (0 r 26.34 0.10 1 n V CO (OD (0 .- 0 0 0 0 .- 680 CO (O N (D . O (O O seat wall footing ballast abv block wall at undercrossing, 6 forms r 0 0 a O L N "c conc sealer '- O O O N N 0 10) in (n 0 in = = 7) 2 0 fA 0) fA 0 V (D O (D CO 0 (f) 340 0 1 470 O 340 340 j 56 .. N C7 pump conc or 4hr min finish risers finish, broom conc sealer capillary fill, gravel, 4"t fine grade stair nosing curbs at stairs on grade, stairs 1 thru 9 raised curb form, straight rebar, #5, grd 60 place conc, 4kpsi, pump finish top / sides conc sealer sack & patch crushed surfacing base course for concrete V V LO 01 N xt- N O CO CO O N N 0 O V O N O O N 0 N O xt N V O N co (0 CO O (O O co O CO N O LO N V c O u, 0) r- (0 (O O N 0 O [t O N 0) O CO N. a) N (D O 0 O O N (O N CO (D O O O 0 0 00 d_ 0 to 0) 3 41 O) 06 0) N cti -2 00 0 0 O N ul N CO O O n C7 M ' ' O IN 0 co C M (0 ul N CO I OL co coO 44,093 33,062 80,807 . u) I -n 0 0 LO . 0 n ' 0 o O N O (.6 . 2.92 N 2.20 J O o 120.00 85.00 1 227 0.58 0 O 0 O O ' ' (h CO N 10 O M V) N o '7 co (O N ' o .- O n O O 0.40 0.64 N N. O T T. 0 T 0 >..O 0 (n VI O T O ..- N V) y 1,1 15,853 (OD COS 30 4,385 4,255 0 0 0 .- 680 CO (O N (D . N O C - (0 3 (0 0) u! seat wall footing ballast abv block wall at undercrossing, 6 forms rebar, #4, grd 60 place conc, 5kpsi pump pump conc a O L N "c conc sealer point & patch sack & patch chamfer, 1/2" 0 0 00 d_ 0 to 0) 3 41 O) 06 0) N cti -2 00 0 0 O N ul N CO O O n C7 M ' ' O IN 0 co C M (0 4,838 I I OL co coO 44,093 33,062 80,807 . 6,700 ' LO . 0 n ' ' N O (.6 . 2.92 (0 N ON O (0 N 85.00 1 227 (0 O O (7 (1) N. ' ' ' O o O ' 4,080 ' N h c6 32,844 23,809 CO O r) co . . — . O Li) . 758 . co (r) n N 10,392 O .4 - co N 15,853 o N u? 0 3.91 1 0.09 O O O 2.92 ON O (0 N 85.00 1 3.63 O (7 0.95 00 Ifj O ' ' O co ('7 N ' O n (0 ' O -: u7 .- r O V' c7 O N — — _ _ () 0) = 0 0) (00 0) 7) 00 a T O (0 1,200 co O r) 335 64 . (0 ! 2,400 9,048 25,062 602 curb & gutter, concrete curb & gutter, concrete at S. temp road curb, concrete art curb, concrete, 1675sf curb openings curbs, extruded wheelstops, precast curbs, precast raised curb form, straight, 1" raised curb form, straight, 1" rebar, #5, grd 60 place conc, 3kpsi KPFF Consulting Engineers m (0 (0 1 - LL N O 0 w 0 — a cc a 0 w w � J z a 2 x w (0 0) O O u - J 1- 0 1-' UNIT PRICES Building System 0 Q -J a cn a a w (0 2 `o .0 J a C0 (0 0 0 a O d 0 0) 0) N 0) co N co co m M N 0 0 N O O M O O 0 M (n O D) n — 0 0 0 5 (0 O a 0 (0 c conc sealer 0 0 N 0 N N: 0 O O O co o_ D) � O 0 N o, 0 N 0) N (n Ti N 0 (n L6 co M N O CO N 0 CO triTr V 0 O co O N M O CD N D) O N M_ U) co Co co (o M V (O (0 0 001.6 n CO CO O M L o. 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(A >....- (0 (n N 2,267 628 2,598 788 13,350 O) 1,054 803 O co 59,692 in n (O W asphalt, HMA, heavy vehic, west drive, 7{ asphalt, HMA, heavy vehic, Longacres asphalt, HMA, heavy vehic, S. temp drive asphalt pavement, heavy traffic, 7-1/2" asphalt, light traffic, 2" grind & overlay, 2" IHMA, 2-1/2" porous, temporary crushed surfacing base course, 12" crushed surfacing base course, 7" geotextile v 0) O 0) O) 0 CD 0 O 03 tile, type 2, Longacres m N N to n M Oi CA 0) (0 0) 2 n M CO 0 O N `) c0 n 0) 0) N O (0 N 0) N 0) E N fi U (n 7 O 0 N M N (O 0 0 N O 0 (h . i .4" 85,630 0 3,820 1 co co Tr co - N 460.00 ' ' (O O) 158 00 CO M I 0 M 0.00 CO 0 CO 0) rn (n 0 0 0 n v 0000 (n N I 3,728 ' 150 0 CO M - 6I 55,157 N N O) M 62 N i sign bridge, erection buy steel welding, field crane, mobile, 10 ton (0 matt handling, platfrm dolly forklift, 5000# , . I.' ' N N 0 0 0 0 in 0) 0) I 0 1 F L (0 `) ICO In <_ Ornamental / misc metals (D 0 rn 0) M 03 N 0 n M O O O W O CO CO N O O O O V T M O M 0 0 M N O O ui N N co M co (D (0 co a N 0) U (0 m 0 -J (0 Tts E c 0) 0) O 0) O 2 0 O N (0 a) V O) d c Cn 0 0) O) 2 O T (0 0) 0 0) r 0 N 0 M I M (h N 0 o O to n 460.00 18.75 155.00 0 in — 1.35 0.00 ' (n 0 0 v v 0000 (n N N Ny a-0 (0 >. M 'O V) T M 'O d) (0 C0 a) >. >. T T as as as as 'O D -o D .- - 6I 55,157 N N N,YN N L Canopy steel, see Transit Center _ 1 Shelter steel, see Transit Center sign bridge, erection buy steel welding, field crane, mobile, 10 ton hoist, chain / come -along manlift, 19' gas matt handling, platfrm dolly forklift, 5000# F L (0 `) ICO In <_ Ornamental / misc metals (D 0 rn 0) M 03 N 0 n M O O O W O CO CO N O O O O V T M O M 0 0 M N O O ui N N co M co (D (0 co a N 0) U (0 m 0 -J (0 Tts E c 0) 0) O 0) O 2 0 O N (0 a) V O) d c Cn 0 0) O) 2 O T (0 0) 0 0) r KPFF Consulting Engineers a) as N F LL 0D 0 O 0 EXTENDED PRICES O O CL O \o 0 ca a) Q 0 0 LL J Q H 0 O. 5 0 W J 1- Q 2 0 m Q J UI Building System 0 CC J c c 0 a 0 IC) 0) 0i 0 O 0 bollards, conc filled O O Yi Thermal and Moisture Protection CO L O z O (A fA Doors and Windows 0) O z O 10 Specialties O O co (o N CO CO O N o co M 0) (f) (0 O n 0 0) N 1110 N N O N N co N O O O 0) n 0) 0 111 co ro as a) ro a) LO O N CO N 0) ro 0 N a) O J a) O) ro 73 O (1) a) U_ m 0) CO N a) Y 0 -J a) ro 0 a) >, m N 00 Y CC ro m (0 O 0 (o V (D N N 0) 0) 0 CO O LO O 0) N. O O CO CO (N1 (0 CD 0) 0) 0) 0 0) N 0) (D O O 0) O O (O O r- 0 O 0) 0 0 0) O co 0, 0 N 0) O O 17) (O n co O (o n O N N 0) (4 (0 (f) M N O n O 0) O co O N 0) O (0 (o co M O N T 0.72 ^ OOM N n 0 0 N• 40.00 ,_ co O — co a) — — _ co a) co 0) co a) co a) as a) co a) - 7,988 T-- 856 O 0 0) 138I Nv CO N N CO 1,510 508 striping- stalls ADA marking double yellow line stop bar, 12" curb paint 'compact' stalls 'Amtrak compact' stalls 'No Parking - Fire Lane" markings 'Transit Only" markings arrow markings bike lane markings fire lane red stripe _ walk striping 0) 0) 0 CV (1) 0) (V CL d U 0 1) N E 2 Euf > ja U Er -0 cm aG m N [T t6 N 0 C a) CEna 1 KPFF Consulting Engineers • B ro m H LL V) 0 0 U cn W U cca d v W W 0 J Z F— LU W Q 2 X W O a` 0 ro N O O L J it 0 m cn CC 0 CO J C 0 A V) N CO 01 C 3 ai- F- 0 pC n "� 5 (coc w F C 7 U) m 2 Uh 1 Building System O .0 J c T ro 0 c 0 a N a) 0 M (D co N O co 0) O n N M n N co m DJ N a) O (r) a) co N m N a) CO N rn rn CT) O O O O N O O n O n . a) n (D O rn O a co co a) co M D) 0 0 LO n O O vi n O O ui 0 O LO n 0 0 ui n O O O) O) CO CO O) M CO CO • 0 aro) CO 0 N N ro a) c 0) N c 0 O. C 05 � m U N C 0 0 aZ O O m EA Mechanical O z O a7 V LU co N N CO c) M (O N a) a r - n N CO N N 0) 40,519 114,622 aa) a) 360 5,760 u�)n(nDN Nn — N (N On O a) 240,600 40,519 114,622 O 360 5,760 O N 8,076 O 240,600 a) N n CO N M ( N 0 1 1 CO CO CO Oro) CO aro) 0 11 N 48 N 0 2.00 1 N j 12 104 CB, fixture, recessed, Ancillary FA, fixture, surf mnt FB, fixture, surf mnt• FC, fixture, side surf mnt 0 t in I HA2, alum pole, 14'h _ HB, fixture, 12'h, straight alum, 4"dia CO a) a E m a 1 cc I -= 8,438 1 N I INN 0.0 (n0 N cci 45.00 45.00 1.11 V 24,600 { 94,095 1 90,423 1 76,788 73,944 O 23,7601 000 44,550 24,600 94,095 00 76,788 73,944 n O CO N ' t ( 0 0 (r 1 CO CO CO Oro) CO aro) 0 11 N 48 N CO 2.00 1 N j 12 104 CB, fixture, recessed, Ancillary FA, fixture, surf mnt FB, fixture, surf mnt• FC, fixture, side surf mnt N t in I HA2, alum pole, 14'h _ HB, fixture, 12'h, straight alum, 4"dia CO a) a E m a 1 I -= co aro) N ----- CN. OO•NN°DN 3,729 am 4,000 a O CO .- O O 0 O O O O O N conduit, buried, 1" pvc _ conduit, buried, 2" pvc j -box, buried, power j -box, buried, systems 1 j -box, recessed 1 concealed conduit, 3/4", emt conductor, for 1" pvc conductor, for 2" pvc conductor, CAT6, data cable trenching / backfill d m M O N 0 O CO rr- 0 CO_ CO O CO N N 7501 0.0 (n0 N cci 1.11 V 24,600 { 94,095 1 90,423 1 76,788 73,944 F 23,7601 44,550 24,600 94,095 90,423 76,788 73,944 t 1 CO CO CO Oro) CO aro) 0 11 N 48 N CO CO N n 12 104 375.00 275.00 O 0 u) N CO 0 O 0 O v 3,075.00 2,955.00 3,555.00 395.00 i I CO CO CO Oro) CO aro) 0 N I CO N 48 N CO CO N n 12 104 CB, fixture, recessed, Ancillary FA, fixture, surf mnt FB, fixture, surf mnt• FC, fixture, side surf mnt I HA, alum pole, 30'h w/ 8' mast t in 1 HA1, alum pole, 35'h HA2, alum pole, 14'h _ HB, fixture, 12'h, straight alum, 4"dia CO a) a E m a 1 r a a a a U in E ci i o (0 U d 2 (C • 0 - O O) cC m O '0 0) o3y c O. E a_ KPFF Consulting Engineers O 0) N (9 y C 0) H O N O) C 0a O O 1 N O 0 N W 0 cc a_ a 0 w w o Z W Q H � X W % of Project O O LL 1- 0 0 1— UNIT PRICES Building System cc 0 m Q J a N a .7 W 0) O a7 J c m 0 0 n O O) M M (0 () u) l(0 0) 00) co r) O In W 0 O sr 0 O oo co O l co r) O r) 00) O O 0) O to d 0 O sr 0 O O O (0 o co (0) N co rS O M O O 0) to N 2,825.00 2,825.00 O 00LOtri (0 N O 0 - O N V O • N V 450.00 675.00 I a) j O. a) a) 0 a) a) 0) 7 10 M 17 --- 5 N N n HC, fixture, 25h, straight alum, 6"sq HD, alum pole, 25'h HD1, alum pole, 25h HE, alum pole, 30'h HF, fixture, bracket mnt HG, fixture, bracket mnt LA, fixture, post mnt LB, fixture, grd recess mnt cn T. U r- Power & lighting 0 0 o O (n0 r) O O O 0 r)• )P) (0 sr - co m electric charging lighting at Longa r) O v a) N CL U KPFF Consulting Engineers Sound Transit Tukwila Station 100% Drawings fl ro F— IL O U 5 O O LL N O _ U To FO - 0 1- Building System 0 Description Sound Transit Tukwila Station - 100% Submittal Rail Platform (f7 co O 0)0) co 157,571 80,575 1 696,504 33,660 O 0) 0 (0 0) 573,670 105,934 co N h. (N N N C)(O n CO d' (0 co CO U) 0) N N (/) CO (/) (O (/) CO CO N General Conditions 1 Site Preparation 1 Drainage & Containment 1 Earthwork 1 Bases, Ballasts, Pavements and Appurtenar 1 Site Improvements and Amenities 1 Concrete & Masonry 1 Metals & Wood 1 Specialties 1 [Equipment 1 0 (0 as 0) 2 Electrical 1 (0 0) co co 0) c) M O a n v r- .17 a N co co c) 1-7 c E a CT 0) ces (0 0) i0 co) 2 O c N c Ort,C Urt, O U O 0 n m 0 m co c cn m C7 i- E a Cri 0 l0 N T(7 O T L o U v,) -0 0)00 00 o (0 N c n a E c E V. c% KPFF Consulting Engineers Sound Transit Tukwila Station 100% Drawings U) O O N F - LL (1)O 0 N w 0 cc a w O Z w 1- X w UNIT PRICES Building System .O 0 O ca Q O O J Q 0 1- 0] N 0. 5 0 w J a 0: 0 CO Q J a N 0 7 O' w T C 7 0 Description 0 Z N. 0 u, EA 2 Site Preparation (0 (MD 7- 0) nor n to n w N. N O O O C C O 0 E • E N 0 0 O N in 0 N 0 co N N N N 0 N 7) 0 N N U N U 0 O O vi E E E m() y tfi E 0 0 i6 Z nE m2 E N N )( O_ d T 0 E NX O o a m 3 Drainage & Containment $ 80,575 $ 11,849 2.2% n 0 N 23,863 1 0 10,565 527, 0) 0 O) .- 0 0 co 4 N.. 0 O 0 80,575 1 8,120 38,772 o to co 958 3,176 12,515 I 0 N 738 (o O 1,549 87 289 . N (O M a 0) . 2,289 0 v CO D) N N V L6 2,265 0 I 8,276 . N 0 co ao 0 0 i n r a CO ' N N Cr) 889 12,515 7- M O) (D 0 N 0) 0) CO 0 N co (f) N N r N N 2.80 CO N (NJ M Oi 1 co N 13.54 1 ' 5.57 1 CO 3.95 12,515 CO (0 CO ri 7 acres 1 C 0 — = .O r=U U 0 810 O 883 188 in Site utilities (c0 N 6" PVC underdrain pipe- Idscp underdrair 6" DIP- water line quarry spalls (for platform drip line on toA 8" PVC underdrain pipe- track underdrai trenching haul dispose RR proximity premium (Note 5, Summa $ 696,504 $ 3 t to 0) co 4) U N 0 0 O NJ 0 M M 0 N_ V N n 0 n 0 n n N T U O D) 0 0) M 0 U) (D .0_ E d 2 C 0 O y ._ (0 N c O co O r; 0 O) 04) Co a) co rn (d N C n: a E A m 0i aC70_ �* KPFF Consulting Engineers W U CC 0 w D z W H X W UNIT PRICES Building System 0 a co a) 0 0 Z ro E F E O a) O z E E a) 0. E X O a cc M O N O U co (0 aJ O N u) co (O 0) CO ao O N V N n 0 0 N 0) M M N CO O U N U O n (0 U O O a) a a) c 0 N O 0) ((00 CO O CO (D N O 0 0 () O n (0 (0 O O O O ro E E O 0) E Z0 E O El °- a) a) E CA X O L a to O cc cc 1-4 O 0) n O co O O N 00 0 O CO (D 0) M 0) co co O 0) n CO n aD 0) O 03 N (() O n 0) O N N: 0 CO 0) a0 O 0 O O N O M N (D O 0) CO (MD CO O 0 O 0 n CO O U M CO M O N T O O O O O 00) N- a) 0) 0) co n co N 0 c E c (0 n E m m.0 C CC m 87:5 CC resa To ro E U o o m V) N N m E E O a) O z E E a) n E X O a cc cc on O M n N- 0) O O N O 0) N (D (O 0'- ('0 0 O O 0 N O O O N 0 N 0 N O 01) 0 n 0 M O O O O CO O CO O) n O N O 0'- 0 n O n O n O O O O O O O c O 0 O M CO N N N O U U T O U O a) 0 (0 O N n M n N- 0 0 N N Structural excavation E (0 0) .0 a) CP a) O a o n c � o 5 P c 7 N V) OlCP N c c m E E O a) O Z E E ca) a O � E m X X O a) a O cc 0 n M N U a N N (0 m O CO N- 0 M O O N co O O O T O N N (a nro E E v E CA (1) - cri E z .0 o) E To E a) a) •c a L (0 E X = O Y O. co cc cc O O fA Bases,. Ballasts, Pavements and Appurtenanc O C O a 0 d in E c 0 F. c Q U a 0 0000 rn N N 00 CA co • E a) A N N O (70. KPFF Consulting Engineers N c0 N H N w 0 CC CL C) w C Z w H w UNIT PRICES Building System J 0 N a. 5 0 w J 1- 2 CC O CO J O. C w Fa' 2 O a J 0 1 6 Site Improvements and Amenities $ 33,660 $ 4,950 0.9% 33,660 10,080 1,701 N (o O - N (o (o c0 2,563 1 ence Chainlink fence L_____ 7 acres L_ 33,660 28,800 4,860 20,340 1 17,556 aD OD O) N 89,6321 3,059 I LL (O n N — N LO O O EA Concrete & Masonry 0) n 0) 0 O) co O 0 N CL O n v M r N co N V N N N 0) U 0 E 2 0 0 N > 0 (o n 0) U m -O 0) o0 m 0) N 0) En (0 C EC ._ N t.;)( N (o O - N (o (o c0 2,563 1 88,175 I n N n V 20,340 1 17,556 aD OD O) N 89,6321 3,059 I N in co O N (O n N — ' V V M ' 307 .- N OO O CO n M 0 in 0 (D co in co OD O V V CO O) (o O) n M N O N O 0.02 M0 a N N ar O 17,926 c) M 0.03 1 N O N O (O O O 64 sr co 423 2,507 1 56j N O ill O) O 1 18.50 M O 1 in 476 N r 8.00 (O r 120.00 0.58 ' ' ' ' ' N r (0 c0 V .- N • O co 0 M CO ' • 15,716 O n N N 64,548 I ' O) co ,-O r 00 O) ' ' • ' • 2,286 V N . N(Dn O V N r O V a O 0 (D ' O) M M ' N y 13= 1 387 4,172 I 2,140 OD CO (D N N ' 0 C' co O N a CO r - _. n.- CO L0 n 0) In 0 M (n (f) O)(O 2,077 N cO ' (D (n N 0) V 0) N N (n 0_ CO O) 0) N n V' 7 N L_ 58 0) M 0) U 0 E 2 0 0 N > 0 (o n 0) U m -O 0) o0 m 0) N 0) En (0 C EC ._ N t.;)( 8.25 i co M co N O N O N O 0.02 M0 a O 0.03 1 N O N O 2.50 O O I 2.00 1.30 O 0.58 N O ill O) O 1 18.50 M O 1 O O r cO COM (7 8.00 120.00 120.00 0.58 ' ' ' ' ' co co N (n — N 00 o O r (n O) co ' 0.75 j n o O 0.08 O O 15.80 0.08 ' ' ' ' CO O 2.60 2.60 I O n O) I O) n 00 a 0 O I f/) N y 13= N U U15 N V! NN -0N O= (0 N cO N cO N U O N N 19,200 1 CO O) CO N. N (o (o ..- O (f) co co T CO 0) O N 573 573 27,096 c0 0) O N O CO O O) 67,945 27,096 602 26,280 V CO CO 2,030 2,030 2,286 in OD (n O CO O N N (0 to 585 I (f) CO (n slabs on grade i slab on grade, 8", at platforms slab on grade- ramps- 4" r slab on grade, 4" o/ GPS geofoam, mini i system components GPS geoform for above _ form set screeds place conc, 4kpsi, pump pump conc or 4hr min _ i finish, light broom conc sealer mesh, 6x6 10/10 j rebar, #4, 5+6 grd 60 j hand grade L_ capillary fill, gravel steel, embedded, angle L8x4x9/16 structural slabs at Ticketing area 0) 0) 0) .O ccs To slab on deck, 10", Platform j system components j layout screed pins j form, edge form, curb soffit shoring for slab j place conc, 5kpsi, pump j curb 0 O a O N C conc sealer 0) U 0 E 2 0 0 N > 0 (o n 0) U m -O 0) o0 m 0) N 0) En (0 C EC ._ N t.;)( KPFF Consulting Engineers N (0 LL 0) N O U N w C.) Cc a_ a w w 0 w � J z F - w Q X w (0 0) O O LL J 0 0 J UI Building System O a J c 0) 7 0 O Q U) 0) 0 0 Z M CO L() N 0 ,- LO M,- M O) N' ' co 0 N 1 357 0 .- O 0 O) (0 V N M' CO ,- 307 I co V .- L 85 1,302 1 I 3,026 N CO (O N CO ,- r 0' V V .- 33,600 I 0 (O I. .- 0 U) O) 8401 4,444 N 00 M r ,- V CO (0 V N ' ' ' ' U) CO (0 0) L 45,759- 39,586 0U) co 0 V r ' ' CO 0) N r 30,845 (0 h N M N a N N U) M N r N (0 CO ' 865 714 CO n 't 00 0) N. (n CO 0) N' CO 40,643 j 307 I (O N 3,721 1 3,953 j U) 0 0) .- U) M .- CO 00 N ' 33,600 I 0) 0 U) 2,400 CO CO 0 20,349 I . 70,384 1 N V N 10,988 . . . to N CO N v(n O O O CO 0.03 j N O i M 0 In (0 r N N 381 ' 0.95 . 33,600 5,594 2,4001 I O) M CO . 15.00 ,,,. 1.00 -1 8.00 2.00 . i . 0 ' i r . (!) LO ' 78 I . ' ' 15.00 25.00 CO N 0) in N O 0.08 0.11 0) N N N 2.60 (0 1- 0) N •- 8,729 0 0.64 j 2401 N CO 80 360 490 v - n 0 O N 0,-ui ' 70 ' O) N 0) N . .- 0 M ,- N= O 0 4,155 V) N ,1- U) U) 0 ,- CO O) 0 N ' U) (NO N CO 392 ---- 84 80 0) - I 181 ' 0 N N T M 0) CO 0 In V CO 0) '01 4,374 I 5,575 70,384 P U U) 0 O 0 O rn O U_ 1 38,393 1 0 (0 48,068 1 N ln 0 4141 (00 V 40,643 j 2,046 54,940 N ' in N 0 V . O i i O O 2,046 10,988 . . 150.00 . CO N v(n O O O CO 0.03 j N O i 00)) N 0 UMi0 O O ' 0.95 . 1.04 I 0.52 4,927 0.58 { 0.95 15.00 I I 1.00 -1 8.00 2.00 120.00 O CO O U) 0 O 0.58 ' ' 0 O - T O 0 OO co O O 0.58 2.00 ' V ' ' 15.00 25.00 CO N 0) in N O 0.08 0.11 N N O) ' 2.60 (0 1- 0) 0 N 0) 27.88 0.13] 0.64 j I� 0 O ' 0.13 co U) N 0.08 { V CO 0 N in I- 0 n 0 O N 0,-ui ' ' ' ' 0) 70,384 { V) N= O 0 in V) N >. . (n co co 0 co N U (0 N O N (O 0) == 0 0 2,030 2,030 9,188 M 240 40 O co co 0 280 280 2,030 2,030 N- 2,030 N M O N 2,0307 670 0 7 N 400 ( 277 446 T finish, smooth trowel { conc sealer rebar, #4,5+6, grd 60 capillary fill, gravel beams at bike area form, edge soffit shoring for beam temp shoring for beam place conc, 5kpsi, pump { rebar, #4+6, grd 60 { sack & patch { conc sealer {topping slab layout screed pins a) 0) 0) N E06- waterproof membrane 0- E E m a N a .4- O C 0 m { finish, light broom { conc sealer rigid insul, 4" at topping slab. co co(0 0) O. V) tactile warning pavers, 24"w x1200 If (sets( { tactile warning pavers, 4"w 1200 If tactile strip warning "stay back of" graphicl trench drain & grate, 10" fall protection rail at stair 9+shelters RR proximity premium (Note 5, Summary P U U) 0 O 0 O rn O U_ C O( 0 C 0 d E ci E C g O N > - (0 TCS 0 .O 0 U m 0) o) rn '- m rn • N C n a E c 92 g o d .7... 1 38,393 1 0 (0 48,068 1 (0O N 4141 (00 V 40,643 j 2,046 54,940 coV N d' M ,- . N LO 01- i i (MO O 2,046 10,988 . . . . CO N v(n . O CO 120.00 i 0 UMi0 U) ' 0.95 . 4,927 _ 42,473 !, 38,647 1 M (06 N I I 5,75 29,760 j LO M 0 0 co 0 ' ' ' T O I 28,729 co O O N a OO ' V ' ' I 33,569 CO N 0) ' 0 M V (n M C O( 0 C 0 d E ci E C g O N > - (0 TCS 0 .O 0 U m 0) o) rn '- m rn • N C n a E c 92 g o d .7... U) N 0 8.25 I CO 0 0 0.1 O) N (MO O 03 M co 0 O 0.95 120.00 0.65 120.00 I 0.95 N (0 N O M (06 N N Mai LO M 0 0 >. O T O N V) N -2 >. O >. O .� co T O= > 0 T 0_ N U) N. N T 7,580 44,709 322 N CO 3,672 a N (0 0 0 N VCO N 41,647 O M y rnc O 0 { footing, at platform ramp (curb at ramps) mat footing, platform shelters system components { forms, 2 uses rebar, #4+7, grd 40 place conc, 5kpsi, pump { pump conc { fine grade grade beams { grade beams, at platform 0) (0 0 N uiE o { place conc, 5kpsi, pump { pump conc or 4hr min { rebar, #4+6, grd 60 hand grade 1 C O( 0 C 0 d E ci E C g O N > - (0 TCS 0 .O 0 U m 0) o) rn '- m rn • N C n a E c 92 g o d .7... KPFF Consulting Engineers Sound Transit Tukwila Station 100% Drawings N co (o m F u- to O U U) U CC a w Z W X w UNIT PRICES Building System (o a) O O -J Q 0 H m N 0. 5 0 w J F- 2 2 CC 0 CO Q J a N Q W co 2 O CO J T c 0 0 a U 0 0 CO 0 r O N (D N' O ' 0 0 r ('')cOoO (O O 0 '-N-- 0 N 54,810 1 0.78 1 co N N O) N 50 N O o N N rn v 0 ON Oy 0.01 ---------- 0.05 - O co. o O 1,040 ' O) 0) CO CO 847 0 (0 O ' CO (0 — o) 1 - ' coN ' U 1 3,013 201 158 U _ 126 203 co r O O v O a n N 0 Pre cast concrete M 0 r) O O 0- L77) r V rn O O 0 O (0 co O 0 O O (O ns E cc) E o N O Z E a) U a U E a 0 a a coE cc cc 0 O O N N Specialy placed concrete r- 01 N O O O N 1 shotcrete, wall, 61 1 840 1st 1- ( 1 1 25 1 N Misc. concrete O a N rn O O CO O O 0 V O 0 0 CO N O O O 0 N 0 O o O N N (o a) N N (a a) (a a) CO N 0 V O N (!) O N (o O (0 O n O M N v 0 O O 0 O N N O O 0) O CO 0 M co O O 0) 0 O n O n Railing system O n (O n 0) 0 N co 0 0) O oo 0 O) N O O N M 0 co N 0 O O N to N N n O co N M co co 0 O) n of O n O N N O) O M M CO N n O O n O O n O O 0 O O Cf) n O O O 0) 0 M 0 O O O v 0 ri 0 0 O 0) n n co O O co n n 0 O M O n (O 0 O U (6 U O N ("; 0 O N V CO 0 r O CO O O O O N O N U n 0 O O O o) 0 N O O O O 0 O N m a) O N L Q 0 8.25 0.78 1 N O) N N O o N N a) O 0 ON Oy 0.01 ---------- 0.05 - O co. o O V n a M N O 26.34 0.40 0.64 1 0.72 1 O_ W co U) U V) N A U U N N= U U 4,8001 O 6361 892 co O 3181 318 O O I miradrain at platform footing walls stemwall, at plaform ramp, mini hi forms rebar, #4, grd 60 place conc, 4kpsi, pump —1 pump conc point & patch sack & patch chamfer, 1/2" • RR proximity premium (Note 5, Summary a n N 0 Pre cast concrete M 0 r) O O 0- L77) r V rn O O 0 O (0 co O 0 O O (O ns E cc) E o N O Z E a) U a U E a 0 a a coE cc cc 0 O O N N Specialy placed concrete r- 01 N O O O N 1 shotcrete, wall, 61 1 840 1st 1- ( 1 1 25 1 N Misc. concrete O a N rn O O CO O O 0 V O 0 0 CO N O O O 0 N 0 O o O N N (o a) N N (a a) (a a) CO N 0 V O N (!) O N (o O (0 O n O M N v 0 O O 0 O N N O O 0) O CO 0 M co O O 0) 0 O n O n Railing system O n (O n 0) 0 N co 0 0) O oo 0 O) N O O N M 0 co N 0 O O N to N N n O co N M co co 0 O) n of O n O N N O) O M M CO N n O O n O O n O O 0 O O Cf) n O O O 0) 0 M 0 O O O v 0 ri 0 0 O 0) n n co O O co n n 0 O M O n (O 0 O U (6 U O N ("; 0 O N V CO 0 r O CO O O O O N O N U n 0 O O O o) 0 N O O O O 0 O N m a) O N L Q 0 KPFF Consulting Engineers d) m m F- 0 N 0 a 0 J 0 2 0 J c O A .a N (0 0 c H • 2 — 0` 2 a coas H 0 W ✓ C 0 O r N CO 2 UN Building System 0 .0 m J c T C m 0 c 0 a 0 o 0 co co n v (0 N I0 c) (0 co 0 (0 U i m E E F m U : (ri d 0 Z E 3 E 0. EI 0 0. 1 1 J 9 Specialties $ 105,934 $ 18,026 3.4%1 O h 19,320 9,616 M— O ' .= M O N N ri 420 560 929 26,563 1 122,579 1 N r 0 O N n 4,0001 87,550 4,875 55,200 27,475 N 18,384 La an r M 7. O) 000 O N O 2,654 1 4,875 55,200 m O) — N I coO .- (o W .- O) 600 1 O N — O (O — 8000 2728 4000 J ea i -I v) N — .- 1 ticket vending machines 1 systems kiosks 1 conduit & concrete pad for future TVM 'i'. 5,496 v N co N 7 acres graffitti resistant coatings graffitti resistant at glass 1 bird control device - BBG end st Misc. platform structures WUTC Ramp- 5' x 15' x 6" , 7 cy total Temporary Mini -High Platforms (at old st Striping at Mini -High Platforms Stamped concrete signs at Mini -High Pial tactile warning strips at Mini -High RR proximity premium (Note 5, Summary end st 10 Equipment ' $ 22,728 $ 3,906 0.7%1 5,600 955 1,400 26,563 N r 0 O N n 4,0001 N N (0 N 16,000 2,728 4,000 1 I Specialty equipment' Service equipment 7 acres 1 1 8000 2728 4000 J ea i -I v) N — .- ticket vending machines 1 systems kiosks 1 conduit & concrete pad for future TVM i) (o co N (o O V Mechanical O n N N N (o n C6 N co O N N N- N N (0 N N (0 N N M▪ I N N NI N (o m 0) Q 0. O 0 0 EnEa a c E a a Fano 2n of 11 rn E 6 C o 0 N U m 2 ID Uv -0 A cE rn 0 co y n a E c N A N a ( a KPFF Consulting Engineers Sound Transit Tukwila Station 100% Drawings ro co H t O U w U cc a w Z w 1- x w UNIT PRICES Building System U N O a O ro m 0 0 LL J 0 a 5 0 w J Q 2 CC 0 CO J a N a Q w 2 T C (a 0 O CI. 0 0)) 0 IO C9 O (V O) (O gyp.N. co r ( r O co • O CO O) N 0 v n N Q) 0 0 0 N N O a) (D CO M a O (O O 0 O (f) C▪ O N CO N N a) N a) a) N co 3 O V > _c t O x c o a) � b a) O .0 (o Y co .0 m (Note 5, Summary 12 Electrical $ 81,666 $ 12,010 2.2% ' CO CO C7 ' ' 22,000 ' V N I-- 05 V O) CO CO O O ' CO (O CO 000 00 v N r c0 a N r CO' CON O) (O (n V (n 10,640 1- .- CO CO N O N O n C7 7 10,640 N r 2,880 ee• toll 0 0 N ell eel I 20,000 11011 18,750 325.00 I 4700 9.5 I N (6 (O v 2,000 20,000 121n 0) 7 acres N co a) 0 To O 7 acres N N_ co a) 0 To O r N V) M v- 7- r O N 7. N «) O 64 I- electrical Lighting Platform FC, light strip fixture, 4' RR proximity premium (Note 5, Summary end sf Line voltage Electrical gear electrical power, transformer and vault Platform conduit, 1-1/2", pvc, buried conduit, 3/4",emt, to Shelter lighting j -boxes, to Shelter fixtures RR proximity premium (Note 5, Summar)/ ---- end st CU Page 21 of 33 KPFF Consulting Engineers 0) (0 TD O 1— u_ u_ m 0 U Building System (0 0 0 0. 0 0) 0 Building Area: Sound Transit Tukwila Station - 100% Submittal Plaza Transit Center 343,866 co a) N O N 'CO 264,559 1,420,978 286,962 co N 4. N 104,921 45,629 cn r N (a () r` o) (n a) N. (A (J) (0 (0 (n 0) (0 V) (0 (0 (/) (0 General Conditions 1 Earthwork 1 Bases, Ballasts, Pavements and Appurtenar 1 -------_._.---- Concrete 1 >' Metals & Wood 1 fThermal and Moisture Protection 1 Doors and Windows 1 Finishes 1 [Specialties 1 Mechanical 1 Electrical 1 0 O (0 2 co rn co N. r` co N Efi co m 0) rn (n 0 CO LTIC (r) N (A fR EA C 0) E 0 7 O c Lt)0 N (3 -c (b N O CN • E O (.0 U (b U o 2 E C N 0 C O 6 C U '6• 0'60 0 m 0 0 C• 7 N X 0) o 0 • 0 (u 0) (0 a KPFF Consulting Engineers Sound Transit Tukwila Station 100% Drawings a) W H LL ) 0 0 U J 1- 0 to w U - a cc 5 a O w w ❑ J Z H w Q 1— Lu UNIT PRICES Building System cc 0 00 J N 0. Q w (0 2 C (0 0 c 0 0 0 a) 0 2 1 1 General Conditions $ 343,866 $ 50,568 10.5%I CO LCI r) M O cv Job overhead 1 1 [s 1 - i _1 _ 1 343,866 L _1 - _ __ 343,866 _ 343,866_ ---- end st 1 3,702 343,866 N I (0 1 15,749 I 1 2 Earthwork $ 70,296 $ 10,338 2.1% CO LCI 0) r) r) 1 3,702 N I (0 1 15,749 I 00 0 0) CO U) )- N CO N U) 2,464 I Lf) 67,201 Ln O) O C) 6,468 (0 CT) N V n 4,459 4,459 45,156 h N r 18,970 14,389 0) ,- r 0) V O) 0 O r 3,095 1 C) 0, N N O) 497 1 253 1_ 3,610 1 91 5041 N r— O 2,144 1,308 (0 CO O Lf) C.O. 330 N N CO N CO CO CO 3,273 0) C(0 r) 0). V ' r CO V N 0 Ln 0.1. 15,360 1 3,612 2,284 2,404 150 1 6241 1,584 N LO v I- N o 1 8,000 V N co ' co r r 0.84 r 12.00 1 0.30 1 0.33 1 CO CO O 1500 0.33 1 r) CO O I 0.47 I-- V' r co N r O r) 0 V 0 r O C7 O O CO O 4.17 I 0 o u a v ,- 12.00 1 12.00 I -4- v 0 r 2.63 rvo 0) N CO 0 00 O O) r) . 0)0) LD 00 Lf) >, 0 0 > 0 1,280 cy 0 0- 2,420 cy S as Cl.) L 200 cy 0 0 N 0 CO (0 N 0 (D 602 1 0 CO 0 CO 2,5601 1,280 800 0 N (0 r 200 0) 1 - :avation Structural excavation excav footings haul / dispose unsuitable Backfill backfill / compact, machine end st Trenching 1 trenching, Systems Kiosks, 3000' backfill / compact, machine conduits, electrical trenching 8 (1) 0) water to Kiosk, PVC, sched 40, 1-1/2" backflow preventer, 1-1/2 ---- end st Structural fill 1 fill at transit shelters- 4 ea- crushed rock 1 fill at Para -transit shelter- crushed rock F X = w LL KPFF Consulting Engineers • • Floor Area % of Project J F 0 ✓ m N N w U — a cc 5 a 0 w 0 w O J Z Q w X w CC 0 CO J u Building System 0 O a tIOJ f9 0 C O a U 0) 0 2 0 O d9 Bases, Ballasts, Pavements and Appurtenanc CO O Co co O 0) ao co ER 0 V e 0 U N O N C1) CO 0 N co O N O O) 0 O CO N CA M N to (n N M N N ' CO (n nnNCI)NM,- N (n 0 M CO ci N 0 .! N N n (n CO 0 OOO .- co CO 3,301 (n V ' Th - ' � rn�' 0) v1 ' n co 0.00 o co P ' CO n co ' I 33 831 O M ' (Nn M 454 94 I o N O 775j 2,377 .- M ' (D V 287 — ' I0) CO— 1- to n ' co 0 0 co CO a (O N ' M M N CO (O N N 237,4711 O co ,i N (C) 32,285 43,942 81,642 1 (n V n (on of CO N (f) o o co (0)) v 0.00 1 1 1 V co O O0) 0.07 1 8,788 i O 0.58 (n N N O ' .- M co N 0.08 ' M.- /- to ' (nn.- n 0 ' 1 M. 1 1 O O co CO •cr O O O • V) U in V) N U U p) in N _ N 0 CO N M CD N (NO 07 C 0)0) 1 14,407 CO coO O CO N C7) n M M co co r- r co co M 7 co, co — — (n N V)'_ slab on grade Ancillary building- 4" rigid insul at floor, 2" visqueen waterproofing below gravel, WP3 set screeds place conc, 4kpsi, pump pump conc or 4hr min finish, smooth trowel slab sealer rebar, #4, grd 60 see Parking & Circulation M M N CO (O N N 237,4711 32,285 43,942 81,642 1 (n V n CO CO N (f) 1 1 1 1 1 1 1 8,788 i CO v CO o ' v ' 09 0) oS 1,595 120.00 0.85 293.00 1 1 1 1 1 1 1 1. CO •cr O NT CO N a (.O (n CO • O o .- 782 III >. 0 >. 0 >. 0 >. 0 T 0 >. 0 >.4 0 CO (n ..-n co O (n O 1 14,407 ' 1 746 CO N C7) n M ' ' ' Footings & Walls ti m to 0 0 N `0 o 4 U v -O G) oC rn El W (0 N c n a E c N (3 N ac7a s co co 0 o O 0) N 0.65 1 M CT) O 120.00 0.85 293.00 1 1 1 1 1 1 1 1. OO N CO 0.23 26.34 ,- O 0) ..- 782 III >. 0 >. 0 >. 0 >. 0 T 0 >. 0 >.4 0 N >. 0 r i I >.1.._ 0; N O CU >.>.>.>. 0 01 U U O N 53 co M 7 N V)'_ 6,374 1 29,899 547 CrV (n CO O N (A CO mat footing at Shelters mat footing at Para -transit Shelter mat footing at ticketing area contin. footing at bike cage area footing, at retaining walls mat footing at Ancillary bldg 1 footing, stair Canopy system components forms, 2 uses rebar, #4, 5, 7 grd 60 place conc, 5kpsi, pump pump conc ------ ----- --- fine grade anchor bolts wall, 10"t at basement, 126 sf retaining wall at stairs, 18", subsurface retaining wall at stairs, 8", exposed 1 ancillary stem walls, 8"t, 10", 11", 13.5", 11 ti m to 0 0 N `0 o 4 U v -O G) oC rn El W (0 N c n a E c N (3 N ac7a s KPFF Consulting Engineers Sound Transit Tukwila Station 100% Drawings LL 0 0 Floor Area % of Project J 0 1— co m Cr) N w 0 — Q. a 0 w 0 w O J Z F— X x w UNIT PRICES Building System CC 0 CO Q J O. Q w LO T 0) 0 C O a N 0) 0 0 N Ln Ln ^lo 0 O n T Ln 0) O N CO O (D o) (1) CO n r -- u-) Lf) LA 00 0) 0 co N 0)CV �a 01 Cr i CO_ O co O 0) 0 O O (0 O '10 Ir i C) 0 0 o 0 0 i0) r 0 0 v Ln r- 0) V co co N CO O ' n O O O Ln 01 CD N Q) C) it 01 N O C) O EA fA N A 2 Ln O 0 z N C) $ 1,420,978 $ 208,967 Metals & Wood N N: 0 0) m 0) 0) 01 03 O n 0) CO 0 O 00 N Ln LD O Ln 0) 0) N O O CO 0) O O 01 NI NI 0 N C) N Ln N 00 1 0.32 i CO N ,O I N 0) N I OA LO 70.00 2.20 11) 0) O 120.00 r O 0 Lo O 0 N — 0 367.00 O ui N 4.74 co N O 26.34 0.40 V O O 0.72 938 284.26 c/1 N-2 0 01 (,)N- 0 as 0) N r 5,206 4,862 N LO N U) N 0) C) N C) CO. N L1) _ 5,206 1 system components forms rebar, #4, grd 40 place conc, 5kpsi, pump pump conc point & patch 1 sack & patch chamfer, 1/2" columns, 12x12 1 conc pad for systems Kiosks sandblast finish O EA fA N A 2 Ln O 0 z N C) $ 1,420,978 $ 208,967 Metals & Wood N N: 0 0) m 0) 0) 01 03 O n 0) CO 0 O 00 N Ln LD O Ln 0) 0) N O O CO 0) O O 01 NI NI 0 N C) N 0 a c) 0) 0 CJ CD ro 0_ yO1 E U) E ti c E 0 0 N > 2 01 a N 0 0 0) cd 01 12 y cU e i. E c .- 2 W N N 40.00 1 O u) N co tLn•4- to co O C) 0 00 N O) 13 JD � N) E 7 co 0) N -0 N0 d 0. N A cn O 0) N .0 0) D1 N D) 03 0) 0) 0) CO y N 'O N Lg0 'O O O N V N CO r N 0) CO r O_ N. ,_ O T 77 N CO r O 0). 0 0- CO L1) Structural steel Windscreens at platform shelters J platform shelters, columns HSS 6x6x5/16, 2 pcs HSS 6x48x5/16, 8 pcs platform shelters, beams r HSS 6x4x3/8, 12 pcs HSS 6x5x3/8, 12 pcs platform shelters, base plates pl 10x12x1-1/8, 2 ea pl 8x16x1-1/8, 6 ea pl 16x16x1-1/8, 2 ea grout for above f welded connections buy steel assemble / welding, shop, 44 pcs set+erect steel, site — — J 0 a c) 0) 0 CJ CD ro 0_ yO1 E U) E ti c E 0 0 N > 2 01 a N 0 0 0) cd 01 12 y cU e i. E c .- 2 W N N • • KPFF Consulting Engineers 0 1) (0 1- t1 (0 CO O U N w U cc a w Z w 1— X X w U 0 O 0 Co 0) O O J r 0 a 5 0 w J 1- 2 CC 0 Ca J 0 O c in cn to co a 9 2'o w != o v as u Building System 0 .0 J T 0 O 0. U y 0) zo O CO c) O 0) O O r- 6'1 0 N (0 CD O N CD N O(0 ' 22,498 1 3,343 1 N(0 O r 17 1 CO T I co O O r n c\i. 589 6 i 491 O C ' . i . . . . . . i 1 3,750 1 -CO O O N N. CO L 295 Ct-- •-• (on , . . 938 279 I ^ O 98( 0 N ) . . i I 200 I 24 O c0 I . . . COLO OD v ,_ 120 T C) 35 ' ( , ' . 0 v 483 r O v O N - N I I I 0 0 0.00 I 18,748 1 I 1,804 (A o 0 s000 0 4,688 I ((0 r) o co (0 0 0 coo 0.00( in N N 0 ' 0 0 .i. Cd 0) ,., U O. N -2 N .O ... N - CO o CO 0) M D 2,706 .-- V L0 cc) co, .-- 0 0 o U ate N 0 l0 c) N -2 N c) N c) to -2 > 0) 'O y> (o 'O CO N (0 [0 (0 - 0 0 I 1,353 a cop — 451 0 o o. V a N .O ,, O O o v (on. : 1 40.00 (0 v I 40.00 4.78 0.94 (on , 40.00 ( a(o v 40.00 1 4.78 0.94 11.50 c� (0 1— 451 0 0 0.00 0 0 1 1,353 1,804 (A o 0 s000 0 ((0 r) o co (0 0 0 coo 0.00( M co Ca N "0"0"0-0 >> Co CO N C 7 Cd 0) N 2 U O. N -2 N .O (0 o N - CO o CO 0) M D CO N 'O to (o 0 CI) N N> Co CCI (0 0 ('O CO U N (0 0) N U ate N 0 l0 c) N -2 N c) N c) to -2 > 0) 'O y> (o 'O CO N (0 [0 (0 - 0 0 N CO 'o Q U a rn .O U a N _ V a N .O O O O O [t O - Opt ^ N 48 2,000 5,709 O el O COCO 13,888 N CO CO CO CO CO .•-•st N. N. co N ,- 500 N .- 00 O N 3,473 I N CO t7 O CO N i O N 1 I welding, site — scissor lift, 19' electric _ matl handling, platfrm dolly forklift, 5000# (Windscreens at transit shelter transit shelter, columns HSS 6x4x5/16, 16 pcs _ transit shelter, beams HSS 6x4x1/4, 24 pcs HSS 6x3x3/8, 24 pcs 1 transit shelter, base plates pl 8x16x1-1/8, 16 ea grout for above welded connections buy steel assemble / welding, shop, 80 pcs set+erect steel, site welding, site scissor lift, 19' electric matt handling, platfrm dolly forklift, 5000# Windscreens at para transit shelter para -transit shelter, columns HSS 6x4x5/16, 4 pcs para -transit shelter, beams HSS 6x4x1/4, 6 pcs HSS 6x3x3/8, 6 pcs para -transit shelter, base plates pl 8x16x1-1/8, 4 ea grout for above welded connections buy steel assemble / welding, shop, 22 pcs set+erect steel, site welding, site scissor lift, 19' electric matt handling, platfrm dolly forklift, 5000# Bike cage steel frame bike cage steel, columns HSS 6x4x1/4, 12 pcs bike cage steel, beams cc 0 a co (o) X co 0 bike cage steel, base plates pl 4x8x3/8, 12 ea KPFF Consulting Engineers I1 0 0 0 Floor Area % of Project J 0 m cn N W 0 - cc 5 a 0 W 0 W O J z W Q 1- X W UNIT PRICES Building System cc 0 J a N a c W (0 2 T al 0 0 O 0. 0 0) 0 r I' I I 1 r ' �' I � O'— (n (f) O N CO .4- CO M CO ' ' ' ' i r r 18,332 10,029 7 _O (D r 3,249_ tD N 433 CO CO M ' ' ' N 74,794 N- O N 7,340 7 000 • — M CO Ir- (D 00 N. ' 0' ^O (0 ' ' ' 10 1 07) I I I r I' I I 1 i I I H(.6 (D N CO 1 5,487 O'— 1".... .:I 1.1 N 00 N ' ' ' ' ' i r r 18,332 10,029 r 00 7 (A 1,178 11 N 00 N r r i 7 84,672 N- (A CO O 7 N 7 O 2,946 29 (D Cr) (D r 7' CO N n ' r I0) N 10 1C4 r 1 r 7 I I.0 (1) co IN CI) a O (co ' ' ' ' 40.00 I ' ' ' ' to to h Oa0 1 N O u) ' ' .- N .- CO D) 07 M 0)- (!) .- N r ' 7 ' 40.00 1 ' - --338 I 4.78 1 O) 0'- O 0 Q) 1 0 1.35 0 O 0) '— CO N. 7 N 2.00 , i r ' 965 0 0 N CO ' ' ' ' ' ' ' ' ' ' 0 (0 0 0 N I 23J ' ' ' 0 ' 200 CO 200 ,;:t 5 58 ' (1) r ' r ' CO M' -. 00 .- O (f) O 70 N O' O O r rin to O ro CI) ul a3 0) 7 N (D 0) 00 T T a7 0'0000 I N V! T' T «) I a) N T a) N T co co 0) 2 7 N a) CO ?. 0) 0) CON T rn N .D'00'0000 N N T T T a) co co N T co N T co N 1].D N .00 N T (p .0"0'0a 0 ) T CO N N T T. (0 000 CO (0 (6 > T a7 .� N (n N N N N '- 1 I 0 M N r • 31 44 3,905 N N N N N T 4,301 1 CO 0) 0.1 44 7 7 (0 I- CO N (D I, r (0 CO CO ..- . 1r N r . (D 00 (A 00 v- O CO M CO 1 r 1 1, 0) (f) 1 r 1 r 15,277 r ri r L6x3-1/2x5/16-3", 12 ea bike cage steel, embeds r set+erect steel, site , scissor lift, 19' electric N 70,560 r r HSS 6x4x1/4, 4 pcs - - r r kiosk, caps, 3/8" fitted 5,905 1 CO 0) co N x (0 W n• ad —o M x r -a r r 923 mail handling, platfrm dolly 0 (4) Y o Stair #9 framing Iu roof framing steel- w10 x 88, mc10 x 4.1 steel roof, Platform canopies- main stair buy steel assemble / welding, shop, 66 pcs set+erect steel, site welding, site scissor lift, 19' electric matt handling, platfrm dolly forklift, 5000# Ancillary building framework roof framing steel- joists, 18ga wall framing support steel, HSS 5x3x1/4 ancillary wall steel, HSS 5x5x3/8 ancillary wall steel, L8x4x1/4 ancillary wall steel, pl 10"x10 "x1" - 9ea roof sheeting, 3/4" '' ' 'I' 1 3,608 1 902 0 OO n00 ,- (0 N O 0 0 0 ' ' ' 1- ' 77 N N 2,255 0 OO r- 00 (') (D. r II I 1 I , Na) 0 a 40.00 I 4.78 0.94 40.00 482.50 40.00 4.78 0.94 11.50 0 40.00 1 N v O 0 I 4.78 1 O) 0'- O 7 0 1 0 1.35 '_ 1.35 2.00 1.35 5.00 1 1 I 10 1 rl r r r 7 O in 7 OO O 0 O 0 0.00J ' M (0 1,804 450.95 O O O O O O O'' O O M' -. 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(0 000 CO (0 (6 > T a7 .� N (n N N N N '- 1 I 0 M N r • 31 44 3,905 N N N N N T 4,301 1 CO 0) 0.1 44 7 7 (0 I- CO N (D I, r (0 CO CO ..- N N N N N (D 00 (A 00 v- O CO M CO 52,2671 0) 0) (f) 0) 0) (f) 1 O ,-- m CO 2,550 I 419 I 360 1,318 1 bike cage steel, angle L6x3-1/2x5/16-3", 12 ea bike cage steel, embeds p1 1/4x6x6, 12 ea welded connections buy steel set+erect steel, site welding, site scissor lift, 19' electric matt handling, platfrm dolly forklift, 5000# Kiosk framing kiosk, columns HSS 6x4x1/4, 4 pcs - - kiosk, beams C8x13.7, 8 pcs kiosk, caps, 3/8" fitted kiosk, base plates CO 0) co N x (0 W n• ad —o M x r -a welded connections buy steel assemble / welding, shop, 11 ea set+erect steel, site welding, site scissor lift, 19' electric mail handling, platfrm dolly 0 (4) Y o Stair #9 framing support steel- col/bms- w10 x 88 roof framing steel- w10 x 88, mc10 x 4.1 steel roof, Platform canopies- main stair buy steel assemble / welding, shop, 66 pcs set+erect steel, site welding, site scissor lift, 19' electric matt handling, platfrm dolly forklift, 5000# Ancillary building framework roof framing steel- joists, 18ga wall framing support steel, HSS 5x3x1/4 ancillary wall steel, HSS 5x5x3/8 ancillary wall steel, L8x4x1/4 ancillary wall steel, pl 10"x10 "x1" - 9ea roof sheeting, 3/4" • KPFF Consulting Engineers 0 ro 0 0) .O a 0 J 0 w U — a cc 5 a 0 w w 0 J Z Q w < x w CC 0 J u Building System O a 0) -J 6 0 O a 0 0) 0 0 (O CD 5,323 379 N ! 0 i81) (O 0)0 0 N a 47 787 C) CO CO 0) I- ' ' ' ' 275,389 (f) O I` (0 - N 0 ( O (0 0) r 03 C) 0)1 (O a ' 0) ' N 1 N I,- COo 0 n to (O 0) COOO COa N to CO O C) C) CO(O 0O r.... 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N CO a CO 0) N 0) V (O - N ,- ' ' ' I ' ' ' ' N N .- N CO CO h N 1,372 295 120 14 CO co (OO M 0 i i 175.00 75.00 75 n 1,200 143 28 345 COCOC) 200 2,413 200 N LC) 58 1.35 400 I CO a r N 5,250 5,022 to C) ' 0 0 300 to ' ' ' 0 0 0 ' 259,800 ' ' ' ' 1 ' ' - ooa 0 v (O (o Cl N r h . . . . . . .0) � 1,804 451 0.00 0.00 O 0 O ' ' 0) oo 0 ' ' ' V N 00) — V (O,—O CO CO 0 0 0 758 1 758 (O CO N (o '6 N 0) -co CO c) -c) N 0) 0 N (o 0 (o 0) n 0. 0.NI a O 1 13,529 010 0 ' ' ' 0 0) (O Ni.a0) in N N 0 0 0 ' 1 I N (oO -co'O ' ' N N 0 N 1) 13,529 1 .— CO N (O -co Pana 97 of '3rA I i I I I 40.00 X00 co CO N.: d' I 0.94 1 11.50 5.00 482.50 1 40.00 4.78 0.94 11.50 0.14 a O 40.00 1 482.50 40.00 4.78 coa O (00 40.00 1 co coN -a- I v 1 1 (OO M 0 175.00 75.00 in CO 1 LC) 1.57 1.35 to C) 0) 0) O ' N 0 O) 1,804 451 0 0 0 0 0 0 0 0 0 I 189.50 189.50 1 189.50 ' ' ' ' ' ' 0) (O a 0 450.95 0.00 0.00 0.00 ' ' ' ' 902 I 1,804 451 0.00 0.00 O 0 O ' ' ' ' ' ' ' ' ' 1,353 a 0 CO 0) a (I) N N CO "0 N (o '6 N 0) -co CO c) -c) N 0) 0 N (o 0 (o 0) 0) 0) (o 0) co O) N 1) N - N N .O N N (p .0 CO 0) "0 Cl) N I (I) CO (o (o- (o (o V '6 1 '0 -0, (o 0) N -0 N -0 N -0 N (oO -co'O (0 (0 N (o 0 "0 U N (o '0 N N 0 N 1) N d N .0 N .1) co 0 0) (o 0) N .O (0 co -co CO (o U N O) -co O 0 3,720 I 1 co C) co co co a s 0) N,- N 1 62,134 71,438 39,178 Cr 0) 0) 192,445 (O 30!, 0000 CO CO CO CO '— 00 LO O C) N N N 0(O(O(O(O(O(n Cr) (O 4,750 I a N ,-. 540 900 905 O a O (O a a O op O .- co 01 l metal deck, 1-1/2 B buy steel assemble / welding, shop set+erect steel, site welding, site scissor lift, 19' electric matt handling, platfrm dolly forklift, 5000# fall arrest roof posts, 4ea fall arrest roof parapet anchors 1 ladder / gutter tie -off brackets Shelters framework, Platforms & Transit She columns- platform shelters- w12x96, hss, roof framing steel- platform shelters- hss columns- transit shelters roof framing steel- transit shelters buy steel assemble / welding, shop set+erect steel, site welding, site scissor lift, 19' electric matt handling, platfrm dolly forklift, 5000# Shelter framework, para transit shelter 1 columns -shelter- w12x96, hss, c6 roof framing steel -shelter- hss buy steel 1 assemble / welding, shop, 44 pcs set+erect steel, site welding, site scissor lift, 19' electric matt handling, platfrm dolly forklift, 5000# 1 Trestle pedestrian undercrossing beams, W9x25 w/1/2"x4" pl, 10ea-19'/ea support steel-L4x5/16", 20ea-9' I roof deck support, C4x5.4, 20eax5' anchor pl, 6"x10", 20ea roof deck, type B 1-1/2 anchor rods, 1/2x6" l threaded studs, 1/2x3" buy steel J assemble / welding, shop set+erect steel, site welding, site Pana 97 of '3rA KPFF Consulting Engineers N W 0 a W 0 Z W 1 - Lu w UNIT PRICES Building System Floor Area % of Project c O 0. U 0 O n n IM co V n VCM U) M O,o O m n rn 0 O O 0 O O 0 O O 0 N CD >. T CZ 4113 0 M M M U TD a) O) O cn U N >. 0 U E, 0 0. c• 0 - O o c _c To Y E a Ornamental metals N O M 0) N 00 N CO N O) co a) V) (0 U i0 0) n U (n 0 0o.To 2 (0 2 N O) (0 M O O 00 00 U) M O O N U) CO X00 N 0 U) N (P) n N O O 00 00 U) M O O N (f) U) CO O 0 0) n N O U) N U) V N. N O O O O O M N n v 0) N 0) (0 0) 7) (0 M N N O O O O) U) O O 00 M 0) co U X a) 4 U N 0 m .0 E t0 c 0) `) N a) (0 0) 0 0) 0) 0) 0) C a) 0) 0) c cc 0 (0 0) U 0) N N c0 0) ot$ 0) co E E (0 a) 0) 0) (0 "O c 41) CO 0 0 0) 0 0) N 0 2 coco (0 E ✓ O 00 0) M V M O O N O O N U) O N 0) V) N O M N O O N N M N 0) O (f) 0) .0 .0 M (D O U1 ' ' M N U) U) N sr v O O n ui (0 CO a) 0) (0 0) (0 N 0 0) (0 0) 0) 0 a U .0 (0 c 0 0) c O 0 (D 0) 0 .0 O c y c 2 `o V O O N U) V N O O O) N O U0 O O N M N O v O O) N 0 (D O O N M U) O) (0 V) (0 (D (71 O) O M (D O O N 00 M n c (0 (0 0. E (0 0) 0) 0 c (0 (0 0 U c (0 0) (0 n E 0) E 0 O E (0 0) 0) c '0 c (0 (0 y 0) 0 L M 0 (0 (V U CL c 0 a E md(7a • KPFF Consulting Engineers Floor Area % of Project -J F 0 ✓ cc 0 J C O 0 V) (n (a 0) c_ Y 0. O9 0 0. c o w 1- O z c 0o — N 2 u Building System O co m J T C 0 0 O 0. EnU 0) 0 0) 0) co (n 0) co N O O O rn . 00) N h N O co O N N co 0) 0) N 0 O O N N O N O 0) N co co 0) N N O 0) 0) N 0) O O N N N 0 N N IV (n (D N (D Tr (0 cn 0) O N N Oco 0 O O O 0 O co m co 0 = .c n C 0 (0 < co - (1) (n U cn= v) =ate' U N N v) c (4 (I) .E (.0 .m � m -5 O O 0. a a V • 0. '00 0) `0) 0) C -- n co (o a d N Cr) a) 0 O 'Q .- O NU 0) O) 0 N n O 0) co 0) N 0) O (0 OD N M co O 0) O (D N (D co 0 N 0) 0) N N O r- N 0 CD 8 Doors and Windows - , $ 24,876 $ 3,658 0.8%1 2,606 8,084 Ell N N O a N O [_ 20,528 V 0.0) V N 7,446 n 0) 0) En 0 (h (n 0 07 N (00 V 0 N V t - - V V n 4,200 . 0 N 7,800 0 O N '0 O ' M 0 (n 00) ' N- Tr 1241 166 I 350.00 co V 0) N N 0 0 uj N 0 O O 0 ' O CO 0 47.38 0) -0 .L) as a) p) 0) -0 78 6 ea __ 88 sf N co co (6 0) 6 104 r )rs Doors slabs Steel Doors and Frames- ancillary _ Steel bargrate drs, 8080 pr, trans rm, Anc ---- end sf Hardware door hardware- ancillary ---- end st idows Glass & glazing windows, storefront, Ancillary through window speaker 0 3 (A N 0) O 0) N V 0 CO (0 N- C O (0 Exterior finishes O 0) 0) 0) 0) O (0 N O (D (n O 0 O 0) O V co (D 0) 0) 0) N O O 0) paint Shelters Pana 7Q of -1.'3 0 0) 0) E Ci 2 ▪ o N � c >. dU.0 M 0 a0 m 0) CO0 • 0) 0. EE N l0 (0 a cE KPFF Consulting Engineers c 0 N co167. 0 g •c o co 0 o C 2 O I- .- 13 0 0 .0 0 0 F - LL y 0 0 N w 0 ¢ 5 0. Lu z Lu ✓ X w co Q O 0 — J Q 0 1- a. a UNIT PRICES Building System 0 w J CC 0 Q J .0 0. W O .0 a7 J c c O 0. a) 0 n co O O N (N- u-) 0 N N O O O O r coatings, graffitt resistant / co 0 N O 0) Ceramic tile O co a) O M (P) 0 O co N O 0) O co O O co N O a) O o 0 N 0) (0 O CO N 0 CO N (c O 0 0) 3 0 O ai (0 d 10 U = = 0 cit 0 la cu s 3 3 GC 'o '5 U E 0 ro (0 U U d c c U Q Q 0 O 01 N 00 co 0 M O O N 0 O N 0 N co N 0 (4.) O (0 to O N n O O a▪ ) m 0) 0 N N 0 N N 0 N N O u, 0) a n 0) 0) N N N ro a) (D M CO co a) CO a) (a O CO r -- CD O 0) 0 Interior finishes (0 as c Q 0) E (` 0 0 E 0 0) C U 0 0 0 0. 0 a) N N N n N 0 O louvers (Ancillary Bld) O O O 0 O O O O co - 0 O O O O 0 N (f) O O (a 0 0) M N 0) D Misc specialties •4• - 0 0 0 N N LO O O (0 O O O O O O r-- 0 n (0 C') N O O O O O O O n 0 O O O CO O O O O 0 0 O O O u1 co CO O N: N a) 0 ro 0 ro a) ro 0 0 a) N co 0 0 O 01 M 0) M N O rn coLO O 0 N N 0 N rn N n N n rn 0 0) 0 .0 Toilet accessories O O n 0 LO O 0 LO N 0 O N O O r- r- n 4- 01 V V N n V N E rn C2 C 0 > CO c • 8 0 3 0) U m 0) a8 m (n c n roaE _ O (0 10 N 125.00 225.00 O N 0 (OD 250.00 O 00 N •O O v 47 47� n v 47 v N V N N al 0 0 0 a) a0) 0 0 a) as 0 rest room, Ancillary tp dispenser sn dispenser grab bars waste receptacle SN vender elec hand dryer liquid soap disp E rn C2 C 0 > CO c • 8 0 3 0) U m 0) a8 m (n c n roaE _ O (0 10 N KPFF Consulting Engineers 0) 0 ro N 1- L( O 0 U O a O ro O) O O LL J F- 0 m N w 0 - a CC 0 a w w � J z W Q 1- X X w UNIT PRICES Building System CC 0 J a N 0 c W 0 a 0 Vi O N V 0 O 0 r1 14. mirror, 20x26 O N O 0) N m 0 rn c c) E Ea a N StO U) 0 0) (+) to 0) r- (\1 CO O co 0) N O) N. co N- 0) 0o LII O O O CO CO 00 N N O CO 0 � (O (f) 0) 0) CCO V 0 V 3,395 1 r- CO (O N N +- Cr) .- N 850 0 (O N V C V, N 550.00 o.- 0).- 00 CO' 0 N 0 LO 75.00 0 O ui n 75.00 18.75 37.50 1,200 2,193 1 850 - 510 1 V CV V I: V O' N .- O CO CO' V CO (O O T- 0) N 0 3,320.00 75 1 75, LO N. 11) n CO CO i i ' (n N i i .VN i i o 0 tV 0 0 0 3,320 3,370 I 2,720 1 0(n 0N N- 0 10 +- ' , ' ' ' ' , ' 1 632 ' o 0 oo00(n CO O 0 0 0 CO CO ro ro an a) = "- _ _ S2 CI 0) _ - (O O O N- 0 0 +- N (0 CO N 0 0) a Sprinkler system O O O (O (o M 0) O O Q) to O 0) 0) O O O m O 0) N y 0 O 0) O 0) O (L 0) 4 0 2 O N C) O n O CO O N O O N Nco IN � (O (f) 2,500 1 CO CO CO 1- 970 1 3,200 1 360 ---- 75 64.50 1 25.00 15.00 38.00 o N 970 550.00 0 ai 27.00 1 4,200.00 0 LO 75.00 0 O ui n 75.00 18.75 37.50 1,200 175 I 1 150 88 1 I 4,200 o o0 co 0 3,320.00 0 0 co 0) 2,720.00 1,425.00 1,025.00 0 cu 0) at cu as 0) 0) 0) N - (n N .- N r .VN 320 1 o 6 N. n ' 0 0 0 o 0 0 o 0 0 150 co u) ..- ' ' ' ' ' ' ' ro 0 )C CI O) CI 0) CS 0) ro ro an a) = "- _ _ S2 CI 0) _ - O '- '- - - V — CV7 (11,1 0)0) N . N 306 000 0 hose bib, Systems kiosks plumbing, Ancillary water closet, SS, +R.I. urinal, SS, +R.I. lavatory, SS,+R.I. floor drains, 2", +R.I. water heater, insta domestic water from building, 1-1/2", _ non -potable from building, 1-1/2 trenching / backfill domestic water to building, 2", cu fire line to building, 2", cu plumbing, Platform wall hydrants (kiosks) /h. bibs, type K supply to box hydrants /h. bibs, type I 1 supply to wall hydrants (kiosks) /h. bill (O O O N- 0 0 +- N (0 CO N 0 0) a Sprinkler system O O O (O (o M 0) O O Q) to O 0) 0) O O O m O 0) N y 0 O 0) O 0) O (L 0) 4 0 2 O N C) O n O CO O N O O N Nco IN Pana 11 of 11 0 N U 0 4) E c 0 (0 N .g•(' U M 0 00 rn m a E "E E N N a. a. � (O (f) 2,500 1 CO CO CO 1- 970 1 3,200 1 360 ---- 75 ' " ' 0 ' 970 3,200 360 75 1 4,200.00 0 LO 300.00 N 1,200 175 I 1 150 88 1 I 4,200 . 0 1 0 cu 0) at cu as 0) 0) 0) N - (n N .- N r .VN 320 1 I 1 ' 0 ' 0 ' ' 0 N 0 CO Pana 11 of 11 0 N U 0 4) E c 0 (0 N .g•(' U M 0 00 rn m a E "E E N N a. a. 2,500.00 1 485.00 1 10.00 0 o O n 175.00 1 21.88 1 4,200.00 300.00 1,200 1 150 I I 1 N cu 0) at cu as 0) 0) 0) N - (n N .- -- .VN 320 1 (IT HVAC, Ancillary split system, heating/cooling, 18000bt cabinet heater electrical heater exhaust fans, 130cfm, ducted ductwork duct liner, acoustic condensate drain pipe Pana 11 of 11 0 N U 0 4) E c 0 (0 N .g•(' U M 0 00 rn m a E "E E N N a. a. KPFF Consulting Engineers LL cnN 0 0 Floor Area % of Project J 1- 0 0 m N N w 0 - a cc j a 0 w 0 w J Z 1- w w Q 2 w cc 0 m J A O H r o O N 2 u Building System O .0 (o J >. C (0 0 c O Q O En 0) 0 c.) C) O 0 0) O O 0) (O co co 0 0 0 O (0 0 (0 0) N U) 0 (0 0) O O O Ls! N m com 0 0) N 0) 0) 0) (0 (0 0) -41 U1 (O N 0) V 0 0) w 0 0 N O N. 0 01 (O (00 0 O 00 N N u') N01 (O Ul O N 0o v co V 56,700 I r , o o O CO 5,500 1 0000 0000 CO (O N C') N M 0 — 1,2001 0(o 0. U) '- - C 0) 3,200 I 4,848 43,200 I ' 8,000 O O to (C) 5,300 3,200 3,200 O O O r 1,200 O O (O 9,313 I 3,200 r. 0 0 CD . . r CO C7 r r 3,600 . . r . r r, , 0 0 O 0) N Si 0) Si Si Si 0) 0) 0) 0) Si co N N r CO N r 8,000.00 O 0 O o L00 (C) O 0 O O•) ( (f) 3,200.00 O 0 O N (7 500.00 O 0 O N r 1,500.00 9,312.50 O 0 O N CO. 0 O•) ( 0 0 0 O 0) 0 0 120.00 CO CO 50,000 5,320 563 1,440 r O r. O O O O co ci r O N CO C7 V M 0 O O 0) . . r . r r, N co N Si 0) Si Si Si 0) 0) 0) 0) Si 1_ 798 r r — .- — .- r N r '- .- .- lighting, Ancillary building conduit for lighting at Shelters al C transformer, 112kva transformer, 45kva panel, 480 /277 panel, 208 /120 electrical vehicle, 208 /120 future panel locations disconnect, 100a lighting control panel electrical service, 400a w/ 277 /480 irrigation panel, 12 zone O (0 0 O (0 n 0 O 01 0) N 64,350 r CO N r (0 COO 0) 50,000 r ' 0 M '4) 563 0' a .-- U1 CA 0 CO 0)) r r NI' 0 O•) ( L 204 0 0 120.00 CO CO 50,000 5,320 563 1,440 r O r. 0 r O N CO C7 V M , 0 o 0 m a r r, 0 400 2,000 1 1 1 r 1 r r r r 204 r 0 0 r r r r 204 I 0 0 U N 0 03 0(0 N_= CO CO - ca 0 U .- c0 0t .- .- r 560 176 z0d E tii c0 CD P.2 N c 4 0 U ,01 -0 co 00 0) (1)R cn n E A O1 N a (7a O O O o 0 (0 (O CA N c u) V U1 CA N c u) 0 0 120.00 O 50.00 L 500.00 0 150 r 1 1 r 1 r r r r 204 0 ujn U N 0 03 0(0 N_= as N N- - ca 0 U .- c0 0t .- .- r 560 176 N CO 0 V V 'R CO r (6 electrical outlet at Kiosks heaters at Ancillary building electrical, general handhole for future, restrooms (in above)] lTransit center (not defined) conduit, 1-1/2", pvc, buried conduit, 3/4",emt, to Shelter lighting 1 j -boxes, to Shelter fixtures Bike cage/ticket room (not defined) conduit, 1-1/2", pvc, buried 1 conduit, 3/4",emt, to Shelter lighting 1 j -boxes, to Shelter fixtures premium for RR proximity __ C z0d E tii c0 CD P.2 N c 4 0 U ,01 -0 co 00 0) (1)R cn n E A O1 N a (7a KPFF Consulting Engineers U N x d � O \o 0 u_ a`tli 0 O O U LL -J 1- 0 0 m N W U 0. cc 3 a 0 W 0 W O J z 1- W 2 cc 0 m J .0 7 0. 3 W f0 2 .0 0 J c 0 0 UNIT PRICES Building System c O oc U a) 0 • 2 O O n r) I� N N O co N (0 a0 0 O O N O O 0 M (0 0) CO r) 0 0 0 N O O a0 0 0 O 0 O N ' 0 O O O O 0 N O o m CO O 0 0 N O O O O N O 0 CO y CO7/3 CO CD 0 0 M O a) (0 0 0 O J c a c 0 U 0 (n E 0) c 2 c 0 or U JD d LI 0 (0 -0 0) a) o ) O 0) a c N (0EE A N N a(7a i111°\(') 6o0 /.?,0\` Vtr-' 1/4)1c‘) '�w • When Recorded Return to: Sound Transit Real Property Division 401 S. Jackson Street, M/S 04N-4 Seattle, WA 98104-2826 • CONFORMED COPY FILE COPY 20121204001779 SOUND TRANSIT EAS 77.00 PAGE -001 OF 006 12/04/2012 14:18 TEMPORARY CONSTRUCTION EASEMENT Grantor(s): City of Tukwila, an optional municipal code city and municipal corporation Grantee: Central Puget Sound Regional Transit Authority, a regional transit authority of the State of Washington Abbreviated Legal Description: Parcel 2, City of Tukwila Boundary Line Adjustment recorded under recording Number 20071011900001 Assessor's Property Tax Parcel Account Number: 242304-9034 Reference Numbers of Documents Assigned or Released, if applicable: N/A THIS INSTRUMENT is made this JJ day of OC-0(th. , 2012, by and between, the CITY OF TUKWILA, an optional municipal code city and municipal corporation hereinafter called the "Grantor", and the CENTRAL PUGET SOUND REGIONAL TRANSIT AUTHORITY, a regional transit authority of the State of Washington, hereinafter'called the "Grantee". WITNESSETH: The City of Tukwila, (the "Grantor") is the owner of real property located in the City of Tukwila commonly known as a vacant lot located at Longacres Way in Tukwila, WA, and more particularly described in the legal description attached as Exhibit A (the "Property"). 1. Grant of Easement. The Grantor, for and in consideration of the public good and other valuable consideration, does by these presents, convey and warrant unto the Grantee a temporary construction easement (the "Easement") for access over, through, across and upon the portion of the Property depicted in Exhibit B (the "Easement Area") situated in the County of King, State of Washington, for construction of public improvements with necessary R/W#TKWA025 Form 21 -Legal Approved on 11/2011 Page 1 of 4 appurtenances, including placement of public and private utilities and construction of adjacent commuter rail station, within the adjoining public right of way. Grantee is authorized to purchase real property and real property interests under the provisions of RCW 81.112.080, and has the right of eminent domain under the provisions of RCW 81.112.030. By its Resolution No.:R2011-20, Grantee's Board of Directors authorized acquisition of the real property interests by negotiation or by exercise of eminent domain. 2.' Purpose of Easement. The Grantee, its contractors, agents, and permittees, shall have the right at such times as may be necessary, to enter upon the Easement Area, including entry into private improvements located in the Easement Area for the purpose of constructing of a storm drain. Grantee shall have the right to re -grade slopes and/or make cuts and fills to match new driveways, parking lot area, street grade and construct sidewalks and retaining walls. Grantee will secure all necessary permits for all related work. Grantee shall have the right to fence all or a portion of the Easement Area from time to time during the Term. Grantee's right to use the Easement Area shall be exclusive at such times and for such durations, as Grantee's construction requires, in Grantee's discretion. At all other times, Grantee's right to use the Easement Area shall be non-exclusive In the event Grantee's utility connection work requires access to portions of the Property in addition to that depicted in Exhibit B, Grantee shall have the right to enter into such additional property for the purpose of reconnecting utilities that serve the Property and such entry shall be governed by the terms of this Easement. In the event private improvements in the Easement Area are disturbed or damaged by Grantee's use of the Easement, on or before the end of the Term, they shall be replaced with a paved surface, a gravel surface, a hydro -seeded surface, or a combination thereof. Disturbed or damaged fences shall be replaced with chain-link or wood fence. During the Term, Grantee may on an interim basis, restore the Easement Area to a reasonably safe and convenient condition. 3. Grantor's Right to Use Easement Area. Except for those times when Grantee is making exclusive use of the Easement Area, the Grantor shall retain the right to use and enjoy the Easement Area, including the right to use existing private improvements located in the Easement Area so long as such use does not interfere with Grantee's construction of the public improvements described in this Easement. 4. Indemnification. Grantee shall defend, indemnify and hold the Grantor, its officers, officials, employees and volunteers harmless from any and all claims, injuries, damages, losses or suits including attorney fees, arising out of or in any way related to Grantee's entrance upon and/or use of the Easement or Grantor's Property, or Grantee's acts or omissions under this Easement Agreement, except for injuries and damages caused by the negligence of the City. The Grantee's obligations in this section shall survive any termination or expiration of this Easement Agreement. Page 2 of 4 R/W#TKWA025 Form 21 -Legal Approved on 11/2011 ktrECObL • • 5. Term of Easement. The term of this Easement shall commence upon initiation of Grantee's construction within the easement area, but no sooner than September 1, 2012, and shall remain in force for twelve (12) months (the "Term") or until completion of construction and restoration of the property, whichever occurs first. Grantee shall provide fourteen (14) days written notice to the Grantor prior to commencement of construction. This Easement may be extended unilaterally by the Grantee past the initial term for up to twelve (12) months at the monthly rate identified in Paragraph 5 below. 6. Payment for Easement. Grantee shall pay Grantor Six Hundred and 00/100ths Dollars ($600.00) upon recording of this Easement for the twelve (12) month Term. If the Grantee requires additional use past the Term, the Grantee shall pay Fifty and 00/100ths Dollars ($50.00) per month for each month, or portion of a month, that Grantee uses the Easement Area for the purposes described in Paragraph 2. 7. Binding Effect. The Easement granted hereby is solely for the benefit of Grantee, and is personal to Grantee, its successors in interest and assigns. Grantee shall have the right to permit third parties to enter upon the Easement Area to accomplish the purposes described herein, provided that all such parties abide by the terms of this Easement. The Easement granted hereby, and the duties, restrictions, limitations and obligations herein created, shall run with the land, shall burden the Property and shall be binding upon and the Grantor and its respective successors, assigns, mortgagees and sublessees and each and every person who shall at any time have a fee, leasehold, mortgage or other interest in any part of the Easement Area. This Easement is granted under the threat of condemnation. 8. Recording. This Easement shall be recorded in the real property records of King County, Washington. Dated and signed this cZLa h - day of Oi %en 2012. Grantor: City of Tukwila, n optional my/nicipal code city and municipal corporation By19 Its: Page 3 of 4 R/W#TKWA025 Foran 21 -Legal Approved on 11/2011 STATE OF WASHINGTON : SS. County of King I certify that I know or have satisfactory evidence that .3-11Y‘ filt3queivel and Oare)the person(s) who appeared be orf a me, and said person(s) acknowledged that she/they) signed this instrument, on oath stated that is/she is /they are) authorized to execute the instrument and acknowledged it as the WW1 Dr and of (VIA of TuKGVIlet, to be the free and voluntary act of such party for the uses aid pt.k.fposes mentioned in this instrument. R/W#TKWA025 Form 21 -Legal Approved on 11/2011 (Signature) dtelrsSa P•t krf (Please print name legibly) NOTARY PUBLIC in and for the State of Washington, residing atit kU./day My commission expires: itiioba Page 4 of 4 • Exhibit A Tract -X (Tax Account Number 242304-9034): The east 100.00 feet of Lots 1 and 2 of City of Tukwila short plat no. L98-0007 as filed under King County recording number 9803129013, records of King County, Washington; TOGETHER with the east 100.00 feet of the following described parcel: That portion of the Henry Meader Donation Claim No. 46 and of Section 24, Township 23 North, Range 4 East, WM. in King County, Washington, lying west of the Burlington Northern Railroad right- of-way, east of the Union Pacific Railroad right-of-way, and south of a line 137 feet south of the north line of said Donation Claim and north of the easterly prolongation of the monumented centerline of South 158th Street. Subject to easements and conditions of record. 01/17/ZmlZ 2 of 2 Tukwila Commuter Rail Station Tetra Tech INCA, 400 112th Ave NE, Suite 400, Bellevue, WA 98004 L:\2006\06-009C\cadd\survey\04_Legals\Tukwila 242304-9034.docx 1/17/2012 LEGEND SEC 24, T 23 N. R 4 E, W.N. N2' 06.22E 161.57 BNSF ROW ® Bearing Distance (FT) 1 5 8706'41" W 15.00 2 N 02'06'22" E • 50.00 3 N 87'06'41" E 15.00 4 502'06'22" W - 50.00 PROPOSED RIGHT—OF—WAY PRCPOSED EASEMENT UNE EXISTING PROPERTY UNE EXISTING EASEMENT UNE EYJS1NC RIGHT—OF—WAY 40 20 0 PARCEL AREA IS FROM 1060 COUNTY ASSESSOR RECORDS. PERNANENT- ACCESS,. EASMENT TEMP CONSTRUCTION EASEMENT FTE A00019110N 40 SCALE IN FEET NAD 83 (91) NAW 88 , 80 SOUNDTRANSIT friZEI cm..ltM Emit.., f601 fiM Amu. 9M. 16N Soft% 6tsNgtm 0.8101-.1963 (209) 622-5622 Mr (205) 672-6130 ® TETRATECH INCA SOUND 1RANST TUKWILA STATION PARCEL AREA: 738.382 SF PERMANENT ACCESS FEE ACOUI9DON: 0 SF EASEMENT: TEMPORARY CONST. REMAINDER: 138,382 S' EASEMENT: . 747 Sr PARCEL MAP TKWA 025 ASSESSOR No. ..242304i034 OYMER CITY OF TUXWLA OATS 12/19/11 BLOC( NO.: — LOT NO.: CITY OF 1UKNILA KING COUNTY, WA • DOCUMENT HAS A COLORED SECURITY BACKGROUND. DO NOT CASH IF THE WORD "VOID" IS VISIBLE.THIS PAPER HAS AN ARTIFICIAL WATERMARK ON REVERSE SIDE AND IS ALTERATION PROTECTED. Central Puget Soun Tie Regional Transit Author 401 S. Jackson IT Seattle, WA 98104-2826 PAYEE VENDOR NO. CHECK DATE CHECK NUMBER CHECK AMOUNT TUKWILA, CITY OF 11222 11/30/2012 00105638 $ 600.00 INVOICE NO. INV. DATE DESCRIPTION GROSS AMOUNT DISCOUNT BALANCE TUC1112912 11/29/2012 Invoice Summary 600.00 -11T3U12U12 : .. .. +T,": •- 600.00 .r, 1;a" $ rf _ DATE: 0-'111 CITY'OF TUKWILA CUSTOMER CHARGE TRANSMITTAL• I 1Z . '!r. EMPLOYEE'S NAME: 61L l Lk/.ib £2.&i\.) CUSTOMER: ‘�JY\�{u CHARGES: --re" fC/iu v1 0-/i S6416.....6„se, DESCRIPTION ACCOUNT NUMBER ' AMOUNT ivci 3LA Uo. 06 . .100. $ c Co -q-i La- -: D.29 -D— -- -D- /..1 -q-/3 1-&✓ /1 aR-.?3--G et 0 -3cc ' 4 7 so / fitcak TOTAL $ 600, I Please Detach Before Presenting for Payment SUPERIOR PRESS (888) 590-7998 161848941 --� Z tCentral Puget:Sound RegionalkTransitAuthorit 40i'.8Jackson' Seattle; WA:98104; 2826;x' OUNDTRANSIT ` x WELLS FARGO CHECK NO(Y.�r-T yams VOIDA80 DAYS FROMrDATE�OF_ISSU:E% nu `CHECK NUMBER CHECK DATE l. ` / P.A,6.EXACTLY USD:x 's 00105638.-... f1 '.. -7"?i•: .. ..!a -11T3U12U12 : .. .. +T,": •- �, .r, 1;a" $ rf _ bUU UU , ' '!r. PAY EXACTLY: SIX HUNDRED AND ,00/100"* ****'�*;,v�'s"*'y*******"*' '***'* f�� M1+jl TO THE TUKWILA CITY OF ORDER OF 6200 SOUTHCENTER BLVD] `TUKWILA WA'9'8188 2544 F -W ********** **** of Tukwila NFORMATIONAL MEM Haggerton Bob Giberson, Public Works Director October 15, 2012 SUBJECT:Sounder Commuter Rail Station Project Temporary Construction Easement (TCE) Offer Letter ISSUE Approve a temporary construction permit for storm drainage work and Tukwila for $600. BACKGROUND Sound Transit is nearly complete with their design for the new Tukwila Commuter Rail Station and they plan to advertise for bids and start construction this fall with a fall 2013 completion target date. The final design for the storm drain system includes a tie-in to Tukwila's drainage channel (see attached map for Tukwila Parcel No. 2423049034) that runs north of Longacres Way along the west slope of the BNSF railway. DISCUSSION This temporary construction easement covers a small strip between Longacres Way and Tukwila's drainage channel. The calculated easement area is 747 square feet, as shown on Exhibit B. The attached TCE is for a 12 month duration with a clause for an additional $50 per month if the need goes beyond 12 months. The offered $0.80 per square foot per year is fair based on the minor area of the proposed TCE and minor impacts to Tukwila. RECOMMENDATION Approve temporary construction permit and compensation of $600 to Tukwila. SOUNDTRANSIT December 4, 2012 Sent via regular mail Bob Giberson, PE City of Tukwila 6200 Southcenter Blvd. Tukwila, WA 98188-2544 RECEIVED DEC 0 7 2012 PUBLIC WORKS RE: ROW#: TKWA025- TCE Tukwila Commuter Rail Station Dear Mr. Giberson, Enclosed is a conformed copy of the recorded Temporary Construction Easement for your records. Also enclosed is a check in the amount of $600.00 as payment for the easement. Thank you again for your cooperation. If you have any questions, please give me a call. Sincerely, c.A/-\vN-5Z.CCi anne Amiri, ound Transit, Real Property Department 206-398-5315 fax: 206-398-5228 joanne.amiri@soundtransit.org ja enclosure Central Puget Sound Regional Transit Authority • Union Station 401 S. Jackson St., Seattle, WA 98104-2826 • Reception: (206) 398-5000 • FAX: (206) 398-5499 s ` .CHAIR a - Pat McCarthy e x P, fierce Couniy Executive j..'' VICE CHAIRS,,, Juha,Patterson, Ku i'g"'Coun•ty;Councilrnember, Aaron6Reardon. Sriohomish Courny Executive BOARD.MEMBER,S ; Claudia'•Balducci Bellevue Counctlmeinber Fred Butler Issaquah Dept ty:Council°President Rict and Conhin =,; "Seattle Coiincilniember Dow Constantine +Kiitg;Coutity Executiyeh n 4 r. Dave Ensl w, {' Sumner Mayors Paula J. Hammond P E 4Vb,chirrgtonState Secretary of • s Transportanofl John';Mafell: rone Redmond•Major Joe Marine Mukilteo Mayor Joe McDermott. King,County Counc hiiember Mike;McGinny Seattle Mayor. Mary Mss ;`Lakewood, Counocilrnernber .• Larry' Phtlhps King County Cou,wilmernber t ;t Paul,Roberts' Ev"eren;Couneilme,nber .Marilyn.Stnckland pTaconta Mayor Peter von Reichbauer K,ngVCounty Councilinember s• CHIEF EXECUTIVE'OFFICER: ` Joni Earl.:: ' ; • • Tukwila Commuter Rail Station Selected Mitigation Commitments NEPA Environmental Assessment - January 2009 - Appendix B FILE COPY BIOLOGICAL RESOURCES 1. Use appropriate best management practices (BMPs) to control potential water quality and quantity issues during and after construction as described below under WATER QUALITY and HYDROLOGY. WATER QUALITY and HYDROLOGY 1. Cover stockpiled soils, use sediment traps and ponds, clear areas just prior to construction, and replant cleared areas as soon as possible. 2. Implement a spill control and prevention plan for all construction areas of the site. The plan shall include such measures as clean-up procedures in the event of small and large spills and training for personnel on the reduction and elimination of potential spill sources. 3. Minimize on-site refueling areas and areas of fuel or chemical storage. Berm, or curb and line with impermeable materials all refueling areas where possible, and divert drainage away from these areas. 4. Maintain facilities for proper collection and disposal of any waste products, such as used motor oil NOISE 1. Reduce construction noise with properly sized and maintained mufflers, engine intake silencers, engine enclosures, and by turning off idle equipment. Specify in the construction contract that mufflers be in good working order and that engine enclosures be used on equipment when the engine is the dominant source of noise. 2. Place stationary pumps, compressors, welding machines, and similar equipment in continuous operation as far away from sensitive receiving locations as possible. Where this is infeasible, place portable noise barriers around the equipment with the opening directed away from the sensitive receiving property, as appropriate. AIR QUALITY 1. During construction, the construction contractor(s) will be required to comply with all relevant federal, state, and local air quality laws, and would be required to prepare a plan for minimizing dust and odors sufficiently to comply with PSCAA Regulation I, Sections 9.11 and 9.15. 2. Use only equipment and trucks that are maintained in optimal operational condition. 3. Require all off-road equipment to be retrofit with emission reduction equipment (i.e., require participation in Puget Sound region Diesel Solutions by project sponsors and contractors). 4. Implement construction curbs on hot days when region is at risk for exceeding the ozone NAAQS, and work at night instead. 5. Implement restrictions on construction truck idling (e.g., idling to maximum of 5 minutes). 6. Spray exposed soil with water or other suppressant to reduce emissions of PM10 and deposition of particulate matter. 7. Pave or use gravel on staging areas and roads that would be exposed for long periods. 8. Cover all trucks transporting materials, wet materials in truck, or provide adequate freeboard (space from the top of the material to the top of the truck bed), to reduce PM10 emissions and deposition during transport. Page 1 of 3 Attachment F • s AIR QUALITY Cont. 9. Provide wheel washers to remove particulate matter that would otherwise be carried off-site by vehicles to decrease deposition of particulate matter on area roadways. 10. Remove particulate matter deposited on paved, public roads, sidewalks, and bicycle and pedestrian paths as a result of the project construction in order to reduce mud and dust; sweep and wash affected streets `regi lar y s yed during construction to reduce emissions. 11. Cover dirt, gravel, and debris piles as needed to reduce dust and wind-blown debris. 12. Route and schedule construction trucks to reduce delays to traffic during peak travel times. ARCHAEOLOGICAL and CULTURAL RESOURCES Sound Transit will implement the following mitigation measures to protect resources if any are uncovered: 1. Site excavation that extends below fill and into native soils will be monitored by a professional archaeologist. 2. If archaeologically significant resources are encountered during proposed project construction, work shall be halted while DAHP is consulted to determine an appropriate course of action. 3. Tribes with jurisdiction shall be notified in the event potentially significant Native American cultural resources are discovered during excavations. 4. Sound Transit and FTA will prepare an Inadvertent Discovery Plan to be followed during station construction and excavations into potential native soils. GEOLOGY and SOILS 1. Address potential liquefaction or settling impacts to station facilities: ■ Implement proper subgrade preparation in embankments and paved areas and adopt modern earthquake -resistant building methods and practices for station -related structures to help minimize the potential for damage to structures or pavement during seismic events. • Establish emergency procedures that would detail specific responses to seismic events. The responses shall include evacuating station facilities and inspecting the facilities for earthquake damage. Emergency procedures shall be planned in coordination with local emergency service providers. UTILITIES and PUBLIC SERVICES 1. Coordinate with public services and utility providers through development of specific construction -related mitigation measures such as, avoidance, scheduling of temporary disruptions, or replacement of facilities. 2. Coordination shall be on-going throughout the construction process. SAFETY and SECURITY 1. Emergency telephones will be readily available for individuals to call for help if needed. Emergency procedures for responding to earthquakes shall be established. In the event of an earthquake, track work and bridges will be inspected thoroughly but rapidly, so service can resume as soon as it is safe to do so. 2. Sound Transit shall follow Federal Railroad Administration (FRA) track safety standards and BNSF safety standards. 3. Develop a safety plan for the proposed commuter rail station prior to the start of operation at the permanent station. This plan will be developed in cooperation with Sound Transit Security staff, BNSF, and Tukwila's Emergency Coordinator and will involve coordination with all local police and fire Safety Page 2 of 3 Attachment F SAFETY and SECURITY Cont. i departments to ensure that emergency access routes and procedures are understood by all parties. The safety plan will also include detailed plans for the evacuation of trains and station areas in the event of an emergency. HAZARDOUS MATERIALS Sound Transit commits to the following measures to mitigate for the potential of encountering hazardous materials during construction: 1. Prepare a site safety plan, and spill prevention and countermeasures plan. Ensure that personnel are trained to recognize potential hazards. If hazardous substances are encountered, they will be addressed in accordance with applicable regulations. 2. Spill control plans and other site safety measures shall be implemented as part of the construction process. 3. If any suspected contamination is encountered, proper protective equipment (clothing, gloves, breathing equipment, etc.) and other measures, consistent with federal and state standards to provide a safer working environment for construction workers will be used. Page 3 of 3 Attachment F 2/2/2016 • • City of Tukwila Department of Community Development KYM WILLIAMS 401 S JACKSON ST SEATTLE, WA 98104 RE: Permit No. DI2-272 SOUND TRANSIT SOUNDER STATION 7301 LONGACRES WY Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 3/26/2016. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 3/26/2016, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Le, Rachelle Ripley Permit Technician File No: DI2-272 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 September 16, 2015 Kym Williams Sound Transit 401 S Jackson St Seattle, WA 98104 • • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Request for Extension Permit Number D12-272 Dear Mr. Williams, This letter is in response to your written request for an extension to D12-272. 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 for an additional 180 days, through March 26, 2016. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Ipz-d Ra/kt Bill Rambo Permit Technician File: Permit No. D12-272 W.\Permit Center\Extension Letters\Pennits\2012\D12-272 Permit Extension #l.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • VSOUNDTRANSIT September 14, 2015 Mr. Jack Pace Director Department of Community Development City of Tukwila 6300 Southcenter Blvd, Suite #100 Tukwila, WA 98188 Permit Extension Request for Permit #D12-272 Dear Mr. Pace, Sound Transit respectfully requests an extension of its current building permit, #D12-272 for Tukwila Sounder Station. The permit extension will allow Sound Transit and its contractor to complete final restoration and soils removal on site. The station is substantially complete and currently in operation. If you have any questions regarding this request please feel free to contact me directly via my information below. Sincerely, m Williams Assistant Permit Administrator (206) 398-5156 kym.williams@soundtransit.org IC: Bill Rambo, City of Tukwila Request for //Extension # I Current Expiration Date: '"i`01 -1,`/:S" Extension Request: F' Approved for / g() days ❑ Denied (provide explanation) Signature/Initials V e'Tve OF TUKWILA SEP 1.4' 20157 ?ERMIT CENTER Central Puget Sound Regional Transit Authority • Union Station 401 S. Jackson St., Seattle, WA 98104-2826 • Reception: (206) 398-5000 • FAX: (206) 398-5499 www.soundtransit.org CHAIR Pat McCarthy Pierce County Executive VICE CHAIRS Julia Patterson King County Councilmember Aaron Reardon Snohomish .County Executive BOARD MEMBERS Claudia Balducci Bellevue Councilntember Fred Butler Issaquah Council President Richard Conlin Seattle Councilmember Dow Constantine King County Executive Dave Earling Edmonds Mayor Dave Enslow Sumner Mayor John Marchione Redmond Mayor Joe McDermott King County Councilnzentber Mike McGinn Seattle Mayor Mary Moss Lakewood Councilmember Lynn Peterson Washington State Secretary of Transportation Larry Phillips King County Councilmember Paul Roberts Everett Councilmember Marilyn Strickland Tacoma Mayor Peter von Reichbauer King County Council,nember CHIEF EXECUTIVE OFFICER Joni Earl 8/6/2015 • • City of Tukwila Department of Community Development KYM WILLIAMS 401 S JACKSON ST SEATTLE, WA 98104 RE: Permit No. D12-272 SOUND TRANSIT SOUNDER STATION 7301 LONGACRES WY Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 9/26/2015. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 9/26/2015, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, '?D‘A.P Bill Rambo Permit Technician File No: D12-272 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 6/2/2014 • City of Tukwila Department of Community Development KYM WILLIAMS 401 S JACKSON ST SEATTLE, WA 98104 RE: Permit No. D12-272 SOUND TRANSIT SOUNDER STATION 7301 LONGACRES WY Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 7/14/2014. Based on the above, you are hereby advised to: 1) CaII the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 7/14/2014, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Jknnil�r Marshall Technician File NaJD I2-272 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 January 29, 2013 City f Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Jon O'Hare Sound Transit 401 S Jackson Street Seattle, WA 98104-2826 RE: Request for Extensions Permit Numbers D12-272, EL12-0777, M12-117, and PG12-160 Sound Transit Sounder Station — 7301 Longacres Wy Dear Mr. O'Hare, This letter is in response to your written request for an extension to Permit Numbers D12-272, EL12- 0777, M12-117, and PG12-160. The Building Official has reviewed your letter and considered your request to extend the above referenced permits. The City of Tukwila Building Division will be extending your permits an additional 180 days from the date of expiration, through May 13, 2013. If you should have any questions, please contact our office at (206) 431-3670. File: Permit No. D12-272, EL12-0777, M12-117, & PG12-160 W: Permit CenterlExtension Letters1Permits12012W 12-272 Permit Extension.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 T SOUNDTRANSIT January 18`h, 2013 Jack Pace Director of Community Development Department of Community Development City of Tukwila 6300 Southcenter Boulevard, Suite # 100 Tukwila, WA 98188 Permit Extension Request for Department of Community Development Permits M12- 117, EL 12-0777, D12-272, and �^ 4APPLI ED N C91-(9 6 4tPR005.1, Dear Mr. Pace, VIto/ZOla Pursuant to IBC, IMC, UPC, and NEC, Sound Transit respectfully requests 90 day extensions for the following DCD permits: — to I. 2. 3. 4. Building Permit D12-272 (Sounder Station) F1 Re • ps, PENb iaJ� Mechanical Permit M12-117&?PRoOBD 4u'(b n.iR.N DW6) Electrical Permit EL12-0777A('P " Plumbing/Gas Permit -Pert -2=4-41' 'G I ---1 to 0 ArPleot)E47 All above permits are scheduled to expire on 2/12/2013. Design changes and funding have delayed us in getting these permits issued. The permit sets have been resubmitted for review and we are working diligently on getting these permits issued and work underway. These permits are critical to the essential forward progress of building the new sounder station for our customers. If you have any questions regarding this request, please contact me immediately at the number listed below. Sincerely O' Hare Permits Administrator (206) 903-7368 /I 114u b¶J2N vtz.&t)\W. i(. 75"10Upv"E-D AmoNil -0. °p er QTY OF T#;r wlLA. 1 JAtt 71.2013 PERMIT CENTER ��K, 40 644o1 r'7 46 �' �Zol3 +txA-o ()C - Central Puget Sound Regional Transit Authority • Union Station 401 S. Jackson St., Seattle WA 98104-2826 • 206-398-5000 • 1-800-201-4900 • www.soundtransit.org CHAIR Pat McCarthy Pierce County Executive VICE CHAIRS Julia Patterson King County Councilmember Aaron Reardon Snohomish County Executive BOARD MEMBERS Claudia Balducci Bellevue Councilmember Fred Butler Issaquah Deputy Council President Richard Conlin Seattle Councilmember Dow Constantine King County Executive Dave Earling Edmonds Mayor Dave Enslow Sumner Mayor Paula J. Hammond, P.E. Washington State Secretary of Transportation John Marchione Redmond Mayor Joe McDermott King County Councilmember Mike McGinn Seattle Mayor Mary Moss Lakewood Councilmember Larry Phillips King County Councilmember Paul Roberts Everett Councilmember Marilyn Strickland Tacoma Mayor Peter von Reichbauer King County Councilmember CHIEF EXECUTIVE OFFICER Joni Earl • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director January 22, 2013 Kym Williams Sound Transit 401 S Jackson St Seattle, WA 98104 RE: Correction Letter #2 Development Permit Application Number D12-272 Sound Transit Sounder Station — 7301 Longacres Wy Dear Mr. Williams, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Fire Department. At this time the Building Department has no comments. Fire Department: Al Metzler at 206 971-8718 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431-3670. Sincerely, CR:)..C;t0 Bill Rambo Permit Technician encl File No. D12-272 "4W v C--• -'Crer a is"e-sla9121;)' ^ 2 L1 Ce _» : » • • » , a»e 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Tukwila Fire Prevention Bureau Al Metzler, Fire Project Coordinator Fire Prevention Bureau Review Memo Date: December 11, 2012 Project Name: Sound Transit Tukwila Station Address: 7301 Longacres Way Permit #: D12-272 Plan Reviewer: Al Metzler, Fire Project Coordinator The Fire Prevention Bureau conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. 1. The autoturn analysis has revealed some issues with fire access turning radiuses. It appears that some design changes may be necessary. Please contact Al Metzler or Don Tomaso to arrange a meeting and discuss potential resolutions. Should there be questions concerning the above requirements, contact the Fire Prevention Bureau at 206- 971-8718. No further comments at this time. 01-02-2013 City ofTukwila 1 Jim Haggerton, Mayor Department of Community Development Jack Pace, Director KYM WILLIAMS 625 UNION STATION SEATTLE WA 98104 RE: Permit Application No. D12-272 SOUND TRANSIT SOUNDER STATION 7301 LONGACRES WY TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 08/16/2012, 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. Your permit application will expire on 02/12/2013. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Rsovt, Bill Rambo Permit Technician File: Permit File No. D12-272 6300 Southcenter Boulevard . Suite #100.• Tukwila, Washington 98188• Phone 206=431-3670 • Fax 206-431-3665 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director September 19, 2012 Kym Williams 625 Union Station Seattle, WA 98104 RE: Correction Letter #1 Development Permit Application Number D12-272 Sound Transit Sounder Station — 7301 Longacres Wy Dear Mr. Williams, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building, Fire, Planning, and Public Work Departments. Please contact the individuals listed below with any comments or questions on the attached memos. Building Department: Fire Department: Planning Department: Public Works Department: Allen Johannessen at 206-433-7163 Alan Metzler at 206 971-8718 Moira Bradshaw at 206 431-3651 Dave McPherson at 206 431-2448 Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431-3670. Sincerely, en- ifer Mar hall it T$chn ian encl File No. D12-272 W:\Permit Center\Correction Lettcrs\2012\D12-272 Correction Letter #1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: August 24, 2012 Project Name: Sound Transit Sounder Station Permit #: D12-272 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Sheets TK -A10.10 # 13 & 7 and TK -A2.11, the accessible restroom (Comfort Station - 104) shows the toilet 60 inches from the center of the urinal. A clearance around a water closet 60 inches minimum, measured perpendicular from the sidewall, and 56 inches minimum, measured perpendicular from the rear wall, shall be provided. No other fixtures shall be within the required water closet clearance. Revise the restroom to show clearance meets the 60 inch required clearance to the urinal. (2003 ANSI 604.3.1, Fig. 604.3 and 604.3.2) 2. On sheet TK -A11.11 Door schedule, the hardware group was not shown. Please provide the hardware group or specify where it can be found in the plan set. Should there be questions concerning the above requirements, contact the Building Division at 206- 431-3670. No further comments at this time. City41kf Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 2 A — ❑ Response to Incomplete Letter # ,E:f Response to Correction Letter # 2-- 0 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: IGG.� /•;c2 -r. br.A� 1<4x-4_6, Plan Check/Permit Number: Project Address: ovc Contact Person: `%'1 Summary of Revision: V one Number: /7-6(-) 3' - 5 airy tklNu FEB 04 2013: ''ERAd`r -ElvtER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permi Center by: Entered in Permits Plus on o�� H:Wpplications\Forms-Applications On Line\2010 Applications \7-2010 - Revision Submittal.doc Revised: May 2011 • City of Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http.//www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: I' - Plan Check/Permit Number: D 12-272 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 El Revision # after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner Project Name: Sound Transit Project Address: 7301 Longacres Wy Contact Person: Kym Williams Phone Number: 206 398-5156 Summary of Revision: Please refer to attached annotated list of 90% Comrne-ntsr "Revisions to Drawings" This list itemizes changes incorporated since the original Building Permit Submittal. Summary of attachments in response to City Comments include: A — Responses to City Comments (5 pages) B - List of "Revisions to Drawings" per above note (15 pages) C - Section -08 71 00 DooL HdLdware (13 pages) D - Engineer's 100% Cost Estimate Sheet Number(s): "Cloud" or highlight allareas of revision including date of revision CITY OF TUICWRA Received at the City of Tukwila Permit Center by: NOV 2 7 20121 Entered in Permits Plus on t\-)---7- ( 2 PERAirr comp \applications\ forms -applications on line\revision submittal Created: 8-13-2004 Revised: OPERMIT COORD COO PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D12-272 DATE: 02/04/12 PROJECT NAME: SOUND TRANSIT SOUNDER STATION SITE ADDRESS: 7301 LONGACRES WY Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: Building Division ❑ Public Works ❑ KtqL, 01..22o Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ DUE DATE: 02/05/13 Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUESITHURS ROUTING: Please Route REVIEWER'S INITIALS: DATE: Structural Review Required ❑ No further Review Required ❑ APPROVALS OR CORRECTIONS: Approved ❑ DUE DATE: 03/05/13 Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: pE1;.:y' CO PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D12-272 DATE: 11-27-12 PROJECT NAME: SOUND TRANSIT SOUNDER STATION SITE ADDRESS: 7301 LONGACRES WY Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # After Permit Issued EPART ENTS:c' uilding ivision Public s 3 ' 0tt44Ct t2, I.1•L Fire Prevention • Structural n McBAwC 1413 Planning Division Permit Coordinator M DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 11-29-12 Complete Incomplete Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: DUE DATE: 12-27-12 Not Approved (attach comments) Permit"Center Use Only "P = CORRECTION LETTER MAILED: ,—)-->--"A3 Departments issued corrections: Bldg 0 Fire- Ping 0 PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 • PEWIT CO COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D12-272 DATE: 08-16-12 PROJECT NAME: SOUND TRANSIT SOUNDER STATION SITE ADDRESS: 7301 LONGACRES WY X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPA TMENTS: /tr.MA - B II Ing Divis P orks AWS a\.J a— o--U— Fire Prevention III Structural n W, 1014 a -1 - Planning Division Permit Coordinator al DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 7K1 Incomplete DUE DATE: 08-21-12 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09-18-12 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Documents/routing slip.doc 2-28-02 VIM VI' Bldg Fire Ping PW/4Staff Initials: in CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 FAX (206) 431-3665 E-mail: tukplan@ ci.tukwila.wa.us Permit Center/Building Division 206 431-3670 Public Works Department 206 433-0179 Planning Division 206 431-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: STATE OF WASHINGTON) ) ss. COUNTY OF KING ) �_'/S h'7 h )L/ - -,f , states as follows: /� [please print name] 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number 3 , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. Owner 1 wner's Agent* Signed and sworn to before me this st t9 / day of 01(A r . k. GCS NOTARY PUBLIC in and for the State of Washington Residing at /40 t . , County Name as commissioned: t' 4-(A./e7-/-e My commission expires: O599 -/ y 18.27.090 Exemptions. The registration provisions of this 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW who shall warranty service and repairs under chapter 46.70 RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed • chapter do not apply to: by a registered contractor; 11. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured horns that were manufactured or sold by the mobile/manufacture; I of a dealer or manufacturer; / 4,000.1 r<47;,J. e, " �. 18. An entity wll<o l o ds`a yal d'electrleal contractor's license under cl apterpi9.28 RCW that] empjtoys a certified journeyman eletrici Yi, a certified resiOental specialty electrician, oral • electricala�ineeineetiiiathe requirements of t iapk 19.28.:RCW,t§:perform plumbing eu work that is incidal, y`'di.'up, b 'and ipimediately appropriate to the lik 1 ti- dlt'dptacement of a household appliance or other small1C6ttseh'6 d utilization equipment that requires limited electric power and limited waste and/or water connections. An electrical trainee must be supervised by a certified electrician while performing plumbing work. Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. CENTRAL PUGET SOUND REGIONAL TRANSIT A UTHORITY �..,.,,, r ;T-i P*E. �vilT Sjt..l"i l� „ .5 ,.. REQUt s..." FOR: la Mechanical Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION PLANNING APPROVED No changes can be madeto these plane without approval from the Planning Division of DCD t ( kkc TUKWILA SOUNDER STATION. CONTRACT # CN 0143-12 100% DESIGN DRAWINGS NOVEMBER 9, 2012 REVISIONS No changes shall be made to the c pe of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. rrntt No. MAR 2 61016 FILE COPY 1 r. Plan review approval is subject to errors and omtsstone. Approval of construction documents does not authorize the voistion of any adopted code or ordinance. Receipt of approved Field Copy Is acknowledged: City Of TUkwlia BUILDING DIVISION Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, Washington 98101-3665 (206) 622-5822 Fax (206) 622-8130 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 PC) City of BUILDING u ,vile ISION CORRECTION L.�._ 272 RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER IN ASSOCIATION WITH: HEWITT TETRA TECH KAREN KIEST TRES WEST WSP FLACK + KURTZ SHANNON & WILSON ESA ADOLFSON GRAV SAGE GRAVES fl 1 CAD User: michaela. E 0 N re) 03 N N Crc 0 0 0 0 czn 0 Cn E 0 a) c) 1• 0 s— CO N O 0 0 0 0 0 0- 0 c� 0 O Xref Filename: I TCRNxTB 2 3 • 4 5 Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, Washington 98101-3665 (206) 622-5822 Fax (206) 622-8130 TUKWILA SOUNDER STATION 90% DESIGN DRAWINGS SOUNDTRANSIT 7301 SOUTH LONGACRES WAY TUKWILA, WASHINGTON 98188 Seattle -Tacoma Intl Airport S I.76th St Project Site SITE MAP NTS sw. l 6th st 167. SW 27th St WESTFIELD SHOPPINGTOWN SOUTHCENTER TUR LAPARKWA:- <::>:BAKBR: LOCATION MAP NTS NGACR BOEING TUKWILA STATION PROJECT SITE BNSF TRACKS UPRR TRACK REVIEWED FOR CODE COMPLIANCE APPROVED FEB 25 2013 City of Tukwila BUILDING DIVISION T1 7 T .. Nikij MAR 262016 NOTE: THE PARTIES SIGNING BELOW CONCUR WITH THE CONFIGURATION OF THE FINAL DESIGN. BY SIGNING BELOW, THE PARTIES ARE AGREEING ONLY TO THE FORM, FIT, AND FUNCTION OF THE DESIGN AND NOT WITH THE TECHNICAL SUFFICIENCY OF THE ENGINEERING. SOUND TRANSIT APPROVED DATE TITLE LINE 1 TITLE LINE 2 PRINTED NAME WASHINGTON STATE DEPARTMENT OF TRANSPORTATION APPROVED DATE TITLE LINE 1 TITLE LINE 2 PRINTED NAME BNSF RAILWAY APPROVED DATE TITLE LINE 1 TITLE LINE 2 PRINTED NAME DISCLAIMER: BNSF has reviewed these plans and no exceptions are taken with regard to BNSF's ability to use the project as intended. BNSF has not reviewed the design details or calculations for structural integrity or engineering accuracy. BNSF accepts no responsibility for errors or omissions in the design of the project. NATIONAL RAILROAD PASSENGER CORPORATION APPROVED DATE TITLE LINE 1 TITLE LINE 2 PRINTED NAME DISCLAIMER: Amtrak has reviewed these plans and no exceptions are taken with regard to the beneficial inpacts of these improvements for proposed future Amtrak operations. Amtrak has not reviewed the design details or calculations for structural integrity or engineering accuracy. Amtrak accepts no responsibility for errors or omissions with regard to the design of the project or its completion. FEDERAL RAILROAD ADMINISTRATION APPROVED DATE TITLE LINE 1 TITLE LINE 2 PRINTED NAME RECEIVED CITY OF TUKWILA NOV 2 7 2012 PE RMIT CENTER 100% SUBMITTAL 11 /9/12 100% BID AND CONSTRUCTION Designed By. D. TIMPSON Drawn By. M. AGUILING Checked By. J. PUTT No. Date By Chk. App. Revisions Approved By. C. OLSON El= Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, Washington 98101 (206) 622-5822 Fax (206) 622-8130 Submitted: Date: Approved: SOUNDTRANSIT Date: Scale: NTS Filename: TCRSN TK-GI00.DWG • Contract No.: CN0143-I2 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON 111VddirE Rirtivisit Drawing No.: TK-GI.00 Sheet No.: 0 Rev.: A 0 B O C 0 DRAWING INDEX: CAD User: michaela. 0 o, Cn / a_ 0 a) c� 0 i s- 0 CfD N 0 0 0 0- 1 0 2 0 3 0 GENERAL 0. 1. 2. 3. 4. SURVEY 5. 6. 7. 8. 9. 10. 11. 12. CIVIL 13. 14. 15. 16. 17. 18. *19. * 20. * 21. 22. * 23. * 24. * 25. * 26. * 27. * 28. 29. 30. 31. 32. 33. * 34. * 35. 36. 37. 38. * 39. * 40. * 41. 42. 43. 44. 45. * 46. * 47. * 48. * 49. * 50. 51. 52. 53. 54. 55. 56. 57. 58. * 59. * 60. * 61. 62. 63. 64. 65. 66. 67. 68. 69. 70. DRAWING TK-G1.00 TK-G1.01 TK-G1.02 TK-G1.03 TK-G1.04 TK-SV.01 TK-SV.02 TK-SV.03 TK-SV.04 TK-SV.05 TK-SV.06 TK-SV.07 TK-SV.08 TK-CZ.01 TK-CZ.02 TK-EC.01 TK-EC.02 TK-EC.03 TK-EC.04 TK-EC.05 TK-EC.06 TK-EC.07 TK-DM.03 TK-DM.04 TK-DM.05 TK-DM.06 TK-PG.01 TK-PG.02 TK-PG.03 NOT USED TK-CSA.01 TK-CSA.02 TK-CSA.03 TK-CSA.04 TK-CSA.05 TK-CSA.06 TK-CA.01 TK-CA.02 TK-CA.03 TK-CA.04 TK-CA.05 TK-CA.06 TK-CA.07 TK-GR.01 TK-GR.02 TK-GR.03 TK-GR.04 TK-GR.05 TK-GR.06 TK-GC.01 TK-GC.02 TK-GD.01 TK-GD.02 TK-GD.03 TK-GD.04 TK-GD.05 TK-DR.01 TK-DR.02 TK-DR.03 TK-DR.04 TK-DR. 05 TK-DR.06 TK-DP.01 TK-DP.02 TK-DP.03 TK-DP.04 TK-DP.05 TK-DP.06 TK-DD.01 TK-DD.02 TK-DD.03 DRA TITLE COVER SHEET DRAWING INDEX DRAWING INDEX OVERALL SITE PLAN/AREA OF WORK MUNICIPAL CODE INFORMATION EXISTING CONDITIONS PLAN EXISTING CONDITIONS PLAN EXISTING CONDITIONS PLAN EXISTING CONDITIONS PLAN EXISTING CONDITIONS PLAN EXISTING CONDITIONS PLAN EXISTING CONDITIONS PLAN EXISTING CONDITIONS PLAN ABBREVIATIONS AND LEGEND GENERAL CIVIL NOTES EROSION CONTROL PLAN EROSION CONTROL PLAN EROSION CONTROL DETAILS EROSION CONTROL DETAILS EMBANKMENT EROSION CONTROL PLAN EMBANKMENT EROSION CONTROL PLAN EMBANKMENT EROSION CONTROL DETAILS DEMOLITION PLAN DEMOLITION. PLAN DEMOLITION PLAN DEMOLITION PLAN EMBANKMENT PRELOAD GRADING PLAN EMBANKMENT PRELOAD GRADING PLAN EMBANKMENT PRELOAD TYPICAL SECTION CONSTRUCTION STAGING CONSTRUCTION STAGING CONSTRUCTION STAGING CONSTRUCTION STAGING CONSTRUCTION GRADING CONSTRUCTION GRADING AND ACCESS AND ACCESS AND ACCESS AND ACCESS PLAN STAGE PLAN STAGE CIVIL LAYOUT AND ALIGNMENT CIVIL LAYOUT AND ALIGNMENT CIVIL LAYOUT AND ALIGNMENT CIVIL LAYOUT AND ALIGNMENT CIVIL LAYOUT AND ALIGNMENT CIVIL LAYOUT AND ALIGNMENT CIVIL LAYOUT AND ALIGNMENT SITE GRADING PLAN SITE GRADING PLAN SITE GRADING PLAN SITE GRADING PLAN SITE GRADING PLAN SITE GRADING PLAN MAIN SITE CONTOUR PLAN MAIN SITE CONTOUR PLAN GRADING DETAILS GRADING DETAILS GRADING DETAILS GRADING DETAILS GRADING DETAILS STORM DRAINAGE PLAN STORM DRAINAGE PLAN STORM DRAINAGE PLAN STORM DRAINAGE PLAN STORM DRAINAGE PLAN STORM DRAINAGE PLAN STORM DRAINAGE PROFILES STORM DRAINAGE PROFILES STORM DRAINAGE PROFILES STORM DRAINAGE PROFILES STORM DRAINAGE PROFILES STORM DRAINAGE PROFILES STORM DRAINAGE DETAILS STORM DRAINAGE DETAILS STORM DRAINAGE DETAILS PLAN PLAN PLAN PLAN 1 AND 3 AND PLAN PLAN PLAN PLAN PLAN PLAN SCHEDULE alEET meal CIVIL (CONTINUED) DRAMIG 71. 72. 73. 74. 75. 76. 77. 78. 79. 80. 81. * 82. * 83. * 84. 85. 86. 87. 88. 89. 90. 91. 92. 93. 94. 95. 96. 97. 98. 99. 100. 101. *102. * 103. * 104. * 105. * 106. 107. 108. 2 109. 4 110. 111. 112. 113. 114. 115. 116. 117. 118. 119. 120. 121. 122. 123. 124. 125. 126. 127. 128. 129. 130. 131. 132. 133. 134. 135. 136. 137. 138. 139. 140. 141. 142. 143. 144. * 145. TK-DD.04 TK-DD.05 TK-DD.06 TK-DD.07 TK-DD.08 TK-DD.09 TK-DD.10 TK-DD.11 TK-UC.01 TK-UC.02 TK-UC.03 TK-UC.04 TK-UC.05 TK-UC.06 TK-UV.01 TK-UV.02 TK-UV.03 TK-UV.04 TK-UD.01 TK-UD.02 TK-UD.03 TK-UD.04 TK-UD.05 TK-UD.06 TK-UD.07 TK-UD.08 TK-FM.01 TK-FM.02 NOT USED TK-BC.01 TK-BC.02 TK-CG.04 TK-CG.05 TK-CG.06 TK-CG.07 TK-CG.08 TK-CG.09 TK-CG.10 NOT USED NOT USED TK-CP.01 TK-CP.02 TK-CP.03 TK-CP.04 TK-CP.05 TK-CP.06 TK-LWPP.01 TK-LWP.01 TK-CX.01 TK-CX.02 TK-CX.03 TK-CX.04 TK-CD.01 TK-CD.02 TK-CD.03 TK-CD.04 TK-CD.05 TK-CD.06 NOT USED NOT USED NOT USED TK-CJ.01 TK-CM.01 TK-CM.02 TK-CM.03 TK-CM.04 TK-CM.05 TK-CM.06 TK-CM.07 TK-CM.08 TK-CM.09 TK-FP.01 TK-FP.02 TK-FP.03 TK-FP.04 DRAWNG STORM DRAINAGE DETAILS STORM DRAINAGE DETAILS STORM DRAINAGE DETAILS STORM DRAINAGE DETAILS STORM DRAINAGE DETAILS STORM DRAINAGE ,DETAILS STORM DRAINAGE DETAILS STORM DRAINAGE DETAILS COMPOSITE UTILITY SITE PLAN COMPOSITE UTILITY SITE PLAN COMPOSITE UTILITY SITE PLAN COMPOSITE UTILITY SITE PLAN COMPOSITE UTILITY SITE PLAN COMPOSITE UTILITY SITE PLAN COMPOSITE UTILITY PROFILES COMPOSITE UTILITY PROFILES COMPOSITE UTILITY PROFILES COMPOSITE UTILITY PROFILES CITY OF TUKWILA STANDARD DETAILS CITY OF TUKWILA STANDARD DETAILS CITY OF TUKWILA STANDARD DETAILS CITY OF TUKWILA STANDARD DETAILS CITY OF TUKWILA STANDARD DETAILS UTILITY DETAILS UTILITY DETAILS UTILITY DETAILS ENLARGED PLAN FORCE MAIN AND PUMP STATION PLAN FORCE MAIN AND PUMP STATION DETAILS BOX CULVERT REPLACEMENT PLAN & PROFILE BOX CULVERT REPLACEMENT SECTIONS GRADING PLANS (EMBANKMENT & PLATFORMS) GRADING PLANS (EMBANKMENT & PLATFORMS) GRADING PLANS (EMBANKMENT & PLATFORMS) GRADING TYPICAL SECTION (EMBANKMENT) GRADING TYPICAL SECTION (EMBANKMENT) GRADING DETAILS GRADING DETAILS PAVEMENT PLAN PAVEMENT PLAN PAVEMENT PLAN PAVEMENT PLAN PAVEMENT PLAN PAVEMENT PLAN LONGACRES WAY PLAN & PROFILE LONGACRES WAY PAVEMENT PLAN PAVING SECTIONS PAVING SECTIONS PAVING SECTIONS PAVING SECTIONS PAVING DETAILS PAVING DETAILS PAVING DETAILS PAVING DETAILS PAVING DETAILS PAVING DETAILS PAVEMENT JOINTING PLAN PAVEMENT MARKING AND SIGNAGE PAVEMENT MARKING AND SIGNAGE PAVEMENT MARKING AND SIGNAGE PAVEMENT MARKING AND SIGNAGE PAVEMENT MARKING AND SIGNAGE PAVEMENT MARKING AND SIGNAGE PAVEMENT MARKING DETAILS PAVEMENT MARKING DETAILS PAVEMENT MARKING DETAILS FENCING PLAN FENCING PLAN FENCING PLAN FENCING PLAN DRAMIG MO ARCHITECTURAL (CONTINUED) * 146. 147. 148. 149. 150. TK-FP.06 TK-FP.07 TK-DW.01 TK-DW.02 TK-DW.03 ARCHITECTURAL 151. TK-A0.01 152. TK-A0.02 153. 154. * 155. * 156. * 157. * 158. * 159. * 160. 161. * 162. 163. 164. 165. 166. * 167. * 168. 169. * 170. *171. 172. 173. 174. 175. 176. 177. 178. 179. 180. 181. 182. 183. 184. 185. 186. 187. * 188. 189. 190. 191. 192. 193. 194. 195. 196. 197. 198. 199. 200. 201. 202. 203. 204. 205. 206. 207. 208. 209. 210. 211. 212. 213. 214. 215. 216. 217. 218. TK-A0.03 TK-A1.01 TK-A1.11 TK-A1.12 TK-A1.13 TK-A1.14 TK-A1.14A TK-A2.10 TK-A2.11 TK-A2.12 TK-A2.13 TK-A3.12 TK-A3.13 TK-A4.11 TK-A4.12 TK-A5.11 TK-A5.21 TK-A5.22 TK-A5.23 TK-A5.31 TK-A5.32 TK-A5.33 TK-A6.11 TK-A6.12 TK-A6.13 TK - A6.21 TK-A6.22 TK-A6.23 TK - A6.24 TK - A6.31 TK-A6.40 TK-A6.41 TK-A6.42 TK-A7.11 TK-A7.12 TK-A7.13 TK-A7.14 TK-A7.15 TK-A7.17 TK-A7.21 TK-A7.22 TK-A7.23 TK-A8.11 TK-A8.12 TK-A8.13 TK-A8.14 TK-A8.15 TK-A8.16 TK-A8.17 TK-A8.18 TK-A8.19 TK-A8.20 TK-A8.21 TK-A8.22 TK-A8.23 TK-A8.24 TK-A8.25 TK-A8.26 TK-A8.27 TK-A8.28 TK-A8.29 TK-A8.40 TK-A8.41 TK-A9.11 TK-A9.12 TK-A9.13 DRAWFKi FENCING PLAN FENCING DETAILS SOUTH ACCESS DRIVEWAY PLAN AND PROFILE SOUTH ACCESS DRIVEWAY DRAINAGE DETAILS SOUTH ACCESS DRIVEWAY PAVING DETAILS ABBREVIATIONS ABBREVIATIONS SYMBOLS ARCHITECTURAL SITE PLAN PARTIAL PLATFORM PLAN 1 PARTIAL PLATFORM PLAN 2 PARTIAL PLATFORM PLAN 3 PARTIAL PLATFORM PLAN 4 PARTIAL GRADE PLAN 4A LONGACRES UNDERCROSSING PLAN & RCP ANCILLARY BUILDING ENLARGED PLAN, ROOF PLAN & RCP TICKETING & BIKE ENLARGED PLAN PLATFORM SHELTERS & MAIN STAIR #9 ROOF PLAN SHELTER #7, #9 & MAIN STAIR #9 REFLECTED CEILING PLAN BIKE CAGE REFLECTED CEILING PLAN ANCILLARY BUILDING ELEVATIONS BIKE TICKETING & MAIN STAIR #9 ELEVATIONS TRANSVERSE PLATFORM SECTIONS - NORTH & SOUTH ANCILLARY BUILDING SECTIONS BIKE CAGE SECTIONS LONGACRES UNDERCROSSING SECTIONS ANCILLARY BUILDING WALL SECTIONS WALL SECTIONS LONGACRES UNDERCROSSING WALL SECTIONS PLATFORM SHELTER ENLARGED PLAN & ROOF PLAN PLATFORM SHELTER ELEVATIONS PLATFORM SHELTER ENLARGED SECTION TRANSIT SHELTER ENLARGED PLAN & ROOF PLAN TRANSIT SHELTER ENLARGED ROOF PLAN TRANSIT SHELTER ELEVATIONS TRANSIT SHELTER ENLARGED SECTION PLATFORM AND TRANSIT SHELTER REFLECTED CEILING PLANS PARATRANSIT SHELTER ENLARGED PLAN, ROOF PLAN & RCP PARATRANSIT SHELTER ELEVATIONS PARATRANSIT SHELTER ENLARGED SECTION STAIR PLANS AND SECTIONS STAIR PLANS AND SECTIONS STAIR PLANS AND SECTIONS STAIR PLANS AND SECTIONS STAIR PLANS AND SECTIONS STAIR DETAILS SLOPED WALKWAY PLANS AND SECTIONS GUARDRAIL ELEVATIONS NORTH OF PLATFORM WALKWAY DETAILS ANCILLARY BUILDING DETAILS ANCILLARY BUILDING DETAILS EXTERIOR DETAILS - PLATFORM & TRANSIT SHELTERS EXTERIOR DETAILS - PLATFORM & PARATRANSIT DETAILS EXTERIOR DETAILS - PLATFORM & TRANSIT SHELTERS PLATFORM EXTERIOR DETAILS - WINDSCREEN EXTERIOR DETAILS - MAIN STAIR PLATFORM DETAILS - MINI -HIGH PLATFORM DETAILS - MINI -HIGH BIKE CAGE DETAILS GUARDRAIL PLANS AND ELEVATIONS GUARDRAIL DETAILS GUARDRAIL ELEVATIONS AND DETAILS LIGHT ARM PLAN & SECTION LIGHT ARM WITH VMS PLAN AND ELEVATION LIGHT ARM DETAILS EXTERIOR DETAILS MISCELLANEOUS EXTERIOR DETAILS LONGACRES UNDERCROSSING DETAILS KIOSK DETAILS - CES KIOSK DETAILS - CES PARTIAL PLATFORM PLAN 1 FINISH PLAN PARTIAL PLATFORM PLAN 2 FINISH PLAN PARTIAL PLATFORM PLAN 3 FINISH PLAN DRAWNG MASER MEIER ARCHITECTURAL (CONTINUED) 219. 220. 221. 222. 223. 224. 225. 226. 227. 228. 229. 230. 231. 232. 233. 234. 235. 236. 237. 238. 239. 240. TK-A9.14 TK-A9.15 TK-A9.16 TK-A9.17 TK-A9.18 TK-A9.19 TK-A9.31 TK - A9.32 TK-A10.10 TK-A11.11 TK-A11.12 TK-A11.13 TK-A11.14 TK-A11.15 TK-A11.16 TK-A11.17 TK-GS0.01 TK-GS1.01 TK-GS1.02 TK-GS1.03 TK-GS1.04 TK-GS2.01 DRAMlG TITLE PARTIAL PLATFORM PLAN 4 FINISH PLAN LA PEDESTRIAN UNDERCROSSING PLAN PARTIAL CENTRAL PLAZA PLAN 1 PARTIAL CENTRAL PLAZA PLAN 2 PARTIAL CENTRAL PLAZA PLAN 3 PARTIAL CENTRAL PLAZA PLAN 4 PLATFORM PAVING AND TILE DETAILS SITE PAVING AND TILE DETAILS INTERIOR DETAILS AND ENLARGED COMFORT STATION PLAN AND ELEVATIONS DOOR SCHEDULES AND DETAILS DOOR DETAILS WINDOW & LOUVER SCHEDULE AND DETAILS WINDOW WRAP DETAILS ENCLOSURE ASSEMBLIES PARTITION TYPES & MISCELLANEOUS DETAILS OPENING WRAP DETAILS TRANSIT SIGNAGE SCHEDULE TRANSIT SIGNAGE PLAN 1 TRANSIT SIGNAGE PLAN 2 TRANSIT SIGNAGE PLAN 3 TRANSIT SIGNAGE PLAN 4 TRANSIT SIGNAGE DETAILS REVIEWED FOR CODE COMPL?ANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION MAR 26 2016 NOTES: * BNSF RELEVANT SHEETS RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 100% SUBMITTAL 11/9/12 100% BID AND CONSTRUCTION No. Date By Chk. App. Revisions Designed By. D. TIMPSON Drawn By. M. AGUILING Checked By: Approved By. J. PUTT C. OLSON Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, Washington 98101 (206) 622-5822 Fax (206) 622-8130 Submitted: Date: Approved: SOUNDTRANSIT Date: Scale: N.T.S Filename: TCRSN TK-GIOI.DWG Contract No.: CN0143-I2 Date: 11/9/2012 Drawing No.: SOUND TRANSIT TUKWILA STATION TUKWILA, WASH I N GTON TK-�i.oi Sheet No.: Rev.: DRAWING INDEX: 0) 0 0 v a_ 1 • 2 • • a) v 0 w • x U 0 0 J 0 5 m c U x 0 r N N M E v 0 a) STRUCTURAL 241. 242. 243. 244. * 245. * 246. * 247. * 248. * 249. 250. 251. 252. * 253. * 254. 255. 256. 257. 258. * 259. * 260. 261. * 262. 263.. 264. * 265. 266. 267. 268. 269. 270. 271. 272. 273. 274. 275. 276. 277. * 278. 279. 280. 281. 282. 283. 284. 285. 286. 287. 288. 289. 290. 291. 292. 293. 294. 295. 296. 297. * 298. * 299. * 300. * 301. 302. 303. 304. MECHANICAL 305. 306. 307. 308. 309. 310. 311. * 312. * 313. TK-SO.01 TK-SO.02 TK-S0.03 TK-S1.01 TK-S1.11 TK-S1.12 TK-S1.13 TK-S1.14 TK-S1.14A TK-S2.01 TK-S3.01 TK-S3.11 TK-S3. 21 TK-S3.22 TK-S4.01 TK-S4.02 TK-S4.11 TK-S4.12 TK-S4.21 TK-S4.21 A TK-S4.31 TK-S4.32 TK-S4.41 TK-S4.42 TK-S4.43 TK-S4.51 TK-S5.01 TK-S5.02 TK-S5.11 TK-S5.12 TK-S5.13 TK-S5.14 TK-S5.15 TK-S5.21 TK-S5.22 TK-S5.31 TK-S5.32 TK-S5.41 TK-S5.42 TK-S5.43 TK-S5.51 TK-S5.61 TK-S6.01 TK-S6.02 TK-S6.03 TK-S6.04 TK-S6.05 TK- S7.01 TK-S7.02 TK-S7.51 TK-S7.52 TK-S7.53 TK-S7.54 TK-S7.55 TK-S8.01 TK-S8.02 TK-S8.03 TK-S9.01 TK-S9.02 TK-S9.03 TK-S9.04 TK-SA1.01 TK-SA1.02 TK-SA1.03 TK-M0.01 TK-M0.02 TK-M0.03 TK-M1.00 TK-M1.01 TK-M1.02 TK-M1.03 TK-M1.11 TK-M1.12 TITLE STRUCTURAL NOTES STRUCTURAL NOTES AND ABBREVIATIONS STRUCTURAL INSPECTION SCHEDULE AND SYMBOLS STRUCTURAL SITE PLAN PARTIAL PLATFORM FRAMING PLAN 1 PARTIAL PLATFORM FRAMING PLAN 2 PARTIAL PLATFORM FRAMING PLAN 3 PARTIAL PLATFORM FRAMING PLAN 4 PARTIAL FOUNDATION PLAN 4A ANCILLARY BUILDING FOUNDATION AND ROOF FRAMING PLANS ANCILLARY BUILDING ELEVATIONS NE RETAINING WALL ELEVATIONS TYPICAL EMBANKMENT SECTION EMBANKMENT SECTIONS TYPICAL CONCRETE DETAILS TYPICAL CONCRETE DETAILS FOUNDATION SCHEDULE AND DETAILS FOUNDATION DETAILS PLATFORM AND GRADE BEAM DETAILS ALTERNATE PLATFORM AND GRADE BEAM DETAILS CONCRETE STAIR SECTIONS AND DETAILS MAIN STAIR SECTIONS AND DETAILS TICKETING AREA DETAILS TICKETING AREA DETAILS TICKETING AREA DETAILS CONCRETE DETAILS WIND SCREEN ELEVATIONS WIND SCREEN DETAILS PLATFORM SHELTER PARTIAL PLAN AND SECTION PLATFORM SHELTER PARTIAL FOUNDATION PLANS PLATFORM SHELTER DETAILS PLATFORM SHELTER DETAILS PLATFORM SHELTER DETAILS CENTRAL PLAZA TRANSIT SHELTER FOUNDATION, ROOF FRAMING AND DETAILS CENTRAL PLAZA TRANSIT SHELTER DETAILS LIGHT ARM PARTIAL PLAN AND DETAILS LIGHT ARM DETAILS MAIN STAIR CANOPY FRAMING PLAN AND ELEVATIONS MAIN STAIR CANOPY DETAILS MAIN STAIR CANOPY DETAILS BICYCLE CAGE FRAMING PLAN, ELEVATIONS AND DETAILS KIOSK FRAMING PLAN, ELEVATIONS AND DETAILS ANCILLARY BUILDING DETAILS ANCILLARY BUILDING DETAILS ANCILLARY BUILDING DETAILS ANCILLARY BUILDING DETAILS ANCILLARY BUILDING DETAILS BOX CULVERT PLAN BOX CULVERT DETAILS STRANDER CONNECTION PROTECTION STRUCTURE PLAN STRANDER CONNECTION PROTECTION STRUCTURE DETAILS STRANDER CONNECTION PROTECTION STRUCTURE DETAILS STRANDER CONNECTION PROTECTION STRUCTURE DETAILS STRANDER CONNECTION PROTECTION STRUCTURE DETAILS SIGN BRIDGE DETAILS SIGN BRIDGE DETAILS SIGN BRIDGE DETAILS TRESTLE UNDERPASS PLAN AND DETAILS TRESTLE UNDERPASS DETAILS TRESTLE UNDERPASS DETAILS TRESTLE UNDERPASS DETAILS ANCILLARY BUILDING ARTWORK SUPPORT DETAILS ANCILLARY BUILDING ARTWORK SUPPORT DETAILS ANCILLARY BUILDING ARTWORK SUPPORT DETAILS MECHANICAL LEGEND, GENERAL NOTES & SCHEDULES MECHANICAL DETAILS MECHANICAL DETAILS MECHANICAL SITE PLAN ANCILLARY BUILDING - MECHANICAL ANCILLARY BUILDING - PLUMBING ANCILLARY BUILDING - FIRE SPRINKLING PARTIAL BELOW GRADE PLAN 1 - MECHANICAL PARTIAL BELOW GRADE PLAN 2 - MECHANICAL DRAMIG MASER MECHANICAL (CONTINUED) * 314. NOT USED * 315. NOT USED * 316. * 317. * 318. * 319. ELECTRICAL 320. 321. 322. * 323. * 324. * 325. * 326. * 327. * 328. * 329. * 330. * 331. * 332. 333. 334. 335. 336. 337. 338. 339. 340. 341. 342. 343. 344. 345. * 346. * 347. * 348. LANDSCAPE 349. 350. 351. 352. * 353. * 354. * 355. 356. 357. 358. 359. 360. 361. * 362. * 363. * 364. 365. 366. TK-M1.21 TK-M1.22 NOT USED NOT USED TK-E0.01 TK-E0.02 TK-E1.01 TK-E1.11 TK-E1.12 TK-E1.13 TK-E1.14 TK-E1.14A TK-E1.21 TK-E1.22 TK-E1.23 TK-E1.24 TK-E1.24A TK-E2.11 TK-E6.21 TK-E6.40 TK-ED1.00 TK-ED2.00 TK-ER.01 NOT USED TK-ER.03 TK-ER.04 NOT USED TK-ES1.01 TK-ES1.02 TK-ES1.03 TK-ES1.04 TK-ES1.05 TK-ES1.06 TK-LP1.00 TK-LP1.01 TK-LP1.02 TK-LP1.03 TK-LP1.04 TK-LP1.05 TK-LP1.06 TK-LD1.01 TK-LD1.02 TK-LD1.03 TK-IR1.01 TK-IR1.02 TK-IR1.03 TK-IR1.04 TK-IR1.05 TK-IR1.06 TK-IR1.07 TK-IR1.08 INIAWNG PARTIAL PLATFORM PLAN 1 - MECHANICAL PARTIAL PLATFORM PLAN 2 - MECHANICAL ELECTRICAL LEGEND, ABBREVIATIONS & LIGHT FIXTURE SCHEDULE ELECTRICAL PANEL SCHEDULES ELECTRICAL SITE PLAN POWER, SYSTEMS & LIGHTING AT GRADE LEVEL - PARTIAL PLATFORM PLAN 1 POWER, SYSTEMS & LIGHTING AT GRADE LEVEL - PARTIAL PLATFORM PLAN 2 POWER, SYSTEMS & LIGHTING AT GRADE LEVEL - PARTIAL PLATFORM PLAN 3 POWER, SYSTEMS & LIGHTING AT GRADE LEVEL - PARTIAL PLATFORM PLAN 4 POWER, SYSTEMS & LIGHTING AT GRADE LEVEL - BICYCLE LOCKERS/TICKETING PLAN POWER, SYSTEMS & LIGHTING AT CEILING LEVEL - PARTIAL PLATFORM PLAN 1 POWER, SYSTEMS & LIGHTING AT CEILING LEVEL - PARTIAL PLATFORM PLAN 2 POWER, SYSTEMS & LIGHTING AT CEILING LEVEL - PARTIAL PLATFORM PLAN 3 POWER, SYSTEMS & LIGHTING AT CEILING LEVEL - PARTIAL PLATFORM PLAN 4 POWER, SYSTEMS & LIGHTING AT CEILING LEVEL - BICYCLE LOCKERS/TICKETING PLAN ANCILLARY BUILDING ELECTRICAL PLAN POWER, SYSTEMS, LIGHTING TRANSIT SHELTER PLAN POWER, SYSTEMS, LIGHTING PARATRANSIT SHELTER PLAN POWER, SYSTEMS, FIRE ALARM & EQUIPMENT DETAILS SINGLE -LINE POWER DIAGRAM & LIGHTING DETAILS STRANDER DRIVEWAY CONNECTION STREET LIGHTING PLAN LONGACRES WAY STREET LIGHTING PLAN LONGACRES WAY STREET LIGHTING PLAN ELECTRICAL SITE PLAN ELECTRICAL SITE PLAN ELECTRICAL SITE PLAN ELECTRICAL SITE PLAN ELECTRICAL SITE PLAN ELECTRICAL SITE PLAN LANDSCAPE SITE PLAN LANDSCAPE PLAN LANDSCAPE PLAN LANDSCAPE PLAN LANDSCAPE PLAN LANDSCAPE PLAN LANDSCAPE PLAN PLANT LIST & NOTES PLANTING DETAILS LANDSCAPE DETAILS IRRIGATION PLAN IRRIGATION PLAN IRRIGATION PLAN IRRIGATION PLAN IRRIGATION PLAN IRRIGATION PLAN IRRIGATION LEGEND, NOTES & DETAILS IRRIGATION DETAILS REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION NOTES: * BNSF RELEVANT SHEETS MAR 26 2016 RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 100% SUBMITTAL 11/9/12 100% BID AND CONSTRUCTION 11/9/12. CONSTRUCTION PERMIT REVISIONS Designed By. D. TIMPSON Drawn By. M. AGUILING No. Date By Chk. App. Revisions Checked By. J. PUTT Approved By. C. OLSON Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, Washington 98101 (206) 622-5822 Fax (206) 622-8130 Submitted: Date: Approved: SOUNDTRANSIT Date: Scale: N.T.S. Filename: TCRSN TK-G102.DWG Contract No.: CN0143-12 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON Rev.: Drawing No.: TK-GI.02 Sheet No.: 2 A • B • • • 0 0 o, 0 r7 C.� 0 E • L 0 0 L 0 0 c-D 1— 1- 0 N 1 • 2 • 3 U F- N c.i Xx 0) cri C 0 0 0 a) 0 > 1• 0 0 0 0 tz a. 0 I N N • JI Ems.. I E.�.J x1 0) i j) O 0 5 N 0) 0 Li x� x • 4 APPROX LOCATION OF SIDEWALK (NOT IN CONTRACT) •• .:<MRCQ:, ro. \\U.\'•KS='t<a ».>n):S \v:.'f..:f�a,.rt >. EXISTING UP SURFACE CROSSING: SECONDARY WEST PLATFORM FIRE ACCESS NEW SPU CROSSING PROTECTION STRUCTURE NEW STRANDER DRIVEWAY CONNECTION SPU CEDAR RIVER PIPELINE ROW I NEW PEDESTRIAN ACCESS SIDEWALK APPROX LIMITS 0 WORK ........... • r TUKWILA CITY OF RENTON CITY LIMITS CITY OF RENTON STRANDER CONNECTION, UNDER CONSTRUCTION (NIC SW 27TH ST EXISTING STATION CONSTRUCTION AND EMERGENCY VEHICLE BOEING PROPERT7 SPU CEDAR RIVER PIPELINE ROW NATCHES AVE SW OA • 111111111111lI1I1I1/I1111111 1111111111 1111111111 111111 ........................... APPROX EXTENTS OF EMBANKMENT WIDENING NEW WEST PLATFORM EXISTING CONSTRUCTION AND EMERGENCY ACCESS ... LEGEND 111 NEW EAST PLATFORM: INTERIM MT-2 AND PERMANENT MT-3 PLATFORM NEW FIRE ACCESS DRIVE 111111,1 APPROXIMATE AREA OF IMPROVEMENTS CONTRACTOR HAUL ACCESS • -77 23, WEST VALLEY HIGHWAY NEW SURFACE IMPROVEMENTS AT LONGACRES WAY PRIMARY CONTRACTOR ACCESS FROM WEST VALLEY HIGHWAY VIA LONGACRES NEW WESTERN ACCESS DRIVE PARK & RIDE UNION PACIFIC UNDERCROSSING NEW TRANSIT LOOP BOX CULVERT NEW ANCILLARY BUILDING NEW TRANSIT SHELTER LONGACRES WAY STREET FRONTAGE IMPROVEMENTS NEW PARATRANSIT SHELTER LONGACRES WAY PEDESTRIAN UNDERPASS IMPROVEMENTS — AND EXISTING WOOD TRESTLE CITY OF RENTON IMI REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION 1—EXISTING STATION PARKING BOEING PROPERTY/ BOEING PROPERT:7 NOTES: 1. THIS SHEET IS FOR GENERAL PROJECT REFERENCE ONLY AND IS NOT FOR CONSTRUCTION. 2. SEE SHEET G1.04 FOR ZONING, CODE, AND EGRESS INFORMATION. RECEIVED CITY OF TUKWILA PERMIT CENTER 100% SUBMITTAL 11/9/12 100% BID AND CONSTRUCTION Designed By D. TIMPSON Drawn By M. MAIPID Checked By J. PUTT No. Date By Chk. App. Revisions Approved By: C. OLSON Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, Washington 98101 (206) 622-5822 Fax (206) 622-8130 Submitted: Date: Approved: SOUNDTRANSIT Date: Scale: N.T.S. Filename: Contract No.: Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON PR CT, VE IEW Drawing No.: TK-GI.03 Sheet No.: 3 Nov 08, 2012-03: 28: 58pm 0 0 0_ CP 0 c� cn 0 0 0 0 0 E 0 U 0 0 0 0 --0 0 0 CP 0 0 0) 0 0 0 0 0 cn 0 i E 0 0 J 0 0_ 0_ 77 0 77 0 c.) w 0 0 0 0 Xref Filename: 1 A 0 0 0 0 0 0 0 0 0 192'-0" OVERALL DISTANCE/2 0 96' TRAVEL DISTANCE GRADE LEVEL 0 ANCILLARY --=BUILDING: GUARD-==STATION-- —JANITORS-CLOSET METRO QMFQRT__STATION ACCESSORX_ _STORAGE_:%' ELECTRICAL/COMM ROOM 82'-0" OVERALL DISTANCE/2= 41'-0" TRAVEL DISTANCE 140'-0" OVERALL DISTANCE/2= 70'-0" TRAVEL DISTANCE 175'-0" OVERALL DISTANCE/ PUBLIC WAY STAIR #5 87'-6" TRAVEL DISTAN STAIR #7 mosnoliffiNialle WWI LI BICYCLE PARKING STAIR #9 WEST PLATFORM 11 ��7 ! ��t i 1 ��t�_�t�� ,1——t� �1 ��1,��t E ��i 7 t F 1 f [ 1 i t P i E }��t L 3 F� 1 i 14-F f i_f_E� i�F�t�_i � � i��1 � ......... �..a i 1 i 1# 1— —: i H i l H f i i 1 1 i (-i—i f —: I I i F +1 1: < < 1 . 1 < < < < < < < < < e < < t < < < < < f.'3"t".F•.3.'Y'.F••#-44-1•'t-4-1-4-1""i""T""E••#,•'�'.E..1'" -F 1 I I# 1 I 1 1-I 1 ..E.•3..'..f..H—I"3..'."E..3.'."E..3..'."!""3""'."f" - X X X—^x -X----X---X---X---X—x---X---X----X x x x--H—x--x---x--H X X— X-3f X—X—x X—X---x---H—X----X---x—H—H---x—X X— H —X X—x—x—x— X--x. 1 f# i f# 41 14 f 11 E 1 H—# -4>t—€-14.1+4 f+§-F•1-4—i—H—€ F H••#.•f••i.•#••f iv #-4 4 #T4 € CODE NOTES APPLICABLE BUILDING CODES X--X—X—X— X---X-- X- X---X— X— X X -X..X.— X--x—X X X -4-1-141- -4-H i F 1 1 F 1 Fr+f r4 STAIR #2 X----X X X X— ••X X X H X -X --X-—x----x--X--X ##F1#t1#F#iFF1I FIRE ACCESS ROAD 131'-0" OVERALL DISTANCE/2= 65'-6" TRAVEL DISTANCE 2011 CITY OF TUKWILA MUNICIPAL CODE 2009 INTERNATIONAL BUILDING CODE, WASHINGTON STATE AMENDMENTS 2009 INTERNATIONAL FIRE CODE 2009 INTERNATIONAL MECHANICAL CODE 2009 INTERNATIONAL ASSOCIATION OF PLUMBING AND MECHANICAL OFFICIALS CODE 2008 NATIONAL ELECTRICAL CODE ICC/ANSI 117.1-2003 AMERICAN NATIONAL STANDARD—ACCESSIBILE AND USABLE BUILDINGS AND FACILITIES US ACCESS BOARD ADA ACCESSIBILITY DESIGN GUIDELINES (2004) CFR 49 PART 37— ELECTRONIC CODE OF FEDERAL REGULATIONS NFPA 101 LIFE SAFETY CODE 2006 WASHINGTON STATE ENERGY CODE AREA OF CODE APPLICATION = TRAIN PLATFORM, ANCILLARY BUILDING SEISMIC ZONE EXPOSURE OCCUPANCY CLASSIFICATION IBC BUILDING TYPE ALLOWABLE BUILDING AREA ALLOWABLE STORIES/HEIGHT FIRE PROTECTION STRUCTURAL FRAME BEARING WALLS PARTITIONS FLOOR CONSTRUCTION ROOF CONSTRUCTION SEE STRUCTURAL SHEETS SEE STRUCTURAL SHEETS A-3 WAITING AREAS IN TRANSPORTATION AREAS TYPE II B: FIRE RESISTIVE CONSTRUCTION NOT APPLICABLE 2 / 55' (HOURS) 0 HOUR 0 HOUR (EXTERIOR), (INTERIOR =N/A) N/A 0 HOUR 0 HOUR 11/9/12 CONSTRUCTION PERMIT REVISIONS Revisions Designed By: Drawn By: Checked By: Approved By: STAIR #4 X---X X x-••••x X X---x X X X— X---X--x PUBLIC WAY 266'-4" OVERALL DISTANCE/2=133'-2" TRAVEL DISTANCE SITE PLAN- EXIT ACCESS PATH SCALE: 1 "=30' ANCILLARY BUILDING— SPRINKLER SYSTEM PER CITY OF TUKWILA MUNICIPAL CODE 16.42.050 OCCUPANCY AND AREA PER IBC 2009: LEVEL AREA EAST PLATFORM INTERIM PLATFORM EXTENSION WEST PLATFORM, ANCILLARY BUILDING: ELECTRICAL / COMM ROOM JANITORS CLOSET METRO COMFORT STATION GUARD STATION (OCCUPANCY CLASSIFICATION B) ACCESSORY STORAGE 16'X600'+345'=9,945 SF 18'X600'=10,800 SF 16'X600'+1831'+260'=11,691 SF 292 SF 88 SF 49 SF 119 SF 92 SF EXIT ACCESS TRAVEL DISTANCE: PER TABLE 1016.1 = 200' (A-3 NON —SPRINKLER) PER TABLE 1016.1 = 200' (B NON —SPRINKLER), 300' (B SPRINKLER) MINIMUM EGRESS WIDTHS PER IBC 2009 SECTION 1005 OCCUPANCY FACTOR 15 SF/PP NOT APPLICABLE FOR EXITING 15 SF/PP NA NA NA 100 SF/PP NA EGRESS COMPONENT WIDTH PER OCCUPANT SERVED WEST PLATFORM STAIRS: #1, #3, #5,#7, #9 .3 EAST PLATFORM STAIRS: #2, #4, #6 #8 #10 .3 EP 1575 REGISTERE . IT ' STATE OF WASHI GTO Consulting Engineers 420 Fifth Avenue, Suite 1600 eattle, Washington 98101 6) 622-5822 Fax (206) 622-8130 Submitted: Date: MAR 26 2016 REQUIR OCCUPANCY 663 779 1 .3 x 640 = 192" = 12' EXIT WIDTH .3 x 640 = 192" = 12' EXIT WIDTH HEWITT Approved: 160'-8" OVERALL DISTANCE/2= 80'-4" TRAVEL DISTANCE REVIEVVED FOR CODE COMPLIANCE APPROVED FEB 25 2013 City of Tukwila BUILDING DIVISION WIDTH PROVIDED 29' 26'-4" ZONING ZONING CODE: ZONING: HEIGHT MAXIMUM MAXIMUM PROPOSED STRUCTURE HEIGHT LEGAL DESCRIPTION: INTERIM PLATFOR EAST PLATFORM FIRE ACCESS ROAD CITY OF TUKMLA ZONING CODE TUC — TUKWILA URBAN CENTER 115'-0" 24'-6" 11 11 11 1 I * ,.11110rw.II1 III!II. 1r _I to' LEGEND SOUND TRANSIT PARCEL A #0005800020: THAT PORTION OF THE HENRY MEADER DONATION CLAIM NO. 46 AND OF SECTIONS 24 AND 25, TOWNSHIP 23 NORTH, RANGE 4 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY WASHINGTON, LYING WEST OF THE BURLINGTON NORTHERN RAILROAD RIGHT OF WAY, EAST OF THE UNION PACIFIC RAILROAD RIGHT OF WAY, NORTH OF THE CITY OF SEATTLE BOW LAKE PIPELINE RIGHT OF WAY, AND SOUTH OF THE EASTERLY PROLONGATION OF THE MONUMENTED CENTERLINE OF SOUTH 158TH STREET SOUND TRANSIT PARCEL B #2523049087: ALL THAT PORTION OF GOVERNMENT LOT 11 AND ALL THAT PORTION OF HENRY MEADER DONATION CLAIM NO. 46 IN THE NORTH HALF OF THE NORTHWEST QUARTER OF SECTION 25, TOWNSHIP 23 NORTH, RANGE 4 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY WASHINGTON SOUNDTRANSIT Date: Scale: "= 30 Filename: TK—G 1 04.DWG Contract No.: CN 0 143— 12 Date: 11/9/2012 60 AREA OF BUILDING CODE COMPLIANCE ANALYSIS EXIT ACCESS PATH OF TRAVEL RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 100% SUBMITTAL Drawing No.: TK-G 1.04 30 15 30 SCALE IN FEET SOUND TRANSIT TUKW I LA STATION TUKW I LA, WASH I NGTON MUN I C I PAL CODE INFORMATION • • • • • • • H 1 • 2 • 3 • 4 • 01 5 u-) (f) 1- uJ LIJ (f) v., v 0 o < 0 o 1 ii Lc) o 0 o ("N (N cr) - o (r) c\jcp E 6 a) > 0 0 r; .E -J iz D a. • • . • • • .. ......... tsta... • ...g, g • r- ,..... .. 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I) A TETRA TECH INCA 400 112th Ave NE, Suite 400, Bellevue, WA 98027 Te1426.885.1000 74 WETLAND "N" 787'7.7iitz,rsc , MAR 26 2016 ..5€••••,€"'"7"5,919€41a8t",a8€9994,915€9,9,5."5,5n:7,89"'"'""zi. SOUNDTRANSIT Scale: Filename: = 20' TK-SV. dwg Contract No.: CNO143-12 0 10 20 40 1 inch = 20 ft. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION SURVEY NOTES: LEGEND: _ _ PROPERTY BOUNDARY EXISTING EASEMENT UTILITY LOCATE POINTS MONITORING WELL/ GEOTECHNICAL TEST BORING ROW LINES TOP OF SLOPE -TS- TOE OF SLOPE WETLAND DELINEATION OVERHEAD CCTV LINE 1. THIS SURVEY, FOR THE PROPOSED TUKWILA COMMUTER RAIL STATION IS A COMPILATION FROM SEVERAL SOURCES AS FOLLOWS: 2. THE TOPOGRAPHIC FEATURES REPRESENTED UPON THIS MAP ARE BASED UPON A SURVEY PERFORMED BY TRIAD AND ASSOCIATES (IN 1998) AND PROVIDED TO SOUND TRANSIT IN 2007: THE AREA COVERED BY THIS SURVEY LIES BETWEEN THE UNION PACIFIC RAILROAD GRADE ON THE WEST, THE BURLINGTON NORTHERN SANTA FE RAILROAD GRADE ON THE EAST, LONGACRES WAY ON THE NORTH, AND STRANDER BOULEVARD (EXTENDED EASTERLY) ON THE SOUTH. THIS MAP DEPICTS VISIBLE SURFACE FEATURES (SUCH AS PAVEMENT, FENCING, SIDEWALKS, SIGNS AND VISIBLE SURFACE FEATURES OF UTILITIES). THE UNDERGROUND UTILITIES SHOWN ARE BASED UPON SURFACE EVIDENCE AT THE TIME OF THE FIELD SURVEY, THE ACTUAL LOCATION OF UNDERGROUND UTILITIES (INCLUDING STORM AND SANITARY LINES) MUST BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION. 3. ADDITIONAL TOPOGRAPHIC SURVEYING WAS PERFORMED BY TETRA TECH INCA IN 2008 AND 2010 TO EXPAND THE MAP COVERAGE IN THE FOLLOWING AREAS: TO THE WEST INCLUDING THE UNION PACIFIC RAIL ROAD GRADE AND THE INTERURBAN TRAIL; TO THE EAST, INCLUDING THE BURLINGTON NORTHERN SANTA FE RAIL ROAD GRADE AND PORTIONS OF THE DEMOLISHED LONGACRES HORSE RACING TRACK FACILITY; TO THE SOUTH, SOUTH OF STRANDER BOULEVARD (EXTENDED EASTERLY) AND LYING BETWEEN THE RAILROAD GRADES; TO THE NORTH, THE NORTH SIDE OF LONGACRES WAY. THE ADDITIONAL TOPOGRAPHICAL SURVEYING WAS BASED UPON A SCOPE OF WORK WHICH INCLUDED VISIBLE SURFACE FEATURES (SUCH AS PAVEMENT, FENCING, RAILROAD TRACKS, TEMPORARY RAILROAD PLATFORMS, SIDEWALKS, SIGNS AND VISIBLE SURFACE FEATURES OF UTILITIES), AND THE INTERIOR DETAILING OF ACCESSIBLE STORM DRAINAGE AND SANITARY SEWER STRUCTURES. NO UNDERGROUND UTILITY LOCATES WERE PERFORMED, EXCEPT FOR SPECIFIC UTILITY POT -HOLE LOCATIONS AS DIRECTED BY THE ENGINEER AND SHOWN ON THESE PLANS. THE ACTUAL LOCATION OF UNDERGROUND UTILITIES (INCLUDING STORM AND SANITARY LINES) MUST BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION. 4. THE EXISTING RIGHT-OF-WAY, PARCEL AND EASEMENT BOUNDARY LINES SHOWN ARE BASED UPON A SURVEY PERFORMED BY EASTSIDE CONSULTANTS FOR SOUND TRANSIT IN JUNE OF 2010. FOR ADDITIONAL DETAILS AND NOTES REGARDING THESE ELEMENTS, SEE THE RECORD OF SURVEY BY EASTSIDE CONSULTANT, INC. RECORDED UNDER AFN 20100907900002, RECORDS OF KING COUNTY, WASHINGTON. SV.05 SV.02 SV.03 SV.04 ----"L" - - 7....","„,- , „,-„,„„‘ -„,,,.‘,,,,„\ „....„,,,,„1.....m...„..-...„.„„„, .....,„.„,_ '• ,, '""'",••••••• - ''''''' § 6 •„ , ,,..„1 E1/4.1 , ,,,,, k,•'..\:,.:\ s k' ''''gti % S • ‘ ' \l'€ , .7: ,r , \\ ' '\. 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'., v.n.` w\, \`K;\\\\'t2� �<GC��G�Qe ve\a ».w•»NQ 3a :\ <i wn « S. a e.. o,o„v.n...v».»,»»„•««,,,,,,.,wm ��§> »m„»mw.v»:n,.:»»,uxu:v:«:,w.»a �e , „"' ay i,r`i :. r 'av:: ne'•' '>„\va, .. » »,u,,, ,,,,,,,,,,u» , X .� \ ,w.vvvnvnv < v»x ` ,�va, _v'.v` b �✓£ }. .»,. xva .om»,wn»„ v\i ��:� ,»» .......... . �_ � ..... »:.` ;.;;; ,...,n».» ..,., :... •n.. n....»:..>»>,.::n.n:«,:»..,..,................ »s �`>�,"m"»m"».xxen,»»,,, ,,;a,.n, i 1 CD WI WI 1 C)I 11/9/2012 11/9/2012 — SS TO REMAIN (12" DIA., APPROX. 13' OF EXISTING COVER) E INN 3.3 I= N EXISTING SSMH 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS M — aril n,44,.. 10' ACCESS & UTILITY EASEMENT REC. # 9404131434 MATCHLINE - SEE DWG TK-SV.07 Designed By: S. OLLING Drown By: A. EDRY No. Dote By Chk. App. Revisions Checked By: D. PROCTOR Approved By. S. OLLING Consulting Engineers 1601 Filth Avenue, Sultu 1600 Seattle, libshinglon 98101 (206) 622-5822 Fos (206) 622-8150 Submitted: Dote: — — 10' SEWER EASEMENT REC. # 9811051959 WETLAND "0" BUFFER TET TECH 0. SSMH RIM EL. = 22.19' IE CENTER CHAN. = 14.78' 8" N (IN) & (OUT) 6" E (IN) i — — �Ua INCA ENGINEERS, INC. D 3A TETRA TECH INCA 400112th Ave NE, Sults 400, Bellevue, WA 98027 TsI:426.686.1000 Approved: tP a„ REVIEWED FOR CODE COMPLIANCE , �. .r'J j?,P� —RO FEB 25 2013 City of Tukwila BUILDING DIVISION MAR 26 2016 .w.suW"..yr'1"u Ai;1 uNY4"'u"'arw."N1+.722$WGW�Awf::,:.::t. SOUNDTRANSIT Date: Scale: — W W v) MATCHLINE - 1" = 20' Filename: TK—SV.dwg Contract No.: CN0143-12 Date: 11/9/2012 0 10 20 40 1 inch = 20 ft. SURVEY NOTES: LEGEND: — — PROPERTY BOUNDARY EXISTING EASEMENT UTILITY LOCATE POINTS MONITORING WELL/ GEOT HNI A TEST BOR ING C L ES BO NG ROW LINES . »,»».«,«wnwTw»w.w....».,. �i»,.w. w.wn—TB— TOP OF SLOPE TOE OF SLOPE L E W,a.....» t >»»ww •WETLAND DELINEATION —TV— 'TV— OVERHEAD CCTV LINE 1. THIS SURVEY, FOR THE PROPOSED TUKWILA COMMUTER RAIL STATION IS A COMPILATION FROM SEVERAL SOURCES AS FOLLOWS: 2. THE TOPOGRAPHIC FEATURES REPRESENTED UPON THIS MAP ARE BASED UPON A SURVEY PERFORMED BY TRIAD AND ASSOCIATES (IN 1998) AND PROVIDED TO SOUND TRANSIT IN 2007. THE AREA COVERED BY THIS SURVEY LIES BETWEEN THE UNION PACIFIC RAILROAD GRADE ON THE WEST, THE BURLINGTON NORTHERN SANTA FE RAILROAD GRADE ON THE EAST, LONGACRES WAY ON THE NORTH, AND STRANDER BOULEVARD (EXTENDED EASTERLY) ON THE SOUTH. THIS MAP DEPICTS VISIBLE SURFACE FEATURES (SUCH AS PAVEMENT, FENCING, SIDEWALKS, SIGNS AND VISIBLE SURFACE FEATURES OF UTILITIES). THE UNDERGROUND UTILITIES SHOWN ARE BASED UPON SURFACE EVIDENCE AT THE TIME OF THE FIELD SURVEY, THE ACTUAL LOCATION OF UNDERGROUND UTILITIES (INCLUDING STORM AND SANITARY LINES) MUST BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION. 3. ADDITIONAL TOPOGRAPHIC SURVEYING WAS PERFORMED BY TETRA TECH INCA IN 2008 AND 2010' TO EXPAND THE MAP COVERAGE IN THE FOLLOWING AREAS: TO THE WEST INCLUDING THE UNION PACIFIC RAIL ROAD GRADE AND THE INTERURBAN TRAIL; TO THE EAST, INCLUDING THE BURLINGTON NORTHERN SANTA FE RAIL ROAD GRADE AND PORTIONS OF THE DEMOLISHED LONGACRES HORSE RACING TRACK FACILITY; TO THE SOUTH, SOUTH OF STRANDER BOULEVARD (EXTENDED EASTERLY) AND LYING BETWEEN THE RAILROAD GRADES; TO THE NORTH, THE NORTH SIDE OF LONGACRES WAY. THE ADDITIONAL TOPOGRAPHICAL SURVEYING WAS BASED UPON A SCOPE OF WORK WHICH INCLUDED VISIBLE SURFACE FEATURES (SUCH AS PAVEMENT, FENCING, RAILROAD TRACKS, TEMPORARY RAILROAD PLATFORMS, SIDEWALKS, SIGNS AND VISIBLE SURFACE FEATURES OF UTILITIES), AND THE INTERIOR DETAILING OF ACCESSIBLE STORM DRAINAGE AND SANITARY SEWER STRUCTURES. NO UNDERGROUND UTILITY LOCATES WERE PERFORMED, EXCEPT FOR SPECIFIC UTILITY POT —HOLE LOCATIONS AS DIRECTED BY THE ENGINEER AND SHOWN ON THESE PLANS. THE ACTUAL LOCATION OF UNDERGROUND UTILITIES (INCLUDING STORM AND SANITARY LINES) MUST BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION. 4. THE EXISTING RIGHT—OF—WAY, PARCEL AND EASEMENT BOUNDARY LINES SHOWN ARE BASED UPON A SURVEY PERFORMED BY EASTSIDE CONSULTANTS FOR SOUND TRANSIT IN JUNE OF 2010. FOR ADDITIONAL DETAILS AND NOTES REGARDING THESE ELEMENTS, SEE THE RECORD OF SURVEY BY EASTSIDE CONSULTANT, INC. RECORDED UNDER AFN 20100907900002, RECORDS OF KING COUNTY, WASHINGTON. >;::::: V 1 s .o sv.o 2 i:�2:££ t SV. 0 4m..„.w.w�\��uuu�uswq�,KKK h\\��\�?S �-\'.mu\� . q��u�.\\W\ \\\��ce\� �\ W "��\ a 1 , ,‘,.., ks.... ,,,,,, ..4 ''.'" \ .....�...a....�., =...».::.........va N.,,..„1,„' ;ate \ `»�wn, SV. 05 SV. 06 SV:07 SV. 0 8 KEY MAP RECEIVED CITY OF TUKWILA NOV 2 7 2012 PEWIT CENTER Datums are as follows: • Horizontal is Washington North Zone (based upon NAD'83/91). • Vertical is NAVD'88. • To convert NAVD'88 elevations (shown) to NGVD'29, subtract 3.54 feet from elevations shown. 100% SUBMITTAL SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON EXISTING CONDITIONS PLAN Drawing No.: TK - SV. 03 Sheet No.: 7 Rev.: 1 • 2 • 3 • 4 • D O. a+, "° JUMH r a: CTR .: LIDxn=»,19:03' EJMP = 14.4' ...,,,,r.» »n »^''"`t,»:ruvx,»m »»» - n....n.,.. 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" n.» »: m ».#:Y.T,...s{A,,.>:r»ww:v;,:+u,,...x,.w.>..::........ :oCacaa�,*n :i�i>:.s�" \o:'Ci..;,;,9,»»«, ox»».....n x..».»': »�;,*\.'�\,•`., "♦ , v 8*`rx:� #..�,.n ` ., ,n,..a,. wwwrw.irrr....:.. it ' ° $ a x s $ , a a y a x 2 2 : . > # : . . e a f i t "'�a t t�L t a a a, R%...: I`�..r2i___ _�.J c Y ' . ? a `a ;+:38 » ,»»,•...._,..,.».,...» F,;, $^'8` »»' 'z`+s , . \ x,.n..,.< ,.,,,,,,»» ,»,Le »,nn,»»„n,,.., : »>o«mn», «,»»»,»,.»a..>„ n»»,».'-». .»»^•».,,«;,+.»», ",,, >x,,,,,» »... ...........»nv..» ox �xw,» 'ten »„» ;g0»,,,»m» "E``«�» .»»,...n,,,».»»< ,»,,,»»»,n»»;, aww�<av»»,»:n, ,.�.•nmx..,.xm,`::: .,»„»+»+»». „»,»m„ •m<x»»,,,»,,," ». »»»n„»,�. 7.11:1:1„.;:17 y » k v �M m x„»,,,,,v,,,,,w,:nn• SUMP z \ CT R LID n n \ ' %UMW 20' .W• { a a n„ ��,'.'•nxw„a,\\<t\;\"'<o';aa W»,,,..,,,,\, C \, `2 e;; € Z a \?a , 5 � r \ x CD W� WI V) 1 f. n R aIS { + w,w.vvvvuw. 10' SEWER EASEMENT REC. # 9811051959 11/9/2012 11/9/2012 I NM M WETLAND "0" WETLAND "0" BUFFER In N MN I 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS 10' ACCESS & UTILITY EASEMENT REC. # 9404131434 N I SSMH RIM EL. = 21.70' IE CENTER CHAN. = 17.40' IE4"N IE 6" NE IE 8" S (OUT) SS m»m »ate TEST H E »»»» I CD a t I , t »» t AA x stA '22} SDMH 1 CTR LID=17.654 SUMP = 14. ' CB TYPE I CTR'GR7 `TE = 15.68' IE CMP W = 13.7' ,SUMP = 12.1' SDMI( CTR( LID = 17.06' SUMP = 14.2' SDMI4 '",CTR LID = 19.22' SUMP = 14.4' SDMH CTR LID = 19.81' SUMP = 14.4' 20' ACCESS & UTILITY EASEMENT REC. # 9811051961 SDMH CTR LID = 19.36' SUMP = 14.5' -MATCHLINE- - SEE DWG TK-SV.08- Designed By: S. OLLING Drawn By: A. EDRY Checked By: D. PROCTOR No. Date By Chk. App. Revisions Approved By: S. OLLING Consulting Engineers 1601 fifth Avenue, Suite 1600 ;��N2 :..��`.; ue :�'� �. ,.. 3,�.,. gy+'^W ��w�.,!„'�1`vr•1: �;"�"'w.»„ h;, v;.n»+,.meewoo»»: .,Y"4„e n ....» y ,�>"'a .��o&�' #' ,Ek L 4}#: � '>.., ` .. .„:„`".«..w..> » ��`..• t%g -,- :nwce>aa:»,a,»:;nv°w° F ° ,y�v w>',»,`v',`�».V.»»^,,'a,,,�,^:,w ro�»x Y'^, S8 ,a s �; £'�$v"'` ak'''2`LOW VOLTAGE POWER T0'DRAINAGE SG�°` ` ,.,». a PUMP STATION„--'''''' .,,,,,,,,.:0 SIN CTR LID=20.17' IE 48" N/S=10.6' TOP OF ELECTRICAL CB TYPE I CTR GRATE = 17.19' IE 12" CPEP N = 13.4' IE 12" CONC W = 13.3' SUMP = 13.1' 20/ACCESS & UTILITY EASEMENT REC. # 9811051961 35' ROADWAY EASEMENT CHAINUNK FENCE \ 5"0EP D WIPE IE 12`\-(44? W T:4' CB TYPE I CTR GRATE = 15.77 "<,»v.3A.:#<`bIE 9112 DIPS 13.2tP• E x3.3 IE = 3 ,;."b*f»�€£'2 $ $ yge $`svt ?'R ?'C,::: �.? �F�1'{£a d+w 6aW.. a<:< Z.: �o°'a<>'.i #.<,' 8�,8h:R.sna.s'?x;;�s§'g •8 AWAY kOM to,/ ?ors "" .hri ke MA.RKER MEM WETLAND "L" WETLAND "L" BUFFER CB TYPE I CTR GRATE = 15.76 12"CMP 1 E W = 13 .3' IE 12" CONC E = 13.3' SUMP = 12.0' TET TECH INCA ENGINEERS, INC. D A TETRA TECH INCA Approved: LONGACRES WAY = EXTENSION I. 10' COMMON UTILITY EASEMENT PER REC. # 9404131435 CB TYPE I CTR GRATE = IE 12" CPEP SUMP = 14.9 SOUNDTRANSIT Dote: REVIEWED FOR CODE COMPLIANCE APFROVED City of Tukwila BUILDING DIVISION MI NMI Scale: = 20' TK-SV.dwg Contract No.: Dote: 11/9/2012 0 10 20 40 1 inch = 20 ft. SURVEY NOTES: LEGEND: - - PROPERTY BOUNDARY EXISTING EASEMENT UTILITY LOCATE POINTS MONITORING WELL/ GEOTECHNICAL TEST BORING ROW LINES TB- TOP OF SLOPE TS' -TS- TOE OF SLOPE WETLAND DELINEATION OVERHEAD CCTV LINE CENTERLINE 1. THIS SURVEY, FOR THE PROPOSED TUKWILA COMMUTER RAIL STATION IS A COMPILATION FROM SEVERAL SOURCES AS FOLLOWS: 2. THE TOPOGRAPHIC FEATURES REPRESENTED UPON THIS MAP ARE BASED UPON A SURVEY PERFORMED BY TRIAD AND ASSOCIATES (IN 1998) AND PROVIDED TO SOUND TRANSIT IN 2007. THE AREA COVERED BY THIS SURVEY LIES BETWEEN THE UNION PACIFIC RAILROAD GRADE ON THE WEST, THE BURLINGTON NORTHERN SANTA FE RAILROAD GRADE ON THE EAST, LONGACRES WAY ON THE NORTH, AND STRANDER BOULEVARD (EXTENDED EASTERLY) ON THE SOUTH. THIS MAP DEPICTS VISIBLE SURFACE FEATURES (SUCH AS PAVEMENT, FENCING, SIDEWALKS, SIGNS AND VISIBLE SURFACE FEATURES OF UTILITIES). THE UNDERGROUND UTILITIES SHOWN ARE BASED UPON SURFACE EVIDENCE AT THE TIME OF THE FIELD SURVEY, THE ACTUAL LOCATION OF UNDERGROUND UTILITIES (INCLUDING STORM AND SANITARY LINES) MUST BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION. 3. ADDITIONAL TOPOGRAPHIC SURVEYING WAS PERFORMED BY TETRA TECH INCA IN 2008 AND 2010 TO EXPAND THE MAP COVERAGE IN THE FOLLOWING AREAS: TO THE WEST INCLUDING THE UNION PACIFIC RAIL ROAD GRADE AND THE INTERURBAN TRAIL; TO THE EAST, INCLUDING THE BURLINGTON NORTHERN SANTA FE RAIL ROAD GRADE AND PORTIONS OF THE DEMOLISHED LONGACRES HORSE RACING TRACK FACILITY; TO THE SOUTH, SOUTH OF STRANDER BOULEVARD (EXTENDED EASTERLY) AND LYING BETWEEN THE RAILROAD GRADES; TO THE NORTH, THE NORTH SIDE OF LONGACRES WAY. THE ADDITIONAL TOPOGRAPHICAL SURVEYING WAS BASED UPON A SCOPE OF WORK WHICH INCLUDED VISIBLE SURFACE FEATURES (SUCH AS PAVEMENT, FENCING, RAILROAD TRACKS, TEMPORARY RAILROAD PLATFORMS, SIDEWALKS, SIGNS AND VISIBLE SURFACE FEATURES OF UTILITIES), AND THE INTERIOR DETAILING OF ACCESSIBLE STORM DRAINAGE AND SANITARY SEWER STRUCTURES. NO UNDERGROUND UTILITY LOCATES WERE PERFORMED, EXCEPT FOR SPECIFIC UTILITY POT -HOLE LOCATIONS AS DIRECTED BY THE ENGINEER AND SHOWN ON THESE PLANS. THE ACTUAL LOCATION OF UNDERGROUND UTILITIES (INCLUDING STORM AND SANITARY LINES) MUST BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION. 4. THE EXISTING RIGHT-OF-WAY, PARCEL AND EASEMENT BOUNDARY LINES SHOWN ARE BASED UPON A SURVEY PERFORMED BY EASTSIDE CONSULTANTS FOR SOUND TRANSIT IN JUNE OF 2010. FOR ADDITIONAL DETAILS AND NOTES REGARDING THESE ELEMENTS, SEE THE RECORD OF SURVEY BY EASTSIDE CONSULTANT, INC. RECORDED UNDER AFN 20100907900002, RECORDS OF KING COUNTY, WASHINGTON. i'Lr--- :,\'-\:: \\I-7-4:1:::-4-4:71 ...... -!-: ,s, „..t.,,,,„, ,,,, , , ....., .....,m, .............,_..............._...„ is , i rs KEY MAP Datums are as follows: • Horizontal is Washington North Zone (based upon NAD'83/91). • Vertical is NAVD188. • To convert NAVD'88 elevations (shown) to NGVD'29, subtract 3.54 feet from elevations shown. RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 100% SUBMITTAL SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON 1 Drawing No.: Sheet No.: 8 -o V) W W c • 10 a- O Ja U / U < rn o 10 0 di 10 p o 0 o -c N o J . • O o o 161 E 8Q J .. c • 11/9/2012 11/9/2012 Date By Chk. App. INN INN IM NW INN • BNSF • • 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Revisions • Drawn By: 72"' im;;Lm‘ A. EDRY Checked By: D. PROCTOR Approved By: S. OLLING • 10' METRO SEWER EASEMENT 14" PETROLEUM JAE' LOCATED TOP OF PIPE EL=11:431 14" PETROLEUM LINE LOCATED TOP OF LOCATED TOP OF CONDUITSJC=17.62' 4.5 1 • N/A • OP • 1101 1111111111 Consulting Engineers Submitted: en rri 3 or va WEVAND =I MI MI INN 30' PETROLEUM LINE EASEMENT 12" PETROLEUM LINE LOCATED TOP OF PIPE EL=16.28' 30' ELECT. EASEMENT 12 PETROLTUFLINE LOCATED TOP PIPE EL = WETLAND "S" BUFFER \._ • Nil =I • • • • • TETRA TECH INCA ENGINEERS, INC. st' A TETRA TECH INCA Approved: SOUNDTRANSIT Dote: Filename: LLJ TK-SV.dwg Contract No.: 11/9/2012 0 10 20 40 1 inch = 20 ft. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 25 2013 City of Tukwila BUILDING DIVISION SURVEY NOTES: LEGEND: _ _ PROPERTY BOUNDARY EXISTING EASEMENT UTILITY LOCATE POINTS MONITORING WELL/ GEOTECHNICAL TEST BORING ROW LINES TOP OF SLOPE TOE OF SLOPE WETLAND DELINEATION ---- TV TV— OVERHEAD CCTV LINE 1. THIS SURVEY, FOR THE PROPOSED TUKWILA COMMUTER RAIL STATION IS A COMPILATION FROM SEVERAL SOURCES AS FOLLOWS: 2. THE TOPOGRAPHIC FEATURES REPRESENTED UPON THIS MAP ARE BASED UPON A SURVEY PERFORMED BY TRIAD AND ASSOCIATES (IN 1998) AND PROVIDED TO SOUND TRANSIT IN 2007. THE AREA COVERED BY THIS SURVEY LIES BETWEEN THE UNION PACIFIC RAILROAD GRADE ON THE WEST, THE BURLINGTON NORTHERN SANTA FE RAILROAD GRADE ON THE EAST, LONGACRES WAY ON THE NORTH, AND STRANDER BOULEVARD (EXTENDED EASTERLY) ON THE SOUTH. THIS MAP DEPICTS VISIBLE SURFACE FEATURES (SUCH AS PAVEMENT, FENCING, SIDEWALKS, SIGNS AND VISIBLE SURFACE FEATURES OF UTILITIES). THE UNDERGROUND UTILITIES SHOWN ARE BASED UPON SURFACE EVIDENCE AT THE TIME OF THE FIELD SURVEY, THE ACTUAL LOCATION OF UNDERGROUND UTILITIES (INCLUDING STORM AND SANITARY LINES) MUST BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION. 3. ADDITIONAL TOPOGRAPHIC SURVEYING WAS PERFORMED BY TETRA TECH INCA IN 2008 AND 2010 TO EXPAND THE MAP COVERAGE IN THE FOLLOWING AREAS: TO THE WEST INCLUDING THE UNION PACIFIC RAIL ROAD GRADE AND THE INTERURBAN TRAIL; TO THE EAST, INCLUDING THE BURLINGTON NORTHERN SANTA FE RAIL ROAD GRADE AND PORTIONS OF THE DEMOLISHED LONGACRES HORSE RACING TRACK FACILITY; TO THE SOUTH, SOUTH OF STRANDER BOULEVARD (EXTENDED EASTERLY) AND LYING BETWEEN THE RAILROAD GRADES; TO THE NORTH, THE NORTH SIDE OF LONGACRES WAY. THE ADDITIONAL TOPOGRAPHICAL SURVEYING WAS BASED UPON A SCOPE OF WORK WHICH INCLUDED VISIBLE SURFACE FEATURES (SUCH AS PAVEMENT, FENCING, RAILROAD TRACKS, TEMPORARY RAILROAD PLATFORMS, SIDEWALKS, SIGNS AND VISIBLE SURFACE FEATURES OF UTILITIES), AND THE INTERIOR DETAILING OF ACCESSIBLE STORM DRAINAGE AND SANITARY SEWER STRUCTURES. NO UNDERGROUND UTILITY LOCATES WERE PERFORMED, EXCEPT FOR SPECIFIC UTILITY POT -HOLE LOCATIONS AS DIRECTED BY THE ENGINEER AND SHOWN ON THESE PLANS. THE ACTUAL LOCATION OF UNDERGROUND UTILITIES (INCLUDING STORM AND SANITARY LINES) MUST BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION. 4. THE EXISTING RIGHT-OF-WAY, PARCEL AND EASEMENT BOUNDARY LINES SHOWN ARE BASED UPON A SURVEY PERFORMED BY EASTSIDE CONSULTANTS FOR SOUND TRANSIT IN JUNE OF 2010. FOR ADDITIONAL DETAILS AND NOTES REGARDING THESE ELEMENTS, SEE THE RECORD OF SURVEY BY EASTSIDE CONSULTANT, INC. RECORDED UNDER AFN 20100907900002, RECORDS OF KING COUNTY, WASHINGTON. SV.02 SV.06 SV.03 ,:s\‘‘‘‘ T:is::::„TsTs It; KEY MAP SV.04 RECEIVED CITY OF TUKWILA PERMIT CENTER 8 Horizontal is Washington North Zone (based upon NAD183/91). • Vertical is NAVD'88. • To convert NAVD188 elevations (shown) to NGVD'29, subtract 3.54 feet from elevations shown. 100% SUBMITTAL SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON EXI TING CONDITIONS PLAN Drawing No.: Sheet N Rev.: 1 • 2 • 3 • 4 • NM ME -- -- s - — NMI IMO MI MI MATCHLINE - SEE DWG TK-SV.02 es tee._ 10! 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CASING CRP AT T F°" A� IN LC ED 0.� ,"0 C ,S»,w�.,....»� ,.n» m • n? a n», aew »,vv a,,: ur< .vn.+ nv,.• »,» aa> aeee< m,v, ....v «m tan» x, r ,000° a000t a„v «m, .vn.• ..»» »m ,vm a.av avm ewot .w.: ,».. ..,w v»,. mx ewe ex, .n,»m„ ,.,w ..»,: eeww >.»» a„K .«» w.w n.v a:n». as .vw uvn wv v. »»» .a.. a,va 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Designed By. S. OLLING Drawn By A. EDRY Checked By D. PROCTOR No. Dote By Chk. App. Revisions Approved By. S. OLLING w:C.»»e».w,»ra».txena.»:}:v< FAA • Consulting Engineers 1601 Filth Avenue; Suite 1600 Sallie. NOxshkigton 98101 (206) 622-5822 Fox (206) 622-8130 SCL o • ` »xaavv� a.»vvaxaKvw as • ,T ION ONLY NOT VERIFIED • TETRA TECH INCA ENGINEERS, INC. A TETRA TECH INCA Approved: o mw ,a,v wm »» wm m m 8" FIBER OPTIC CONDUITS LOCATED TOP -'OF CONDUITS EL=18.61' meoo�t a + .320 14Ak 2 6 211:16 SOUNDTRANSIT Date: Scale: I = 20' Filename: TK-SV.dwg Contract No.: Date: 11/9/2012 20 40 REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION SURVEY NOTES: LEGEND: PROPERTY BOUNDARY EXISTING EASEMENT UTILITY LOCATE POINTS MONITORING WELL/ GEOTECHNICAL TEST BORING ROW LINES TOP OF SLOPE TOE OF SLOPE W1.-- WETLAND DELINEATION —TV • — OVERHEAD CCTV LINE 1. THIS SURVEY, FOR THE PROPOSED TUKWILA COMMUTER RAIL STATION IS A COMPILATION FROM SEVERAL SOURCES AS FOLLOWS: 2. THE TOPOGRAPHIC FEATURES REPRESENTED UPON THIS MAP ARE BASED UPON A SURVEY PERFORMED BY TRIAD AND ASSOCIATES (IN 1998) AND PROVIDED TO SOUND TRANSIT IN 2007. THE AREA COVERED BY THIS SURVEY LIES BETWEEN THE UNION PACIFIC RAILROAD GRADE ON THE WEST, THE BURLINGTON NORTHERN SANTA FE RAILROAD GRADE ON THE EAST, LONGACRES WAY ON THE NORTH, AND STRANDER BOULEVARD (EXTENDED EASTERLY) ON THE SOUTH. THIS MAP DEPICTS VISIBLE SURFACE FEATURES (SUCH AS PAVEMENT, FENCING, SIDEWALKS, SIGNS AND VISIBLE SURFACE FEATURES OF UTILITIES). THE UNDERGROUND UTILITIES SHOWN ARE BASED UPON SURFACE EVIDENCE AT THE TIME OF THE FIELD SURVEY, THE ACTUAL LOCATION OF UNDERGROUND UTILITIES (INCLUDING STORM AND SANITARY LINES) MUST BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION. 3. ADDITIONAL TOPOGRAPHIC SURVEYING WAS PERFORMED BY TETRA TECH INCA IN 2008 AND 2010 TO EXPAND THE MAP COVERAGE IN THE FOLLOWING AREAS; TO THE WEST INCLUDING THE UNION PACIFIC RAIL ROAD GRADE AND THE INTERURBAN TRAIL; TO THE EAST, INCLUDING THE BURLINGTON NORTHERN SANTA FE RAIL ROAD GRADE AND PORTIONS OF THE DEMOLISHED LONGACRES HORSE RACING TRACK FACILITY; TO THE SOUTH, SOUTH OF STRANDER BOULEVARD (EXTENDED EASTERLY) AND LYING BETWEEN THE RAILROAD GRADES; TO THE NORTH, THE NORTH SIDE OF LONGACRES WAY. THE ADDITIONAL TOPOGRAPHICAL SURVEYING WAS BASED UPON A SCOPE OF WORK WHICH INCLUDED VISIBLE SURFACE FEATURES (SUCH AS PAVEMENT, FENCING, RAILROAD TRACKS, TEMPORARY RAILROAD PLATFORMS, SIDEWALKS, SIGNS AND VISIBLE SURFACE FEATURES OF UTILITIES), AND THE INTERIOR DETAILING OF ACCESSIBLE STORM DRAINAGE AND SANITARY SEWER STRUCTURES. NO UNDERGROUND UTILITY LOCATES WERE PERFORMED, EXCEPT FOR SPECIFIC UTILITY POT —HOLE LOCATIONS AS DIRECTED BY THE ENGINEER AND SHOWN ON THESE PLANS. THE ACTUAL LOCATION OF UNDERGROUND UTILITIES (INCLUDING STORM AND SANITARY LINES) MUST BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION. 4. THE EXISTING RIGHT—OF—WAY, PARCEL AND EASEMENT BOUNDARY LINES SHOWN ARE BASED UPON A SURVEY PERFORMED BY EASTSIDE CONSULTANTS FOR SOUND TRANSIT IN JUNE OF 2010. FOR ADDITIONAL DETAILS AND NOTES REGARDING THESE ELEMENTS, SEE THE RECORD OF SURVEY BY EASTSIDE CONSULTANT, INC. RECORDED UNDER AFN 20100907900002, RECORDS OF KING COUNTY, WASHINGTON. SV.02 SV.03 SV.05 SV.04 SV.08 KEY MAP RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER Datums are as follows: • Horizontal is Washington North Zone (based upon NAD'83/91). • Vertical is NAVD188. • To convert NAVD188 elevations (shown) to NGVD129, subtract 3.54 feet from elevations shown. 100% SUBMITTAL SOUND TRANSIT TUKWILA STATION EX G ON ITIONS PLAN Drawing No.: Sheet No.: 10 1—` 1 • 2 3 4 (3, 5 (f) tJ • . • • (i) W -0 tt 2 0 0 •J o < 0) o o Lo o • • o 0 C (I) (5-3) L• 0 0) > Il- 0 (D. • a. „811111111111 IMO IIIIII 1 .a.a4.4.4.4,•••• TO• • ,050.0400505:40e00550,0•5 400,05555,55:50,504544 • 02022, Wee v....yew • MATCHLINE - SEE DWG TK-,SV.03 MIN 15' UTILITY EASEMENT REC. # 9811051959 ME MI MN AS -BIM )TA FROM AT? 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Suite 1600 Iltohkigton 98101 (206) 622-3822 Fax (206) 622-8130 Submitted: Dote: TALL ORAN, Mfg FNC.E .X>:•'"""'""'""""."' TETRA TECH NC A CB TYPE' CTR'GRATE =18.66' 1E ;14" CONC = 17.2' 12" CONC S IE 12" CONC E, SUMP =17.0' • '" r-HOLE 1;.^-! PVEMENT; (Possat, co) / • • < -"- op oppal 0 5 CB TYPE 1 -' CTR CRATE.= 18.30' IE 6"p0Nc NE = 17.1” SUMP = 15.7' WATER -LEVEL101° • " ° .`" .x INCA ENGINEERS, INC. EIPLA TETRA TECH INCA 400 112th Ave NE, Sults 400, Bellevue, WA 98027 Tel425.885.1000 Approved: • ,.„„ .a.„ ; ° " ° t ik O NEAN1Oh I We Iii: IIt 19 i• . '.? 6 4AR220155 6 ' • V„''',X.° ,' • 00, 1,° 4PK.PE RWM . •N Y11 , „ 4 <, < as, wee. 40, — I ^ SOUNDTRANSIT Dote: Scale: I" = 20' Filename: TK-SV.dwg Contract No.: CNO143-12 Dote: 1 1 / 9 / 2 0 1 2 10 20 40 1 inch = 20 ft. REN/k..-111„,t-D FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION SURVEY NOTES: LEGEND: PROPERTY BOUNDARY EXISTING EASEMENT UTILITY LOCATE POINTS 0 MONITORING WELL/ GEOTECHNICAL TEST BORING ROW LINES TOP OF SLOPE TS— TS TOE OF SLOPE WETLAND DELINEATION OVERHEAD CCTV LINE TBAve......mas.womm exweeeee.w.w..., 1. THIS SURVEY, FOR THE PROPOSED TUKWILA COMMUTER RAIL STATION IS A COMPILATION FROM SEVERAL SOURCES AS FOLLOWS: 2. THE TOPOGRAPHIC FEATURES REPRESENTED UPON THIS MAP ARE BASED UPON A SURVEY PERFORMED BY TRIAD AND ASSOCIATES (IN 1998) AND PROVIDED TO SOUND TRANSIT IN 2007. THE AREA COVERED BY THIS SURVEY LIES BETWEEN THE UNION PACIFIC RAILROAD GRADE ON THE WEST, THE BURLINGTON NORTHERN SANTA FE RAILROAD GRADE ON THE EAST, LONGACRES WAY ON THE NORTH, AND STRANDER BOULEVARD (EXTENDED EASTERLY) ON THE SOUTH. THIS MAP DEPICTS VISIBLE SURFACE FEATURES (SUCH AS PAVEMENT, FENCING, SIDEWALKS, SIGNS AND VISIBLE SURFACE FEATURES OF UTILITIES). THE UNDERGROUND UTILITIES SHOWN ARE BASED UPON SURFACE EVIDENCE AT THE TIME OF THE FIELD SURVEY, THE ACTUAL LOCATION OF UNDERGROUND UTILITIES (INCLUDING STORM AND SANITARY LINES) MUST BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION. 3. ADDITIONAL TOPOGRAPHIC SURVEYING WAS PERFORMED BY TETRA TECH INCA IN 2008 AND 2010 TO EXPAND THE MAP COVERAGE IN THE FOLLOWING AREAS: TO THE WEST INCLUDING THE UNION PACIFIC RAIL ROAD GRADE AND THE INTERURBAN TRAIL; TO THE EAST, INCLUDING THE BURLINGTON NORTHERN SANTA FE RAIL ROAD GRADE AND PORTIONS OF THE DEMOLISHED LONGACRES HORSE RACING TRACK FACILITY; TO THE SOUTH, SOUTH OF STRANDER BOULEVARD (EXTENDED EASTERLY) AND LYING BETWEEN THE RAILROAD GRADES; TO THE NORTH, THE NORTH SIDE OF LONGACRES WAY. THE ADDITIONAL TOPOGRAPHICAL SURVEYING WAS BASED UPON A SCOPE OF WORK WHICH INCLUDED VISIBLE SURFACE FEATURES (SUCH AS PAVEMENT, FENCING, RAILROAD TRACKS, TEMPORARY RAILROAD PLATFORMS, SIDEWALKS, SIGNS AND VISIBLE SURFACE FEATURES OF UTILITIES), AND THE INTERIOR DETAILING OF ACCESSIBLE STORM DRAINAGE AND SANITARY SEWER STRUCTURES. NO UNDERGROUND UTILITY LOCATES WERE PERFORMED, EXCEPT FOR SPECIFIC UTILITY POT -HOLE LOCATIONS AS DIRECTED BY THE ENGINEER AND SHOWN ON THESE PLANS. THE ACTUAL LOCATION OF UNDERGROUND UTILITIES (INCLUDING STORM AND SANITARY LINES) MUST BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION. 4. THE EXISTING RIGHT-OF-WAY, PARCEL AND EASEMENT BOUNDARY LINES SHOWN ARE BASED UPON A SURVEY PERFORMED BY EASTSIDE CONSULTANTS FOR SOUND TRANSIT IN JUNE OF 2010. FOR ADDITIONAL DETAILS AND NOTES REGARDING THESE ELEMENTS, SEE THE RECORD OF SURVEY BY EASTSIDE CONSULTANT, INC. RECORDED UNDER AFN 20100907900002, RECORDS OF KING COUNTY, WASHINGTON. S V. 01 S V. 0 2 S V. 0 3 S V. 0 4 W \\''.\% ‘‘\\%:,';‘:\''•''''''••"7•":') \•:4•' 112,;"'"'"'"' ...`%•vt\:4\• ''‘''''\\‘.1:' N7,42\l''•••‘\,,\.‘• .„.^-,*•:•:: ,..,-;‘..„..„:". • • .:. 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LOCATION PER +„BOEING < RECORD ,DRAWING` ` ' 1 1 a, CB TYPE -MR GRATE 17.99' IE 12" CONC ;NWn = 158' IE 12",`CONC SE = 15.8' 'SUMP, '= 15.8' s a s %� a s � s s s s e e ; � s , & � & F � R � e 4 tt s 4 ��1:44{ � xk« $ S a� 5 3 S �S S S 't t S S a #S a S 5 s S S 's»:§».a„ S S "y",,, �n``s, -Sv»3»��x. �a� "«ta�`sa\..,, ' » :,,.kc<°) • "'k:Y:F » .w...w»,<»\ �, xw».:a.rn:n:vvt.�a. ,.x.m.q.:»:..,.va.n...,m.,.v: ♦.::♦.v...:..m..:. ..,.,»......».. ...n:.:,.,:,,n,. ,,,.,.n.,wx,r:,n.e.:.»k,.y,.k .:#.`a:n'f.:.m:..n.....: nn.n ».»rfi>v,n»,a.xay.». a.:..«. .,:..:.:.....:. : op a` ^ fi a»k:♦`y, a*2k{ \ :{°$rc::x TRAFFICTICKET `•::'�:"t'; ;'»-�`::.F:�< »:"ma::f:.:<',Y:s::nrc:n,. "::C`n"a.c":,�"a'an � �♦�\,^n�wt:,+'tvkS.�<:::§•,;,.::�.n'.e.,n...c...�,s..n:aan,::x.,»:..:..>.,. : :»x...:: .:>.:>,,.,,:,:>:`..:,�a::„.,.t♦x.£:.:;i3." CTR GRATE = :18.76' IE 12" CONC N = ` 16.0' ° IE 12" CONC SW = < 16.0' SUMP =t 15.3' •SDMH %CTR LID =` 18.60' SUMP=1'3.3' 5'x8'' RECTANGULAR' (,STRUCTURE IS FULL OF WATER) • • \.' ` ; SDMH 'CTR LID = 18.38' . °'< WA TER sop%LEVEL' = 15:8' ; i,.n.. mw (STRUCTURE IS.FULL OF 'WATER), • ry ».+uxawu»,e.evn. nv ±v` wauuav>xax .ttmmwxxm a » 1::Srk xw oNsitirrs 'EXPOSED O O1. t S ON WEST ., '` r ;,c : OE ,FENCE , #'w .nauccaaawxww»xoxniva axmx+xx ref kn • • • CB TYPE CV GRATE = • • oxo o — ELEVATED CONC P AX s rnrnrn`v a"a , "k •J•a•a:,» `•t LO Ca`C iON ONO a,. NOT VERIFIED 623 F wx • • SUMP = 14.2' • • • • • • • 3. • • o • vCB TYPE I -A o • • ... 'kE:•••'.4;747r—liss, • Gip 0 NM all WE TLAND "B" BUFFER 11C'EljELr:NVE:b475%CITFS:U:;=';;R:WATEr)", CULVERT SC WOE GA rE rONDEBT • 'I7:,1E-VIEWED FOR COPE COMPLIANCE APPROVED 'FEB 2 5 2013 'City of Tukwila BUILDING DIVISION ASPHALT • • i••21V; , WATER LEVEL = 16.11; • 0 10 20 40 SURVEY NOTES: LEGEND: IS — PROPERTY BOUNDARY EXISTING EASEMENT UTILITY LOCATE POINTS MONITORING WELL/ GEOTECHNICAL TEST BORING ROW LINES TOP OF SLOPE TOE OF SLOPE WETLAND DELINEATION TV —TV OVERHEAD CCTV LINE VOTM 1. THIS SURVEY, FOR THE PROPOSED TUKWILA COMMU TER RAIL STATION IS A COMPILATION FROM SEVERAL SOURCES AS FOLLOWS: 2. THE TOPOGRAPHIC FEA TURES REPRESENTED UPON THIS MAP ARE BASED UPON A SURVEY PERFORMED BY TRIAD AND ASSOCIATES (IN 1 998) AND PROVIDED TO SOUND TRANSIT IN 2007. THE AREA COVERED BY THIS SURVEY LIES BE TWEEN THE UNION PACIFIC RAILROAD GRADE ON THE WEST, THE BURLINGTON NOR TH ERN SAN TA FE RAILROAD GRADE ON THE EAST, LONGACRES WAY ON THE NOR TH, AND STRANDER BOULEVARD (EX TENDED EASTERLY) ON THE SOU TH. THIS MAP DEPICTS VISIBLE SURFACE FEATURES (SUCH AS PAVEMENT, FENCING, SIDEWALKS, SIGNS AND VISIBLE SURFACE FEATURES OF UTILI TIES). THE UNDERGROUND U TILI TIES SHOWN ARE BASED UPON SURFACE EVIDENCE AT THE TIME OF THE FIELD SURVEY, THE ACTUAL LOCATION OF UNDERGROUND U TILI TIES (INCLUDING STORM AND SANI TAR Y LINES) MUST BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION. 3. ADDITIONAL TOPOGRAPHIC SURVEYING WAS PERFORMED BY TE TRA TECH INCA IN 2008 AND 201 0 TO EXPAND THE MAP COVERAGE IN THE FOLLOWING AREAS: TO THE WEST INCLUDING THE UNION PACIFIC RAIL ROAD GRADE AND THE INTERURBAN TRAIL; TO THE EAST, INCLUDING THE BURLINGTON NORTHERN SANTA FE RAIL ROAD GRADE AND PORTIONS OF THE DEMOLISHED LON GACRES HORSE RACING TRACK FACILI TY; TO THE SOUTH, SOUTH OF STRANDER BOULEVARD (EXTENDED EASTERLY) AND LYING BE TWEEN THE RAILROAD GRADES; TO THE NORTH, THE NOR TH SIDE OF LONGACRES WAY. THE ADDI TIONAL TOPOGRAPHICAL SURVEYING WAS BASED UPON A SCOPE OF WORK WHICH INCLUDED VISIBLE SURFACE FEATURES (SUCH AS PAVEMEN T, FENCING, RAILROAD TRACKS, TEMPORARY RAILROAD PLATFORMS, SIDEWALKS, SIGNS AND VISIBLE SURFACE FEATURES OF UTILITIES), AND THE INTERIOR DE TAILING OF ACCESSIBLE STORM DRAINAGE AND SANI TARY SEWER STRUCTURES. NO UNDERGROUND UTILI TY LOCATES WERE PERFORMED, EXCEPT FOR SPECIFIC UTILI TY POT— HOLE LOCATIONS AS DIRECTED BY THE ENGINEER AND SHOWN ON THESE PLANS. THE ACTUAL LOCATION OF UNDERGROUND UTILI TIES (INCLUDING STORM AND SANITARY LINES) MUST BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION. 4. THE EXISTING RIGH T— OF — WAY, PARCEL AND EASEMEN T BOUNDARY LINES SHOWN ARE BASED UPON A SURVEY PERFORMED BY EASTSIDE CONSULTANTS FOR SOUND TRANSI T IN JUNE OF 201 O. FOR ADDI TIONAL DETAILS AND NOTES REGARDING THESE ELEMEN TS, SEE THE RECORD OF SURVEY BY EASTSIDE CONSUL TAN T, INC. RECORDED UNDER AFN 201 00907900002, RECORDS OF KING COUNTY, WASHINGTON. • KEY MAP RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER Datums are as follows: • Horizontal is Washington North Zone (based upon NAD'83/91). • Vertical is NAVD'88. ▪ To convert NAVD'88 elevations (shown) to NGVD'29, subtract 3.54 feet from elevations shown. 100% SUBMITTAL 11/9/2012 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Designed By: S. OLLING Drawn By: A. EDRY Checked By: D. PROCTOR No. Date Chk. App. Revisions Approved By: S. OLLING Eigno Consulting Engineers 1601 Filth Avenue, Suite 1600 Seethe, Washington 98101 INCA ENGINEERS, INC. EV:sA TETRA TECH INCA SOUNDTRANSIT Scale: = 20' Filename: TK—SV.dwg Contract No.: Submitted: Approved: Dote: Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON EXI TING ONDITIONS PLAN le- loot Drawing No.: Sheet No.: Rev.: 12 A • B • • • 0 0 a cJ 0 N N 0 0 1 • 2 • 3 • 4 hi 0 0 CL D) C.) i 1 0 U N 0 0 CIVIL ABBREVIATIONS ACP AD APPROX ASSY BC/BOC BNSF BRC BW CB CI CIP CL CO CONC CONT'D COR COT CRPL CTR DEPT DI DI A, 0, D DOM DWG E EA EG EJ EL EP ESC EX, EXIST EVSE FDC FG FH FHA FL NUMBER AT ASPHALT CONCRETE PAVEMENT AREA DRAIN APPROXIMATE ASSEMBLY BOTTOM OF CURB BURLINGTON NORTHERN SANTA FE BIORETENTION CELL BOTTOM OF WALL CATCH BASIN CURB INLET CAST IN PLACE CENTERLINE CLASS CLEANOUT/ CURB OPENING CONCRETE CONTINUED CITY OF RENTON CITY OF TUKWILA CEDAR RIVER PIPELINE CENTER DEPARTMENT DUCTILE IRON DIAMETER DOMESTIC DRAWING EAST EACH EXISTING GRADE EXPANSION JOINT ELEVATION EDGE OF PAVEMENT EROSION AND SEDIMENTATION CONTROL EXISTING ELECTRIC VEHICLE SUPPLY EQUIPMENT FIRE DEPARTMENT CONNECTION FINISHED GRADE FIRE HYDRANT FIRE HYDRANT ASSEMBLY FLOW LINE, FLANGE ... R, RAD RJ RPPA ASSEMBLY RPM RR RT R/W, ROW S SCL SD SDMH SDP SHT SPU SS SSCO SSMH ST STA STD STL TB TC/TOC TD TOP TW TYP UPRR V, VERT W W/ WM WSDOT FOIC FURNISHED BY OWNER INSTALLED BY CONTRACTOR FOIO FUNS ga BY 0 R NSTA LE P BY SWNER G/L GV H, HORIZ HMA IE IRR LF LT LTF MAX MECH MH MIN MJ MT MUTCD N NAD 83/91 NAVD-88 NGVD-29 NIC NTS Oc OPP PC PCCP PE PG PI R POC PRC PSE PT PVC PVI PVT GRADE LINE GATE VALVE HORIZONTAL HOT MIX ASPHALT INVERT ELEVATION IRRIGATION LINEAR FOOT/FEET LEFT LENGTH TO FIT MAXIMUM MECHANICAL MANHOLE MINIMUM MECHANICAL JOINT MAIN TRACK MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES NORTH NORTH AMERICAN DATUM OF 1983 W/ 1991 ADJUSTMENT NORTH AMERICAN VERTICAL DATUM OF 1988 NATIONAL GEODETIC VERTICAL DATUM OF 1929 NOT IN CONTRACT NOT TO SCALE ON CENTER OPPOSITE POINT ON CURVE PORTLAND CONCRETE CEMENT PAVEMENT PLAIN END PLATFORM GRADE POINT OF INTERSECTION PROPERTY LINE POINT OF CONNECTION POINT OF REVERSE CURVATURE PUGET SOUND ENERGY POINT OF TANGENCY POLYVINYL CHLORIDE POINT OF VERTICAL INTERSECTION POINT OF VERTICAL TANGENCY RADIUS RESTRAINED JOINT REDUCED PRESSURE PRINCIPLE RAISED PAVEMENT MARKING RAILROAD RIGHT RIGHT-OF-WAY SOUTH SEATTLE CITY LIGHT STORM DRAIN STORM DRAIN MANHOLE STORM DRAIN PIPE SHEET SEATTLE PUBLIC UTILITIES SANITARY SEWER SANITARY SEWER CLEANOUT SANITARY SEWER MANHOLE STREET/SOUND TRANSIT STATION STANDARD STEEL THRUST BLOCK TOP OF CURB TRENCH DRAIN TOP OF PIPE TOP OF WALL TYPICAL UNION PACIFIC RAILROAD VERTICAL WATER/WEST WITH WATER METER/WATER MAIN WASHINGTON STATE DEPARTMENT OF TRANSPORTATION LEGEND: xx F c TB TS F c Ts Ts 0 C 0 P w ss SD P w ss FM so FM X X X X X X • n� 11 V MAJOR CONTOUR (5 FT INTERVAL) MINOR CONTOUR (1 FT INTERVAL) FILL LIMITS CUT LIMITS TOP OF SLOPE TOE OF SLOPE PROPOSED RIGHT-OF-WAY EXISITING PROPERTY LINE EASEMENT LINE EXISTING EASEMENT LINE SLOPE CONCRETE CURB AND GUTTER CONCRETE CURB ART CURB CONCRETE INLET, CHANNEL, AND GRATE CURB INLET CURB OPENING WHEEL STOP REMOVE CURB OR CURB & GUTTER SAWCUT LINE POWER LINE WATER LINE SANITARY SEWER LINE STORM DRAIN/SEWER FORCE MAIN VINYL COATED CHAIN LINK FENCE SILT FENCE CHAIN LINK GATE SWING ARM GATE METAL FENCE UNDERDRAIN PIPE GUARDRAIL CURB RAMP SIGN BIKE LANE SHARROW DIRECTIONAL ARROWS ACCESSIBLE SIGN TRANSITION COUPLING GATE VALVE REDUCER THRUST BLOCK 0 ■ 0 1�1�ti �`1.'• • `- ,�� N. �� .,..... . ♦ . . • . f ......• ......• . ♦ . . ♦ ♦ 1 LLLLLLL LLLLLLL LLLLLLL •we* wile will ••.••••••••. 11••.•••.••• ll >°pn°pe°en°°as ° •�pp�pp Opp0 Ab FIRE DEPARTMENT CONNECTION FIRE HYDRANT WATER METER BOLLARD CATCH BASIN TYPE 2 CATCH BASIN TYPE 1 OR 1L AREA DRAIN SANITARY SEWER MANHOLE CLEANOUT STREAMBED COBBLES PCC PAVEMENT FOR HEAVY VEHICLE TRAFFIC CONCRETE SIDEWALK HMA PAVEMENT FOR HEAVY VEHICLE TRAFFIC HMA PAVEMENT FOR LIGHT VEHICLE TRAFFIC TEMPORARY PLATFORM POROUS PAVEMENT GRAVEL SURFACING LANDSCAPING BIOSWALE/BIORETENTION CELL GRIND AND OVERLAY REMOVE ASPHALT CONCRETE PAVEMENT REMOVE ASPHALT CONCRETE SIDEWALK REMOVE EXISTING TUKWILA STATION SHELTERS, PLATFORMS, STAIRS, FOOTINGS, AND RAMPS. REMOVE CEMENT CONCRETE PAVEMENT PARKING LOT AND TRANSIT CENTER CONSTRUCTION WEST EMBANKMENT PRELOAD CONSTRUCTION EAST EMBANKMENT PRELOAD CONSTRUCTION BACK OF PERMANENT WEST PLATFORM, SHELTERS, STAIRWAYS, AND RAMP CONSTRUCTION FRONT OF PERMANENT WEST PLATFORM CONSTRUCTION PERMANENT EAST PLATFORM, SHELTERS, STAIRWAYS, RAMPS, FIRE ACCESS ROAD, AND SIDEWALK CONSTRUCTION INTERIM EAST PLATFORM CONSTRUCTION WETLAND EXISTING LEGEND: O ED O A 0 n 0 0 n SH IRBX❑ e TR EL PM TC CT x x x x TELR ❑ GPo 6 GTP 0 MONUMENT MONUMENT IN CASE REBAR & CAP SCRIBED "X" PK NAIL CALCULATED POINT METAL SIGN POST WOOD SIGN POST SANITARY SEWER MANHOLE STORM DRAIN MANHOLE CATCH BASIN WATER MANHOLE WATER VALVE FIRE HYDRANT WATER METER SPRINKLER HEAD WATER IRRIGATION BOX GAS VALVE TRAFFIC JUNCTION BOX ELECTRICAL JUNCTION BOX POWER METER TELECOMMUNICATION JUNCTION BOX CABLE TV JUNCTION BOX JUNCTION BOX TELECOMMUNICATION RISER UTILITY POLE UTILITY POLE W/ CONDUITS TO UNDERGROUND GUY ANCHOR GUY POLE PEDESTRIAN SIGNAL HEAD PEDESTRIAN SIGNAL BUTTON TRAFFIC SIGNAL POLE W/ W/ LUMINAIRE LUMINAIRE (SINGLE FIXTURE) LUMINAIRE (SINGLE FIXTURE) W/ UG CONDUITS TO UNDERGROUND n GATE POST CONIFEROUS TREE DECIDUOUS TREE MAR 2 6 2016 af A.F. CPEP RCP CIP CMP DIP REC. TCI TEST HOLE (WITH FIELD IDENTIFIER) YARD LIGHT OR LUMINAIRE W/NO MAST GRATE INLET MONITORING WELL AUDITORS FILE CORRUGATED POLYETHYLYNE PIPE REINFORCED CONCRETE PIPE CAST IRON PIPE CORRUGATED METAL PIPE DUCTILE IRON PIPE RECORDING THRU CURB INLET 0 0 OIL LINE P P POWER LINE BP BP UNDERGROUND POWER T T TELEPHONE LINE BT BT UNDERGROUND TELEPHONE BFO UNDERGROUND FIBER OPTIC LINE w w WATER LINE ss ss SANITARY SEWER SD SD STORM DRAIN x x x FENCE TB TB TOP OF SLOPE TS TS TOE OF SLOPE TV TV TELEVISION LINE WL WL WETLAND DELINEATION REV3ElPiED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukvvila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 11/9/2012 100X FOR BID AND CONSTRUCTION A 11 /9/2012 CONSTRUCTION PERMIT REVISIONS Designed By. A. COMPTON Drawn By. K. WEBBER Checked By. Z. GRAY No. Date By Chk. APP. Revisions Approved By. R. LEIMKUHLER Coneulth►g Engfricers 1601 Fifth Amu., Suite 1600 Stott* hgton98101 (208) 622-5822 Fax (208) 622-8130 Submitted: Date Approved: SOUNDTRANSIT Date: Scale: AS SHOWN Filename: TK-CZ.dwg Contract No.: RTA/CP 0101-05 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON ABBREVIATIONS AND LEGEND Drawing No.: TK—CZ.OI Sheet No.: 13 Rev.: 1 CITY OF TUKWILA STANDARD CONSTRUCTION NOTES • • • 3 • c co U E d- LC) C'Nl O N O 0 -v 0 0 N-I v ,I c 5 0 0 N _ W J CU 4- a> GENERAL: 1. AT LEAST ONE WEEK BEFORE BEGINNING CONSTRUCTION, CONTACT PUBLIC WORKS UTILITIES INSPECTOR AND SCHEDULE A PRECONSTRUC11ON MEETING. 2. NOTIFY THE UTILITIES INSPECTOR AT 206-433-0179 AT LEAST 48 HOURS (2 WORKING DAYS) BEFORE STARTING PROJECT SITE WORK. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS ( 1 WORKING DAY) IN ADVANCE BY CALLING 206-433-0179. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE -APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. FOR PROJECTS WITHIN A FLOOD CONTROLZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. HORIZONTAL DATUM SHALL BE STATE PLANE COORDINATES. 12. THE CONTRACTOR SHALL REPLACE, OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. WORK IN RIGHT-OF-WAY: 1. WHEN ACTIVITY IS UNATTENDED, INSTALL A SIGN WITH MINIMUM TWO-INCH LETTERS STATING PERMIITEE OR COMPANY NAME, AND DAY AND EVENING PHONE NUMBERS. NC 11.08.140 2. INSTALL BARRICADES, SIGNS, WARNING LIGHTS, AND SAFETY DEVICES SUFFICIENT TO NOTIFY PUBLIC OF OBSTRUCTION OR TRAFFIC HAZARD. DEVICES MUST REMAIN UNTIL THE OBSTRUCTION IS CLEARED AND THE RIGHT-OF-WAY IS RESTORED: TMC 11.08.170.A. 3. MAINTAIN ACCESS TO FIRE STATIONS, FIRE HYDRANTS, FIRE ESCAPES, AND FIRE FIGHTING EQUIPMENT. TMC 11.o8.18o 4. MAINTAIN ACCESS TO PROPERTY ADJOINING EXCAVATION OR SITE WORK. 5. PRESERVE AND PROTECT ALL PROPERTY ADJOINING EXCAVATION OR SITE WORK. 6. RESTORE DISTURBANCE TO PRIVATE AND PUBLIC PROPERTY. Pic 11.08.220.D 7. DISTURBANCE OF SURVEY MONUMENTS AND MARKERS REQUIRES THE DIRECTOR'S PREAPPROVAL. A LICENSED SURVEYOR SHALL REPLACE DISTURBED MONUMENTS AND MARKERS. 8. COMPLY WITH ALL STATE AND CITY LAWS AND PROCEDURES TO PROTECT PUBLIC FROM AIR, WATER AND NOISE POLLUTION. TMC 11.08.210 9. INSTALL TEMPORARY SIDEWALK OR CURB RAMP IF PERMANENT IS BLOCKED. TMC 11.08.220 10. COVER OPEN EXCAVATION WITH NON-SKID STEEL PLATES RAMPED TO ELEVATION OF CONTIGUOUS RIGHT OF WAY SURFACE. me 11.08.220 11. STORE ALL STOCKPILE MATERIAL SHALL BE STORED IN A SAFE MANNER TO PROTECT THE PUBLIC. PAVEMENT RESTORATION: 1. COMPACT BACKFILL TO COMPACTION OF UNDISTURBED GROUND OR COMPACT BACKFILL TO MEET CITY STANDARDS. 2. RESTORE PAVEMENT TO ITS ORIGINAL CONDITION IMMEDIATELY FOLLOWING BACKFILLING OR WHEN CONCRETE IS CURED. a EXCEPT FOR WINTER OR OTHER WEATHER CONDITIONS WHICH PREVENT PAVING, COMPLETE PAVING, RESURFACING, OR FACILITY REPLACEMENT: • ON PRINCIPAL ARTERIAL, MAJOR OR COLLECTOR STREET WITHIN 3 CALENDAR DAYS. • ON OTHER STREETS WITHIN 7 CALENDAR DAYS b FOR WORK PREVENTED DUE TO WEATHER: ■ PROVIDE A TEMPORARY PATCH. ■ PROVIDE A CONSTRUCTION SCHEDULE ADDRESSING MEANS AND METHODS TO MINIMIZE TRAFFIC DISRUPTION AND TO COMPLETE WORK AS QUICKLY AS POSSIBLE. UTILITY NOTES 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. PLACE POWER, CABLE, FIBER OPTICS, AND TELEPHONE LINES S IN A TRENCH WITH A 5' MINIMUM HORIZON SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING. STORM DRAINAGE NOTES: REVIE. V ED FOR CODE COMPUANCE APPROVED FEB 2 5 2013 City of TukWita BUILDING DIVISION 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, AND THE CURRENT KING COUNTY SURFACE WATER DESIGN MANUAL, UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH 'DUMP NO WASTE" AND EITHER 'DRAINS TO STREAMS", DRAINS TO WETLANDS", OR 'DRAINS TO GROUNDWATER'; AS APPLICABLE. 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. 4. SINGLE FAMILY RESIDENCES CONSTRUCTED ON LOTS CREATED BY SUBDIVISION MUST PROVIDE DOWNSPOUT INFILTRATION SHOWN ON NE APPROVED PLANS. 5. COORDINATE FINAL STUB -OUT LOCATIONS WITH THE UTILITIES INSPECTOR. PROVIDE A WIRE OR OTHER DETECTION DEVICE AND MARK STUB -OUT LOCATION WITH A 5-FOOT 21(4" STAKE, BURIED 4-FEET AND LABELED `STORM' OR DRAIN". SANITARY SEWER NOTES 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED. 2. THE CONTRACTOR SHALL MARK THE END OF THE SIDE SEWER, INSIDE THE PROPERTY LINE, WITH A 4 FOOT PRESSURE TREATED 2 X 4, BURIED IN THE GROUND 4 FEET. THE BURIED END SHALL HAVE A 2 X 4 CLEAT NAILED TO IT TO PREVENT WITHDRAWAL OF THE STAKE. THE EXPOSED 1-FOOT SHALL BE PAINTED TRAFFIC YELLOW AND THE DEPTH TO THE SIDE SEWER OR TEE SHALL BE INDICATED IN BLACK PAINT. 3. INSTALL SANITARY SEWER LINES AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXISTING OR PROPOSED WATER SUPPLY AND AT LEAST 18 INCHES BELOW THE BOTTOM OF A WATER LINE. WATER SUPPLY NOTES: 1. THE CONTRACTOR SHALL INSTALL CORPORATE STOPS, WATER SERVICE LINES, AND METERS. THE CITY OF TUKWILA WILL INSTALL THE METERS. 2. PRESSURE TEST ALL WATER MAINS AND APPURTENANCES. 3. FLUSH AND DISINFECT NEW, CLEANED, OR REPAIRED WATER MAINS. 4. INSTALL RESTRAINED JOINTS AT ALL BENDS, TEES, AND OTHER DIRECTION CHANGES. 5. ALL WATER MAINS SHALL HAVE A BLOW -OFF ASSEMBLY AT LOW POINT AND AN AIR VACUUM RELIEF VALVE AT HIGH POINT OF MAIN. 6. INSTALL FIRE HYDRANT ASSEMBLY SO IT STANDS PLUMB AND SO THAT THE LOWEST OUTLET IS AT 18" ABOVE THE FINISHED GRADE. THE ASSEMBLY SHALL HAVE A CLEAR ZONE AROUND HYDRANT OF AT LEAST 36" AND THE PUMPER PORT SHALL FACE STREET OR FIRE ACCESS. 7. THE INSTALLER OF A FIRE LINE BACKFLOW PREVENTION DEVICE INSTALLED OUTSIDE THE BUILDING AND UNDERGROUND, SHALL HAVE A LEVEL III CERTIFICATE OF COMPETENCY OR A LEVEL U CONTRACTOR'S CERTIFICATE OF COMPETENCY. IF THE INSTALLER IS DIFFERENT FROM THE BACKFLOW PREVENTION DESIGNER, THE INSTALLER MUST STAMP, SIGN, AND DATE THE PLANS, IN ADDITION TO THE DESIGNER'S STAMP, SIGNATURE, AND DATE. 8. INSTALL WATER MAINS CROSSING SEWER LINES SO THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER. LOCATE FULL SECTION OF WATER PIPE SO THAT ITS MIDPOINT IS ABOVE THE SEWER PIPE AT THE CROSSING. THIS INSTALLATION MAY REQUIRE SPECIAL STRUCTURAL SUPPORT FOR THE WATER AND SEWER PIPE. 9. INSTALL WATER SUPPLY LINES AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXISTING OR PROPOSED SEWER AND AT LEAST 18 INCHES ABOVE THE TOP OF A SEWER. GRADING AND EROSION CONTROL NOTES: 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABUSH THE CLEARING LIMITS AND INSTALL CONSTRUCTION ENTRANCE. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30 , PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 30 , PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: 7. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. 8. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. 9. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. BNSF NOTES 1. CALL BNSF ONE -CALL CENTER, (800) 533-2891, 1 WEEK IN ADVANCE OF ANY CONSTRUCTION ACTIVITY WITHIN BSNF ROW TO OBTAIN UNDERGROUND UTILITY LOCATE. RECEIVE ILA NOV 2 7 2012 PERMIT CENTER 11/9/2012 100% FOR BID AND CONSTRUCTION 11/9/2012 CONSTRUCTION PERMIT REVISIONS Designed By. A. COMPTON Drawn By. K. WEBBER Checked By. Z. GRAY No. Date By Chk. ,App. Revisions Approved By. R. 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'LF 41--4- • • • . r•s) • t-..1 • • • 4 C=)•.'• •• , : • , : 1 ( i.-•. v , . • >• • • • • • . •. t, • • • • t • ,, ,,. • • •P • 6 vr w ' •••••.'°•.•-o•.' :.•1;:a ,v,, •P • ..x =.t _ i_ .,: i-,,• -_-.,A•,m., ,•4 . 2, :. • „./ "• •' •:-• '.., ,,• - „r.-1l; . ,. . :, , ..\ ' ri. ' i . 'a. , rs'''-.......• 1 • • i 1 .: ' .. • • I N • .• 1. • • .1 '. , • l • • .. • .. • . , . , • • • . • A • , • . •• • ' • , • • . • • ". • • \ ,••••••- .• • N A .qprikrt. •1111 AI" ''',IiRe'sr,.11'2411fill•r'•,s''''-tr • .1\ 111:11K 4 • ;414 sk, • REVIEWED FOR • CODE COMPL1AN APPROVE!) FEB 2 5 203 City of Tukwila BUILDING DIVIS1 3N GENERAL NOTES: 1. SEE TK-EC.05 AND TK-EC.06 FOR EMBANKMENT EROSION CONTROL PLANS. EROSION CONTROL PLAN NOTES: CLEARING LIMITS INSTALL WATTLES PER WSDOT STANDARD PLAN 1-50.20-00 TK -EC.03 INSTALL HIGH VISIBILITY FENCE INSTALL INLET PROTECTION (ON EXISTING) PER WSDOT STANDARD PLAN 1-40.10-00 AND 1-40.20-00 TK - E C.03 •••••••-./ INSTALL STABILIZED CONSTRUCTION ENTRANCE PER WSDOT STANDARD PLAN 1-80.10-01 TK - E C. 04 INSTALL INLET PROTECTION (ON PROPOSED) PER WSDOT STANDARD PLAN 1-40.10-00 AND 1-40.20-00 TK-EC04 TEMPORARY DITCH TEMPORARY SWALE TEMPORARY CULVERT DEWATERING PUMP AND DISCHARGE PIPE LAID ON GROUND INSTALL PORTION OF PERMANENT CONVEYANCE SYSTEM (SEE STORM DRAIN PLAN SHEET TK-DR.06) TEMPORARY OFFSITE WATER BYPASS LEGEND: lAyibl lb" AreAvakca,,ei =33=1=0 HVF SF EC.02 MAR 2 6 2016 KEY MAP 0 20 40 80 ..• • • 1111111111111111•11111111111111111111111111 1 inch = 40 ft. TEMPORARY SEDIMENT TRAP TEMPORARY DITCH CONSTRUCTION ENTRANCE WATTLES HIGHT VISIBILITY FENCE SILT FENCE TEMPORARY CULVERT INLET PROTECTION ,•• \ • t"-"t RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER CALL 2 DAYS BEFORE YOU DIG 1-800-424-5555 100% SUBMITTAL 11/9/2012 11 /9/2012 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Designed By: D. PROCTOR Drown By: A. EDRY Checked By: S. OLLING No. Dote By Chk. App. Revisions Approved B S. OLLING END Consulting Engineers 1601 Mil Avenue. Suite 1600 Sion*. Stishington 98101 (206) 622-5822 Fox (206) 622-8150 TETRA TECH INCA ENGINEERS, INC. FATETRA TECH INCA 400 112th Ave NE, Sults 400, Bellsvue, WA 98027 T1l:425.685.1000 11) SOUNDTRANSIT Scale: = 40' Filename: TK-EC.dwg Contract No.: CNO143-12 Submitted: Date: Approved: Dote: Dote: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON EROSION CONTROL PLAN D ,. Drawing No.: TK - E C. Oi Sheet No.: 15 Rev.: • • • • • • • H 1 • 2 • 3 • 4 • 5 (/) F- W W (n C N w O o O 0 _t 0. U 0 rn 0 O O 0 0 0 0 0 N (n / 0 J C 0 . 0 8Q J .. w t •• L4'44 f:\.:.s'i.-;'.e.' t '»•.;g_�... E< •!"�': ..�titt,.a ...w `'\yI emu: ' e:• ...:'' .` fI �•`�1i+ �i, Z \ ,.,.... �� y\� \ �.. �\ �'\`�t �i1'1i �„'.:•\' r,,.��1%�t'` �\x3_ ••�' f"i\,Z\ , /ff6Y1�,'}�1�7-em�ft t�sI; : �t"Ii�Y•131�1W`�\11,,1.tS.:.7.21S,1l,1_:1,nf_t!',:!_wY:r•.w.,,..v .`m,.,V.�.+.a.,r."t"r"�^�"' �.d,,'.�.. ,c.�....._..„.._....„_.�.t��„t�3� - .w i``�` _... mmm • 5 . ..ice ,1.............„,..,..• :....... i 0(:.La._ },{,lt,Yet-34-Lj,=•+++-t.3Lt.li.f.. -3-i it.f.. •`.,)1.34-3+{.4.3-1•# -i 3.,:.i.1.t4.3 1i.f.11.f.7Lf•1t.f.lid4 if.+,f,+,f.+.f,++ ,{a.+ +.a+++++ ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 'N:\\\\\,�:: �' _•��....�...�ftR.Altlllll,. �P'!}�I,�t^Tt�btl�i..� � ... .• ,,,,,,,,,, 0 0 14'1li.f.#,}yi.f.?.f.}`f.+'fy41-#44 \\, ,r' 1 1 1 1 1 1 1 1 I 0 0 • • cr • HVF \‘' :17 2 „ „ ‘‘I INSTALL Sii.T FENCE AT 1' NOTE! OF SPU INSTALL JLEVELIP‘ARALLEL WITH iSLOP11-11\\',\ IMMEDIATELY UPHILL,OF HEAVY \•k\:\ VEpETATION AREA wt3 J;(.:„„1 .1.„„„„SW k„ HVF • t+#444-#-#-#L1.17.-, ,,, 4, • 20 30 • • Lai Lai Lai GENERAL NOTES: 1. SEE TK-EC.05 AND TK-EC.06 FOR EMBANKMENT EROSION CONTROL PLANS. EROSION CONTROL PLAN NOTES: CLEARING LIMITS INSTALL SILT FENCE PER WSDOT STANDARD PLAN 1-30.15-00 INSTALL WATTLES PER WSDOT STANDARD PLAN 1-50.20-00 TK-EC.03 INSTALL HIGH VISIBILITY FENCE INSTALL INLET PROTECTION (ON PROPOSED) PER WSDOT STANDARD PLAN 1-40.10-00 AND 1-40.20-00 TEMPORARY DITCH DISCHARGE PIPE LAID ON GROUND TEMPORARY OFFSITE WATER BYPASS TEMPORARY DISPERSAL PIPE 0 UTILIZE EXISTING HAUL ROAD FOR CONSTRUCTION CONSTRUCTION SEQUENCE: 1. STAKE AND MARK CLEARING LIMITS IN THE FIELD. 2. INSTALL CONSTRUCTION ENTRANCES. 3. INSTALL COMPOST BERM. 4. CLEAN EXISTING CULVERTS. 5. CONSTRUCT TEMPORARY SEDIMENT POND WITH OUTFALL STRUCTURE AND DISCHARGE PIPE AND BEGIN CLEARING AND GRUBBING. 6. CONSTRUCT TEMPORARY SITE DRAINAGE SWALES WITH ROCK OR WATTLE CHECK DAMS TO CONVEY RUNOFF TO SEDIMENT POND (ACCORDING TO CONTRACTOR'S PLAN). 7. INSTALL TEMPORARY CULVERTS IN DRAINAGE SWALES AS NEEDED FOR ACCESS DURING CONSTRUCTION (ACCORDING TO CONTRACTOR'S PLAN). 8. BEGIN CUT AND FILL EARTHWORK TO ESTABLISH SUBGRADE. 9. RELOCATE AND CONSTRUCT NEW DRAINAGE SWALES AND CULVERTS AS NEEDED TO DRAIN DAILY RUNOFF TO SEDIMENT POND (ACCORDING TO CONTRACTOR'S PLAN). 10. PERFORM EXCAVATION FOR BIORETENTION CELLS AND UNDERGROUND DETENTION STRUCTURES ONLY AFTER AREAS CONTRIBUTING DRAINAGE ARE STABILIZED AND PRODUCE NO SEDIMENT IN THE RUNOFF. 11. INSPECT AND MAINTAIN EROSION CONTROL SYSTEMS ROUTINELY. REPAIR AND UPGRADE AS NEEDED. 12. REMOVE EROSION CONTROL SYSTEMS AFTER PERMANENT STABILIZATION OF CONTRIBUTING AREAS HAS BEEN ESTABLISHED AND NO SEDIMENT IS TRANSPORTED IN RyNOFF. 19) kr M AO e/14" \•0 VaAki Ot Ai( 41'‘v6ed Piye4c KEY MAP LEGEND: TK-EC.04 Flopiplaritel HVF sF REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION I, I 1 ro ipe4- Icht V AV 11/1 LOT' e7le\41 CAA4 s c‘,Ae Itt4- bwrov A,vc, vo\l/kA- 110 rith-t- (54 kiv(-5 o eot P TEMPORARY SEDIMENT TRAP TEMPORARY DITCH CONSTRUCTION ENTRANCE WATTLES HIGHT VISIBILITY FENCE SILT FENCE TEMPORARY CULVERT INLET PROTECTION 0 20 40 80 1 inch = 40 ft. RECEIVED CITY OF TUKWILA CALL 2 DAYS NOV 2 7 2012 BEFORE YOU DIG PERMIT CENTER 1-800-424-5555 100% SUBMITTAL 11/9/2012 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Designed By: D. PROCTOR Drown By: A. EDRY Checked By: S. OLLING No. Dote By Chk. App. Revisions S. OLLING Consulting Engineers 1601 Fifth Avenue. Suite 1600 TETRA TECH NC INCA ENGINEERS, INC. 1)•:4‘ TETRA TECH INCA SOUNDTRANSIT = 40' TK-EC.dwg Controct No.: Submitted: Dote: Approved: SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON EROSION CONTROL PLAN DI Drawing No.: Sheet No.: Rev.: 16 • • • • • • 0 w w 0 f- w w � o 0 Vi -� o o _i . U o < o Ni 0 o 1, o N N mo0 ,c5 J Boa) Q 6 I -1) D n. 1 • 2 • 3 • 4 • 5 CITY OF TUKWILA GRADING AND EROSION CONTROL NOTES: 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARING LIMITS, INSTALL CONSTRUCTION ENTRANCE, AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: A. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. B. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. C. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. 7. FAILURE TO MAINTAIN ESC MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE DIRECTION OF THE CITY OF TUKWILA AND ASSESSED AS A LIEN AGAINST THE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. 8. DURING THE LIFE OF THE PROJECT, THE CONTRACTOR SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR, RESTORE, OR REPLACE ALL GRADE SURFACES; WALLS, DRAINS, DAMS, STRUCTURES, VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES, AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. 9. THE CONTRACTOR SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES, AND SHALL, WITH CITY OF TUKWILA APPROVAL, REMOVE ALL SEDIMENT DEPOSITION RESULTING FROM PROJECT RELATED WORK. 10. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE CONTRACTOR IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. 11. AS THE FIRST ORDER OF BUSINESS, THE CONTRACTOR SHALL INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES PER THE ESC AND SHALL INSTALL THE DOWNSTREAM TEMPORARY ESC MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE REMOVED, INSTALL AND ESTABLISH THE UPSTREAM PERMANENT ESC MEASURES. 12. THE CONTRACTOR SHALL AT ALL TIMES PROTECT SENSITIVE AREAS, THEIR BUFFERS, AND ADJACENT PRIVATE PROPERTIES AND PUBLIC RIGHTS -OF -WAY OR EASEMENTS FROM DAMAGE DURING GRADING OPERATIONS. THE CONTRACTOR SHALL RESTORE, TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT, SENSITIVE AREAS, THEIR BUFFERS, AND PUBLIC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY THE CONTRACTOR'S OPERATIONS. 13. CONTRACTOR SHALL ARRANGE FOR AND COMPLY WITH THE FOLLOWING: A. NOTIFY THE TUKWILA PUBLIC WORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ESC MEASURES. B. OBTAIN PERMISSION IN WRITING FROM THE TUKWILA PUBLIC WORKS DEPARTMENT PRIOR TO MODIFYING THE ESC PLAN. C. MAINTAIN ALL ROAD DRAINAGE SYSTEMS,STORM WATER DRAINAGE SYSTEMS,CONTROL MEASURES ANDOTHER R FACILITIES AS IDENTIFIED IN THE ESC PLAN. D. REPAIR ANY SILTATION OR EROSION DAMAGES TO ADJOINING PROPERTIES AND DRAINAGE FACILITIES. E. INSPECT ACCORDING TO THE APPROVED ESC INSPECTION SCHEDULE AND MAKE NEEDED REPAIRS IMMEDIATELY. CAPPED END (TYP) 12"0 PERFORATED PVC PIPE W/ CLASS 2 PERFORATIONS, SECURED IN PLACE AND LEVEL ALONG CONTOUR TEMPORARY DISPERSAL PIPE ciThi.SCALE: NO SCALE .02 PRESSURE LINE PER PLAN TEMPORARY EROSION CONTROL BLANKET GEOTEXTILE COMPACTED NATIVE SOIL Flow BURY GEOTEXTILE IN TRENCH NOTE DURING EXCAVATION, MINIMIZE DISTURBING THE GROUND AROUND TRENCH AS MUCH AS IS FEASIBLE AND SMOOTH SURFACE FOLLOWING EXCAVATION TO AVOID CONCENTRATING FLOWS. POST N SEE WSDOT STD SPEC 8.01.3(9)A 2'-O' MIN SECTION DA POST STAPLE (TYPICAL) (4 PER POST) FABRIC (GEOTEXTILE) (TYPICAL) SEE NOTE 3 SPLICED FENCE SECTIONS SHALL BE CLOSE ENOUGH TOGETHER TO PREVENT SILT LADEN WATER FROM ESCAPING THROUGH THE FENCE AT THE OVERLAP. JOINING SECTIONS SHALL NOT BE PLACED IN LOW SPOTS OR IN SUMP LOCATIONS. SPLICE DETAIL GEOTEXTILE FOR TEMPORARY SILT FENCE N SEE WSDOT STD. SPEC 9-33.2(1), TABLE 6 COMPACTED NATIVE SOIL BURY GEOTEXTILE IN TRENCH SILT FENCE NOTES 1. MAXIMIZE DETENTION OF STORMWATER BY PLACING FENCE AS FAR AWAY FROM TOE OF SLOPE AS POSSIBLE WITHOUT ENCROACHING ON SENSITIVE AREAS OR OUTSIDE OF THE CLEARING BOUNDARIES. 2. INSTALL SILT FENCING ALONG CONTOURS. 3. INSTALL THE ENDS OF THE SILT FENCE TO POINT SLIGHTLY UP -SLOPE TO PRE- VENT SEDIMENT FROM FLOWING AROUND THE ENDS OF THE FENCE. 4. PERFORM MAINTENANCE IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATIONS 8.01.3(9)A AND 8.01.3(15) L TYPICAL SPLICE N SEE DETAIL ,`moo •<<5-) Quo TYPICAL SILT FENCE WITHOUT BACKUP SUPPORT ISOMETRIC 1 SCALE: NO SCALE EC.O1 �C.02 FASTEN CROSS BRACES TOGETHER WITH SCREWS, NAILS, NYLON TIES OR WIRE POST (SEE WSDOT STD. SPEC. 8-01.3(9)A). 2'-0' MIN GRATE 1'-0" MIN INLET SECTION ® SILT FENCE N SEE WSDOT STD. PLAN 1-30.10 SEE NOTE 3 GEOTEXTILE FOR TEMPORARY SILT FENCE N SEE STANDARD SPECIFICATION SECTION 9-33.2 (1), TABLE 6 REVtE\J ED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION ATTACH WOOD OR METAL CROSS BRACES TO STABILIZE WOOD ISOMETRIC VIEW (ENTIRE FENCE NOT SHOWN FOR ILLUSTRATIVE PURPOSES) TEMPORARY SILT FENCE FOR INLET PROTECTION IN UNPAVED AREAS SCALE: NO SCALE n EC.01 SPACE CHECK DAMS THE DISTANCE APART WHERE POINTS "A" AND "B" ARE THE SAME ELEVATION WATTLE OR COMPOST SOCK (TYP.) FLOW FLOWLINE EXTENDED SEC11ON QC 2' - 0" MAX. BETWEEN STAKES 3/4" x3/4" WOODEN STAKE (TYP.) L ELEVATION WATTLE OR COMPOST SOCK CHECK DAM WATTLE OR COMPOST SOCK 6" MIN 1'-6"MIN PENETRATION (TYP.) 2 SCALE: NO SCALE INLET EC.O1-EC .02 GEOTEXTILE \if \v cQ; ,a 16 PLAN VIEW (CROSS BRACES NOT SHOWN) NOTES 1. PREFABRICATED UNITS MAY BE USED IN LIEU OF THE DESIGN SHOWN ON THIS PLAN UPON APPROVAL OF THE ENGINEER. 2. STRUCTURE SHALL BE CONSTRUCTED SUCH THAT GEOTEXTILE MATERIAL SHALL BE FASTENED TO POSTS CREATING A SEAM- LESS JOINT. 3. ENSURE THAT PONDING HEIGHT OF WATER DOES NOT CAUSE FLOODING ON ADJACENT ROADWAYS OR PRIVATE PROPERTY. 4. PERFORM MAINTENANCE IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 8-01.3(15). t4AR 201s RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 100% SUBMITTAL 11/9/2012 11 /9/2012 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Designed By D. PROCTOR Drown By A. EDRY Checked By: S. OLLING No. Date By Chk. App. Revisions Approved By. S. OLLING Consulting Engineers 1601 Filth Avenue, Suite 1600 Scottie, Ilkshington 98101 (206) 622-5822 Fox (206) 622-8150 Submitted: Dote: TET. ., TECH IN INCA ENGINEERS, INC. BA TETRA TECH INCA 400 112th Ave NE, Sulu 400, BNlwus, WA 98027 TsI:425.085.1000 Approved: SOUNDTRANSIT Date: Scale: NTS Filename: TCR-DET-EC.dwg Contract No.: CN0143-12 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON EROSI • N CONTROL DETAILS Drawing No.: TK - E C. 03 Sheet No.: Rev.: 17 • • • • • • • H 1 • 2 • 3 • 4 • 5 ANCHOR TRENCH /\/\/\/\/\i\ \/\� 1' - 6" MAX �'� CTRS (TYP) • %` —1' - 6" MAX \/ CTRS (TYP) \' ,\ /%,\\PNP.N FASTENER \;\,,P\'. %. (TYP) %��`�` BLANKET ,,''�� SHINGLE SPLICE NOTES 1. MORE THAN THE MINIMUM OF ONE FASTENER PER SQUARE YARD MAY BE REQUIRED DUE TO CONDITIONS SUCH AS BLANKET COMPOSITION, SOIL TYPE, SURFACE UNIFORMITY, AND SLOPE STEEPNESS. 2. SEE WSDOT STANDARD SPECIFICATION 8-01.3(3). TAMPED NATIVE SOIL 3'-0"MAX CTRS (TYP) ;\ • 1' - 6" MAX CTRS (TYP) EROSION CONTROL BLANKET FASTENER N 3' - 0" MAX CTRS ANCHOR TRENCH - SECTION PERSPECTIVE VIEW EROSION CONTROL BLANKET PLACEMENT ON SLOPE SCALE: NO SCALE 6" MIN END OVERLAP FASTENER SHINGLE SPLICE - SECTION EC.05 EROSION CONTROL BLANKET EXISTING ROAD AS REQUIRED N 100' MIN., EXCEPT MAY BE REDUCED TO 50' MIN. FOR SITES WITH LESS THAN ONE ACRE OF EXPOSED SOIL .� 40A640,.,. I '4 I kilt 2:14 i1i1i1i1i16111�. AI„ItI„_I�1, ittilkj1 1 -alOS kw • op...7.0,0?..=:=7._...tr,v;;;; dItty.1.1.111:71.04: 1:: apo JO,. I I W. 7,2 • lid 1.21 1 1 S :II Pi JR 1114 pati Id pi ta 141 I leo 0. -a -.40P•1.1.1-1.1 40 "4,4**,4111 ipPi I I er- • O PLACE CONSTRUCTION GEOTEXTILE FOR SOIL STABILIZATION AND A MINIMUM OF 0.15' CRUSHED ROCK UNDER THE SPALLS, FROM THE EDGE OF THE EXISTING ROADWAY TO THE RADIUS RETURNS, OR AS DIRECTED BY THE ENGINEER. DRAINAGE GRATE N RECTANGULAR GRATE SHOWN BELOW INLET GRATE DEVICE ISOMETRIC VIEW 25' - 0" R MIN (TYP) 4" N 8" QUARRY SPALLS STABILIZED CONSTRUCTION ENTRANCE rESCALE:NO SCALEC.01 ISOMETRIC VIEW STORM DRAIN INLET PROTECTION (REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 .2013 City of Tukwila BUILDING DIVISION DRAINAGE GRATE GRATE FRAME SEDIMENT AND DEBRIS RETRIEVAL SYSTEM (TYP) OVERFLOW BYPASS (TYP.) 3 SCALE: NO SCALE EC.O1-EC .02 FILTERED WATER PROVIDE FULL WIDTH OF INGRESS / EGRESS AREA 15' - 0" MIN. 5" MAX TRIM OVERFLOW BYPASS BELOW INLET GRATE DEVICE • D . . SECTION VIEW NOTES 1. SIZE THE BELOW INLET GRATE DEVICE (BIGD) FOR THE STORM WATER STRUCTURE IT WILL SERVICE. 2. THE BIGD SHALL HAVE A BUILT-IN HIGH -FLOW RELIEF SYSTEM (OVERFLOW BYPASS). 3. THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. 4. PERFORM MAINTENANCE IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 8-01.3(15). MAR 2 6 2016 • RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 100% SUBMITTAL 11 /9/2012 11 /9/2012 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Designed By: D. PROCTOR Drown By: A. EDRY Checked By: S. OLLING No. Dote By Chk. App. Revisions Approved By: S. OLLING Consulting Engineers 1601 Filth Awnu• Suite 1600 Seattle, Iftsh 1glon 98101 (205) 622-5822 Fox (206) 622-8130 Submitted: Dote: TET TECH IN INCA ENGINEERS, INC. A TETRA TECH INCA 400 112th Aw NE, Sults 400, Bellsvui, WA 98027 Ts1:428.635.1000 Approved: SOUNDTRANSIT Dote: Scale: NTS Filenome: TCR-DET-EC.dwg Contract No.: CN0143-12 Dote: II/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON EROSION CONTROL DETAILS Drawing No.: TK-EC.04 Sheet No.: Rev.: 18 A • • • CAD User: kenw. TKxCS I TKxCM 1 • 2 • 3 • BNSF R/W AND ST R �7. ND,JTY2010 • ).••_ car �'�1--LINE� (EX(sT�TRACK) 1-1--H-H 1 I H-I-1i 1 I I I ,I-4,H 20— •,—)••• TEMPORARY PIPE SLOPE DRAIN TK—EC.07 W/ STABILIZED ROCK OUTFALL - • • • • • • • • •..• .• .. •..... •..•. •.• •... •25•. . . . .. ..... .... ...................... ... ... SISeastsuaiDURStRIFISCHECIARgir •-i'4eJ'_i mot' '-'� 5' r:; >••• ,ar MT2 LINE (EXIST TRACK) --}-rt 1 1 ILr'f .-Ff. I} i-}-- I_- MT3--LINE. 30 - BNSF R/W AND ST 1 •s esnor.A0' tax NA\ L_ } 1-1-1-4 I l -# -I t 1 I-fiHINIHIH } f-# STA 1035+91.07, 46.01' LT (MT3—LINE) APPROX EXTENT OF EXIST PLATFORM (TYP) MN e STA 1035+67.33, 4.07' ® s LT (MT3—UNE) • 1 TEMPORARY PIPE SLOPE DRAIN TK—EC.07 W/ STABILIZED ROCK OUTFALL FAI 5J !i , CM CATE: it C. .i ;'IC L_ LEVEL. • ruLL, Or Al } r 1>. CONCi -1< j " 001_`IC - J 15.6' , ) X X REVIEVVED FOR CODE 'COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION i • 1 1 EROSION CONTROL PLAN NOTES: 15 16 17 PROVIDE POSITIVE DRAINAGE ALONG TOE OF SLOPE AT EXISTING EMBANKMENT. INSTALL ROCK CHECK DAMS AT 75' 0.C. INSTALL TEMPORARY EROSION CONTROL BLANKET, SEE TK—EC.04, DETAIL 1. BALLAST LINED FLOWLINE. SEE TK—PG.03. LEGEND: XX MAJOR CONTOUR (5 FT INTERVAL) MINOR CONTOUR (1 FT INTERVAL) F F FILL LIMITS X X X SILT FENCE BOTTOM OF DRAINAGE FLOWLINE PROPOSED BNSF RIGHT—OF—WAY EASEMENT UNE SLOPE MI s e T TEMPORARY EROSION CONTROL BLANKET EROSION CONTROL PLAN NOTES: 1. FOR EMBANKMENT PRELOAD GRADING PLANS, SEE TK—PG.01 TO TK—PG.03. Ullt'"-- -11 •�j TK-EC.05 TK—EC.06 20 10 20 40 SCALE IN FEET MAR 26 2016 RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 11/9/2012 100% FOR BID AND CONSTRUCTION 11 /9/2012 CONSTRUCTION PERMIT REVISIONS Designed By: A. COMPTON Drawn By: K. WEBBER No. Date By Chk. APP. Revisions Checked By. Z. GRAY Approved By: R. LEIMKUHLER Consulting Engineers 1801 Fifth Avenues, Sulfa 1600 Seattle, Ilbahtngton 98101 (206) 622-5822 Fax (206) 622-810 Submitted: Date: Approved: SOUNDTRANSIT Date: Scale: I"=20' Filename: TK-EC.dwg Contract No.: RTA/CP 0101-05 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON EMBANKMENT-' - OSI e.;,. CONTROL P AN Drawing No.: TK-EC.05 Sheet No.: Rev.: 19 A • B • • • CAD User: kenw. 1 • 2 J 2 0 J CL x w 0 co J Q —J ml a) a 0- V) • 0 x C) 0 x U Xref Filename: I TKxSV1 4 5 ii W tLai 1 i X • / IDISE VVARNINV SIGN V TEMPORARY PIPE SLOPE DRAIN TK—EC.07 W/ STABILIZED ROCK OUTFALL F I' y, ' D }.AE i ; {- _ 1 I 1 1 —I-1 1 1-{- { ----- ` a%� x__.. _;�Y ^_X_ _.._._.x 1 {-I--1 f ! { f -{ 1 f 1-#-f--tr--I }-}--{ 3 APPROX EXTENT OF EXIST PLATFORM (TYP) x 1 H--i-{ I 1 1-1 -1--{ I I + F { ; l {-{-� {-i ; I ;-; {',._ ._F_..{_ ._I ,< MT11LINE (EXIST TRACK) X _.___. r' — x ,,\! MT2 LINE (EXIST TRACK) 1 11--1-1-1-1-1-1--1- . I I , STA 1043+47.57, 44.71 LT (MT3 LINE) -.___. _-r ILt 1-1-1- I -I-_! !--iI_i STA 1043+34.45, 3.59' 'i --;----j LT(MT3—LINE) • • ... . .:it. .•• .•. ••JL... .•.•••. .•. .-.. •1 3 76 7- yl j �Q4 `t�nQ 'ON BNSF R/W A ID IST R CAR Lj 21 l5. IF 12', IANC SE 5° TALL C1-IA _INK FENCE ----;N P i CB TYPE I .1196`,il CTR GRATE - .66° 1E 12" CONS' N == 17.2' Tr. —IT ._. GONC S =- 17.4' IE 12" CONC E = 17.3' SUMP - 17.0' J — HOLE IN PAVEMENT, / (POSSIBLE CB) 1141 CB TYPE 1 J 957_Q CTR GRATE = 18.30' IE 6" CONC NE = '17 WATER LEVEL = 17.0' SUMP -- 15.7' —,4111X011111111 X TEMPORARY'PIPE SLOPE DRAIN r.. , TK—EC.07 W/ STABILIZED`ROCK OUTFALL I '-.--._ BROKEN REMNANT 0II FO U N EDT I O N WALL (-,4” TALL) Li) CTR GRATE .._ 1 7.: i IE 1 i CONC: NW = 1 5.8 1� • , )F IE 'Ii2 CONt: _' 15,8\ --' I CTR LID 18 it is t.'i,.`i, WATER LEVEL 15 j 1 Fa ' _r_ 1 2 ... ._._:LRU0Tl i:_.._i:�._! I t_E .._ F ��a.- ''•C • s; 1 G1.-,!A . 17, Ff..,,i) 12 i 60 II_. 12"C0NC; 'S( .. X Il• NMI t. —j > z X 111 P. Jr. 6, TALL CHAIN LINK FENCE— c7 GRA `JET ,!J I ...06 { OUNr) It )N t; I E1_,. si li .I'i?'+E_._ Op 1- jai, '.. !1. r 'i `•7 SIGN: tr.,,E OF =,SPHALT Wrrs / / ij \__ I1' CTRGRATE- 17.151 IF 8" CONIC Nr''d =: 1 WATER LEVEL 16.1 SUM 14.5 APPROX. 1' OF SERE BOTTOM O • STRUCTU / ,\ 4 TOP PAD/ C< v EROSION CONTROL PLAN NOTES: cp. PROVIDE POSITIVE DRAINAGE ALONG TOE OF SLOPE AT EXISTING EMBANKMENT. INSTALL ROCK CHECK DAMS AT 75' O.C. INSTALL TEMPORARY EROSION CONTROL BLANKET, SEE TK—EC.04, DETAIL 1. BALLAST LINED FLOWLINE. SEE TK—PG.03. LEGEND: XX MAJOR CONTOUR (5 FT INTERVAL) MINOR CONTOUR (1 FT INTERVAL) F F FILL LIMITS X X X SILT FENCE • • •< • • •< BOTTOM OF DRAINAGE FLOWLINE - 111•1•11111111111•11111•1 MIMEO PROPOSED BNSF RIGHT—OF—WAY EASEMENT LINE SLOPE TEMPORARY EROSION CONTROL BLANKET EROSION CONTROL PLAN NOTES: 1. FOR EMBANKMENT PRELOAD GRADING PLANS, SEE TK—PG.01 TO TK—PG.03. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION M 1 Mi l TK—EC.05 1K-EC.06 20 10 0 20 40 SCALE IN FEET RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 11/9/2012 100% FOR BID AND CONSTRUCTION & 11/9/2012 CONSTRUCTION PERMIT REVISIONS Designed By: A. COMPTON Drawn By: K. WEBBER No. Date By Chk.. Revisions Checked By: Z. GRAY Approved By: R. LEIMKUHLER ConsultIng Engineers 1601 fifth Avenue, Suite 1600 Seattle, Washington 98101 (206) 622-5822 Fax (206) 622-8130 Submitted: Date: Approved: ME- SOUNDTRANSIT Date: Scale: I"=20' Filename: TK-EC.dwg Contract No.: RTA/CP 0101-05 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON EMBANKMENT Drawing No.: TK-EC.06 Sheet No.: OSI CONTROL PLAN • IP • • TKxEXPLATFORM I LEIMKUHL CAD User: kenw. 6" TAPERED INLET PLAN TEMPORARY PIPE SLOPE DRAIN STANDARD METAL END SECTION 10.0' \/\ STABILIZED OUTLET — 1 3" WASHED ROCK 6" FLEXIBLE DOWNPIPE OR PLASTIC PIPE 0 co 1 SCALE NOT TO SCALE TK—EC.03, 1K—EC.OS ISLAND OVER INLET SECTION BERM STRAP EXTENSION COLLAR SLOPE PIPE TO MATCH GRADING BEYOND TOP OF BERM STANDARD METAL END SEG11ON STABILIZED OUTLET — 1 3" WASHED ROCK 18" REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION MAR RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CNTEE 11/9/2012 11/9/2012 100X FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS No. Date rill Chic. . . Revisions Designed By. A. COMPTON Drawn By. K. WEBBER Checked By. Z. GRAY Approved By. R. LEIMKUHLER Consulting Engheers 1601 Fifth Avsnue, Suite 1600 Seattle, hgtan 98101 (206) 622-5822 Fox (208) 622-8130 Submitted: Date: Approved: Date: Scale: NTS Filename: TK-EC.dwg Contract No.: RTA/CP 0101-05 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON EMBANKMENT SIO.CO TROL D IL Drawing No.: TK-EC.07 Sheet No.: Rev.: A • B • • • CAD User: kenw. CD N O N 0 >< v Xref Filename: I TKxSV1 • 4 • 5 No. I V•4/ CB TYPE it ff 2616 CTR LID = 20.54' CTR STRUCTURE 1.0' SW I 12" CPEP E = 17.1' I 24" CPEP N = 15.6' 1E 24" CPEP S = 1 5.5' SUMP = 14.1' CC? TYEF 1 _262.1 CTR GRATE = 15.76' IE 12" DIP N = 13.5' IE 12" CMP (E) = 13.5' SUMP =- 12.2' BOTTOM OF EDGE GIP ER -- , , F . i�EQM, F RIDGE CI Ot F 29.Ei1 hil,,,-�,�,�'�� ,,,3 UNION PACIFIC RR $IF1 _1Y262� CTR.LI _ 15.22' IE BO E &W = 14.3- STA 17+25.69, -VVRf --0t ,h E) 1E 12" C viP W = 13.7' BEGIN BO.X,.JI,OUL. RT.-REMOVAL STA 17+28.30, 15.93' R'E(;A--c1a'E7 C1„ L19 1 7 1E BOX E&..liVA BEU g;0`•••• L1 7 11/9/2012 11/9/2012 Date - - By [)MI I '2623 CTR LID - 17.06' I BOX E&W = '14. _CB /5802 LID --: 17.80' 1E 6" CPEP w = 1E. 12" PVC N SINN CTR LID - 10.22' 1E BOX E&cW = 4.5' END BOX CULVERT REMOVAL STA 18+95.06, 9.06' RT (LA -LINE Chk. INN SpMH ?6.33 CTR LID = 19.61' 1E BOX E&W = 1 4.4' 35' ROADWAY ESMT. PER A,F. NO'S 3832592_ 54302E7 -0 CTR LID = 19.36 IF BOX E&W = 14.7 TEST HOLE-.- 100* FOR BID AND CONS1RUC11ON CONSTRUCTION PERMIT REVISIONS App. Revisions fiC k.2 ----,FIELD' LOCATE AND REMOVE (2) "PRIVATE PROPERTY" SIGNS TA 17+23:35, t,11.62' RT (LA -LINE) 1IP 11.6' STA 17+23.35, 0.00' T (LA -LINE) (j ,7---R0-1 IDtii or `r..;i , BOTTOM 1i iGirl t ; // / uE sly r' R 29. 73' STA 17+48.41, 11.52' RT (LA -LINE) i jE31LEI 4 -,I COI SMNS Al GROUND (I`l�P), tT� ? f I I, I i- 1 tie I C! I-G ti.J1I 11 1..) i ' , iV u`_ 2/ 0:10 AND AWAY -0M BRIEF _) STA 17+46.90, 6.14' LT (LA -LINE) 1 _.MAIN_SERVICE LOW VOLTAGE POWER. STA 17+60.61, 6.52' LT (LA -LINE) -P It 12" UP tiny 1E 12' 6 1. 7 Hitt -s I � �__.___--.--- EMI --�kAt 1 i 11I'I \\Iti; 1t�1 '< SAWCUT (TYP) r � MN (1'PI i ;; 26..3 1 GRATE. -- - A� -= 1 J. ,2 UPRR CENTER OF TRACK / STA 17+60.19, 22.15' LT (LA -LINE) (r3 saMH CTR R L.lD 20.17 IF.: '1.,8"i I/:. -10.6' TOP OF tJ._1_.t,`..I 1-`'.IC,A! PL�F.yi STA 17+66.82, 22.29' LT (LA -LINE) STA 17+66.89, 6.68' LT (LA -LINE) C A IIJj N?f _.`ICE 7 WAY _EXTENS.ION Si NEW LOT IN` 16- Designed By. A. COMPTON Drawn By. Checked By. K. WEBBER Z. GRAY Approved By. R. LEIMKUHLER CULVERT MAINTAIN SERVICE AND PROTECT IN PLACE. UPRR R/W AND WA FED It REMOVE PUMP AND ALL APPURTENANCES. -- CAP AND ABANDON PIPES, CONDUIT IN PLACE. WA FED AND COT R. MI MI MI MN MATCHUNE - SEE DWG TK-DM.06 Consulting Engineers Ell IIIII NM MI SOUNDTRANSIT INN MI REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION FOR PAVEMENT GRIND AND OVERLAY, AND STREET RESTORATION WEST OF UPRR R/W SEE TK-LWP.01. Approved: TK-DM.dwg Contract No.: RTA/CP 0101-05 11/9/2012 DEMOLITION NOTES: REMOVE FENCE/GATE. REMOVE CURB & GUTTER. REMOVE SIGN BRIDGE & FOUNDATIONS. REMOVE ELECTRICAL SERVICE, COMMUNICATION, AND LUMINAIRE POLE ONCE SYSTEM IS DE -ENERGIZED. COORDINATE WITH SERVICE PROVIDERS FOR SHUTDOWNS AND DECOMMISSIONING. REMOVE FULL DEPTH OF FOUNDATION. REMOVE EXISTING BOX CULVERT. SEE DWG TK-BC.01 FOR DETAILS. COORDINATE WITH OTHER WORK TO MANITAIN OFF -SITE STORMWATER AT ALL TIMES. REMOVE EXISTING WALL REMOVE EXISTING DRAINAGE STRUCTURE, SEE DWG TK-FM.01 FOR RECONNECTION OF PIPES. PLUG AND ABANDON UPSTREAM SEWER MAINS AT EXISTING MANHOLE. GENERAL NOTES: 1. TICKET VENDING MACHINES (TVM'S) AND ORCA CARD READERS ARE TO BE SALVAGED TO ST. 2. FOR HORIZONTAL CONTROL INFORMATION SEE DWGS TK-CA.01 TO TK-CA.06. 3. FOR PAVEMENT GRIND AND OVERLAY, AND STREET RESTORATION WEST OF UPRR R/W SEE TK-LWP.01. 4. ANY CONTRACTOR DAMAGE SHALL BE PROMPTLY REPAIRED OR REPLACED AT NO COST TO SOUND TRANSIT. 5. CONTRACTOR TO VERIFY LIMITS AND REMOVE EXISTING CONSTRUCTION HAUL ROAD. LEGEND: LLLLLLL LLLLLLL REMOVE ASPHALT CONCRETE PAVEMENT REMOVE ASPHALT CONCRETE SIDEWALK REMOVE EXISTING TUKWILA STATION SHELTERS, PLATFORMS, STAIRS, FOOTINGS, AND RAMPS. ALSO SEE TK-CSA.01 TO TK-CSA.04. REMOVE FOOTING TO FULL DEPTH. REMOVE CEMENT CONCRETE PAVEMENT REMOVE CURB OR CURB & GUTTER SAWCUT UNE TK-DM.01, NOT USED) (1K-DM.02, NOT USED 111--111 Ira J 20 10 0 20 SCALE IN FEET 40 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON IT N AN RECEIVED CITY OF TUKWILA PERIV1IT CENTER Drawing No.: TK-DM.03 22 cL) cn C:3 •et Path: X: \111000-111250\111026 E LZ a) 1 2 Ti-1(7,0 15.00' .....•••••••=•MMOMMIMIMIMMEMM• B F OTHOLE 1110, JULY 201U - - B F - B F 0 LBFO F 15.00' 13 13 .1=z- I H---1 I 1- H-11- I I .14.-f--F (.1 ti,,1111111111•11M7i• 00111111111M B F 0 (f. B -0 B FO 1 BNSF R/W AND ST It i'15 ANI) ij6A, JULY .20 1 0 B F MT1 LINE (EXIST TRACK) CENTERLINE EAST BNSF TRACK ---\\ MT2 LINE (EXIST TRACK) r +1 I I 44--1-4±1-14-i •141-- FND. CONC. t ON. W/BRASS PIN 103 ÷001. 2' SE11:0-.-1 ON SURFACE sf:n 851 PG.0 • -- BF07" 5091i-91 ASP „.----POTHOLE .#1 1,1 JULY 2010 -u 1035+00 III - GEN' '' ' ER LINE WEST BNSF TRACK MT3 LINE NOT 06' 01"E BF° BFO f3F0 RFD , VX,W;f41'6" • SPU R/W -0 -0 ASPHt BrO---------- BNSF R/W AND BOEING I 509+00 '‘\ SOT 06' 24"W 1036+00 -•- ' -- • nrc) • --- - -- ----- • ABD AT&T FO CONDUIT Br-o pV0 f E COMMUN ICA-f IONS MARKER V POTHOLE #9, JULY :101 0 STA 507+23.72, 59.24' RT (EFA-LINE) SAWCUT (TYP) rk-,3 BFO UFO - 508+00 EFA-LINE STA 507+23.72, 15.00' LT (EFA-LINE) t. • • 1D- I. 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COORDINATE WITH SERVICE PROVIDERS FOR SHUTDOWNS AND DECOMMISSIONING. REMOVE FULL DEPTH OF FOUNDATION. ® PROTECT BURIED FIBER OPTIC IN PLACE. CONTRACTOR TO VERIFY LOCATION OF BURIED FIBER OPTIC CONDUIT. REMOVE TREE. GENERAL NOTES: 1. TICKET VENDING MACHINES (TVM'S) AND ORCA CARD READERS ARE TO BE SALVAGED TO ST. 2. FOR HORIZONTAL CONTROL INFORMATION SEE DWGS TK-CA.01 TO TK-CA.06. 3. FOR PAVEMENT GRIND AND OVERLAY, AND STREET RESTORATION WEST OF UPRR R/W SEE 1K-LWP.01. 4. ANY CONTRACTOR DAMAGE SHALL BE PROMPTLY REPAIRED OR REPLACED AT NO COST TO SOUND TRANSIT. 5. CONTRACTOR TO VERIFY LIMITS AND REMOVE EXISTING CONSTRUCTION HAUL ROAD. LEGEND: LLLLLLL LLLLLLL LLLLLLL 1111111 1/ / / / / / / / / REMOVE ASPHALT CONCRETE PAVEMENT REMOVE ASPHALT CONCRETE SIDEWALK REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIN/ISION REMOVE EXISTING TUKWILA STATION SHELTERS, PLATFORMS, STAIRS, FOOTINGS, AND RAMPS. ALSO SEE TK-CSA.01 TO TK-CSA.04. REMOVE FOOTING TO FULL DEPTH. REMOVE CEMENT CONCRETE PAVEMENT REMOVE CURB OR CURB 8c GUTTER SAWCUT LINE 1K-DM.01, NOT USED) CIK-Dki.02, NOT USED ll 1K-DM.03 fr 1KDM.04 1K-DM.05 J 1K-DM.06 ELME 20 10 0 20 SCALE IN FEET mir ILL mAR g.e 2016 40 RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERIVIIT CENTER 11/9/2012 100% FOR BID AND CONSTRUCTION A_ 11/9/2012 CONSTRUCTION PERMIT REVISIONS No. Date By Chk. App. Revietone Designed By A. COMPTON Drawn By: K. WEBBER Checked By: Z. GRAY Approved By. R. LEIMKUHLER fi/lv 2- Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, Washington 98101 (206) 622-5822 Fax (206) 622-8130 Submitted: Date: Approved: SOUNDTRANSIT Date: Scale: = 20' Flename: TK-DM.dwg Contract No.: RTA/CP 0101-05 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON Drawing No.: TK-DM.04 Sheet No.: Rev.: 23 C a) Cam!) U of 0 a) 0 0 0 I C a, i ratt 0 L O Z N Path: X: \111000-111250\111026 1 • 2 J J U X 3 Xref Filename: 1 TKxSV1 0 La La 1 1 FIFO BFO P 1 1 1 0101111 ----`__-{-C.I\ ,.L.'-. ...,.. T..,?/_ _ - ---_- TV /07 BNSF BOEING R - TV Ia P FO BNFir WARNING 1' .•\ IN1 SIGN t r- I f7bi RliNG;T 1✓��fj 1hicY- THE N1 1F1:/J'i 1 I I i I i I 1 1 1 f 1 1 1 • 1 1 ) f I i i i i 1 I I 1 1 1 f I 1 1 r I I I 1 I 7-�{- -1 1 1 I I 1{ - I I I I I r I i, f i 1 I I 1, I I I 1 1 I I 1 I; I i I ( I , t I 1 (Nok-rHERN PACIFIC r;,/k) I P0Tl-10I_L ;'> , •..i i!..:';` '2.01 0 3F0 I 1 ?-� } I -I i f j-; j } I ; 1 { i -i I .I.. ; r { f I }..�r_} �. L�..�. L,< , ; I 1 i 1 .�_, i.a_�_.,._, ;._j_;._I__� . , 1..1. _I. ._T__ ._ __.,_;. j..,.-I-1- ) "° F..3 0 BNSF R/W AND ST R. 0 ABD AT&T FO CONDUIT / t, t� virTr- 1 1 BFO { IV 0 d� 8Fo 1 1 �1 1 1 MT1 LINE EXIST TRACK 1 1 1 1 1 1 1 1 1 I 1 I 1 1 1 1 1• 1 1 1 1 1 1 I 1 f 1 1 1 1 I 11. 1 1 I c 1 I 1, 1 1 I r 1, 1 1 1 I( i l 1 1 '---_.---.._. MT2 LINE (EXIST TRACK I'l!' I 1 1 1 1 1 ! 1 1 1 i I r Ir(Ii1�1f1iri�i-rllrll; r ,� 1 IF 1•- �'! f �"r.,'rf t��t i.l(�; i i;�:i'.f ICI i 1I itiij!l I I! II l i i 1 till 1 , 1 I I i T I t • I. -� t r I I Alfe, •Ar Aff: tel 64J./(i d•Ajv A R/W AND,dor o ! o o p"- 0 8 (7TJ P ----- (n Q t ti : I.:ii : \wf •ii::: y :ry:L:i':i:i: TYPE. 1 9680 CTR GRA'Ir E = 19.1 6' IF 12"tONC-- 16.6' I 12" CLJNC 2 = 16.6' SUMP =115.0' 1 X 1___ X ______ X S DM 1 j/9650 �-STA 505+99.63, 81 1q0' LT (EFA-LINE T L a= 18.83' \ \\- \ !F 11" SE ± = 13.5'± WATEf LEVEL = 16.0' SUM( = 13.4' SIRLI`IURE 1S FULL IOF WATER. 00 TYPE 110601 CTR GRATE = 18 84' 1E '12" CONC W 1, 16.6' 1E 12" COiNC E =� 16.5' .5' SUMP = 14.8' • 6 TALL CI. 17''4,1 FENCE. E'. 1 51 (3 Tr .,t V-, 6 TYPE'. z __ C;! i R. 0l' --RAIL -.'..;I .3, j j' r 1E:.1 2" CONIC -- �i I _L' /!c= 112" !C061.. 8 = 17 4 1E 1 2 `.,ONC 5 ..: 1 7 3' j I SUMP = i / . L.1 1 �yW:•ii•:Si••:L• CT[' CRAZE = 18.30' WATE.R I \ - 1 " 1' SUMP d 2' = 15./ ' (31_E IN 1='mm /E-'?ii_1`11, (PO 11~SL t:1 (03) SAWCUT (TYP) OK E. :1 `r,IF:A(•(..- r. / /'(' .i( ``. SE sar- fIr:v _ L 0, CTR LID --- 18. J'/ t- .F( LEVEL == 15.1' • 41 r • • 1 'i:J' ±i.'1 :L' mow{: : :J :L .... 1..L' 'wi::: Jr• f• n :-i j .i•f r.. 0 IE ,1 ' CONC. [AV" 1E 1 CONIC SE.= 15 . 7' SMIP 14. 31 301ii_i,lEr, P - REVIEWED FOR CdDE COMPLIANCE APPROVED FEB 2 5 2013 LIN City of Tukwila _ _ -BUILDING-DIVISION_t-_ X ._`___ -- ALL (3 i,;'LII' FENCE --I MAR 2 C 2016: -, ,., ; r. { DEMOLITION NOTES: 01 REMOVE FENCE/GATE. ® REMOVE ELECTRICAL SERVICE, COMMUNICATION, AND LUMINAIRE POLE ONCE SYSTEM IS DE -ENERGIZED. COORDINATE WITH SERVICE PROVIDERS FOR SHUTDOWNS AND DECOMMISSIONING. REMOVE FULL DEPTH OF FOUNDATION. 05 REMOVE TICKET KIOSK/CARD READER. COORDINATE WITH ST RESIDENT ENGINEER FOR RETURN TO ST. 09 BREAKDOWN AND REMOVE DRAINAGE STRUCTURE, PLUG EXISTING PIPES AND ABANDON IN PLACE. 10 REMOVE AND SALVAGE EXISTING SECURITY SHACK TO ST. 11 PROTECT BURIED FIBER OPTIC IN PLACE. CONTRACTOR TO VERIFY LOCATION OF BURIED FIBER OPTIC CONDUIT. 14 REMOVE EXISTING DRAINAGE STRUCTURE, SEE DWG TK-DR.05 FOR 18 PROTECT IN PLACE EXISTING ILLUMINA110N SYSTEM. GENERAL NOTES: 1. TICKET VENDING MACHINES (TVM'S) AND ORCA CARD READERS ARE TO BE SALVAGED TO ST. 2. FOR HORIZONTAL CONTROL INFORMATION SEE DWGS TK-CA.01 TO TK-CA.06. 3. FOR PAVEMENT GRIND AND OVERLAY, AND STREET RESTORATION WEST OF UPRR R/W SEE TK-LWP.01. 4. ANY CONTRACTOR DAMAGE SHALL BE PROMPTLY REPAIRED OR REPLACED AT NO COST TO SOUND TRANSIT. 5. CONTRACTOR TO VERIFY LIMITS AND REMOVE EXISTING CONSTRUCTION HAUL ROAD. LEGEND: LLLLLLL LLLLLLL LLLLLLL REMOVE ASPHALT CONCRETE PAVEMENT REMOVE ASPHALT CONCRETE SIDEWALK REMOVE EXISTING TUKWILA STATION SHELTERS, PLATFORMS, STAIRS, FOOTINGS, AND RAMPS. ALSO SEE TK-CSA.01 TO TK-CSA.04. REMOVE FOOTING TO FULL DEPTH. REMOVE CEMENT CONCRETE PAVEMENT REMOVE CURB OR CURB & GUTTER SAWCUT LINE 1K-DM.01, NOT USED 1K-DM.02, NOT USED !I II III III II II - I1 1r1-'-' III II -- a I I IIl .., (HI 1K-DM.03 1K-DM.04 `;1K-DM.05 ,Jj J TK-DM.06 KEY MAL 20 10 0 20 40 SCALE IN FEET RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER No. 11/9/2012 11/9/2012 Date By Chk. APP. 100X FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Revisions Designed By: A. COMPTON Drawn By: K. WEBBER Checked By: Z. GRAY Approved By: R. LEIMKUHLER Consulting Engineers 1601 Fl th Avenue, Sulte 1600 Seattle` Mtaehhgton 98101 (206) 622-5822 Fax (206) 622-8130 Submitted: Date: Approved: Scale: I"-20' Filename: TK-DM.dwg SOUNDTRANSIT Contract No.: RTA/CP 0101-05 Date: Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WA S H I N G TO N OLIT ON PLAN Drawing No.: TK-DM.05 Sheet No.: Rev.: 24 DEMOLITION NOTES: 1 • 2 • CAD User: kenw. 4 a a_ 1 MIN MN _T -P INN EN PARCEL D 20' ACCESS &, UTILITY EASEMENT PER REC, NO. 9811051961 ---- TV ___ P --- 1' -1-1-i"'1__I-i 1 f-1-44-1.-F 1 i H 1 1 1 -1 -H l l 1 H--1- 08 1-YP4 126,56 C1 R GRATE = 18.52' SUMP = 14.7' F B is UG 1 /74 -1M ---_. V__„__.._..__-__ H f E 1 1 H- +1 1 1 1-,-(---14-H-1-i--1-1-H 14-7-'-1-1- -f-1--1--1--I--1 1 H 1 1--1--1-;-14 {H X ZWee/41/re Et f l 0RCA READER- _4_, air dr VIAArrA7r7,721:," .„ 401111116 00000.0000.0 .0.00.00000.04 0000000. 00400.044.00. ,0000000000 04000004'000.4 STA 500+43.13, 15.00' LT (EFA—LINE) SIGN, SOUND TR '-\NS1T INFO SAWCUT (TYP) STA 500+11.41, 24.92' LT (EFA—LINE) WALL HI" TAI STOCKPILE fOUNDATION L. APPROX. TOP FACE OF ECO BLOCK • 00 WATER LEVEL -1 6. SUMP 14.5' APPROX. 1 OF SEDit, ENT IN • LT (LA —LINE) STA 20+40.53, 8.27' RT (LA —LINE) N . ID IS UNDER WAIL R SPEED BUMP CULVERT isioN 11 11 1-_-..00 r!„)C1<-- 1 \ .. N, 113 NM NE q. MT2 _LINE .(EXIST TRACK) I. CI 1045+00 MT1 LINE (EXIST 'RACK) MT3 LINE [-BUS STOP SHELTER / ON CONC PAD SIGN "I:3U CHAINLINIK 1046+00 BOEING It - B1.13 STOP SHELTER ON CONC PAD BNSF R/W AND BOEING It A MOUNTEI 3' • NO wt FRS NOTE: HALF 0 REMOVE FENCE/GATE. REMOVE CURB & GUTTER. REMOVE SIGN BRIDGE & FOUNDATIONS. REMOVE ELECTRICAL SERVICE, COMMUNICATION, AND LUMINAIRE POLE ONCE SYSTEM IS DE —ENERGIZED. COORDINATE WITH SERVICE PROVIDERS FOR SHUTDOWNS AND DECOMMISSIONING. REMOVE FULL DEPTH OF FOUNDATION. REMOVE TICKET KIOSK/CARD READER. COORDINATE WITH ST RESIDENT ENGINEER FOR RETURN TO ST. REMOVE EXISTING WALL. PLUG AND ABANDON EXISTING STORM DRAIN. BREAKDOWN AND REMOVE DRAINAGE STRUCTURE, PLUG EXISTING PIPES AND ABANDON IN PLACE. PROTECT BURIED FIBER OPTIC IN PLACE. CONTRACTOR TO VERIFY LOCATION OF BURIED FIBER OPTIC CONDUIT. ADJUST CATCH BASIN TO GRADE. O. PROTECT EXISTING BRIDGE TRESTLE STRUCTURE AND ALL ASSOCIATED ELEMENTS FROM DAMAGE. g REMOVE EXISTING BLOCK WALL AND PEDESTRIAN LIGHTING UNDER BNSF 0 TK—CSA.04. .0 PROTECT IN PLACE EXISTING ILLUMINATION SYSTEM. GENERAL NOTES: 1. TICKET VENDING MACHINES (1VM'S) AND ORCA CARD READERS ARE TO BE SALVAGED TO ST. 2. FOR HORIZONTAL CONTROL INFORMATION SEE DWGS TK—CA.01 TO TK—CA.06. 3. FOR PAVEMENT GRIND AND OVERLAY, AND STREET RESTORATION WEST OF UPRR R/W SEE TK—LWP.01. 4. ANY CONTRACTOR DAMAGE SHALL BE PROMPTLY REPAIRED OR REPLACED AT NO COST TO SOUND TRANSIT. CONTRACTOR TO VERIFY LIMITS AND REMOVE EXISTING CONSTRUCTION HAUL ROAD. 5. LEGEND: LLLLLLL LLLLLLL REV! EWE D FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION REMOVE ASPHALT CONCRETE PAVEMENT REMOVE ASPHALT CONCRETE SIDEWALK REMOVE EXISTING TUKWILA STATION SHELTERS, PLATFORMS, STAIRS, FOOTINGS, AND RAMPS. ALSO SEE TK—CSA.01 TO TK—CSA.04. REMOVE FOOTING TO FULL DEPTH. REMOVE CEMENT CONCRETE PAVEMENT REMOVE CURB OR CURB & GUTTER SAWCUT LINE OK-DM.02, NOT USED) KEY MAP 20 10 0 20 40 SCALE IN FEET RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 11/9/2012 100% FOR BID AND CONS1RUCTION 11/9/2012 CONSTRUCTION PERMIT REVISIONS Designed By: A. COMPTON Drawn By: K. WEBBER Checked By: Z. GRAY No. Date By Chk. App. Revisions Approved By: R. LEIMKUHLER Consulting Engineers Date: SOUNDTRANSIT Date: TK-DM.dwg Contract No.: RTA/CP 0101-05 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON MOLITION PLAN Drawing No.: TK-DM.06 Sheet No.: Rev.: 25 GENERAL NOTES: 1 0 2 • 0 x w — 3 0 0 Q 0 0 V) a. x 0 CL XX 4 0 •cC X V X Xref Filename: I TKxSV1 • BNSF R/W AND ST R ND AKA, JULY 2010 20 -25 30 30 MT1 LINE (EXIST -TRACK) 1 f I 11--F--1-}--f-1-I I> H � I f-, I-f f-�} �__�.�}_I..�_�_��-I-I I I-III-1 MT2 LINE (EXIST TRACK) t i i I I 1 1 i f-r�`-f'-f-_ f`f-i l l r 1-t s 1 I -1`, I BNSF R/W AND ST I r F F—F If) F X____-____ r • F'a • 25 75 F- F F --------- 77. c; =_ F- i- !I-. .i f r f I--!` � I --I- , I 1-"?-i-i-1 r f r t f, ; ; -I f - X APPROX EXTENT OF EXIST PLATFORM (TYP) ----H-f-1-i-F-1--H-;-1---i-1-1-F-i.71 1.1-. +-H--1- 4-1-} ;-1 { F } f .1�_.}.. f I -I ,! / Lit/ o = 1 + UJ C-D VI Q- z o VV))�((1)¢ m � 30 F-...... J036,I.0 25 037+00- r,r I,IIrr-rll, � , • C t 5 flifc In Y 1 0-30 F- ..r.w+..1 I f ! i I1�,# ,J11 1Q3�- _ A 35 30 ® In 25 T; --25 0 In 7 5 20 'A ;. 30 i�^ '�r1 t' ire r i a--S' g 4 r! 1- t ,.,L_, 1i •-• OF CHAIN N 3 W h 1 zA.l._i._ ;a-IAIPI LINK f_. l F F F � Z miC O N C; E. " r 1 >.9' MAR 2 6,2016!, 16.,_ i SEE DWG TK-PG.03 FOR TYPICAL PRELOAD GRADING SECTION. LEGEND: xx F F EXISTING LEGEND: MINED MEN. MAJOR CONTOUR (5 FT INTERVAL) MINOR CONTOUR (1 FT INTERVAL) FILL LIMITS PROPOSED BNSF RIGHT-OF-WAY EASEMENT LINE SLOPE SETTLEMENT PLATE PROPERTY LINE EASEMENT LINE RIGHT-OF-WAY CONSTRUCTION NOTES: 1. EMBANKMENTS WILL BE CONSTRUCTED ON HIGHLY COMPRESSIBLE SOILS AND MAY BE SUBJECT TO MARGINAL STABILITY DURING PLACEMENT. 2. EMBANKMENTS WITHIN THE LIMITS SHOWN SHALL BE SUBJECT TO A SETTLEMENT DELAY PERIOD AND MONITORING WITH INSTRUMENTATION INCLUDING SETTLEMENT PLATES AND PORE PRESSURE DETECTION DEVICES. 3. SETTLEMENT MONITORING PLATES SHALL BE INSTALLED PRIOR TO PLACING ANY FILL. INITIAL ELEVATION READINGS OF THE SETTLEMENT PLATES MUST BE OBTAINED WHEN THEY ARE SET IN PLACE AND BEFORE ANY FILL IS ELEVATIONS OF THE PLATES AND THE AVERAGE ADJACENT GROUND SURFACE. SHOULD BE DETERMINED ON A DAILY BASIS DURING FILL PLACEMENT AND WEEKLY THEREAFTER OR MORE FREQUENTLY AT CRITICAL TIMES AS DIRECTED BY RESIDENT ENGINEER. 5. SETTLEMENT MONITORING RESULTS SHALL BE SUBMITTED TO THE ENGINEER NO LATER THAN 48 HOURS AFTER THE READINGS ARE TAKEN. 6. THE RESIDENT ENGINEER WILL DETERMINE WHEN THE PRELOAD MAY BE REMOVED BASED ON THE SETTLEMENT MONITORING DATA. THE PRESENCE. OF MEASUREMENT RODS, WHICH EXTEND ABOVE THE SETTLEMENT PLATES AND THROUGH THE FILL, WILL INHIBIT THE MOBILITY OF EARTHMOVING EQUIPMENT. THE CONTRACTOR SHALL EXERCISE CAUTION TO AVOID DAMAGING OR DISPLACING THE RODS. 8. THE EMBANKMENT SHALL BE CONSTRUCTED TO THE ELEVATION SHOWN WITH SLOPES NO STEEPER THAN 1 H:1 V. THE EMBANKMENT SURFACE SHALL BE CROWNED SLIGHTLY TO PROMOTE DRAINAGE OF SURFACE WATER. rR EVIEVVED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION 20 10 0 RECEIVED 20 CITY OF TUKWILA SCALE IN FEET NOV 2 7 2012 PERMIT CENTER 11/9/2012 100% FOR BID AND CONSTRUCTION & 11/9/2012 CONSTRUCTION PERMIT REVISIONS Designed By: A. COMPTON Drawn By. K. WEBBER Checked By. Z. GRAY No. Date By Chk. App. Revisions Approved By: R. LEIMKUHLER Consulting Engineers 1601 Fifth Argue` Suite 1600 Seattle, Washington 98101 (206) 622-5822 Fax (206) 622-8130 Submitted: Date: Approved: SOUNDTRANSIT Date: Scale: I"-20' Filename: TK-PG.dwg Contract No.: RTA/CP 0101-05 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON EMBANKMENT PRELOAD GRADING PLAN .44 Drawing No.: TK-PG.OI Sheet No.: Rev.: k* 26 GENERAL NOTES: CAD User: kenw. a 00 vi 0 a) 0 -v 1 • 2 J W — • V x CC 0 J d X W Yx F-- - O c0 CO J a (/) t2 x 0_ 0- x v x • 4 O — c 3 3 77 C� CL I U Yx c ~ an — cn CL o Cr) 5 0 Ux L 0 pi x N CO u") (NJ x O Y O CD d W f3NSI WARNING SIGN _Din" 1 L1- 1-1+f-1 1 I f f--1-1--1- I I I I I I I f- I I 1-H-1+1-1-•1 I-f APPROX � x X .__._ _ y ---_- �_..I--+ f I I 1 i 1 f±1-f- --1- 'H {--1+f 11--1-14- GATE I "' TALL CHAi1 _INK FENCE ---\ X , -- CB TYPE I ##96! CTR GRATE = 18.66' IE 12" CONr N = 17.2' IE 12-CONC S = 17.4-' ,-4411 _._ 04100- -T=PG.O P F'' CTR GRATE = 18.30' IE 6" CONC NE = 17.1 WATER LEVEL = 17.0' SUMP = 15.7' IE 12" CONC E = 17.3' SUMP === 17.0' HOLE IN PAVEMENT, (POSSIBLE CB) ___ BROKEN REMNANT OIk FOUNDATION WALL ('„4." TALL) GB 'IYPr I •95733 • R GRATE = 1 7 ,9' IE 12" LONG = I 5,8' \ IE 12" COMIC SE C.i III _.- r_, rx . CAT; ._I.I) == 13.3 SUMP -=• ;RE _...lc; .-.2 11..�1 i `•.I tNAI_. _. P _._. TK-PG.O i ,ia I r , RECTANGULAR *RUC URE FULL OF VVA.F7° Sr,8 Fy r Hr ' I_, II 1' !'C)F1.7 [-15!i _. 15 7 IL I CONC `-. _. ,I ` . - ' t,f_1?:IP - 1'13)' UiiLIB L[F i\ t.. .• • rf e s ! /\\ %.0 :11 re: :0 N`C 5 l /'-FALL r, LINK FENCE GRAVEL 1` i5l SA OUAFRY s7f)r':1.!_..:? SiOCKPIl._t'_ TOP FACE OF CONC FOUNT. ><\\f!t.)NJ 11./ \..c:L. r) ' r Gr.:.`i t1' i.!I1 is=i, '.!:"f i!-i Pt ra REC. 1 s BNSF R/CAND., ST -R 0 w 0 H W INN ^r i, TYPE__ I . 0 17 GRATE. �..:_. _;L ;r i rr:III i11111111111111111s + / Za ; z z = W CI ;t4 II 1I 32 P 0 { ;1Q44Oduil. ir NO I ON BNSF R/W ►ND 1ST R I tl� CTR i-!D i 21.4 lE 12CIPNC SC " � , fry 4f��'iv' APPROX. I OF SEDI BOTTOM OF STRUcTU -APPROX. ,O:' FACE OF MAR 262016 ''sr, SEE DWG TX—PG.03 FOR TYPICAL PRELOAD GRADING SECTION. LEGEND: xx 01111111111< EXISTING LEGEND: MAJOR CONTOUR (5 FT INTERVAL) MINOR CONTOUR (1 FT INTERVAL) FILL LIMITS PROPOSED BNSF RIGHT—OF—WAY EASEMENT LINE SLOPE SETTLEMENT PLATE (1".% PROPERTY LINE EASEMENT LINE RIGHT—OF—WAY CONSTRUCTION NOTES: 1. EMBANKMENTS WILL BE CONSTRUCTED ON HIGHLY COMPRESSIBLE SOILS AND MAY BE SUBJECT TO MARGINAL STABILITY DURING PLACEMENT. 2. EMBANKMENTS WITHIN THE LIMITS SHOWN SHALL BE SUBJECT TO A SETTLEMENT DELAY PERIOD AND MONITORING WITH INSTRUMENTATION INCLUDING SETTLEMENT PLATES AND PORE PRESSURE DETECTION DEVICES. 3. SETTLEMENT MONITORING PLATES SHALL BE INSTALLED PRIOR TO PLACING ANY FILL. INITIAL ELEVATION READINGS OF THE SETTLEMENT PLATES MUST BE OBTAINED WHEN THEY ARE SET IN PLACE AND BEFORE ANY FILL IS PLACED. ELEVATIONS OF THE PLATES AND THE AVERAGE ADJACENT GROUND SURFACE SHOULD BE DETERMINED ON A DAILY BASIS DURING FILL PLACEMENT AND WEEKLY THEREAFTER OR MORE FREQUENTLY AT CRITICAL TIMES AS DIRECTED BY RESIDENT ENGINEER. SETTLEMENT MONITORING RESULTS SHALL BE SUBMITTED TO THE ENGINEER NO LATER THAN 48 HOURS AFTER RIE READINGS ARE TAKEN. 6. THE RESIDENT ENGINEER WILL DETERMINE WHEN THE PRELOAD MAY BE REMOVED BASED ON THE SETTLEMENT MONITORING DATA. 7. THE PRESENCE OF MEASUREMENT RODS, WHICH EXTEND ABOVE THE SETTLEMENT PLATES AND THROUGH THE FILL, WILL INHIBIT THE MOBILITY OF EARTHMOVING EQUIPMENT. THE CONTRACTOR SHALL EXERCISE CAUTION TO AVOID DAMAGING OR DISPLACING THE RODS. THE EMBANKMENT SHALL BE CONSTRUCTED TO THE ELEVATION SHOWN WITH SLOPES NO STEEPER 11-IAN 1H:1V. THE EMBANKMENT SURFACE SHALL BE CROWNED SLIGHTLY TO PROMOTE DRAINAGE OF SURFACE WATER. REVIEWED FOR CODE COMPLIANCE APPROVED TOP PAD/FEB 2 5 2013 City of Tukwila BUILDING DIVISION 20 10 0 20 40 SCALE IN FEET RECEIVED CITY OF TUKWILA PERMIT CENTER 11/9/2012 100% FOR BID AND CONSTRUCTION 11/9/2012 CONSTRUCTION PERMIT REVISIONS Designed By: A. COMPTON Drawn By: K. WEBBER No. Date By Revisions Checked By: Z. GRAY Approved By: R. LEIMKUHLER Consulting Engineers (206) 622-5822 Fax (206) 622-8130 Date Approved: SOUNDTRANSIT Scale: Filename: TK-PG.dwg Contract No.: RTA/CP 0101-05 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON EMBANKMEN E OAD GRADING PLAN Drawing No.: TK-PG.02 Sheet No.: 27 A • B • • 1 • 2 • 0 J CL w — 3 0 CO 0 J CO. 0 V) x CD CL X 0_ Yr 1-- x U x • a. Cn x Y X F/� x C/3 o 5 > Q� Zx Yx • 4 45 40 35 30 25 20 15 10 45 40 35 30 25 20 15 10 I EX BNSF i LL- ti w CL 0 L=34.7 STRiUCTURAL FILL 0 0//, �` o C ii •0p°0 ° ^yo vim o o w 0 m ° 2% MT1 (EXIST TRACK) 10 -15.3' ± MT2 (EX)ST TRACK) VARIES APPROXIMATE BOTTOM OF EXIST SUB -BALLAST SEE EMBANKMENT T PRELOAD PLAN; FOR FILL LIMITS EMBANKMENT STEP HEIGHT SHALL NOT EXCEED 3' (T1(P) MT$qLINE 2% 1 o wEX BNSF °¢° - °- R.. W... p o„ 0 ° 0 0 FREE DRAINING 0 i ° BALLASTED MATERIAL �, o ° v. ;No (TYP) I No 6 \° 1 \ ° Q ° 0 0 r STRUCTURAL FILL C. i EL=35.1 °0 0.00 v ° 0 ug { \o o ` \ `lo ±o 0 o ° 0' n-°_n-Q- 2% o °0 �00 ° n °o FUTURE BNSF R/W.. PRELOAD 'GRADE 0._.... _.. __. _ - EXIST GRADE TYPICAL EMBANKMENT PRELOAD SECTION, STA 1040+10 (MT-3 LINE) SCALE: H: 1" = 10' V: 1" = 5' TK-PG.02 EX BNSF R/W 0wo mGO EL=34.7 2% ti> 0 (1 °n O_ yNo // STRUCTURAL FILL °o 0 0 C p J 0 1 0 vV Oo�o oo� � ° 0 ° 2% 0 0 00 MT1 y MT2 (EXIST TRACK) (EXIST TRACK 10'-15.3' ± 10.0' VARIES APPROXIMATE BOTTOM OF EXIST SUB -BALLAST SEE EMBANKMENT PRELOAD PLAN FOR FILL LIMITS I i EMBANKMENT STEP HEIGHT SHALL NOT EXCEED 3' (TYP) VARIES 10'-15.2' ± 10.0' MT3 LINE 2% 0 FREE DRAINING 0 ° 0 c ; BALLASTED MATERIA o (�) _ 0 0 � Op °a EX BNSF R/W o w - m 0 ° 0 o o\° ° Q � Z J i EL=34.9 STRUCTURAL FILL (TYP 0 -0 2% 0 EXIST GRADE FUTURE BNSF R/W PRELOAD GRADE 45 40 35 30 25 20 15 10 45 40 35 30 25 20 15 10 TYPICAL EMBANKMENT PRELOAD SECTION, STA 1041+48 (MT-3 LINE) SCALE: H: 1" = 10' V:1"=5' [(73 M-PG.02 CONSTRUCTION NOTES: 1. EMBANKMENTS WILL BE CONSTRUCTED ON HIGHLY COMPRESSIBLE SOILS AND MAY BE SUBJECT TO MARGINAL STABILITY DURING PLACEMENT. PRELOAD GRADE SHOWN REPRESENTS 1' MON ABOVE FINAL GRADE. PRELOAD FILL SHALL BE COORDINATED WITH FINAL GRADING. TEMPORARY PLATFORM SHALL BE CONSTRUCTED AS REQUIRED PER THE CONSTRUCTION STAGING AND ACCESS PLAN. TEMPORARY PLATFORM SHALL BE CONSIDERED WITH RESPECT TO PLACEMENT OF PRELOAD FILL. 5. EMBANKMENTS WITHIN THE LIMITS SHOWN SHALL BE SUBJECT TO A SETTLEMENT DELAY PERIOD AND MONITORING WITH INSTRUMENTATION INCLUDING SETTLEMENT PLATES AND PORE PRESSURE DETECTION DEVICES. 6. SETTLEMENT MONITORING PLATES SHALL BE INSTALLED PRIOR TO PLACING ANY FILL INITIAL ELEVATION READINGS OF THE SETTLEMENT PLATES MUST BE OBTAINED WHEN THEY ARE SET IN PLACE AND BEFORE ANY FILL IS PLACED. 7. ELEVATIONS OF THE PLATES AND THE AVERAGE ADJACENT GROUND SURFACE SHOULD BE DETERMINED ON A DAILY BASIS DURING FILL PLACEMENT AND WEEKLY THEREAFTER OR MORE FREQUENTLY AT CRITICAL TIMES AS DIRECTED BY RESIDENT ENGINEER. 8. SETTLEMENT MONITORING RESULTS SHALL BE SUBMITTED TO THE ENGINEER NO LATER THAN 48 HOURS AFTER THE READINGS AR . TAKEN. 9. THE RESIDENT ENGINEER WILL DETERMINE WHEN THE PRELOAD MAY : " = •VED BASED ON THE SETTLEMENT MONITORING DATA. 10. THE PRESENCE OF MEASUREMENT RODS, WHICH EXTEND ABOVE THE SETTLEMENT PLATES AND THROUGH THE FILL, WILL INHIBIT THE MOBILITY OF EARTHMOVING . EQUIPMENT. THE CONTRACTOR SHALL EXERCISE CAUTION TO AVOID DAMAGING OR DISPLACING THE RODS. 11. THE EMBANKMENT SHALL BE CONSTRUCTED TO THE ELEVATION SHOWN WITH SLOPES NO STEEPER THAN 1H:1V. THE EMBANKMENT SURFACE SHALL BE CROWNED SLIGHTLY TO PROMOTE DRAINAGE OF SURFACE WATER. REVIEWED CODE COMPLIANCE FEBAPPROVED 2 5 2013 City of Tukwila BUILDING DIVISION ii% y & 1 MAR 2 6 2016 RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER NAD 83/91 NAVD 88 11/9/2012 100% FOR BID AND CONSTRUCTION 11/9/2012 CONSTRUCTION PERMIT REVISIONS Designed By: A. COMPTON Drawn By: K. WEBBER No. Date By Chk. APP. Revisions Checked By. Z. GRAY Approved By: R. LEIMKUHLER Consulting Engineers 1601 F1fth Aiwa, Sulte 1600 Seattle, Wa hhgton 98101 (206) 622-5822 Fax (206) 622-8130 Submitted: Date: Approved: SOUNDTRANSIT Date: Scale: AS SHOWN Filename: TK-PG.dwg Contract No.: RTA/CP 0101-05 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON EMBANKMENT PRELOAD TYPICAL SECTION Drawing No.: TK-PG.03 Sheet No.: 28 Rev.: • B • C • D • E • F • a) E 00 l OCa I (NI N Xref Filename: I TKxSV1 • POTENTIAL EXISITNG ACCESS VIA STRANDER BLVD UNDER PASS AND DRIVEWAY +H-I-HH•i+H++-i+++H+++H-+H+4-144 4+l+1-' •H SPU R/W AR11311611111E1611 11 S MT1 (EXIST TRACK) +-+H-H 111 i++++++HH 14+++i + i II l l+H+-1+f+H+E+ 1 H±+-#+4+1-4+111 t I ^li +41+++++# 1 I i L++i-Hi4i+EEtH+4+i+H+}-I+f-f-H H44+1i H+4+H;++11-1 MT2 (EXIST TRACK) +I++hH+H4#-Ff. UPRR +1+4-1.11+i-1-1-4+H-i-4+1+1+++1i+l-H+fiH-+++-H Hil-iiii-+ H-H•#i+1-H+;1tHiii+ / / +++H SPU R/W / 14- 1++4Hsi-liiii'�1 i•t 1-i:-E-1•i-51 ++H-Fi tii+++- 1+H-H-t-{ UPRR R/W AND ST R r /// // ,///`:/// , / / /' --/ / / /f / / ` / .// / /' / 1 // // / /J / // / / /f•/ //"/.// / / • / / / r/ / / r/ //- MwJ58P. 1 //j j A�Ru / /f`// I i+i+H+++++1 1};i#i-l+i•i-4++-4+1++H-i+3±1-4+?fi+i-t•+i ii•++#-14H ##•H?+it++1 3-11++I iitH-t!+114++4 ++it+I.}1+H•t-++It++1•H•+H+i+11i++1-1++i-1-+11.H+Hii1-1+11+•44.1-hH-h#+FH-E•1 H•+1+i+1+1,14i-+ 1+r!-I i-I:-+11-1-1+1-1- H,'- r- SEE GENERAL NOTE 7 — i41 UNION PACIFIC RR .+.il-,,111 i+-�I- t CONSTRUCTION LONGACRES WAY i'i; 1 ;i-f.; _ SUGGESTED TEMP - ORCA CARD, READER LOCATION / / r/` / // / `/ .y. sIDr ✓ . ' �eSfP., i® f/ fr 1047,✓'t'L.; / / / / / / / / / // / f // l ~ �,i•/t� / I'r+-iii++++.11++t1/-1ti :/4+14144+1•1+4+ +1•! i•'-+#+i+ri•+4i•', H } / / / •i i-I hF+-1 i ;-r : i `s E i i� �+, ;.; , l � .-Yi?+ +^E++iii?ii4 l.TW!ii-1 hf+?v 3—l-1--}`�._.-_}.``. ft. A BNSF RAILWAY i f l / / / / / O ' / • woo Mom 1-F'. I 7-1311-+I r+ 11i.±i i-`11+-.1 rr. Fj} STAGE 1 __W-LINE._..... __ - ACCESS .•ROAD'-.. -. -t .-1 ;1. fH ,+'rtu.#.F.++h 1+i,+ h, i-+i 1-1+ 1--i++44 EXIST ORCA CARD READER SUGGESTED TEMP TICKET IOSK LOCATION / // / // /` i rf/ f• 4 14 s . 1•-+4-H4 ,-:i-4 4i'-* i t i !-s 4-1 I I i H E: 1-0-4.E E +Ih1-#i-:F44+4++;#}. .i,.r.i+h%'i EXISTING TUKWILA STATION PARKING LOT T RANsa DRwE 7- / ;; /.li+r'r' •+if`-1-H -•. -I:, :}ri'I++,+ ' . 1 ti _.I. ACCESS VIA LONGACRES WAY - EXIST BNSF R/W AND ST R EXIST ORCA CARD AND BOEING R. REVIEWED FOR -CODE COMPLIANCE I APPROVED City of Tukwila BUILDING DIVISION -err 7 'Aril MAR 2 6 NI LEGEND: PARKING LOT AND TRANSIT CENTER CONSTRUCTION WEST EMBANKMENT PRELOAD CONSTRUCTION EXIST PLATFORM 25' TRACK CENTERLINE OFFSET FOR FLAGGER REQUIREMENT STAGE 1 NOTES: • REMOVE EXISTING STATION PLATFORMS, STAIRS, RAMPS AND ALL ASSOCIATED STRUCTURAL ELEMENTS AND FOOTINGS PRIOR TO EARTHWORK ACTIVITY. .0 CONSTRUCT A TEMPORARY PLATFORM ON NEW WEST EMBANKMENT IMMEDIATELY AFTER EARTHWORK PRELOAD FILL PLACEMENT AND COMPACTION. SHIFT TEMPORARY PLATFORM SOUTH TO ALIGN WITH FUTURE PERMANENT PLATFORM. 40 CONSTRUCT TWO TEMPORARY STAIRWAYS AND ONE ADA RAMP TO RECONSTRUCTED WEST PLATFORM. AREA SHOWN IS SCHEMATIC. ACTUAL WORK ZONE LIMITS MAY VARY DEPENDING ON CONTRACTOR'S CONSTRUCTION STAGING PLAN. LOCATE EXIST ST DATA CONNECTION POINT AND ROUTE TEMPORARY DATA LINE TO SERVE TEMPORARY ORCA CARD READERS AND TICKET KIOSK. GENERAL NOTES: MAINTAIN CONTINUOUS TRACK OPERATIONS AND ACCESS FOR BNSF RAILWAY COMPANY, SOUND TRANSIT SOUNDER SERVICE, AMTRAK, AND ALL OTHER TRACK ACTIVITY. AT CONTRACTOR'S DISCRETION, AN ALTERNATIVE CONSTRUCTION STAGING AND ACCESS PLAN TO THESE PLANS DEPICTED HEREIN MAY BE PROPOSED FOR REVIEW AND APPROVAL PRIOR TO MOBILIZATION. CONTRACTOR SHALL COMPLY WITH ALL REQUIREMENTS PER SPECIFICATION SECTION 01 12 16 WORK SEQUENCE. DELINEATED AREAS SHOWN ARE APPROXIMATE FOR GRAPHICAL PURPOSES. REFER TO DESIGN DRAWINGS FOR FULL SCOPE, DETAIL, AND LIMITS OF WORK. ALL CONTRACTOR ACTIVITIES WITHIN BNSF ROW ARE TO BE COORDINATED WITH BNSF ROADMASTER PER SPECIFICATION SECTION 01 31 14.01 RAIL COORDINATION AND SAFETY. MAINTAIN PUBLIC VEHICULAR AND PEDESTRIAN, AND ADA ACCESS ON LONGACRES WAY TO EXISTING STATION. RAILROAD FLAGGERS REQUIRED WHEN WORKING WITHIN 25' OFFSET FROM RAILROAD TRACK CENTERLINE. CONTRACTOR DEVELOPED TRAFFIC CONTROL PLAN(S) SHALL TAKE INTO ACCOUNT EACH STAGE AND PHASE OF CONSTRUCTION. NEW AND EXISTING UTILITIES FOR SERVICE SHALL BE TAKEN INTO ACCOUNT WITH EACH STAGE AND PHASE OF CONSTRUCTION. CONTRACTOR SHALL COORDINATE ACTIVITIES WITH UTILITY PROVIDERS AND MINIMIZE SHUT —DOWN PERIODS AND SERVICE DISRUPTIONS. 50 25 0 RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 50 100 SCALE IN FEET 11/9/2012 11/9/2012 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Designed By: R. VAN DYKE Drawn By. K. WEBBER Checked By. Z. GRAY No. Date By Chk. APP. Revisions Approved By: R. LEIMKUHLER Consulting Engineers 1601 Flfth Avenue, Suite 1600 Seattle; Washington 98101 (206) 622-5822 Fax (206) 622-8130 SOUNDTRANSIT Scale: al 50' Contract No.: RTA/CP 0101-05 Approved: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON CO TRU TION STAGING PLA Drawing No.: Sheet No.: Rev.: 30 r- CAD User: kenw. 0 Cl_ TKxDW I TKxBC I LEIMKUHL 0 I w 0 0 0 4 J J CO c a) E a> 0 0 N 0 POTENTIAL EXISITNG ACCESS VIA STRANDER BLVD UNDER PASS AND DRIVEWAY UPRR t+ 11-1-f-i•H+1 -+4+4+119+41±1-1+H-1-, ft+-Fi-Fi+141-41+-1+i-;•i++i-tii+i-I-rf 4-F1++i i 1 }-}}+ ti-Hi .y.++,1ii ; f-i-t-H P. ; SPU R/W n n -f++-H+H ++++1+++fi-1.-H+1++4+4+4-H+-fii'frtH SPU R/W MT1 (EXIST TRACK) MT2 (EXIST TRACK) ++Hi+f++IH-f+fff fH144 It I tiff .i f i f+441-H-H-i-t+- ++++-HH 1-1-!-{+4i•i+14441+1-1H-1-4-I fti++-Hf+++4+f 4 +++1-1-1-Hti?+IH+fi+Fii•HH-fI-H± 4-i+f+i+- ,H+f+HH-'IfH+I4H-i-FH++++H±H+44+F4l44+14444i-7.4f+H+r•4+-H++f BNSF R/W AND BOEING R -}4i,,,r+ ,r1-H++ 41=.7'FI-;-;t;.,:-y. ;a..I,t.1-+ i -Fi 4441+1 UPRR R/W AND ST R BNSF RAILWAY ''+i-i#f-f-hrt-114•i4i+Hi+H ;41-{d:•Er4 F.; ,-+++. t;b4 trH-t111.4.1.i.+14 1+.14hi dih`1+1+++;+++++1-,+-r`,.+—H 1-'. 7.`ti\ + HH�fi-Fiirt�i-:+':-N. it;+rr.i+ir-Vii-f ii..+„-1 ;Ii�r-rr'4-'}i?=f91,l.rr, `1i-fl"f�41ii �,.t-•o`{ft r sr+.. ,.. .. ... ii i}F'if.t N..i +-1 -NN i'i,`+iI } 11 UNION PACIFIC RR STAGE 2 c. CONSTRUCTION LONGACRES WAY ,: ,:':-:"„ -,: rrri-,.11-'i-: .. _!,f+i +.ti•h-,.rb::-'-;E-list' Jn^ -CSA.05 i.1.1-i.:'N1I1. L ACCESS._- ROAD 1+I-:isr' TRANS' T DRIVE a= BNSF R/W AND ST R +_: r,,+..?{-, .+iF Iv:?, nF, ?13•H7 .:?+,r.{i1i.{. +t,'. a }-, .x ,. 4 . 11-, r i .if�f-. .,F r. 4 - r r,r•r I ,. ... 4, ., �i � i t.�. +,f, �.�r.,, .., � ,+ i i7 f � it � ,�: i� r ! .rl, 1 ' I EXISTING TUKWILA STATION PARKING LOT EXIST BNSF R/W AND ST R 41 !_1. }{4 t 4t i i4r%fi•4tt.rtit4-5+t4++J4 - 14 4 t +riifiii�-1?i�f•i�9•t ESAMICIOESMIIZIENNU NEW BNSF R/W AND BOEING I REVIEWED FOR CODE COMPLIANCE APPROVED- FEB 2 5 2013 City of Tukwila BUILDING DIVISION t MAR 262016 LEGEND: EAST EMBANKMENT PRELOAD CONSTRUCTION EXIST PLATFORM 25' TRACK CENTERLINE OFFSET FOR FLAGGER REQUIREMENT STAGE 2 NOTES: 01 SHIFT COMMUTER AND VANSHARE PARKING AND TRANSIT SERVICE OPERATIONS OVER TO PERMANENT STATION LOCATIONS. ® REMOVE EXISTING EAST STATION PLATFORMS, STAIRS, RAMPS AND ALL ASSOCIATED STRUCTURAL ELEMENTS AND FOOTINGS PRIOR TO EARTHWORK ACTIVITY. 03 RECONSTRUCT A TEMPORARY PLATFORM ON NEW EAST EMBANKMENT IMMEDIATELY AFTER EARTHWORK PRELOAD FILL PLACEMENT AND COMPACTION. ADJUST RECONSTRUCTED PLATFORM SOUTH TO ALIGN WITH FUTURE PERMANENT PLATFORM. ® CONSTRUCT TWO TEMPORARY STAIRWAYS AND ONE ADA RAMP TO RECONSTRUCTED EAST PLATFORM. AREA SHOWN IS SCHEMATIC. ACTUAL WORK ZONE LIMITS MAY VARY DEPENDING ON CONTRACTOR'S CONSTRUCTION STAGING PLAN. ®5 COMPLETE REMAINING WORK IN NEW PARKING LOT AND TRANSIT CENTER AREA SITE. GENERAL NOTES: MAINTAIN CONTINUOUS TRACK OPERATIONS AND ACCESS FOR BNSF RAILWAY COMPANY, SOUND TRANSIT SOUNDER SERVICE, AMTRAK, AND ALL OTHER TRACK ACTIVITY. 2. AT CONTRACTOR'S DISCRETION, AN ALTERNATIVE CONSTRUCTION STAGING AND ACCESS PLAN TO THESE PLANS DEPICTED HEREIN MAY BE PROPOSED FOR REVIEW AND APPROVAL PRIOR TO MOBILIZATION. 3. CONTRACTOR SHALL COMPLY WITH ALL REQUIREMENTS PER SPECIFICATION SECTION 01 12 16 WORK SEQUENCE. 4. DELINEATED AREAS SHOWN ARE APPROXIMATE FOR GRAPHICAL PURPOSES. REFER TO DESIGN DRAWINGS FOR FULL SCOPE, DETAIL, AND LIMITS OF WORK. ALL CONTRACTOR ACTIVITIES WITHIN BNSF ROW ARE TO BE COORDINATED WiTH BNSF ROADMASTER PER SPECIFICATION SECTION 01 4` 31 14.01 RAIL COORDINATION AND SAFETY. MAINTAIN PUBLIC VEHICULAR AND PEDESTRIAN, AND ADA ACCESS ON LONGACRES WAY TO EXISTING STATION. RAILROAD FLAGGERS REQUIRED WHEN WORKING WITHIN 25' OFFSET FROM RAILROAD TRACK CENTERLINE. CONTRACTOR DEVELOPED TRAFFIC CONTROL PLAN(S) SHALL TAKE INTO ACCOUNT EACH STAGE AND PHASE OF CONSTRUCTION. NEW AND EXISTING UTILITIES FOR SERVICE SHALL BE TAKEN INTO < ACCOUNT WITH EACH STAGE AND PHASE OF CONSTRUCTION. CONTRACTOR SHALL COORDINATE ACTIVITIES WITH UTILITY PROVIDERS AND MINIMIZE SHUT -DOWN PERIODS AND SERVICE DISRUPTIONS. 50 25 0 RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 50 100 SCALE IN FEET 11/9/2012 100% FOR BID AND CONSTRUCTION 11/9/2012 CONSTRUCTION PERMIT REVISIONS Designed By: R. VAN DYKE Drawn By: K. WEBBER Checked By: Z. GRAY No. Date By Chk. APP. Revisions Approved By: R. LEIMKUHLER Consulting Engkeers 1601 Flfth Avenue, Sults 1600 Seatie, Mtoefdhgton 98101 (206) 622-5822 Fax (206) 622-8130 Submitted: Date: Approved: SOUNDTRANSIT Date: Scale: 1"=50' Filename: TK-CSA.02.dwg Contract No.: RTA/CP 0101-05 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON CONSTRUCTION STAGING LAN Drawing No.: TK—CSA.02 Sheet No.: Rev.: 31 TKxDW I TKxBC I LEIMKUHL I • 5 N x No. POTENTIAL EXISITNG ACCESS VIA STRANDER BLVD UNDER PASS AND DRIVEWAY • ++f+-f-i+H+1'1+f4H+}-14-1--+•Ijf'1!Is{-{'+H-4-H1-4•{+1-'r-t i-r+i`+'rlifH++-1-1'i;+++++;-4-4Ii}is#i(rrFH•+I-4;-#-r+{+#-ht-}'ftI-f+++�f-!-; SPU R/W —� MT2 (EXIST TRACK) +V # 44 I , + + ' 1+IA { 411 {-fi #+-0i'F -Hi'F+}Hi�PF} 11/9/2012 11/9/2012 Date By Chk. APP. H-+H+i-H+f44-1-H4-11-44+4+44--H-H•1-111-4+4- 44f-M SEE GENERAL NOTE 7 . , r+4-4•4+4-14-i-+ 1-4-; 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Revisions +++{++1+ • + r -f4-1 14•1-44 -1-4+4 r1H 4t4 ++{ I „i-fiitit-bri f4+-+;•`ri-s{i+hi i-t fii `:•�. r. BNSF R/W AND BOEING R D • UNION PACIFIC RR `,="ISM`{;1:;..'iirhi,�.{-i • tl-;r i:H.,✓�..+';+f�;a,r,<{.:_;z-trral!,-+tW+it-}'+;r#,,, r, tl I 1-4+{Nf1-11{-1-4+4-'-I4-t{444-4-{ 40+Hf'1+Hr1,i91141ti;4-4 f;-,I.f`{-S: h;:',,.,ii�:iS;.,.i-rYii,.i Designed By: R. VAN DYKE K. WEBBER Z. GRAY Approved By. R. LEIMKUHLER BNSF RAILWAY i.� F STAGE 3 • CONSTRUCTION LONGACRES WAY ACCESS- ROAD .. t{ t-w +ii 4 4.+a.a.}{.. -i-i H•1'; #{,- 4 1 i? { i{ 7r+'}i r i.,.+x+., H-.': - .. r r .':,•' : , r r . ,r., t' li. ,- 1� f;_L},. „'f.'�t;-:{_u .�<+,a fN-. _.. 4, i.-r:+,.i;'H h1 .9'i •..{ Consulting Engineers 1601 Fifth Ava ue, Sulte 1600 Seattle, Kbshhgtan 98101 (206) 622-5822 Fax (206) 622-8130 Submitted: Date: 4+1,•,' i H-+-FI -{ii4 Approved: SOUNDTRANSIT Date: • ACCESS VIA LONGACRES WAY EXIST BNSF R/W AND ST R ti 1 ;1`ifli-}{--1-H444ii1-r#'-4-H4+ii'` H4-1++-H-i-i1+#-S-Ai•'.- � r+ 1-i++h'#+#++!-4+1-+4{+-:-I++H•I+H'4 I I I ; t++f-i-+++-# 441 REVIEWED -FOR — CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION Filename: TK-CSA.03.dwg Contract No.: RTA/CP 0101-05 Date: 11/9/2012 LEGEND: BACK OF PERMANENT WEST PLATFORM, SHELTERS, STAIRWAYS, AND RAMP CONSTRUCTION. DRESS EMBANKMENT SLOPES TO FINAL GRADE. FRONT OF PERMANENT WEST PLATFORM CONSTRUCTION PARKING LOT AND TRANSIT CENTER CONSTRUCTION PERMANENT PLATFORM 25' TRACK CENTERLINE OFFSET FOR FLAGGER REQUIREMENT STAGE 3 NOTES: 01 CONSTRUCT UTILITY CASINGS BENEATH WIDENED EAST AND WEST EMBANKMENTS AFTER PRELOAD SETTLEMENT PERIOD. 02 REMOVE TEMPORARY PLATFORMS AND COMPLETE BACK OF PERMANENT WEST PLATFORM, SHELTERS, STAIRWAYS AND RAMP CONSTRUCTION UPON COMPLETION OF FRONT OF WEST PLATFORM CONSTRUCTION. 03 MAINTAIN TEMPORARY STAIRWAYS AND ADA RAMP TO RECONSTRUCTED TEMPORARY PLATFORM UNTIL FINAL PLATFORM STRUCTURE, STAIRWAYS AND RAMPS ARE COMPLETED. GENERAL NOTES: MAINTAIN CONTINUOUS TRACK OPERATIONS AND ACCESS FOR BNSF RAILWAY COMPANY, SOUND TRANSIT SOUNDER SERVICE, AMTRAK, AND ALL OTHER TRACK ACTIVITY. AT CONTRACTOR'S DISCRETION AN ALTERNATIVE CONSTRUCTION STAGING AND ACCESS PLAN TO THESE PLANS DEPICTED HEREIN MAY BE PROPOSED FOR REVIEW AND APPROVAL PRIOR TO MOBILIZATION. CONTRACTOR SHALL COMPLY WITH ALL REQUIREMENTS PER SPECIFICATION SECTION 01 12 16 WORK SEQUENCE. DELINEATED AREAS SHOWN ARE APPROXIMATE FOR GRAPHICAL PURPOSES. REFER TO DESIGN DRAWINGS FOR FULL SCOPE, DETAIL, AND LIMITS OF WORK. ALL CONTRACTOR ACTIVITIES WITHIN BNSF ROW ARE TO BE COORDINATED WITH BNSF ROADMASTER PER SPECIFICATION SECTION 01 31 14.01 RAIL COORDINATION AND SAFETY. MAINTAIN PUBLIC VEHICULAR AND PEDESTRIAN, AND ADA ACCESS ON LONGACRES WAY TO EXISTING STATION. RAILROAD FLAGGERS REQUIRED WHEN WORKING WITHIN 25' OFFSET FROM RAILROAD TRACK CENTERLINE. CONTRACTOR DEVELOPED TRAFFIC CONTROL PLAN(S) SHALL TAKE INTO ACCOUNT EACH STAGE AND PHASE OF CONSTRUCTION. NEW AND EXISTING UTILITIES FOR SERVICE SHALL BE TAKEN INTO ACCOUNT WITH EACH STAGE AND PHASE OF CONSTRUCTION. CONTRACTOR SHALL COORDINATE ACTIVITIES WITH UTILITY PROVIDERS AND MINIMIZE SHUT —DOWN PERIODS AND SERVICE DISRUPTIONS. RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 50 25 0 50 100 SCALE IN FEET SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON CONSTRUCTION STAGING AND Drawing No.: TK-CSA.03 Sheet No.: Rev.: 32 TKxDW I TK—AP-1 CAD User: kenw. • E N- CO CD LC) I CC) • CD C.Ni I CNI CO \ CYC o > .4-, 0 I -0 >. 0 CL CO CAI CD cD LCD CD _E 0 Xref Filename: I TKxSV1 +1+1-1-1 11 POTENTIAL EXISITNG ACCESS VIA STRANDER BLVD UNDER PASS AND DRIVEWAY 4-14-1-1+1-1-14i-f-Hii-H-4-1--H-4 -4 1-1-1-4 • "-14÷4 " UPRR -+41,14+11-H-H-411-4+t H+4-4-4+H-4-444-444-1-}1}-4, 4i-H-4+4-1,-4-41-41+1++-1-14++1+4-1-4+4 I 4-4-44-4-1-4-1+++.11{-1-11+1+1+1-ti-141-14:4-1444++H+141-N'.-;-4;-;-1-i-:-; 4.4-4.H14+14-1+-4-4+1-4+4+4 H-44-4-4-4-14-1-4-41-4-H-41-1-1-1-114-:-H1-1-4+t 4-4 -!4.:+i 4.11+4-+-4-i-l+P 1-H•144-4+!-: ; : 1 ;-; ;-! +44 t !I-11+4+i 1-4 ; 1-4-1-t-tlitt-t-t. tt 4t UNION PACIFIC RR. SPU R/W SPU R/W UPRR R/W AND ST I 1,1 tt tt 1.2 •11 . I t ' t 4.4 ..... CONSTRUCTION LONGACRES WAY c.. MT1 (EXIST TRACK) j. MT2 (EXIST TRACK) A -1 -H-1-14-1-4-141-4-41 t III { -4 f 4 I I IL fi+4+1-4-4+4+4-1-144+1+1-F41+1-41-1+1+11-1.1-H-FH-1-1-1 1+4-1-14 1 4 i MI tf++4--4-1-44:4444-1-4-414 : F.4-1-ii-.4-1-4-44-4.4-1-1-1.44-4-11-4-4+14-1-1-1-4-1.4-H-44-1-34+-1.1-44+-H+1+4-41+t -4- t -, 4-i-1-1-1-1÷4-H-Fitti-t±i-H-t-ttitfi-ti-t-t-t41.4-1-H.t-441+i-ti lit 'el4 Ht.!f-tti-il+t tt'H-ti-i rt tittti-tti't-ft-t-i-I'li-tt-t-i-fif+-1-41-i'lit ii-ittti ',44-t-t-t1 i t ittt t-4.1-t-i-.--t-ttil ft t tii 14-i-1:-.114.4 t•t H-tt'l -1 t-1-4-ttI--1 t-I 1-44+H-H-FH-4+1-14-1-4-4+1-1-41.1444-14-1-444+1+144-4-4+1,44:H-H-4-144.14-1-4-1-H4-4+1-4- 441+-1+44-44++4 4-+444 4-4t+i-t-t4P4-t.i4---t-4-4-;--4--1-+! 71-14-41.1-44il-H4-H1441-1-ti-Itt 4-1-ti4 tII:Hi ii-tt ; 11011111911111B111118MMIMI 111116111=1111M1211 8631921=69 BNSF R/W AND BOEING It _ _ACCESS_ ROAD Wii4Prt-4.1-1-4 4 ;-; 44-1-:+4 4 t'ttt! t't -}ttff t t-t tti STAGE 4 TRANSIT DRIVE t t-4.1-441 4.4-t 1 t t-i 4 1-: t tri I H-1-14-0 i lit 1+1 1 ttt titt I ; t'i 4 i t-i tit : t+-11--} tt I t--t tt H-t-14 it it ;tt-t I I t- 1-i .)( , . A -4-4-1-4÷4.14-4 ;-44-1-:-4-4-44-t4i44.4 ; t-41.144+1411-t-41-1-144 44+; ti ; 4-4 1,;44+ tri 44.4 t-14,..tt r-f-t I I t+4-4-1-t; `,1•4-i4t 4... 4 i4t {-4-4-11+4-1 EXIST BNSF R/W AND ST ft 14-4 •t-1--;-4-ri fl4444t44+ 44-4-1444ti+4-44.14-iift 41./4-4-144-44f41-4-4H-44-H- 1 14-1-144-: -41-444-;-1-4 4-4H-1-1-4.4441-4-44-44+4+441-H4-441+14144-44-4.4 NEW BNSF R/W AND BOEING I?. IREVIENED FOR C4)DE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION 40; MAR 2 6 2016 LEGEND: PERMANENT EAST PLATFORM, SHELTERS, STAIRWAYS, RAMPS, FIRE ACCESS ROAD, AND SIDEWALK CONSTRUCTION. DRESS EMBANKMENT SLOPES TO FINAL GRADE INTERIM EAST PLATFORM CONSTRUCTION LONGACRES WAY AND BNSF PEDESTRIAN UNDERPASS CONSTRUCTION 1 Xendalmarataleal PERMANENT PLATFORM 25' TRACK CENTERLINE OFFSET FOR FLAGGER REQUIREMENT STAGE 4 NOTES: 0 MAINTAIN TEMPORARY STAIRWAY AND ADA RAMP TO RECONSTRUCTED TEMPORARY PLATFORM UNTIL PERMANENT PLATFORM STRUCTURE, STAIRWAYS AND RAMPS ARE COMPLETED. 0. REMOVE TEMPORARY PLATFORMS AND COMPLETE PERMANENT EAST PLATFORM, SHELTERS, STAIRWAYS, RAMPS, FIRE ACCESS ROAD, AND SIDEWALK CONSTRUCTION UPON COMPLETION OF FRONT OF EAST PLATFORM CONSTRUCTION. ® COMPLETE LONGACRES WAY IMPROVEMENTS AND BNSF PEDESTRIAN UNDERPASS CONSTRUCTION. GENERAL NOTES: 1. MAINTAIN CONTINUOUS TRACK OPERATIONS AND ACCESS FOR BNSF RAILWAY COMPANY, SOUND TRANSIT SOUNDER SERVICE, AMTRAK, AND ALL OTHER TRACK ACTIVITY. 2. AT CONTRACTOR'S DISCRETION, AN ALTERNATIVE CONSTRUCTION STAGING AND ACCESS PLAN TO THESE PLANS DEPICTED HEREIN MAY BE PROPOSED FOR REVIEW AND APPROVAL PRIOR TO MOBILIZATION. 3. CONTRACTOR SHALL COMPLY WITH ALL REQUIREMENTS PER SPECIFICATION SECTION 01 12 16 WORK SEQUENCE. 4. DELINEATED AREAS SHOWN ARE APPROXIMATE FOR GRAPHICAL PURPOSES. REFER TO DESIGN DRAWINGS FOR FULL SCOPE, DETAIL, AND LIMITS OF WORK. 5. ALL CONTRACTOR ACTIVITIES WITHIN BNSF ROW ARE TO BE COORDINATED WITH BNSF ROADMASTER PER SPECIFICATION SECTION 01 31 14.01 RAIL COORDINATION AND SAFETY. 6. MAINTAIN PUBLIC VEHICULAR AND PEDESTRIAN, AND ADA ACCESS ON LONGACRES WAY TO EXISTING STATION. 7. RAILROAD FLAGGERS REQUIRED WHEN WORKING WITHIN 25' OFFSET FROM RAILROAD TRACK CENTERLINE. 8. CONTRACTOR DEVELOPED TRAFFIC CONTROL PLAN(S) SHALL TAKE INTO ACCOUNT EACH STAGE AND PHASE OF CONSTRUCTION. 9. NEW AND EXISTING UTILITIES FOR SERVICE SHALL BE TAKEN INTO ACCOUNT WITH EACH STAGE AND PHASE OF CONSTRUCTION. CONTRACTOR SHALL COORDINATE ACTIVITIES WIN UTILITY PROVIDERS AND MINIMIZE SHUT -DOWN PERIODS AND SERVICE DISRUPTIONS. 50 25 0 RECEIVED CITY OF TUKWILA Nov 2 7 2012 PERMIT CENTER 50 100 SCALE IN FEET 11/9/2012 100% FOR BID AND CONSTRUCTION 11 /9/2012 CONSTRUCTION PERMIT REVISIONS Designed By: R. VAN DYKE Drawn By K. WEBBER Checked By: Z. GRAY No. Date By Chk. APP. Revisions Approved By: R. LEIMKUHLER Consulting Enghsers 1601 Flfth Amu., Suits 1600 Seattle, ilbehington 98101 (206) 622-5822 Fax (206) 622-8130 Submitted: Date: Approved: SOUNDTRANSIT Date: Scale: -50' Filename: TK-CSA.04.dwg Contract No.: RTA/CP 0101-05 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON CONSTRUCTION STAGING A S LAN Drawing No.: TK—CSA.04 Sheet No.: 33 Rev.: 1. A Yvvvvv �vvvvvvV -Nye- vvVYvv ®vv-Noe.r.r.�.....r ®....Y.r�..r.r p �......r.r ®-N....r........ E vvvvvv ®...r.�.�\..�.. F vvvvvv ®.r...r....�... -Nye- vvvVvv ®.r.r...r.r.... -Nye- -Nye- .�.�...r....-Ne- L a) a 0 LCD 6:1 O N CDC CD 0 aJ v -v 0 d rn Sri O F- J W J No. 11/9/2012 11/9/2012 Date By Chk. App. 100X FOR BID AND CONSTRUC110N CONSTRUCTION PERMIT REVISIONS Revisions 45 40 35 30 25 20 15 10 45 40 35 30 25 20 15 1.0 0 0 0 O °0 C 0 EX BNSF _R/W II PRELOAD GRADE - o 0 y 0 " / O 0 0. Q 0 C O ._— rr,._..,__ .° . o_I,. ice ,. .. 25' FLAGGER ZONE 12' MT1 (EXIST TRACK) L MT2 (EXST TRACK) NEW TEMP PLATFORM I� MT3 LINE \ i/\ �� AM\ i\/ j%\ /, / /\ / / /�\ BNSF I STAGE 1 SECTION 1 SCALE: H: 1" = 10' TK1 V:1"=5' MT2 (EX ST TRACK) 25' c. MT3 LINE FLAGGER ZONE 12' CONSTRUCTION FENCE L NEW TEMP PLATFORM PRELOAD GRADE BNSF •R/W o 0 0 00 d"0 g° 0 0 0 0 \„ °0 0 0 0 • • • • • • EXISTING GRADE 0 0 0 ` u °0 °0 C i L \ 0.. °o 0 0 Oj O o� o '00 o Designed By. A. COMPTON Drawn By: Checked By K. WEBBER Z. GRAY Approved By: R. LEIMKUHLER STAGE 2 SECTION 2 Consulting Engineers 1601 Flfth Avenue, Suite 1600 Seattle, Wahlhgton 98101 (206) 622--5822 Fax (206) 622-8130 Submitted: SCALE: H: 1" = 10' TK-CSA.02 V:1"=5' Date: Approved: SOUNDTRANSIT Date: AS SHOWN Filename: TK-CSA.05.dwg Contract No.: RTA/CP 0101-05 Date: 11/9/2012 45 40 35 30 25 20 15 10 45 40 35 30 25 20 15 10 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION MAR 262016 RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON CONSTRUCTION GRADING PLAN - STAGE I 2 • NAD 83/91 NAVD 88 Drawing No.: TK-CSA.05 Sheet No.: 34 Rev.: \400,- 1ye- \ye- Mor- —Ne— —Nwe— —Nwe— —Nwe— —Nwe— —Nwe— —Noe— —Nwe— \yr- \yr- \y/- -v \yr- \40,- \yr- \y0.- \y,- \yr- \yr- \e- \yr- \yr- \yr- \409- \yr- \yr- \yor 11--Nos— —Noe— —Nwe— \y/- -‘09--Ne- \yr- \yr- \yor- \yr- \yr- \yr- \yr! - \yr" \y0,- \y/- -,04/ —Nwe— —Noe— —Noe— —Nor— —Nwe— —Noe— —Noe— —Noe— —Nor—Noe— —Nwe— —Nwe— A G•H 50 45 40 35 30 25 20 15 10 50 45 40 35 30 25 20 15 10 BNSF R/W MT1 (EXIST TRACK) \ [XIS— TRACK) PERMANENT PLATFORM EXISTING GRADE BEFORE PRELOAD GRADING r/17:1 ss) "I s CONSTRUCTGN • BNS.17 1..N}7 R/W ,7).),,\JE / s k.) o• " - -s e .!,,0 i G 1 L!!!! - IL.!.!. 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I ! / !1/ / 1 / I MT3 LINE 1 1 i 1 I 1 , \ i I ; 1 , ! \ i I 1 1 ,, } i N , I I \ ; I I s 1 s 1 1 } , 1 1 N , N 1 r s 4— } i ; I EXISTING GRADE BEFORE , PRELOAD 'GRADING I } , , 1 , ; , 1 1 , FINAL GRADE BNSF R/W I I I 1 1 STAGE 4 SECTION 4 SCALE: H: 1" = 10' TK—CSA.04 V: 1" = 5' 50 45 40 35 30 25 20 15 10 50 45 40 35 30 25 20 •15 10 REVIEINED FOR CODE COMPLIANCE APPROVED FEB 25 2013 City of Tukwila BUILDING DIVISION St; lir 7 ,z ."1.1 I/ AL 1.1 MAR 26 2016 RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER NAD 83/91 NAVD 88 9/2012 100% FOR BID AND CONS1RUC1I0N 11 /9 /201 2 CONSTRUCTION PERMIT REVISIONS Designed By: A. COMPTON Drawn By: K. WEBBER N Date By Chk. APP. Revisions Checked By: Z. GRAY Approved By: R. LEIMKUHLER Consulting Enginsexs 1601 Fifth Amu., Sults 1600 Seattle, Ittshkigton 98101 (206) 622-5822 Fax (206) 622-8130 Submitted: Date: Approved: SOUNDTRANSIT Date: Scale: AS SHOWN Filename: TK-CSA.05.dwg Contract No.: RTA/CP 0101-05 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON CONSTRUCTION GR DING PLAN — STAGE 3 & 4 Drawing No.: TK-CSA.06 Sheet No.: 35 Rev.: 1 A • • • • • • • GENERAL NOTES: 1. ALL DIMENSIONS ARE TO FACE OF CURB. CAD User: kenw. UD cVLC)0 TKxDW I TK—AF—O I Site Conduit Routing I LEIMKUHL I TCRSN_TK—S751_SPS I Xref Filename: • 2 • 3 4 • SPU R/W 1 1 I I 1-1--1-+ 1 1--i-I--1--I 11 >H +- • UPRR R/W AND ST I 130 .oh. _. -- -- i • `C csv ;c SPU R/W STA 129+45.32, 13.00 RT (W-LINE) I-4-1 I I 1 F-14±1 STA 129+45.00 (W-LINE) SEE TK-DW.01 TO TK-DW♦02 FOR SOUTH ACCESS TEMPORARY PLAN AND PROFILE v • '.=�ti1'65• (10) STALLS © 8.0' EA (10) STALLS ® 8.0' EA NMI NM 24.0' O + 0 STA 129+20.10, 12.00 RT (W-LINE) STA 400+00.00 (S-LINE) = STA 129+16.24 (W-LINE) C-1 9.0' • .024 -ACCESS-ROAD UPRR _128+00._ UNION PACIFIC RR i t i 730.5' h Q i _f. • 127+00__ _._..._. 342.1' S3'- 36' 37"W -- 806.55' _126+00 of (10) STALLS ® 8.0' EA 6.0' (TYP ♦ ♦ ♦ f f , ♦ • ♦ • • ♦ . . ♦ . • • • ♦ ♦ ♦ . ♦ ♦ R ♦ 40♦ • • ♦ rt . ♦ ♦ ! 1 f ♦ !♦ 4 •litit f • (10) STALLS CO 8.0' EA CR-21 CR-3-\ 6.0' 6.0' (TYP) --- CR-4 5.5'- CR-5 6.0' • a°. •• f • ♦ ♦ f 4 4 • ♦ 1 • ♦ { ♦ ♦ 1 • ♦ ♦ , ♦ • • • ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ • ♦ • 411. (10) STALLS ® 8.0' EA ••• • • ♦ • ♦ • • • a • • • a ♦ a • i • • ♦ ♦ ♦ • ♦ • ♦ . (10) STALLS ® 8.0' EA CR-6-' -- INN NIB MN NM (11) STALLS 0 9.0' EA o^ PEDESTRIAN WALKWAY (TYP) 20.3' 40.4' (TYP) ♦ ♦ v♦•••1♦♦♦♦♦•♦♦••••♦•.•♦ .tyf • 4 • (9) STALLS ® 9.0' EA 0. C { (11) STALLS ® 8.0' EA n • ♦ • ♦ • • 1 f • f f • • • • • 1 • • • ♦ • • ♦ • . • • ♦ • ♦ , ♦•f f • 1 (9) STALLS It) 9.0' EA 02 • • • ♦ • ♦ • a ♦ t ♦ ♦ ♦ f •• ♦ • • 1 4♦ 1 ♦ f • • • • • • • • ♦ . �f j • ♦ ♦ ♦ • ♦ • • f . • ♦ • ♦ (9) STALLS ® 9.0' EA r 6.0' (TYP) r- . • ♦ 1 • n n ♦ 1 f • ♦ ♦ ♦ . ' • ♦ • ' ♦ ♦ ♦ ♦• 1 { ♦ 1. ♦ • • : , . a ♦ f • ♦ ♦ f ♦ • . 1 • • ♦ • ♦ ♦ ♦ ♦ 1 00 • • • ♦ • ♦ ♦ • ♦ ♦ • • • • • • ♦ ♦ ♦ . ♦ ♦ • ♦ ♦ • • . 1 . ' ♦ ♦ ♦ ♦ f • . • (9) STALLS © 9.0' EA O O ♦ ♦ • 1 • • • . • -�J L . ♦ ♦ f ♦ . • . • ♦ 1 ♦ 1 • a . a ♦ • f ♦ ♦ • f 04.64 (9) STALLS CO 9.0' EA --- MATCHUNE - SEE DWG TK-CA.04 - - -- (9) STALLS ® 9.0' EA -- -- -- • • • • 1 1 3. LOCATION OF ART CURBS SHALL BE COORDINATED WITH THE METAL PANELS ON THE NORTH WALL OF THE ANCILLARY BUILDING. SEE TK-A4.11 FOR BUILDING ELEVATIONS. SEE TK-CP.02 FOR ART CURB. 4. SEE TK-CD.04 FOR CURB RAMP DETAILS. 5. FOR SITE LIGHT POLE FOUNDATION LOCATION, SEE TK-ER.01 AND TK-CA.07 6. SEE TK-DW.01 AND TK-S7.51 FOR SOUTH ACCESS DRIVEWAY PLANS, PROFILE AND DETAILS. 7. FOR FENCING PLAN SEE TK-FP.01 TO TK-FP.06 8. FOR PAVEMENT MARKING AND SIGNAGE SEE TK-CM.01 TO TK-CM.09 9. FOR CURB AND GUTTER CONTROL ALONG LONGACRES WAY SEE TK-CP.03 10. FOR RETAINING WALL CONTROL, SEE TK-CG.06 AND TK-LWPP.01. G 1 1 t ♦.♦•♦•♦f 4•••••• 1 • 1 1 • • ♦ t♦••f•• . ♦ • • ♦ ♦ . LANDSCAPE AREA, SEE TK-LP1.01 TO TK-LP1.06 BIOSWALE/BIORETENTION CELL SEE TK-DR.01 TO TK-DR.03 CURB RETURN TABLE CURVE LENGTH RADIUS DELTA TANGENT PC/PRC STA LOCATION PT/PRC STA LOCATION C-1 47.9' 30.0' 91.30'151' 30.80' 128+73.13, 12.00' LT (W-LINE) 129+03.12, 42.79' LT (W-LINE) W 1 = V * 4444 Q • • • • f • ♦ ` •• ` -- 1 1 CURB RAMP TABLE RAMP NUMBER '_ STATION OFFSET TYPE CR-1 400+72.42 (S-UNE) 15.25' LT 2 CR-2 401+10.42 (S-LINE) 15.25' LT 2 CR-3 401+34.42 (S-LINE) 15.25' LT 2 CR-4 401+72.42 (S-LINE) 15.25' LT 2 CR-5 401+96.42 (S-LINE) 15.25' LT 2 CR-6 402+34.42 (S-LINE) 15.25' LT 2 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 25 2013 City of Tukwila BUILDING DIVISION 1K-CA.01 1K-CA.02 1K-CA.03 rfn 1K-CA.04 TIC-CA.05 f.J 1K-CA.06 w• -.. , ti 4fik MAR 26 2016 KEY MAP 20 10 0 20 40 SCALE IN FEET RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 11/9/2012 100% FOR BID AND CONSTRUCTION A 11/9/2012 CONSTRUCTION PERMIT REVISIONS Designed By: A. COMPTON Drown By: K. WEBBER No. Date By Chk. APP. Revisions Checked By: Z. GRAY Approved By: R. LEIMKUHLER Consulting Engineers 1601 Flft11 Avenue, Suits 1600 Seattle, Washington 98101 (206) 622-5822 Fax (206) 622-8130 Submitted: Date: Approved: SOUNDTRANSIT Date: Scale: IN se 20' Filename: TK-CA.dwg Contract No.: RTA/CP 0101-05 Date: 11/9/2012 SOUND .TRANSIT TUKWILA STATION TUKWILA, WASHINGTON CIVIL LAYOUT AND ALIGNMENT PLAN Drawing No.: TK-CA.OI Sheet No.: 6 Rev.: • GENERAL NOTES: 1. ALL DIMENSIONS ARE TO FACE OF CURB. CAD User: kenw. 2012-02: 50:17pm CNI i 10 ("NJ 0 0 • v CL CC J ME w J c 0 ftf -0 0 U 0 I LL r- r- 0 0 J 5 J 00 C 0 Q) CL X 03 s 3 0 4 5 UNION PACIFIC RR -1-1- I 1 f---1-4--1---1-{--±-1.±{--f---}-;__}-_L_ f-1- --H-f-4-1-1-f--f-..f-_(-1 ;H_-L_-1- I I I- -1-H_1._!._1 f t } I i-{ L 14 t .�._f I { ; ; {.._f...f_i f { }- ' �_.f._ , a.. 3 ARCHTECTURAL GRID LINE (TYP) SEE DWG TK-A1.01 UPRR R/W AND ST R RE▪ VIEVVED FOR ICOD:E COMRLIANC' . Pa.P P'ROV b FEB 2 5 2013 -_-.------___._--124+00--- C_4 FUTURE STRANDER TRANSIT ACCESS (7) STALLS ® 8.0' EA 11.9' O N 15.0 (6) STALLS ® 8.0' EA •.044644001 ♦ f 1 ♦ ♦ ♦ ♦ .... • ♦ ♦ • ♦~4 * ♦ ♦ f ♦ (7) STALLS ® 8.0' EA PT=303+81:05 013.5' I n CR-18 (10) STALLS CO 9.0' EA FOR EV CHARGING STATION 6.0' (TYP) LOCATIONS, SEE PROJECT SPECIFICATIONS ANCILLARY BUILDING SEE TK-A2.11 (10) STALLS 0 9.0' EA INTERSECT GRID LINES PA&P1 = STA 233+82.52, 24.50' RT (E-LINE) SEE TK-A1.01 •♦•♦•STA. 302 425.:2;1:�Q•RT:f:T�=L1W); . ♦ ♦ . . ♦ • . ♦ . ♦ • ♦ ♦ f ♦ ♦ ♦ ♦ ♦ ♦ • ♦ ♦ ♦ • ♦ f ♦ • ♦ 1 ♦ • 04 f ♦ ♦ • ♦ • ♦ • ♦ i • • PC=302+95.98 O METRO RAPID RID_PYLON FOUNDATION, STA 303+92.39, 27.75 RT _ S13* 50, " BLADE MARKER FOUNDATION CENTERED i9 w 302+00 ON TECH PYLON FOUNDATION STEM WALL221 SEE TK-CP.02 (TYP) STA 303+92.3 • ART CURB O CURB OPENING STA 232+87.94, 34.79' RT (E-LINE) BOLLARDS 6' OC (TYP) / SEE BOLLARD SCHEDULE NATCHUNE - SEE DWG TK-CA.05 219.0' 1RSIT SHELTER SEE TK-A6.21 TO TK-A6.22 R=338.0' 4=15.8 - C-6 ♦ • ♦ • ♦ • • • ♦ ♦ ♦ • ♦ ♦ • • ♦ • • • • ♦ ♦ • ♦ • • ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ f 4 ♦ ♦ ♦ ♦ f ♦ • • ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ . ♦ ♦ ♦ . ♦ • • ♦ • • 004.4.4 ♦ ♦ f 1 • • ♦ ♦ • ♦ • ♦ ♦ , ♦ ♦ 1 4• • ♦ . ♦• • ♦ ♦ ♦ • • ♦ • ♦ • ♦ ♦ 7♦ ♦ y ` ♦ ` ♦ : ♦ ` ♦ : ♦ ` ♦ ` ♦ ♦ ♦ ♦ 1 ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ f ♦ 1 ♦ ♦ ♦ ♦ ♦ ♦ ♦ f ♦ • ♦ f • • • ♦ • • O, O♦ ♦ ♦ ♦ • ♦ f 1 ♦ ♦ • ♦ ♦ f ♦ f ♦ 1 ♦ f ♦ f • ♦/� ,•j •f�yy\ 0. 0.040.0 .4040.. • •.. f ... 00.440000 •0.0.40440 ♦♦•.♦f♦.♦•••♦•••♦DRIVER• L`At1QING:•:•:•f 4.0400.04 40.4440. • i ♦ ♦ { ♦1. • • f ♦ f • • • f ♦ ♦•♦ 215, • ...f ♦.♦.f♦♦f 6. ♦ ♦ . . • ♦ . • f ♦ ♦ METRO RAPID RIDE TECH PYLON FOUNDTAION csk STA 306+08.68, 27.71' RT (TD-LINE) 3. LOCATION OF ART CURBS SHALL BE COORDINATED WITH THE METAL PANELS ON THE NORTH- WALL OF THE ANCILLARY BUILDING. SEE TK-A4.11 FOR BUILDING ELEVATIONS. SEE TK-CP.02 FOR ART CURB. 4. SEE TK-CD.04 FOR CURB RAMP DETAILS. 5. FOR SITE LIGHT POLE FOUNDATION LOCATION, SEE TK-ER.01 AND TK-CA.07 6. SEE TK-DW.01 AND TK-S7.51 FOR SOUTH ACCESS DRIVEWAY PLANS, PROFILE AND DETAILS. 7. FOR FENCING PLAN SEE TK-FP.01 TO TK-FP.06 8. FOR PAVEMENT MARKING AND SIGNAGE SEE TK-CM.01 TO TK-CM.09 9. FOR CURB AND GUTTER CONTROL ALONG LONGACRES WAY SEE TK-CP.03 10. FOR RETAINING WALL CONTROL, SEE TK-CG.06 AND TK-LWPP.01. LANDSCAPE AREA, SEE TK-LP1.01 TO TK-LP1.06 BIOSWALE/BIORETENTION CELL SEE TK-DR.01 TO TK-DR.03 CURB RETURN TABLE CURVE LENGTH RADIUS DELTA TANGENT PC/PRC STA LOCATION PT/PRC STA LOCATION C-2 40.2' 30.0' 76'47'49" 23.78' 125+01.80, 35.15' LT (W-UNE) 125+31.01, 12.00' LT (W-LINE) C-3 39.3' 30.0' 75'02'24" 23.04' 124+44.98, 12.00' LT (W-LINE) 124+73.96, 34.26' LT (W-LINE) C-4 30.9' 20.0' 88'29'45" 19.48' 123+89.37, 31.47' LT (W-LINE) 124+09.36, 12.00' LT (W-LINE) C-5 15.8' 5.0' 181'30'15" 380.86' 123+51.18, 12.00' LT (W-UNE) 123+51.05, 22.00' LT (W-LINE) C-6 89.9' 326.0' 15'47'50" 45.23' 121+10.76, 12.00' LT (W-LINE) 122+03.95, 12.00' LT (W-LINE) C-16 46.0' 17.5' 150'43'24" 67.00' 232+96.37', 54.27 RT (E-LINE) 233+04.93', 21.50 RT (E-LINE) C-19 48.2' 17.0' 162'28'18" 110.27' 302+57.37', 21.00 LT (TD-LINE) 304+20.28', 17.00 LT (TD-LINE) C-20 96.5' 350.0' 15'47'50" 48.56' 121+10.76', 12.00 RT (W-LINE) 122+03.95', 12.00 RT (W-LINE) - SEE DWG TK-CA.03 CURB RAMP TABLE RAMP NUMBER STATION OFFSET TYPE CR-7 233+85.52 (E-LINE) 21.50' RT 1 CR-18 303+70.74 (TD-LINE) 71.67' RT 1 CR-19 123+89.72 (W-LINE) 37.00' LT WSDFOT 40.12 STD PLAN SCALE IN FEET RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 11/9/2012 100% FOR BID AND CONSTRUCTION 11/9/2012 CONSTRUCTION PERMIT REVISIONS Designed By A. COMPTON Drown By: K. WEBBER No. Date By ,Chk. APP. Revisions Checked By.. Z. GRAY Approved By: R. LEIMKUHLER Consulting Engheers 1601 Fifth Amuck Sults 1600 Seot1I Waehhgtan 98101 (206) 622-5822 Fax (206) 622-8130 SOUNDTRANSIT Filename: TK-CA.dwg Contract No.: RTA/CP 0101-05 Submitted: Date: Approved: Date: Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON CIVIL LAY() IG ENT PL :.4 Drawing No.: TK-CA.02 Sheet No.: A • B • • • GENERAL NOTES: 1. ALL DIMENSIONS ARE TO FACE OF CURB. CAD User: kenw. E N CV N O 0) 0 0 ai 0 rn "v cri co- n) i 0 0 s L 0 z IC.)- TKxDW I TK—AF—O I Site Conduit Routing I LEIMKUHL I TCRSN_TK—S751_SPS I 0 O m c(4 N U) x 00 CL CL U x r-- I • 2 • 3 • 4 • V CL 5 0, X 1 1 \, -l-I•-1 11-1--1-1 I -l- -f -1--H�._--1-4-1._±-1--F-1-H-H_I11� _ 1-±..f III I--1-i - i� +-t t ! CIP RETAINING WALL SEE TK-LWPP.01 's\ 1\ SEE DWG TK-UD.05 FOR RAPIDRIDE CABINET FOUNDATION & COMMUNICATION VAULT LOCATION 121-1.00 It"Aft ACC S \24'27�.. £SS ROAD 53. 53' W { • 4 • • ♦ • • ,. 1• • •• •• 4• • :>c�t.>.. • • 4 • • ♦ �.rt .ti I • •• • ••• • ♦ 4 4 • • • 4 • • • • • • * • ••••• • • • • • 4 • • 4 ♦ • • 4 • • • ♦ • • • . • • • • 4 • • • • 4 • • { • • 4 4 • • • • •{ • • • 4 • • • • { • • • 4 4 4 • • 4 •♦ • . 4 . . 4 • . ♦ 4 • 4 • • ♦•♦ • { • • ,4+. 215.6' TD-LINE : cV 21--______ - 301+00 f---.2 Y� Y �ti ifs} 93 N3 �• 2<9, A . 28ItS • ,�F "" 19�W C 300+20. 64.88' _ �PT300 P+23.89 1 DNS C-21 - - 18.4' C-12 s11 SEE DWG TK-LWP.01 FOR CONTINUATION OF LA -LINE CENTERLINE ALIGNMENT. UNION PACIFIC RR UPRR CENTER OF TRACK C-10 117+90.80 (LA -LINE) = 120+00.00_-(W-LINE)..__ COT STD LIGHT POLE SEE TK-ER.03 STA 18+16.05, 33.26 RT (LA -LINE) SIGN BRIDGE POST SEE TK-S8.01 STA 18+22.38, 33.29 RT (LA -LINE) \\300�0O.00 (TD-LINE) = \�. 18+60.66 (LA -LINE) 11�OF MUPdl3MENT D q, SO. 15 TH S I Y" LINE NEW LOT I INE STA 19+51.71, 33.26 RT (LA -LINE) } - - - - UPRR R/W AND WA FED R MATCHUNE - SEE DWG TK-CA.06 WA FED AND COT R MN WIN -- 4.100 - - - - REVIEWED FOR CODE COMPLIANCE APPRCPIED FEB 2 5 2013 City of Tukwila BUILDING DIVISION N S 0 01D 3. LOCATION OF ART CURBS SHALL BE COORDINATED WITH THE METAL PANELS ON THE NORTH WALL OF THE ANCILLARY BUILDING. SEE TK-A4.11 FOR BUILDING ELEVATIONS. SEE TK-CP.02 FOR ART CURB. 4. SEE TK-CD.04 FOR CURB RAMP DETAILS. 5. FOR SITE LIGHT POLE FOUNDATION LOCATION, SEE TK-ER.01 AND TK-CA.07 6. SEE TK-DW.01 AND TK-S7.51 FOR SOUTH ACCESS DRIVEWAY PLANS, PROFILE AND DETAILS. 7. FOR FENCING PLAN SEE TK-FP.01 TO TK-FP.06 8. FOR PAVEMENT MARKING AND SIGNAGE SEE TK-CM.01 TO TK-CM.09 9. FOR CURB AND GUTTER CONTROL ALONG LONGACRES WAY SEE TK-CP.03 10. FOR RETAINING WALL CONTROL, SEE TK-CG.06 AND TK-LWPP.01. LE E D• ••... ♦•••♦♦♦ • • ♦ • • • 4 • • 4 • • ♦ ♦ • 4 • • • • • •♦••••• ••••••, LANDSCAPE AREA, SEE TK-LP1.01 TO TK-LP1.06 BIOSWALE/BIORETENTION CELL SEE TK-DR.01 TO TK-DR.03 CURB RETURN TABLE CURVE LENGTH RADIUS DELTA TANGENT PC/PRC STA LOCATION PT/PRC STA LOCATION C-7 19.7' 61.9' 1813'03" 9.93' 120+29.00, 20.40' LT (W-LINE) 120+48.09, 15.93' LT (W-LINE) C-8 21.0' 14.0' 85'54'41" 13.03' 18+11.20, 29.00' RT (LA -LINE) 18+25.17, 16.00' RT (LA -LINE) C-9 28.5' 14.0' 116'39'26" 22.69' 18+30.50, 16.00' RT (LA -LINE) 18+43.01, 36.28' RT (LA -LINE) C-10 58.8' 30.0' 11217'46" 44.73' 17+51.19, 11.19' RT (LA -LINE) 17+78.95, 52.58' RT (LA -LINE) C-11 25.1' 16.0' 90'01'44" 16.01' 18+77.01, 32.00' RT (LA -LINE) 18+93.02, 16.00' RT (LA -LINE) C-12 25.1' 16.0' 89'59'59" 16.00' 19+68.27, 16.00' RT (LA -LINE) 19+84.27, 32.00' RT (LA -LINE) C-21 20.9' 35.0' 3415'20" 10.79' 230+52.14', 17.24 RT (E-LINE) 230+72.29', 21.57 RT (E-LINE) CURB RAMP TABLE RAMP NUMBER STATION OFFSET TYPE. CR-8 17+76.37 (LA -LINE) 24.88' RT WSDOT STD PLAN F-40.16-01 111 1 11 11- 1!1 111 11 III 111-11- 11 KEY MAP 20 10 0 0104 .,•7" i .. .1. MAR 2 6 201 20 40 SCALE IN FEET woo. „ RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 11/9/2012. 100% FOR BID AND CONSTRUC11ON A_ 11/9/2012 CONSTRUCTION PERMIT REVISIONS Designed By: A. COMPTON Drawn By: K. WEBBER Checked By: Z. GRAY No. Date By Chk. APP. Revisions Approved By: R. LEIMKUHLER Consulting Engineers 1601 Fifth Menus, Suite 1600 Seattle, Mbehhgtcn 98101 (206) 622-5822 Fax (206) 622-8130 Submitted: Date: Approved: SOUNDTRANSIT Date: Scale: 1"=20' Filename: TK-CA.dwg Contract No.: RTA/CP 0101-05 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON CIVIL LAYOUT AND ALIGNMENT PLAN Drawing No.: TK-CA.03 Sheet No.: 38 Rev.: A • B • • • MATCHUNE - SEE DWG TK-CA.01 a) U O v 0 0 10 O La- N Xref Filename: I TKxSV1 1 • 2 3 • 4 • MI MI I STA 239+3q.52 (El -LINE) STA 402-1159.921(S-LINE) -I 1 FI-I-4--1--44-4 ,--;-1-14-1-1H1--- i-; -}--1- PEDESTRIAN PATHWAY SPU R/W (9) STALLS © 9.0' EA STA 239+36.52, 23.50 LT (E-LINE) F1 n F2 CR-12� 6.0' (TYP) -► MT1 LINE (EXIST TRACK) -1 1 1 1 1 I�; FND. CONC.MON. \N/s RASS PIN 2S1_1-� -{ H&T ON SURFACE 1034+ 851 PG.50 STA 1033+50.00 (WIT3-LINE) N:170359.93 E: 1292350.38 50+95 1035+00 BNSF R/W AND BOEING R MT2 LINE (EXIST TRACK) I -1- j-7-' -- i.._'.. I 238+00 E-LINE (9) STALLS © 9.0' EA INTERSECT GRID LINES D & W1 STA 1036+67.06', 37.60 LT (MT3-LINE) SEE DWG TK-A1.01 CR-13 NO2' 0720"E ____.. _. ._) _!..:.. 1-J_ j .1 .y_, _i •-! '• ! i ( J 1 ! 1_.!._1.._L1_1 i! l i.-I i�1 l i i: l i s}-s-',�}�-('-{--(�"-!�i 1 1 i i INTERSECT GRID LINES E & El STA 1036+67,06', -1132-.L--T -(MT3-LINE)% SEE DWG .TK-A1.O1 NO2' 07' N2' 06' 01"E MT3 LINE 1884.00' 509+00 ____EFA=LINE- - I S2' 06' 24"W 994.52' i I : 1036+00 - --INTERSECT GRID LINES F & El STA 1036+67.06', 5.42 RT (MT3-LINE) SEE DWG TK-A1.01 237+00 r- IMP S2' 06 j 24"W 1150.00' (9) STALLS ® 9.0' EA STA 237+20.84, 36.50 LT (E-LINE) STA 237+14.67, 36.50 LT (E-LINE) STA 237+13.74, 41.8 ' a T (E-LINE) WEST PLATFORM s t 1 _ ; _.._ l 1_. INTERIM -PLATFORM---- F7 0 36+00 . d - I 1 I II i EAST PLATFORM NO2' 06' 01"E 1037+00 1 ❑ _1.038+01 ARCHITECTURAL GRID LINES (TYP) SEE DWG TK-A1.01 STA 507+22.72, 10.00' LT (EFA-UNE) STA 507+22.72,110.00' RT (EFA-LINE 11 - . 507+00_ BNSF & FIRE -TRUCK -ACCESS-ROAD-- STA 506+44.6;3, 10.00' LT (EFA-LINE)-/ STA 5064104.63, 30.00' Lf (EFA-LINE) STA 506+24.63, 30.00' LT (EFA-LINE)-�� O cri 20.0' STA 506+24.63, 76.00' LT (EFA-LINE) STA 506+04.63, 76.00' LT (EFA-LINE) 1 1 W i 2E GENERAL NOTES: 1. ALL DIMENSIONS ARE TO FACE OF CURB. ... . .. ! iI . ; S 0 3. LOCATION OF ART CURBS SHALL BE COORDINATED WITH THE METAL PANELS ON THE NORTH WALL OF THE ANCILLARY BUILDING. SEE TK-A4.11 FOR BUILDING ELEVATIONS. SEE TK-CP.02 FOR ART CURB. 4. SEE TK-CD.04 FOR CURB RAMP DETAILS. 5. FOR SITE LIGHT POLE FOUNDATION LOCATION, SEE TK-ER.01 AND TK-CA.07 6. SEE TK-DW.01 AND TK-S7.51 FOR SOUTH ACCESS DRIVEWAY PLANS, PROFILE AND DETAILS. 7. FOR FENCING PLAN SEE TK-FP.01 TO TK-FP.06 8. FOR PAVEMENT MARKING AND SIGNAGE SEE TK-CM.01 TO TK-CM.09 9. FOR CURB AND GUTTER CONTROL ALONG LONGACRES WAY SEE TK-CP.03 10. FOR RETAINING WALL CONTROL, SEE TK-CG.06 AND TK-LWPP.01. • • • 4 ♦ • / •.••••• • • • 4 • ♦ • ♦ • 1 • ♦ • 4 ♦ • • 4 • • • •♦•• LANDSCAPE AREA, SEE TK-LP1.01 TO TK-LP1.06 BIOSWALE/BIORETENTION CELL SEE TK-DR.01 TO TK-DR.03 CURB RAMP TABLE RAMP NUMBER STATION OFFSET TYPE CR-11 239+15.27 (E-LINE) 4.50' LT 2 CR-12 238+16.52 (E-LINE) 4.50' LT 2 CR-13 237+17.52 (E-LINE) 4.50' LT 2 CR-14 236+18.52 (E-LINE) 4.50' LT 2 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION 1K-CA.01 1K-CA.02 e --e -111 111 II 1K-CA.03 1K-CA.04 1,j 1K-CA.05 1K-CA.06 MAR 26 2016 ELIE 20 10 0 20 40 SCALE IN FEET RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 11/9/2012 100X FOR BID AND CONSTRUCTION A 11/9/2012 CONSTRUCTION PERMIT REVISIONS Designed By: A. COMPTON Drawn By. K. WEBBER No. Date By Chk. APP. Revisions Checked By. Z. GRAY Approved By: R. LEIMKUHLER Consulting Engineers 1601 Rfth Avenue, Suite 1600 Seattle, Mbel9hngtae 98101 (206) 622-5822 Fax (206) 622-8130 Submitted: Date: Approved: SOUNDTRANSIT Date: Scale: 1"=20' Filename: TK-CA.dwg Contract No.: RTA/CP 0101-05 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON CIVIL LAYOU AN ' ALIGNMENT PLAN Drawing No.: TK-CA.04 Sheet No.: Rev.: 39 MATCHUNE - SEE DWG TK-CA.02 CAD User: kenw. E co Q C.1 I N O 0 O G) v -v O 0 vp Q U I a) / 0 .rs U 0 z CD N O N 1 0 a TKxDW I TK—AF—O I Site Conduit Routing I LEIMKUHL ( TCRSN_TK—S751_SPS x CNJ X • 2 • 3 4 • 5 1 -- (8) STALLS 0 9.0' EA Ig (1) STALL ® 8.5' 235+00 STA 235+28.85, 36.50 LT (E-LINE) Fg S 235+22.19, 36.50 LT (E UNE) E-LINE 122.0' 10 ADA STALLS INN - - INN 234+0� STA 234+43.94, 36.50 LT (E-LINE) STA 234+38.27, 36.50 LT (E-LINE . F11 _ _--_- 1--1-±1 I f--1-.I4-14f±1-1--;-}-;--f--F--f--i-i-i-f WEST PLATFORM X _ X ._._ -- X _____-_ x -___ x _-____-INTERIM-PLATFORM-- x - EAST PLATFORM _ , -1--H-.1--f-f-4-1--1-1-_I-H--1-1...1..E_7.--f. r-f--JH-4-1-++1 f-f 1 f-I-1 1 I-f-_-.I-.+-1-1-4-.-1-1--1. 1 1 1-H -I_F_f--I-f--f--14-1----f-1 1 506+00 '1 STA:505+84.88, S1'A 505+91.55, 16.00 S1I,A 505+84.63, 10.00' (j) C7 "7c 1039+00 16.00 RT (EFA-LINE) RT (EFA-LINE) LT (EFA-LINE) x -- 1.1.11 ��IIIIIIIIIIIIIIIII:!!III -- 1111I11111111I111111 11111111111111111111111111111111111 STA 233+88.85, 36.50 LT (E-LINE) STA ' 33+82.19 36.50-LT -(E-LI E) t_' ;.._!-.. _ J_._L..1 I__' ._'. I J J_ 1 1 __ J 1 i !� I{ - ._1 , 1 1 1 1� t. t .._!_I..I � .{ i_.I__.1 S2' 06' 24"W 994.52' 504+00 F13 -- PARA-TRANSIT SHELTER, SEE TK-A6.40 STA 233+06.85, 36.50 LT (E-LINE) STA 233+00.19, 36.50 LT (E-LINE) o. /2+00 TICKETIN MT1 LINE EXISTT1RACK I, i lh�l .IIIfIII!-Itl,�, l , I f4T.,l I I II I lII- ..1 I - I I i III I 11 iMT2 LINE (EXIST TRACK) 1 - r -1 1 1 C l 7 1 �' i'-" �-� j 1 f �! 1 f I I I i I I 11( I T I I I I i `1 I, MT3 LINE 503+00 BNSF & FIRE TRUCK ACCESS ' OAD STA 503+18.54, 16.00 RT (EFA-LINE) STA 503+25.21, 16.00 RT (EFA-LINE) F15 INN - G SHELTER, E TK-A1-14r 7_7 STA 232+07.17, 36.50 LT (E-LINE) 4 DER -h 1 I I I II,I, 1042+00 1 1i t1j1- a 1° i 17I t.it.I iti•,Y .SPAL.!_S 1 CD GENERAL NOTES: 1. ALL DIMENSIONS ARE TO FACE OF CURB. 2. LLCU B 'ELR► • c :•D �• hip r,l rw l l 1 3. LOCATION OF ART CURBS SHALL BE COORDINATED WITH THE METAL PANELS ON THE NORTH WALL OF THE ANCILLARY BUILDING. SEE TK-A4.11 FOR BUILDING ELEVATIONS. SEE TK-CP.02 FOR ART CURB. 4. SEE TK-CD.04 FOR CURB RAMP DETAILS. 5. FOR SITE LIGHT POLE FOUNDATION LOCATION, SEE TK-ER.01 AND TK-CA.07 6. SEE TK-DW.01 AND TK-S7.51 FOR SOUTH ACCESS DRIVEWAY PLANS, PROFILE AND DETAILS. 7. FOR FENCING PLAN SEE TK-FP.01 TO TK-FP.06 8. FOR PAVEMENT MARKING AND SIGNAGE SEE TK-CM.01 TO TK-CM.09 9. FOR CURB AND GUTTER CONTROL ALONG LONGACRES WAY SEE TK-CP.03 10. FOR RETAINING WALL CONTROL, SEE TK-CG.06 AND TK-LWPP.01. LEGEND: •- • f • • • • • • • • f • • • •••••• • • • • • • • • f • • •4 Y 1eI I,... +N.,r .� LANDSCAPE AREA, SEE TK-LP1.01 TO TK-LP1.06 BIOSWALE/BIORETENTION CELL SEE TK-DR.01 TO TK-DR.03 CURB RAMP TABLE RAMP NUMBER STATION OFFSET TYPE CR-15 235+25.77 (E-LINE) 4.50' LT 2 CR-16 233+85.52 (E-LINE) 4.50' LT 1 MAR 2.62016 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION Walla 20 10 0 20 40 SCALE IN FEET RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 11/9/2012 100% FOR BID AND CONSTRUCTION 11 /9/2012 CONSTRUCTION PERMIT REVISIONS Designed By. A. COMPTON Drawn By. K. WEBBER No. Date By Chk. AP Revisions Checked By. Z. GRAY Approved By. R. LEIMKUHLER Consulting Engineers 1601 Fifth Avenues, Suite 1600 Seattle, Washington 98101 (206) 622-5822 Fax (206) 622-8130 Submitted: Date: Approved: SOUNDTRANSIT Date: Scale: =20' Filename: TK-CA.dwg Contract No.: RTA/CP 0101-05 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON CIVIL LAYOUT AND, ALIGNMENT PLAN Drawing No.: TK-CA.05 Sheet No.: Rev.: A • B • • MATCHUNE - SEE DWG TK-CA,03 GENERAL NOTES: 1. ALL DIMENSIONS ARE TO FACE OF CURB. CAD User: kenw. LC) c\I 1T CD cD c) _0 0 1 • 3 r-- c> .4r CIO 1 a> E a> 0 (/) V1 00 NJ 0 CL Xref Filename: I TKxSV1 4 • -- r- - E-LINE 231 L=15.3' R=30.0' =29.3. TD-LINE STA i3064-80,89 F-I MIN t tt D-LIN ST 06' '41'W M I,•••••• • 4 I • • O.MMO0010100111,1=MPOMMM C-14 c1-151 • 01.0 • • • 01•11116....“•1••• STA 231+21.52, 36.50 LT (E-LINE) WEST PLATFORM -14-- STA 20+63.72, 36.93 RT (LA -LINE) x X - X /'. 4 1 id 1 14-i-i--1-1-+-1-H---1-A--1--f+.1±1-1-f-1--Fid--1 INTERIM PLATFORM 1043+00 EAST PLATFORM .....,-..-- Z_,AL:•44:_y , /:;{4...y \d. ‘`, .- N cZ>. ...1...' -,<`‘ r-v1,,,c-„.1- -'''-4-."1.'‘c ...'‘ y .?‹ X'.>','C',/ . (, • \ e'‘, \a' ' ,.,, In - '''' s',T .'3' ''''.,,(,,,.. ..;,:5<, ..,,;.•4>'.- CJ -----,----t- SD CiD EFA-LINE-7 501+00 1.NSF & FIRE TRUCK ACCESS ROAD x _J. ITac;KrariLE- 1 LH ST 06' 24"W I .t_ STA .20+05.98 (LA -LINE) ))STA 230+00.00 (E-LINE) ,t> " t 4 SEE ENLARGED PLAN, THIS DRAWING )./ 1111 MN STA 20+76.76, 8.86 RT (LA-UNE) "ryt I C 1 1 1 1,1 rl I;1 IJ IM1 BNSF R/W AND ST it 111 11111 MT1 LINE (EXIST TRACK) - 1 1-1-4 FJF- ! 1---; . !-1- ... MT2 LINE (EXIST TRACK) H-4 '/ • j---I i" 1 1---: 1 1-1-1 ; ! 1 ! 1+-i.-1 1 1-i ;- -I--! 'r• ! 1 1--1 ! ;1-1 • .. '1.- STA 21+24.97 (LA -LINE) = \ ;,,'1\ STA 1043+98.94 (MT3-LINE) 0 D (4) ST6 21+20.84, 10.53JRT (LA -LINE) SIGN BRIDGE SEE TK-S8.01 \ 1 NO2 8 21 WI Q 1 t .1 .r0ST t i; ST21+70.60, 1722 RT (LA -LINE) C-1 . STA 21+81.31, 25.ia RT (LA -LINE) ti .. , I 1 ---Ci, r to N.) ,I, ‘.'c'.11:Cr._. _ .. i CR-17 994.52' \/1t ;r,• - - L ' 711 500+ r- • ,., rrl 1045+00 MT3 LINE BNSF R/W AND BOEING f1 BOEING II ---555STOP SHELTER i ON CONC PAD I I -•,-, I r r---- SIGN DU Mt 1 1 \ / , STA 22+09.26 (LA -LINE) = 1 \ 1 \ / ; ,, 1 i \ , / / 1 STA 500+00.00 (EFA-LINE) \ 1 1 i 11 I 1 i 1 K • ; r.I.) / ' , / r.) i 1,----- " • 11- ti ;.- : . , 1 i I! --'' ' ,I , ,„ 1 1 \ 1 C) \ - P ---. 1 \ 1 1 1 1// ! I I \ 1 \ I I 1 1 1 I t I i i 1 r co stst 1 i 1 , i 1 1 i i I is>co i 4.. ••,- ..... I 1 I 1 \ I \ , i rri • • I 1 t \ 1 , r I i \.. t•a 1 I \ / \ ' I HANI 1._114 t< 11.1\1------ 1 91- • -;-'' CA I I \ ,, I I 1 CO s "E., Li M 1"\ 1 5155 ,;) CONC 1.-,,,AP.R1 \ 1 4;; 51-1A1N LINK Fir BUS SR) rr SHELIM ON CONC PAD NT 06' OrE 1884.00' REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 Uty of Tukwila BUILDING DIVISION 1046+00 - METRO RAPID RIDE BLADE MARKER FOUNDATION STA 306+69.92, 23.81' RT (TD-LINE) C-14 4. 5. 6. 7. 8. 9. 10. E LOCATION OF ART CURBS SHALL BE COORDINATED WITH THE METAL PANELS ON THE NORTH WALL OF THE ANCILLARY BUILDING. SEE TK-A4.11 FOR BUILDING ELEVATIONS. SEE TK-CP.02 FOR ART CURB. SEE TK-CD.04 FOR CURB RAMP DETAILS. FOR SITE LIGHT POLE FOUNDATION LOCATION, SEE TK-ER.01 AND TK-CA.07 SEE TK-DW.01 AND TK-S7.51 FOR SOUTH ACCESS DRIVEWAY PLANS, PROFILE AND DETAILS. FOR FENCING PLAN SEE TK-FP.01 TO TK-FP.06 FOR PAVEMENT MARKING AND SIGNAGE SEE TK-CM.01 TO TK-CM.09 FOR CURB AND GUTTER CONTROL ALONG LONGACRES WAY SEE TK-CP.03 FOR RETAINING WALL CONTROL SEE TK-CG.06 AND TK-LWPP.01. XY: • • • • 4r • • • • • • • • • • • • • • 4 • • • • • • • • • 4 • • • * • • • • • • 4 • LANDSCAPE AREA, SEE TK-LP1.01 TO TX-LP1.06 BIOSWALE/BIORETENTION CELL SEE TK-DR.01 TO TK-DR.03 CURB RETURN TABLE CURVE LENGTH RADIUS DELTA TANGENT PC/PRC STA LOCATION PT/PRC STA LOCATION C-14 24.4' 20.0' 69.51'44” 13.97' 230+49.84', 14.95 LT (E-LINE) 230+72.64', 17.21 LT (E-LINE) C-15 59.6' 27.0' 1261302'' 53.63' 230+05.34', 33.54 LT (E-LINE) 230+49.84', 14.95 LT (E-LINE) C-17 40.5' 25.0' 92.49'44” 26.27' 21+71.80', 12.46 RT (LA-UNE) 21+95.76', 39.62 RT (LA -LINE) CURB RAMP TABLE RAMP NUMBER STATION OFFSET TYPE CR-17 21+89.19 (LA-UNE) 28.50' RT WSDOT STD PLAN F-40.15-01 CR-18 20+17.88 (LA -LINE) 18.69' RT 3 KELM& 20 10 0 20 %Or "4 • 4t; LA. MAR 2 6 Z016 40 SCALE IN FEET ivRECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 11/9/2012 100X FOR BID AND CONSTRUCTION 11 /9/2012 CONSTRUCTION PERMIT REVISIONS Designed By: A. COMPTON Drawn By: K. WEBBER No. Date By Chk. APP. Revisions Chedced By: Z. GRAY Approved By: R. LEIMKUHLER Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, litehington 98101 (206) 622-5822 Fax (206) 622-8130 Submitted: Date: Approved: SOUNDTRANSIT Date: Scale: IN = 20' Filename: TK-CA.dwg Contract No.: RTA/CP 0101-05 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON CIVIL LAYOUT Drawing No.: TK-CA.06 Sheet No.: Rev.: NT P -NI -NI .0/....v.. A -NI -NI vVvv -NI .. -NI -NI .r.."NI B -NI vY-NI vvVvvvvv-NI v-NI v-NI vv-NI v C• .. --v-- ® ...�.� p v v v v v v ®.......�.�.... E v v v ...�.. ®.......�.�.r.r F ...... �....� ®.r.� v.....�.. G ...�.....� GENERAL NOTES: 1. FOR SITE LIGHTING LAYOUT SEE TK-ES1.01 TO TK-EX1.06 CAD User: kenw. J w J 0 -v 0 175 a) O J Q J E Q) 0 0. c0 43 E LZ 9- a). x LIGHT POLE FOUNDATION SCHEDULE FOUNDATION CENTER STATION AND OFFSET F1 239+15.27, 35.50 LT (E-LINE) F2 238+66.02, 35.50 LT (E-LINE) F3 238+16.52, 35.50 LT (E-LINE) F4 237+67.02, 35.50 LT (E-LINE) F5 237+13.67, 35.50 LT (E-LINE) F6 236+68.02, 35.50 LT (E-LINE) F7 236+18.52, 35.50 LT (E-LINE) F8 235+69.02, 35.50 LT (E-LINE) F9 235+21.69, 35.50 LT (E-LINE) F10 234+77.69, 35.50 LT (E-LINE) F11 234+37.27, 35.50 LT (E-LINE) F12 233+81.69, 35.50 LT (E-LINE) F13 233+07.34, 35.50 LT (E-LINE) F14 232+55.10, 35.50 LT (E-LINE) SEAT WALL LIGHTING FOUNDATION SCHEDULE LIGHTING FOUNDATION SCHEDULE DWG NO. ID FIXTURE TYPE CENTER STATION AND OFFSET TK-ER.01 1 HE STA 130+55.00, 16.00 LT W LINE 2 HE STA 131+64.00, 16.00 LT W LINE 3 HE STA 132+61.00, 16.00 LT W LINE 4 HE STA 133+57.00, 17.00 LT W LINE 5 HE STA 134+35.00, 21.00 LT W LINE 6 HA1 STA 600+83.00, 9.00 LT P-LINE 7 HA1 STA 601+33.00, 9.00 LT P-LINE 8 HA1 STA 601+83.00, 9.00 LT P-LINE 9 HA1 STA 602+33.00, 9.00 LT P-LINE 10 HA1 STA 602+83.00, 9.00 LT P-LINE 11 HA1 STA 603+33.00, 9.00 LT P-LINE 12 HA1 STA 603+83.00, 9.00 LT P-LINE 13 HA1 STA 604+33.00, 9.00 LT P-UNE 14 HA1 STA 604+83.00, 9.00 LT P-LINE TK-ES1.01 15 HE STA 128+40.32, 16.00 RT W LINE 16 HE STA 128+52.17, 14.50 RT W LINE 17 HE STA 127+53.14, 14.50 RT W LINE 18 HE STA 126+53.94, 14.50 RT W LINE 19 HD1 STA 400+50.42, 31.00 RT S LINE 20 HD STA 400+91.42, 64.50 LT S LINE 21 HD STA 400+91.42, 159.15 LT S LINE 22 HD STA 400+91.42, 258.03 LT S UNE 23 HD1 STA 401+36.41, 31.00 RT S UNE 24 HD1 STA 402+22.43, 31.00 RT S LINE 25 HD STA 402+15.42, 64.50 LT S LINE 26 HD STA 402+15.42, 159.00 LT S LINE 27 HD STA 402+15.42, 258.00 LT S LINE TK-ES1.02 28 HE STA 125+54.90, 14.50 RT W LINE 29 HE STA 124+55.63, 14.50 RT W LINE 30 HE STA 123+56.15, 14.50 RT W LINE 31 HE STA 122+57.64, 14.50 RT W LINE 32 HE STA 121+59.99, 14.50 RT W LINE LIGHTING FOUNDATION SCHEDULE DWG NO. ID FIXTURE TYPE CENTER STATION AND OFFSET TK-ES1.02 33 HE STA 234+07.15, 213.00 RT E LINE 34 HE STA 302+90.69, 23.50 RT TD LINE 35 HE STA 301+89.84, 23.49 RT TD UNE 36 HD STA 400+91.42, 357.00 LT S LINE 37 HD STA 400+91.92, 489.21 LT S LINE 38 HE STA 303+79.55, 23.57 RT TD LINE 39 HD STA 402+15.42, 258.00 LT S LINE 40 HD STA 234+39.52, 44.50 RT E LINE TK-ES1.03 41 HE STA 120+35.40, 13.24 RT W LINE 42 HE STA 300+90.54, 23.48 RT TD LINE 43 HA1 STA 18+27.59, 33.29 RT LA LINE 44 HA1 STA 18+90.17, 33.00 RT LA LINE 45 HA1 STA 19+30.14, 33.00 RT LA LINE 46 HA1 STA 19+70.06, 33.00 RT LA LINE 47 HE STA 306+22.53, 23.50 RT TD UNE TK-ES1.04 48 HA2 STA 507+25.72, 31.00 RT EFA LINE TK-ES1.05 49 HA2 STA 231+87.50, 24.00 LT E LINE 50 HA2 STA 231+47.36, 24.00 LT E LINE 51 HA2 STA 505+93.55, 31.00 RT EFA UNE 52 HA2 STA 505+27.22, 31.00 RT EFA LINE 53 HA2 STA 504+60.88, 31.00 RT EFA LINE 54 HA2 STA 503+94.55, 31.00 RT EFA LINE 55 HA2 STA 503+28.21, 31.00 RT EFA LINE 56 HA2 STA 502+68.88, 31.00 RT EFA LINE 57 HA2 STA 502+09.54, 31.00 RT EFA LINE 58 HA2 STA 501+50.21, 31.00 RT EFA UNE TK-ES1.06 59 HA2 STA 231+07.49, 24.00 LT E LINE 60 HA2 STA 230+67.60, 24.04 LT E LINE 61 HA2 STA 20+49.77, 26.68 RT LA UNE 62 HA2 STA 500+86.00, 28.33' RT EFA LINE 63 HA2 STA 500+42.16, 40.80' RT EFA LINE LIGHT POLE FOUNDATION SCHEDULE " .r �1 l I Q . MAR 26 201 REVIEVIIEDR CODE COMPLIANCE APPROVED FES 2 5 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 2 7 2012 PJRIVIIT CENTER 11/9/2012 100% FOR BID AND CONSTRUCTION A 11 /9/2012 CONSTRUCTION PERMIT REVISIONS Designed By. A. COMPTON Drawn By. K. WEBBER Checked By. Z. GRAY No. Date By Chk. APP. Revisions Approved By. R. LEIMKUHLER Consultlhg Engkieers 1601 Fifth w State 1600 Seattle, s, , ington 98101 (206) 622-5822 Fax (206) 622-8130 SOUNDTRANSIT Scale: 1"=20' Filename: TK-CA.dwg Contract No.: RTA/CP 0101-05 Submitted: Date: Approved: Date: Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON D TION SCHEDULE Drawing No.: TK-CA.07 Sheet No.: 2 Rev.: 4 1 1 0 0 0 0 0 0 0 H GENERAL NOTES: 0 2 0 3 0 4 0 5 1 f- w w .. off... o oJa U O co co Lr) co a O -C N N moCA o J ^ � C0� s o .0_ 41 Lt.a. N.N\N‘l, 11/9/2012 11/9/2012 240+00 TC=23.42 TC=23.62 TC=23.41 SEE TK-DW.01 TO TK-DW.03 FOR GRADING OF SOUTH DRIVEWAY -r r TC=24.65 TC=24.15 TC=24.00 TC=22.60 (CI) . -e- -12. +00 TC=22.60 (CI) 111111.1111110, TC=23.62 TC=22.60 (CI) TC=23.41 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS -r TC=24.13 TC=23.65 F 1.284.00_ (A 1 TK - GD. 2 -F- f f 7+00_ TC_=3_2.28 __1.�... 1 TC=22.80 (CARTRIDGE FILTER) F REVIEWED FOR CODE COMPLIANCE APPROVED FEB 25 2013 City of Tukwila BUILDING DIVISION RIDGE LINE _12.6f 00-_.. F TC=23.70 .r. TC=23.29 .. » Yam:., cD TC=23.29 DD. TK-05 TC=22.60 TC=22.50 (CI) TC=22.50 (CI) TC=22.60 -� TC=23.70 TC=23.70 TC=23.35 TC=23.35 ti {' TC=22.60 FG=22.65 TC=22.60 - - TC=22.50 (CI) TC=22.50 J (CI) TC=22.60 FG=22.75 TC=22.60 ©MP T = C 22.60 1 C 22 60 TC=22.50 TK (CI) TC=22.50 TC=22.60 (CI) TC=22.60 011 N Mii; ` FG=22.65 • TC=22.60 TC=22.50 (CI) - TC=22.50 (CI) TC=22.60 @MP T= C 22 60 n (CI) TC=22.50 TC=22.60 7 (co • ), TC=22.50 TK1505 FG=22.75 TC=22.60 iktk TC=22.60 TC=22.50 (CI) TC=22.60 TK-DD.05 TC=22.50 (CI) TC=23.70 TC=23.35 --�� TC=22.60 C=22.60 CB -=F TC=22.60 721 kW. 239+00 TC=22.60 - - TC=22.50 (CI) TC=22.50 - (CI) TC=22.60 MATCHLINE Designed By: D. PROCTOR Drown By: A. EDRY Checked By: S. OLLING No. Date By Chk. App. Revisions Approved By: S. OLLING TC=22.50 (CI) T= C 22.60 TC=22.50 (CI) TC= 22.60 TC=22.50 J (CI) - TC=22.60 TC= 22.60 RIDGE LINE TC=22.50 (CI) FG=22.75 T= C 22.60 TC=22.60 TC=22.60 T =22.50 (CI) - C TC=22.60 TC=22.50 (CI) TC=22.60 TC=22.50 (CI) TC=22.60 FG=22.75 RIDGE LINE OMP T - DD.05 TC=22.50 - i (CI) TC=22.60 1 ME1Hfi w J W sL. 4'iC=22.60 238+00 TC= 22.60 TC=22.50 (CI) SEE DWG TK-GR.04 Consulting Engineers 1601 Fills Avenue, Suite 1600 Seattle, tbshngton 98101 (206) 622-5822 Fox (206) 622-81.30 Submitted: TC=22.50 - (CI) TC=22.60 Dote: TC=23.70 TC= 23.35 TC=23.70 TC=23.70 TC=23.35 -��-- TC= 23.35 0 n P 1 T= C 22.60 • TC=22.60 CB TC=22.50 (CI) TC=22.50 TC=22.60 (CI) TC=22.60 TC=22.50 (CI) (CI) TC=22.60 TC= 22.50 CI ( ) TKO TC= 22.50 (CI) TC=22.60 OMP T = C 22 60 ... '_ TC=22.60 FG=22.75 mire TK`oo5 TC=22.50 TC=22.60 -, (CI) TC=22.60 Q TC=22.50 k (CI) n. r TC=22.60 152 TC=22.60 237+00 TC=22.60 TC=22.50 (CI) TC=22.50 (CI) TC=22.60 0 OMP TK DD 05 TC=22.50 TC=22.60 - (CI) TC=22.60 - TC=22.50 (CI) TET. TECH IN TC=22.50 (CI) TC=22.60 INCA ENGINEERS, INC. D 3A TETRA TECH INCA 400 112th Ave NE, Suite 400, Bellevue. WA 98027 T b425.d85.1000 Approved: FG=22.75 TC=22.60 W CC SOUNDTRANSIT Date: CB C TC=22.60 TC=22.50 (CI) TC=22.60 TC=22.50 (CI) TC=22.60 TC=22.50 (CI) TC=22.60 TC=22.50 (CI) l ) TC=22.50 (CI) TC=22.60 TC=22.60 1 TC=22.50 236+00 Scale: 1'= 20' Filename: TK-GR.dwg Contract No.: CN0143-12 Date: 11/9/2012 1. SEE SHEET TK-CZ.01 FOR CIVIL LEGEND. 2. SEE SHEETS TK-SV.01 TO TK-SV.08 FOR DETAILED EXISTING UTILITIES AND CONDITIONS INFORMATION. 3. SEE SHEETS TK-CA.01 TO TK-CA.06 FOR SITE LAYOUT HORIZONTAL CONTROL INFORMATION. 4. SEE SHEETS TK-CG.04 TO TK-CG.06 FOR EMBANKMENT AND PLATFORM GRADING. 5. CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION CENTER AT 1-800-424-5555. 6. CURB REVEAL HEIGHTS FROM TOP OF CURB (TC) TO FINISHED GRADE (AT FLOWLINE OR BOTTOM OF CURB) ARE 0.50' UNLESS OTHERWISE SHOWN BY SPOT ELEVATIONS. 7. SLOPES ARE CONSTANT BETWEEN SPOT ELEVATION ALONG CURB, BUILDING, EP, GRADE BREAK, AND RIDGE LINES. 8. SEE SHEETS TK-GC.01 AND TK-GC.02 FOR FINAL GRADE CONTOURS. GRADING CONSTRUCTION NOTES: 0 SIDEWALK / PLANTER TYPE A, SEE DETAIL SIDEWALK / PLANTER TYPE B, SEE DETAIL SIDEWALK / PLANTER TYPE C, SEE DETAIL LEGEND CI ■ CB TK-GD.01 TK-GD. 1 TKGD.O1 CURB INLET (SEE PAVEMENT PLANS TK-CP.01-06) CATCH BASIN (SEE DRAINAGE PLANS TK-DR.01-06) O MP MAINTENANCE PORT (SEE DRAINAGE PLANS TK-DR.01-06) C 0 , 7 'ilk .1 MAR 26 2016 FILL LIMIT CUT LIMIT RIDGE LINE / GRADE BREAK LINE BIORETENTION / BIOSWALE (SEE DRAINAGE PLANS TK-DR.01-06) KEY MAP 0 10 20 RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 40 1 inch = 20 ft. 100% SUBMITTAL SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON SITE GRADING PLAN Drawing No.: TK - GR.01 1 GENERAL NOTES: 1. SEE SHEET TK-CZ.01 FOR CIVIL LEGEND. • 2 • 3 • 4 • 5 0 (f) LiJ W /(11 o • N G O 0 rn 0 0 0 • 0 0 -c N N (70 N _� ••o� o o c.E 8Q� J .. w La. DO. 1 1:57:20 AM CD LL CD r TC=23.76 _FG=23.2.6 .._ TC=23.66 RIDGE LINE TC=23.70 FG=23.20 TC=23.60 --� FG=23.10 TC=24.24 125.±.00_. TC=23.78 FG=23.28 TC=23.45 FG=22.95 TC=23.90 FG=23.40 TC=23.42 FG=22.92 r r TC=23.87 FG=23.37 ... 124 _0.0__ TC=23.37 FG=22.87 TC=23.45 TC=23.45 FG=22.95 FG=22.95 FG-22.80 / CD ©MP � n TK-DD.05 W TC=22.60 W TC=22.50 (CI) TC=22.60 G=22.10 TC=22.60 TC=22.50 (CI) RIDGE LINE @MP Tit - DD.05 TC=22.60 TC=22.60 TC=22.50 (CI) RIDGE LINE @MP TK-DD.O'S TC=22.60 ® TC=23.25 FG=22.75 ''TC=23.25 FG= 22.75 TC=23.10 FG=22.60 TC=23.15 FG=22.55 FG=22.85 TC=22.60 FG=22.10 FG=22.75 -� TC=22.70 TC=22.50 CI)sme -czBO FG=22.20 TC=22.60 =� FG=22.10 ' TC=22.60 FG=22.10 FG=22.75 -� W J W CD it TC=22.60 FG=22.10 (CI) TC=22.60 TC=22.50 (G)°......... ........v... TC=22.60 FG=22.10 TC=22.60 TC=22.50 (CI) 11 /9/2012 11/9/2012 TC=22.60 FG=22.10 TC=22.95 FG=22.45 TC=22.65 /TC=23.30 ' FG=22.15 FG=22.80y TC=22.C�- �6 /TC=23.10 (CI) \ / FG=22.60 TC=22.65 (G TK-DD.05 FG=22.25 -'\ TC=22.75 TC=22.60 TC=22.50 (CI) TC=22.50 (CI) TC=22.60 FG=22.10 FG=22.85 ®CB TC= 22.60 FG=22.10 (CI) 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS TC=23.00 FG=22.50 TC=22.70 FG=22.20 TC=22.50 FG=22.00 CI) TC=22.81 RIDGE LINE TC=22.81 TC=22.60 TC=22.50 (CI) TC=23.18 FG=22.68 TC=23.50 - TC=23.20 G=22.70 TC=22.80 FG=22.30 ITC=22.50 G=22.00 (CI) 1 TK-DD. TC=22.50 TC=22.60 FG=22.00 FG=22.10 (CI) TC=22.60 - TC=23.10 FG=22.10 FG=22.60 TC=23.40 FG=22.90 TC= 22.60 TC=22.65 TC=23.40 -� TC=22.60 TC=22.50 (CI) TC=22.50 FG=22.00 (CI) TC=22.78 FG=22.28 TC=23. FG=22. 19 69 TC=23.85 FG=22.35 TC=23.20 FG=22.70 TC=23.40 FG=22.90 TC=23.60 FG=23.10 TC=23.60 FG=23.10 TC=23.50 FG=23.00 TC=23.25 FG=23.25 FG=23.35 FG=23.46 TC=22.85 FG=22.3 TC=23.65 -TC73.65 TC=23.40 TC=22.65 TC=22.65 FG=22.15 TC=23.40 FG=22.90 CB\ r TC= 23.07 FG=22.57 TC=22.57 FG=22.07 r- 123+00 TC=22.50 FG=22.00 (CI) F r FG=21.7 FG=20.7 TC=22.25 FG= 21. 75.. _ .----1122-+ GO TC=21.75 FG=21.25 FG=21.2 TC=22.85 TC=22.70 FG=22.35 FG=22.20 TC=23.40 FG=22.90 FG=23.05 TC=23.10 FG=23.10 FG=23.58 TC=23.75 FG=23.25 L TC=23.50 TC=23.20 LTC=23.65 FG=23.00 FG=22.18 I FG=23.15 (CI) -F -r TC=22.50 -� FG=22.00 FG=21.7 (CO) TC=22.32 303+00 FG=21.82 TC=22.55 FG= 22.05 TC=2 FG=22.17 TC=23.30 FG=22.80 u.v.nn , . , yi .: ,,:PEa MATCHL Designed By. D. PROCTOR Drown By: A. EDRY Checked By. S. OLLING No. Date By Chk. App. Revisions Approved By: S. OLLING FG=23.07 FG=23.23 • TC=23.18 mas NE - SEE DWG TK-GR.05 Consulting Engineers TKDD.03 FG=21.3 FG=21.2 TC=22.06 FG=21.56 TC=22.43 �-- �1.93 / FG=25.5 (23.0 TC=22.78 FG=22.28 TC=23.12 FG=22.62 FG=23.12 TC=23.05 FG=22.10 FG=23.10 FG=22.5 FG=22.81 crr FOR FG AT All. FG=21.4 FG=23.0 MP FG=22.85 TET TECH NC INCA ENGINEERS, INC. I:)A TETRA TECH INCA FG=19.2 FG=19.2 302+00 TC=21.95 GT=2fi45 ' TC=21.45 FG=20.95 FG=21.2 SEE SECTION B/GD.03 FG=21.74 712+.0 FG=22.0 FG=22.80 FG=22.25 SOUNDTRANSIT FG=23.0 Scale: CD = 20' Filename: TK-GR.dwg Contract No.: Dote: Date: 2. SEE SHEETS TK-SV.01 TO TK-SV.08 FOR DETAILED EXISTING UTILITIES AND CONDITIONS 3. SEE SHEETS TK-CA.01 TO TK-CA.06 FOR SITE LAYOUT HORIZONTAL CONTROL 4. SEE SHEETS TK-CG.04 TO TK-CG.06 FOR EMBANKMENT AND PLATFORM GRADING. 5. CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION CENTER AT 1-800-424-5555. 6. CURB REVEAL HEIGHTS FROM TOP OF CURB (TC) TO FINISHED GRADE (AT FLOWLINE OR BOTTOM OF CURB) ARE 0.50' UNLESS OTHERWISE SHOWN BY SPOT ELEVATIONS. 7. SLOPES ARE CONSTANT BETWEEN SPOT ELEVATION ALONG CURB, BUILDING, EP, GRADE BREAK, AND RIDGE LINES. 8. SEE SHEETS TK-GC.01 AND TK-GC.02 FOR FINAL GRADE CONTOURS. GRADING CONSTRUCTION NOTES: SIDEWALK / PLANTER TYPE D, SEE DETAIL 0 SIDEWALK / PLANTER TYPE E, SEE DETAIL 0 SIDEWALK / PLANTER TYPE F, SEE DETAIL 0 ANCILLARY BUILDING AND ART PLANTER GRADING DETAIL TK_ 4 0 CURB RAMP GRADING DETAIL TK_GD LEGEND ci Si CB CURB INLET (SEE PAVEMENT PLANS TK-CP.01-06) CATCH BASIN (SEE DRAINAGE PLANS TK-DR.01-06) CO CURB OPENING (SEE PAVEMENT PLANS TK-CP.01-06) @MP MAINTENANCE PORT (SEE DRAINAGE PLANS TK-DR.01-06) FILL LIMIT CUT LIMIT RIDGE LINE / GRADE BREAK LINE BIORETENTION / BIOSWALE (SEE DRAINAGE PLANS TK-DR.01-06) KEY MAP SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON 0 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION 0 RECEIVED CITY OF TUKWILA 10 20 PERMIT CENTER 40 1 inch = 20 ft. 100% SUBMITTAL Drowing No.: Sheet No.: 44 • • • • • • H 1 • 2 • 3 • 4 0 N 0 CD SEE C FG=19.5 TC=21.65 -FG=71.1 ' �' �► FG=20.05 TC=20.85 FG 20 35 FG=20.8 TC=21.20 FG=20.70 (CO) 301 +00 TC=21.6 !OO FG=20.11 (CO) / C=21.2 FG=20.4 TKG� 5 TC=21.65 FG=21.15 TC=21.30 FG=20.80 TC=21.00 FG=20.50 (CI) =19.60 CE FG=19.10 FG=16.5 CB* CB TC=20.20 74 TC=20.60 FG=20.10 FG= 20.70 (CO) FG=20.60 FG=19. TC=21.79 TC=20.30 FG=19.80 2�1 nn _ �n5.i- R1 TC=19.30 - 1 i TC=19.35 FG=18.85 73 on MATCHLINE - SEE DWG TK-GR.06 SEE DRAWINGS LWPP.01 AND LWP.01 FOR GRADING NORTH OF THIS LINE REVIEWED FOR CODE GOiVIPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION GENERAL NOTES: 1. SEE SHEET TK-CZ.01 FOR CIVIL LEGEND. 2. SEE SHEETS TK-SV.01 TO TK-SV.08 FOR DETAILED EXISTING UTILITIES AND CONDITIONS INFORMATION. 3. SEE SHEETS TK-CA.01 TO TK-CA.06 FOR SITE LAYOUT HORIZONTAL CONTROL INFORMATION. 4. SEE SHEETS TK-CG.04 TO TK-CG.06 FOR EMBANKMENT AND PLATFORM GRADING. 5. CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION CENTER AT 1-800-424-5555. 6. CURB REVEAL HEIGHTS FROM TOP OF CURB (TC) TO FINISHED GRADE (AT FLOWLINE OR BOTTOM OF CURB) ARE 0.50' UNLESS OTHERWISE SHOWN BY SPOT ELEVATIONS. SLOPES ARE CONSTANT BETWEEN SPOT ELEVATION ALONG CURB, BUILDING, EP, GRADE BREAK, AND RIDGE LINES. 8. SEE SHEETS TK-GC.01 AND TK-GC.02 FOR FINAL GRADE CONTOURS. LEGEND CI CURB INLET (SEE PAVEMENT PLANS TK-CP.01-06) • CB CO F C CATCH BASIN (SEE DRAINAGE PLANS TK-DR.01-06) CURB OPENING (SEE PAVEMENT PLANS TK-CP.01-06) FILL LIMIT CUT LIMIT RIDGE LINE / GRADE BREAK LINE BIORETENTION / BIOSWALE (SEE DRAINAGE PLANS TK-DR.01-06) KEY MAP „I... .; S' I4AR262016 10 20 RECEIVED 1 inch = 20 ft. F TUKWILA NOV 2 7 2012 PERMIT CENTER 100% SUBMITTAL 11 /9/2012 11/9/2012 100% FOR BID AND CONSTRUCTION CONSTRUCTION _ PERMIT REVISIONS Designed By. D. PROCTOR Drawn By: A. EDRY Checked By: S. OLLING No. Date By Chk. App. Revisions Approved By: S. OLLING /� Consulting Engineers 1601 Filth Avenue. Su$e 1600 Seettle, 1kshington 98101 (206) 622-5822 Fox (206) 622-8130 Submitted: Date: TET TECH INC INCA ENGINEERS, INC. D =3A TETRA TECH INCA 400 112th Ave NE, 8u1te 400. Bellevue. WA 98027 Te1:428.886.1000 Approved: SOUNDTRANSIT Dote: Scale: 1" = 20' Filenome: TK-GR.dwg Contract No.: CN0143-I2 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON SITE GRADING PLAN Rev.: Drawing No.: TK - GR. 03 Sheet No.: 45 MATCHLINE - SEE DWG TK-GR.01 1 • 2 • 3 • 4 • cn 5 1- w LiJ .. (f, � �-Q o.. il o_,a U 0 cn 0 co o - o J ^ N c 0 rn Or o a,IIi�SDn. 11:57:28 AM 3 240+00 J 1034+00 -r TC=23J0 J C=23.6 G=23.40 FG=24.73 SEE TK-DW.01 TO TK-DW.03 FOR GRADING OF SOUTH TRAIL 0 TC=23.60 TC=23.87 FG=23.37 239+00 CB TC=23.80 FG=23.30 509[1-95 TC=23.52 TC=23.87 238+00 TC=23.52 TC=23.60 TC=23.52 TC=23.87 J W FG=24.00 FG=23.93 1035+00 509+00 TC=23.87 FG=23.87 TC=23.87 TC=23.52 TC=23.87 W cD 237+00 TC� 23 60 TC=23.52 TC=23.87 TC=23.87 FG=23.87 FG=24.00 ( A TK- GD.O 1036+00 508+00 TC=23.52 TC=23.87 W 236+00 TC=23.60 - TC=23.52 TC=23.87 i 1 1 TSW=25.50 FG=24.00 TC=23.87 FG=23.87 10 1 r to SEE TK-CG.04 FOR EMBANKMENT AND PLATFORM GRADING IN THIS AREA FG=21.81 TC=21.75 FG=21.65 1037+00 -1 0 FG=21.78 507+00 F • F FG=21.26 PC FG=20.70 PT FG=19.4± MATCH EXISTING 1038+00 0 FG=20.60 PC FG=19.4t MATCH EXISTING 1 1 1 1 1 1 i c CD 1 CD 1 GENERAL NOTES: 1. SEE SHEET TK-CZ.01 FOR CIVIL LEGEND. 2. SEE SHEETS TK-SV.01 TO TK-SV.08 FOR DETAILED EXISTING UTILITIES AND CONDITIONS INFORMATION. 3. SEE SHEETS TK-CA.01 TO TK-CA.06 FOR SITE LAYOUT HORIZONTAL CONTROL INFORMATION. 4. SEE SHEETS TK-CG.04 TO TK-CG.06 FOR EMBANKMENT AND PLATFORM GRADING. 5. CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION CENTER AT 1-800-424-5555. 6. CURB REVEAL HEIGHTS FROM TOP OF CURB (TC) TO FINISHED GRADE (AT FLOWLINE OR BOTTOM OF CURB) ARE 0.50' UNLESS OTHERWISE SHOWN BY SPOT ELEVATIONS. 7. SLOPES ARE CONSTANT BETWEEN SPOT ELEVATION ALONG CURB, BUILDING, EP, GRADE BREAK, AND RIDGE LINES. 8. SEE SHEETS TK-GC.01 AND TK-GC.02 FOR FINAL GRADE CONTOURS. LEGEND ■ CB F C TSW CATCH BASIN (SEE DRAINAGE PLANS TK-DR.01-06) FILL LIMIT CUT LIMIT RIDGE LINE / GRADE BREAK LINE DENOTES BOUNDARY BETWEEN SITE GRADING AND EMBANKMENT AND PLATFORM GRADING TOP OF SEAT WALL •7 .,) t. 1 MAR 26 2016 KEY MAP REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION RECEIVED 0 10 20 4MITY OF TUKWILA 1 inch = 20 ft. NOV 2 7 2012 PERMIT CENTER 100% SUBMITTAL 11/9/2012 11/9/2012 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Designed By D. PROCTOR Drown By. A. EDRY Checked By S. OLLING No. Dote By Chk. App. Revisions Approved By S. OLLING Consulting Engineers 1601 Firth Avenue, Suite 1600 Seottle. Stehinglon 98101 (206) 622-5822 Fox (206) 622-81.50 Submitted: Dote: TET TECH INC INCA ENGINEERS, INC. ®A TETRA TECH INCA 400 112th Ave NE, Suite 400, Bellevue, WA 90027 7b1:425.e35.i000 Approved: SOUNDTRANSIT Dote: Scale: 1"=20' Filename: TK-GR.dwg Contract No.: CN0143-12 Dote: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON S E GDING PLAN Drawing No.: TK - GR. 04 Sheet No.: Rev.: 46 N 11 /9/2012 11 /9/2012 Date By TC= 23.87 FG=23.87 FG=21.19 FG=21.13 FG=21.06 Chk. App. • TC=23.87 FG=23.50 r TC=23.87 CB TSW= 25.50 FG=24.00 1039+00 ❑l 505+00 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Revisions TSW= 25.50 FG=24.00 • MATCHLINE r=a TC=23.87 FG=23.50 TC=24.00 --� FGT. 23.50 TC=23.87 FG=23.87 TSW=25.50 =24. 10 FG_ 23.50 • SEE DWG TK-GR.02 FG=24.00 FG=23.89 SEE TK-CG.05 FOR EMBANKMENT AND PLATFORM GRADING IN THIS AREA FG=20.31 FG=20.15 Checked By: S. OLLING Approved By: S. OLLING 1040+00 ❑ (lava„», ». : CB 504+00 TC=23.58 FG=23.58 FG= 23.61 TSW= 25.50 FG= 23.50 rb \ FG=19.83 »...,n.a .,..a..»v Consulting Engineers 1601 Filch Avenue, Suite 1600 Scottie. Nbsdngionn 98101 (206) 622-5822 Fos (206) 622-81.30 Submitted: Date: • FG=23.00 FG=23.40 - FG=23.30 FG=19.80 503+00 TSW= 25.50 FG=23.05 11111111 • FG=22.90 23Z+QD FG=22.95 TSW= 25.38 FG=22.88 FG= 23.08 (PLAZA LEVEL) = 3.33 PLAZA LEVEL FG=19.56 CB TC=19.50 F FG=19.40 TET TECH INCA ENGINEERS, INC. ®=sA TETRA TECH INCA 400 112th Ave NE, Butte 400, Bellevue, WA 98027 T1N:4211.885.1000 Approved: FG=22.25 FG= 22.35 rG-22.40 FG=22.37 FG= 22.40 BIKE CAGE (PLAZA LEVEL) 1042+00 ❑ + 502+00 FG=18.93 RE\J IEVVED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION SOUNDTRANSIT Dote: Scale: Filename: TK-GR.dwg Contract No.: CN0143-12 Date: 11/9/2012 • • GENERAL NOTES: H SEE SHEETS TK-SV.01 TO TK-SV.08 FOR DETAILED EXISTING UTILITIES AND CONDITIONS INFORMATION. SEE SHEETS TK-CA.01 TO TK-CA.06 FOR SITE LAYOUT HORIZONTAL CONTROL INFORMATION. 4. SEE SHEETS TK-CG.04 TO TK-CG.06 FOR EMBANKMENT AND PLATFORM GRADING. CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION CENTER AT 1-800-424-5555. CURB REVEAL HEIGHTS FROM TOP OF CURB (TC) TO FINISHED GRADE (AT FLOWLINE OR BOTTOM OF CURB) ARE 0.50' UNLESS OTHERWISE SHOWN BY SPOT ELEVATIONS. SLOPES ARE CONSTANT BETWEEN SPOT ELEVATION ALONG CURB, BUILDING, EP, GRADE BREAK, AND RIDGE LINES. SEE SHEETS TK-GC.01 AND TK-GC.02 FOR FINAL GRADE CONTOURS. F FILL LIMIT C CUT LIMIT RIDGE LINE / GRADE BREAK LINE ,....,....., zZEI {kt'I.,, ME DENOTES BOUNDARY BETWEEN SITE GRADING AND EMBANKMENT AND PLATFORM GRADING TSW TOP OF SEAT WALL GR.02 GR.03 40 ECEIVED OF TUKWILA NOV 2 7 2012 PERMIT CENTER 100% SUBMITTAL SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON SITE GRADING PLAN Drawing No.: TK - GR, 05 Sheet No.: Rev.: TC=21.79 TSW= 22.90 FG=21.40 (PT) TSW=22.90 FG=22.40 FG=21.80 TSW= 22.90 FG=21.05 TSW=22.90 FG=20.90 L SEE TK-CG.06 FOR EMBANKMENT AND PLATFORM GRADING IN THIS AREA 1043+00 FG=18.90 FG=18.81 �<::z:;:> �,,urt:>.,,: <:: r:.:x 7 11/9/2012 11/9/2012 501+00 TC=18.75 s\7_F" TG=18.65 TC=19.85 FG=19.35 TC=19.35 FG=18.85 9 TC=19.90 FG=19.45 TC=22.75 G=22.25 TW=28.58 -F6= 58 FG=18.95 TC=18.90 CB FG=18.40 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Revisions 0 MATCHLINE - SEE DWG TK-GR.03 TC=1 .75 FG=1 .75 FG-1 .80 FG=1 .70 I TC=1 .14 I FG=18\.64 TC=1 , 65 FG=1915 I TC=19.60 FG=19.20 TC=19.80 FG=19.30 TC=19.95 FG=19.45 TC=22.60 FG=22.10 FG=22.45 (BEHIND TOP WALL) FG 22.45 - FG 18.04 (MATCH EX) • EG=18.29_ (.M.AICH-EX)_ FG=18.30 (MATCH EX) FG 18.95 TC=18.35 FG=18.35 TC=18.40 FG=18.40 TC=18.97 FG=18.47 500+ (HP) FG=17.26 (MATCH EX) TC=18.56 FG=18.06 (CB) FG=17.73 (MATCH EX) Designed By. D. PROCTOR Drawn By: Checked By: S. OLLING Approved By: S. OLLING 1045+00 Consulting Engineers 1601 Filth Aver Suite 1600 Scottie. IMhshinglon 98101 (206) 622-5822 Fox (206) 622-8130 Submitted: 1046+00 TET TECH I INCA ENGINEERS, INC. ®A TETRA TECH INCA 400 112th Ave NE, Sultb 400, Bellevue, WA 98027 Tel:425.885.1000 Approved: SOUNDTRANSIT REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION Scale: Filename: TK-GR.dwg Contract No.: CNOI43-12 II/9/2012 H GENERAL NOTES: SEE SHEETS TK-SV.01 TO TK-SV.08 FOR DETAILED EXISTING UTILITIES AND CONDITIONS INFORMATION. SEE SHEETS TK-CA.01 TO TK-CA.06 FOR SITE LAYOUT HORIZONTAL CONTROL INFORMATION. SEE SHEETS TK-CG.04 TO TK-CG.06 FOR EMBANKMENT AND PLATFORM GRADING. CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION CENTER AT 1-800-424-5555. CURB REVEAL HEIGHTS FROM TOP OF CURB (TC) TO FINISHED GRADE (AT FLOWLINE OR BOTTOM OF CURB) ARE 0.50' UNLESS OTHERWISE SHOWN BY SPOT ELEVATIONS. SLOPES ARE CONSTANT BETWEEN SPOT ELEVATION ALONG CURB, BUILDING, EP, GRADE BREAK, AND RIDGE LINES. SEE SHEETS TK-GC.01 AND TK-GC.02 FOR FINAL GRADE CONTOURS. NM EMI NM ..zra MDR RES MAR 2 C 2016 CATCH BASIN (SEE DRAINAGE PLANS TK-DR.01-06) FILL LIMIT CUT LIMIT RIDGE LINE / GRADE BREAK LINE DENOTES BOUNDARY BETWEEN SITE GRADING AND EMBANKMENT AND PLATFORM GRADING TOP OF SEAT WALL TOP OF RETAINING WALL RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 100% SUBMITTAL SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON GRAD NG PLAN Drawing No.: TK - GR. 06 Sheet No.: Rev.: 1 0 2 0 3 0 4 0 o 5 cr) uJ 11.1 • • cr) • • w c 0 ° •• -4S) —J 0. o < co 0 co o -3- o 0 C ccri) (r) C • •0 (7) C > .0 0 .E 8 :-c• s2 15 D 0. VANNTTNTN.T..... ,„T=ZZZ 1 ON IMO ••••• ,•••• • •• • • , • •••••••••••••.. 22.75 22.50 22.25 4 22.25 22.50 22.50 22.25 22.25 22.50 23.75 /7"--7,0tgg? " TINVATNNT.W.N.N. ONNTTNINT „„„„„„„..„W•TV 17. 1 • • ,, EZE. TVASNW.V.W.W.00NS NNSV,,,,VANW.V. --"•• v --• %NV L , Cs1 NNVONVII MOMONMO. „WV.• MVAINK:1:1E: ZEWARO -F- avv,, ANW.V.NTWANNTTT. • • ANNW.V.W VlAWAVAN •WWWWW. W•W'TWW VONNW.V. V.W.W.Wee VANWWW , 7.116V.: , •••••••••..... •••••WWW••": • .0:0MONO2 SEE TK-CG05-06 FOR FINAL GRADE gpuroup IN11-118 AREA N v Nv..iN • w P • SS•'.. .7 74* " --- „ r••••••.".1 /11 •VAANT.N. VOMVX.M. P.V•VAWN% AVANN.W., VANWANN • • - • •• NW. • AN • • ...N., ...N.,. V.V. W. W.VMSONM WNW,. eauv,,v•.•,,,svaswewv Se, etwon,,, VAVAVANV VWWWW .,••••••• v 'NNW= .7w.ruw..7 M••••rn '""'" "-"'"""" •-••••••-- • • ••••• . •••••••,... 4,,WANNV •WANNW.. WNWAVN •••••••••••••••• WAX.W.V. -.NW v xx•vxxx .•••••••••••• • , NVONN V W.VA. 1 LEGEND AD CI F si CB 20 20.50 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION S7 '1 'dr MAR 26 2016 GC.02 WO* AREA DRAIN (SEE DRAINAGE PLANS TK-DR.01-06) CURB INLET (SEE PAVEMENT PLANS TK-CP.01-06) CATCH BASIN (SEE DRAINAGE PLANS TK-DR.01-06) FILL LIMIT CUT LIMIT RIDGE LINE / GRADE BREAK LINE BIORETENTION / BIOSWALE (SEE DRAINAGE PLANS) PROPOSED MAJOR CONTOUR PROPOSED MANOR CONTOUR EXISTING MAJOR CONTOUR GC.01 MM•igiS.WIM4g.MI,m4 -°•••••••••.....ff KEY MAP 0 10 20 RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 40 1 inch = 20 ft. 100% SUBMITTAL 11/9/2012 11 /9/2012 100% FOR BID AND CONSTRUCTION CONSTRUCTION .PERMIT REVISIONS Designed By. D. PROCTOR Drown By A. EDRY Checked By S. OLLING No. Dote Chk. App. Revisions Approved By: S. OLLING COnSulling Engineers 1601 Rah Avenue, Sae 1600 Seattle, tibetinglon 98101 (206) 622-5822 Fos (206) 622-8130 Submitted: Dote: TET • TECH INC INCA ENGINEERS, INC. 1Y:zA TETRA TECH INCA 400 112th Ave NE, Suite 400, Bellevue, WA 9802T Te1:425.635.1000 Approved: SOUNDTRANSIT Dote: SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON Drawing No.: TK-GC.01 Sheet No.: Rev.: Scole: 1" = 20' Filename: TK — GR. dwg Contract No.: CN0143-I2 • • • • • • H • 1 • 2 • 3 • 4 • -o 6 5 0 1- W w i o N O - O ova U a) O O co O OO -c N N 611 3 o (f) ^ ▪ o rn O,_ a J , 0 W a. 1 1 :57:50 AM 1 2� 1 \\h •21.75• 21.75 22.50 22.75 22.50 22.25 22.50 22.75 22.50 22.25 21.75 :._:.21.75.:. 238+00 .................. »�v >-�.�.. ....................:.... :...,....:............... —, »,,�»,»:. ».a,,.�.,.: ..::.:>.,», ::,.. ,»:....:., :.:..:....::..;,—;.»:�:..; .,..<:..,�iw«.,..,,.,............�Aa;.,o:. \ ..= s. v;:i?.a \, :...,... ,>:.\�a-----s«� . mow, tea.« »,aaa„v a,,,a„aaaaaava»v.. „avvaaavvvvvaaava „a,,,v„av\..,,,,,,,a, �va..aaav � 111111111:1 :::�,.as \\y\\\q aNv\v.v.»» „�r»�»m ..»»» 172:5.1": » 23.25 .aay..vMN, NVMN'' • 1 1 1 22.25 W J U Q 22.25--1 W W N :;, n. • WPM tad KT ,.•.• •.vv,,,v„v,,,,, ,• a,\,a,,,,.w xvvv ,��. � . a,, aim ,ms a a• �..,,. �• » 30..`...a.» 1 • »»NSW., »,a aaaava ,aaWO.W. LEGEND CI F ■ CB © MP C 20 20.50 rR EVIEWEDMFOR CODE COMPLIANCE APPROVED 30 ,av„aavay.� w. `.' 'N' Yl I 11• 1 MAR 26 2016 FEB 2 5 2013 City of Tukwila BUILDING DIVISION GC.02 CURB INLET (SEE PAVEMENT PLANS TK-CP.01-06) CATCH BASIN (SEE DRAINAGE PLANS TK-DR.01-06) MAINTENANCE PORT (SEE DRAINAGE PLANS TK-GR.01-06) FILL LIMIT CUT LIMIT RIDGE LINE / GRADE BREAK LINE BIORETENTION / BIOSWALE (SEE DRAINAGE PLANS) PROPOSED MAJOR CONTOUR PROPOSED MANOR CONTOUR EXISTING MAJOR CONTOUR GC. 01 KEY MAP REC EIVED IV E D CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 0 10 20 40 1 inch = 20 ft. 100% SUBMITTAL 11 /9/2012 11/9/2012 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Designed By D. PROCTOR Drown By: A. EDRY No. Dote By Chk. App. Revisions Checked By: S. OLLING Approved By: S. OLLING Consulting Engineers 1601 Filth Avenue; Suite 1600 Seotlle. Washington 98101 (206) 622-5822 Fox (206) 622-8150 Submitted: Dote: TET TECH INCA ENGINEERS, INC. 1:)3A TETRA TECH INCA 400 112th Ave NE, Sulte 400, Bellevue, WA 98027 7sI:425.e35.1000 Approved: SOUNDTRANSIT Date: Scale: 1"=20' Filename: TK-GC.dwg Contract No.: CN0143-12 Dote: II/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON MAIN SITE CONTOUR PLAN Drawing No.: TK - GC. 02 Sheet No.: Rev.: 50 1 • • • • • • • H • 2 • 3 • 4 • 0 0 ci 5 1- (f) w w V) 0 • coo 2min � ° o -Jn. Q 0 c} 0 0 66 L o 0 0 -c N N cn /00 � �°0) y� ._ r" J w W Y ia.D TC=22.80 - FG=22.30 TC=22.74 FG=22.74 TC=22.74 • FG=22.24 TC=22.60 FG=22.10 FG=22.60 - CONCRETE INLET, CHANNEL AND GRATE (SEE TK-CD.05) TC=22.74 FG=22.24 TC=22.74 FG=22.74 TC=22.80 --\ FG=22.30 TC=22.90 FG=22.40 TC=22.81 FG=22.31 TC=22.84 FG=22.84 FG=22.70 - CONCRETE INLET, CHANNEL AND GRATE (SEE TK-CD.05) TOP=22.72 BOTTOM=21.25 TC=22.60 FG=221D TC=22.90 FG=22.40 TC=22.60 FG=22.10 TOP=22.72 BOTTOM=21.25 TC=22.84 FG=22.84 TC=22.81 FG=22.31 LANDSCAPE BLOCKS TOP=22.60 BOTTOM=21.25 SEE SIDEWALK / PLANTER DETAIL - TYPE A SCALE: 1"=10' TK GR.01 TC=23.45 FG=22.95 TC=22.60 FG=22.10 LANDSCAPE BLOCKS TOP=22.60 BOTTOM=21.25 SEE (� FG=22.10 TC=22.60 FG=22.10 TC=23.00 FG=22.50 0) o) TC=23.55 FG=23.05 TC=23.70 FG=23.20 TC=22.70 FG=22.20 TC=23.25 FG=22.75 TC=23.10 FG=22.60 SIDEWALK /PLANTER DETAIL - TYPE D 3� SCALE:1"=10' T�� 02 TC=23.00 TYPE B* FG=22.50 TC=22.81 FG=22.31 TYPE C* TC=22.90 FG=22.40 TC=22.60 FG=22.10 TC=22.60 FG=22.10 TC=23.20 FG=22.70 TC=22.90 FG=22.40 TC=23.00 FG=22.50 TC=22.90 FG=22.40 TC=22.81 FG=22.31 TC=23.10 FG=22.60 r- TC=22.60 FG=22.10 * NOTE: TYPE B AND TYPE C ARE THE SAME EXCEPT FOR AS NOTED FOR THIS SPOT ELEVATION. TC=22.60 FG=22.10 TC=22.81 FG=22.31 TC=22.90 FG=22.40 LANDSCAPE BLOCKS (TYP) TOP=22.60 BOTTOM=21.25 6 SEE SIDEWALK / PLANTER DETAIL - TYPE B & TYPE C SCALE: 1"=10' TK GR 01 TC=23.00 FG=22.50 TC=22.60 FG=22.10 LANDSCAPE BLOCKS TOP=22.60 BOTTOM=21.25 SEE FG=22.10 TC=22.60 FG=22.10 TYPE E* TC=23.00 FG=22.50 TYPE F* TC=23.20 FG=22.70 TC=23.10 FG=22.60 1\� TC=23.25 FG=22.75 TC=22.70 FG=22.20 TC=23.20 FG=22.70 TC=23.25 FG=22.75 TYPE E* TC=23.10 FG=22.60 TYPE F* TC=23.30 FG=22.80 * NOTE:TYPE E AND TYPE F ARE THE SAME EXCEPT FOR AS NOTED FOR THIS SPOT ELEVATION. SIDEWALK / PLANTER DETAIL - TYPE E & TYPE F SCALE:1"=10' TK GR 02 SCALE: 1 "=10' SIDEWALK OR PLANTER FINISH GRADE CONC. LANDSCAPE BLOCK UNIT (18" HIGH x 12" DEEP) TC=23.80 FG=22.80 u oo TC=22.80 moo FG=22.80 TC=23.30 FG=22.80 TC=23.30 FG=22.80 TC=23.10 FG=22.60 TC=23.20 FG=22.70 TC=23.22 FG=22.90 (SIDEWALK SIDE) TC=23.25 FG=22.90 (SIDEWALK SIDE) TC=23.29 FG=23.29 (SIDEWALK SIDE) TC=23.40 FG=22.90 CURB RAMP GRADING DETAIL (-5- TK-GR.02 CONC. CAP UNIT (4" HIGH x 12" DEEP) R)cDaca& 10 SECTION BIORETENTION CELL /-- FINISH GRADE 6" CRUSHED SURFACING BASE COURSE 10 SCALE IN FEET 20 REVIEMED FOR CODE COMPLIANCE APPROvEn FEB 2 5 2013 City of Tukwila BUILDING DIVISION MAR 2 6 2016 RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 100% SUBMITTAL n 11/9/2012 11/9/2012 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Designed By: K. ORNDORFF Drown By. J. CURTIS Checked By: D. PROCTOR No. Date By Chk. App. Revisions Approved By: S. OLLING Consulting Engineers 1601 Filth Avenue, Suite 1600 Seattle, Washington 98101 000 622-5922 Fox O206) 622-8130 Submitted: Dote: A INCA ENGINEERS, INC. DF3A TETRA TECH INCA 400 112th Ave NE, Sults 400, BNlwu•, WA 9 027 TsI:428.635.1000 Approved: SOUNDTRANSIT Dote: Scale: 1"=10' Filename: TK-GD.01-04.dwg Contract No.: CN0143-I2 Dote: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON GRADING DE TAILS Drawing No.: TK - GD. 01 Sheet No.: Rev.: 51 0 1 1 :58:29 AM 1 • 2 • 3 • 4 • 404.0400440.04 1 • • 3a+ > a.>+>+n.▪ ra;v vn.n+,.,.,=v a e1 .<= eeae a<a?ae<ee<+aeee<eea<e<ee•eeeaaa<e.aa+,a, 1 1<,<• 1, <<< 1 a 1 e e ,v,v,4.,....w. wawvx,,3=.ame<<.<a v aa 41000 • a e=a z i>v>rv:i:v>vav>=.. er 4..4r400r6v4.4ee </< g e a W a a aaea<rae aaa<N mlw 4,.W...?.aea,.aara�a+avW1..i..,N,lr<a°.iee<.aea,la..aawer.a mae°laee°lav+ae°a .r. .; °...... rrra a e ae e >a`ra, >. .>.r>.a>..>. .a>.a.>r>1.>.>a>..a.a>a>.>..a>>aaa, .a ..a AS N. a.>raaaa>.1... .1 rea aaae aa< e a 1 ee0.•1.a . aa Nar,.. .r.,H....k.. 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Ye ............ ElEQUIRTO:IN.11:ARID.O.CAP.1..0.13tilyING.5 ..... .... .. .... 60.60160 tOtt „WV! TECH NC INCA ENGINEERS, INC. A TETRA TECH INCA 443.0.01 /300001 ........ ............ SOUNDTRANSIT Scale: AS SHOWN Contract No.: • n+re r F r 5 .000 00.0.03.00 CWO ;'LAN SCAFE—TREE .SE TIO • Consulting Engineers 1601 Filth Avenue. Suite MOO Submitted: 11/9/2012 19 4.44 NW 604.46046.661 .01.4444 HO 1114 • 25 —J 21 19 iscr 17 15 • CIFYIr,11.3 MLA _ROW CUL_ PERMIT CENTER 100% SUBMITTAL SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON GRADING DE TAILS • • • • • • • H 1 • 2 • 3 • 4 • 0 0 CD 5 1 V) tJ w _, V) O 0 coo o.. o o o_ 11 U / o d- o r 66 (0in 0 00 00 N /CA J c oo0 J L .. iZ N 0 N • w 0 0 TC=23.65 FG= 23.63 (AD) FG=23.73 TC/FG= 23.65 TC=23.10 FG=23.10 TC= 23.63 FG=23.13 TC=23.60 FG=23.60 TC=23.65 FG=23.73 FG=23.73 FG=23.85 TC=23.75 FG=23.25 G=23.80 CURB TC=23.73 FG=23.50 FG=23.73 TC=23.70 FG=23.20 TC=23.25 FG=23.25 TC=23.50 FG=23.00 ART CURB TK(D3 (TYP. ) SLOPE DOWN FROM 23.75 TO 21.35 (TYPICAL BETWEEN EACH CURB PLANTER) PLANTER HORIZONTAL BOTTOM FINAL LAYOUT GRADE TABLE POINT STA OFFSET Lj E 233+29.43 25.50' RT B E 233+29.43 31.34' RT C E 233+14.35 37.34' RT D E 233+14.35 41.34' RT u E 233+24.35 47.34' RT U E 233+24.35 51.34' RT U E 233+39.35 57.34' RT LJ E 233+39.35 61.34' RT U E 233+44.36 67.34' RT J E 233+44.36 71.34' RT U E 233+41.77 72.82' RT U E 232+97.90 50.54' RT LA E 233+04.93 25.50' RT FG=23.75 CURB TOP=23.75 TC=23.20 FG=22.18 (CI) FG=22.68 FG=22.45 CB • TC=23.18 L TC=22.95 / TC=23.05 FG= 22.55 Q BIORETENTION STAKING CELL NO. 16 SUBGRADE HORIZONTAL LAYOUT TABLE POINT STA OFFSET N E 233+26.93 25.50' RT U E 233+26.93 28.84' RT P E 233+06.02 28.84' RT Q E 232+95.87 49.01' RT LRJ E 233+04.93 25.50' RT ANCILLARY BUILDING AND ART PLANTER GRADING DETAIL SCALE: 1"=10' TK GR.02 TRANSITION FROM BIORETENTION TO REGULAR PLANTER (NO GRADE CHANGE) TC=22.60 FG=22.10 (CO) BIORETENTION CELL NO. 16 (BOTTOM) SEE TK-DR.02 AND R=13.5' DD.05 BIORETENTION SUBGRADE OUTLINE (ELEV=19.0) 10 5 0 10 20 SCALE IN FEET ,.a+. <, °a,.v,.;,.a,.a. v,.a. 30 ..a<vavvaaaa ` m,"mwm„m,3 TKT0 .0 • ART 'Cu (TYR): raaa a.ari I BFORETENTI0I.3 SOIL • MIX . a ,.a,.a,.a,.a,°,,.v,.v,.v,.a,. 20• , • GONG ,.vr ,.......... r ,.r,.r t %.......... , ... ,.rrra: rr r aaaa a a a,. aa ,.aas ,. v I "" a m : Y m Y m e m Y m 4 4 Y m 4 Y m + n, m Y m Y m Y m Y mY m Y m Is ,. aar ,. aar ,. aa< ,. aar ,. :r. , aa sa: aa: a aa aa ,. aa r . :a m: a m : ' .a .Y. m D SEE .LAND. 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Y Y R g Y : : � : : : : : :: I : : : : ° " , .aaa aaaa ,.a:,.a:,.a.,a,.a">.":,.Ya°,.r.,. 00TAfr7`'FQ,.r° • • UNDERD IN agsaa a" : ara aa5 :: :: ............ aaar "ay.,5aaaaaaaa 3 w m m v " " m v m m " ▪ �•m mmmm ▪ mYm:Y+YY.m.m .+YYYYYYm3YYY ammmmmanmm•mam YmwmYmYmYmvmmwm+mYm+mwmYmYmYm+m aMa g° m vm vm vm vm vm vm...m,.3.mw..,wmwmwmwmwmwmwmv.m..mv.mwmwm vmv.Mw.w..m aaaa aaaa a a a a mvm.vmva.,vm..mwmwmnwmwmwmwm..mwmwmwm,"m,m,.m.vmwm,+mwmwmwmwm„m 0+00 laaaa a a.aa "" a r a a iy 3 wmwm.,mwm:m,am.vnv.m,amwmww,wmwmwm,3mwmwmwmwmvam,vm,.m,"mwm.3m 0+ 50 R VIEWFD FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION 10 HORIZ: VERT: mwmwmwmwmaemvmwmmwawmwmwmwmwmwmvmwmaawmwmwmwmwmw°,wm,"mw°, NAVD 88 10 SCALE IN FEET 5 0 5 MAR 262016 CALL 2 DAYS BEFORE YOU DIG 1-800-424-5555 a SCALE IN FEET m 20 a 10 RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 100% SUBMITTAL 11/9/2012 11/9/2012 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Designed By. D. PROCTOR Drown By: J. CURTIS No. Dote By Chk. App. Revisions Checked By: S. OLLING Approved By: S. OLLING Consulting Engineers 1601 Fi/lh At+e Suite 1600 Seattle, Mbsb iglon 98101 (206) 622-3822 Fax (206) 622-81J0 Submitted: Date: TET TECH NC INCA ENGINEERS, INC. ® A TETRA TECH INCA 400 112th Ave NE, Sults 400. Bdlwus, WA 9802711.1:426.686.1000 Approved: SOUNDTRANSIT Dote: Scale: AS SHOWN Filenome: TK-GD.01-04.dwg Contract No.: CN0143-I2 Dote: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON GRADING DETAILS Drawing No.: TK-GD.04 Sheet No.: 54 Rev.: 1 • • • • • H • 2 • 3 • 4 • 0 5 F- W W �o 0 coo 2 .. U ;Sio owa. U rn CID 0 O 0 o- N (r) J cco 0 o._ Jaw o. 11:58:45 AM N O I a 28 i 22.27 22.31 22.32 22.31 2LQ \� PCCP DRIVE AREA GRADES 1 SCALE: 1 "=20' TK—GR.02-03, T—GR.05-06 1 ill A ssum A. :pm so s s sulli less■ s um Isle■■ 119 0 s mill sons moss 111 .Isle. ■.m■ s.$. essolli issom soon ■mil iD�� smiono ISO OSMO mom !ow ./ Iis■ les ■lei■ iiii■ iiii■ ....... swim wins� Isms■ ■a■ IsS ■..■ ossib onus* SUSS SOUS SUSS SOUS SUSS iiii SUSS SOSO iiii SMMS SUMO SUMO SUSS iiii SONS iiii iiii SSMS iiii SOMS SUMS OSSM SOUS SUMS SUUS MUM SUSS SUSS SASS SUMS SUSS iiii SOUS SUSS SUMS A !1' .SWUM ■.Is.. VIWOO ■Is.■ ■SassIsms■ iiii.Sala owl" 0 m cr) GENERAL NOTES: 1. SEE TK-CJ.01 FOR PCCP DRIVE AREA JOINT LAYOUT DESIGN. 2. SEE GRADING PLANS TK-GR.02 TO TK-GR.03, AND TK-GR.05 TO TK-GR.06 FOR PCCP DRIVE PERIMETER GRADES. LEGEND FINISH GRADE ELEVATION AT JOINT INTERSECTION REVIEVtjED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION MAR 2 Q 2016 0 10 20 RECEIVED CITY OF TUKWILA NOV 27 2012 PERMIT CENTER 40 1 inch = 20 ft. 100% SUBMITTAL 11/9/2012 11/9/2012 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Designed By. D. PROCTOR Drown By: A. ALIMOVA No. Date By Chk. App. Revisions Checked By: S. OLLING Approved By: S. OLLING Consulting Engineers 1601 fifth Avenue. Suite 1600 Seattle, 9bstdrigton 98101 (206) 622-5822 Fox (206) 622-8150 Submitted: Date: TET TECH �N INCA ENGINEERS, INC. D A TETRA TECH INCA 400 112th Ave NE, 8ulte 400, Bellevue, WA 98027 Te1:426.686.1000 Approved: SOUNDTRANSIT Dote: Scale: 1" = 20' Filename: TK—GD.dwg Contract No.: CN0143-12 Dote: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON GRADING DE TAILS Drawing No.: TK - GD. 05 Sheet No.: Rev.: • 55 • • F • G H 1 • 2 • 3 • 4 • cn 5 cf) 1.1.1 tJ ;I; c 0 o -4 tn o_ja. o < 0 (S) 0 0 0 CV (n C) • • CV _J C ° •• w Ij.s D a. 0 10 30- , „•• ••/.. „ ••••„„, i 0 3 • ,,,,,,,,,, ,,,,,,,,,,,,,,,, ,,,,,,, 1.111.••••••• ••••••\z' • 4 • \ ,•• SEE DWG TK-DW.01 FOR DRAINAGE IN THIS AREA f"-• .„..„, .4. 1 240+ 003- 1 ! • /4-4 t • • J1 `.\•, • i / .4-•-•••• 1 o 0 0 ' 3 10 0 - , SEE TK-DW.01 TO TK-DW.0.3 ) - -4A1---FORARAINKA OF:S_OU,Tft.---DFOVEWAY , I ,-bar uwawka-wwwaruwww-aw-e5 • wwa.w.-- c••••.; \z •-• n n krE 1 CD CD c.0 4- CV - SS • 30 30- .,• on ,,,,,,,oP C' 128+00 -30 25 C3P W.L.C2 SS OP OP __ 239+00 •,- 127+00_ 1- OP - OP 1 __126_+00___ BRC NO. 2 44412CISK1=taa Ilia A0 V 11 'V NTT Y U N._ „A 4 1 A 11 BRC NO. 6 UDS NO. 6 4 r Y-Nr• T N. I N 'f ts. ...44 1 4 * $ $ • .0 4 ,•6 •Y.; 4 / e' ,•,t, BRC NO. 10 238+00 UDS NO. 2 NW MN NNW OM MN MATCHLINE - SEE DWG TK-DR.04 4111-1-im 5 TYPICAL AT ALL TK-DD.03 237+00 c, 35 CONNECTIONS TO UNDERGROUND DETENTION STRUCTURE t•-•/ P-f 'f K -AI I IN.- UDS NO. 9 4 UDS NO. 7 4 AmiT~11. . UDS NO. 3 4 95 LF @ 2.63% .1) 5 236+00 LLJ .4C GENERAL NOTES: 1. SEE SHEET TK-CZ.01 FOR CIVIL LEGEND. 2. SEE SHEETS TK-SV.01 TO TK-SV.08 FOR DETAILED EXISTING UTILITIES AND CONDITIONS INFORMATION. 3. SEE SHEETS TK-CA.01 TO TK-CA.06 FOR SITE LAYOUT HORIZONTAL CONTROL INFORMATION. 4. CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION CENTER AT 1-800-424-5555. STORM DRAINAGE CONSTRUCTION NOTES: 11 11 4 6 STORM DRAINAGE STRUCTURE AND PIPE (SEE STORM DRAINAGE PROFILES TK-DP.01 TO TK-DP.06) CARTRIDGE FILTER UNIT NO.1, SEE DETAIL TK-DD 06 BIORETENTION CELL (BRC), SEE DETAIL TK_Dcs 05 4" STREAMBED COBBLES, TYPE®, SHEET TK-DD.10 AND TK-DD.11 UNDERGROUND DETENTION STRUCTURE (UDS), SEE DETAIL SHEET TK-DD.01 AND TK-DD.03 DETENTION INTERCONNECTOR, SEE DETAIL SHEET TK-DD.01 6" DRAIN PIPE 8" DRAIN PIPE MAINTENANCE PORT SEE DETAIL SHEET TK-DD.01 v4 el% Or 4Si, k. MAR 2 6 2016 REVEWED-F-OR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION KEY MAP 0 10 20 1 inch = 20 ft. RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 40 100% SUBMITTAL 11 /9/2012 11 /9/2012 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Designed By: K. ORNDORFF Drown By: A. ALIMOVA Checked By: D. PROCTOR No. Date By Chk. App. Revisions Approved By: S. OLLING Consulting Engineers 1601 Filth Abve, Sun. 1600 Seattl. stshington 980 (206) 622-5822 Fox (206) 622-61,50 Submtted: Dote: TET TECH NC INCA ENGINEERS, INC. 01.44 TETRA TECH INCA 400 112th Ave NE, Suite 400, Bellem, WA 98027 Thl428.685.1000 Approved: SOUNDTRANSIT Dote: Scale: = 20' Filename: TK-DR.dwg Contract No.: CNO143-12 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON STORM DRAINAGE PLAN Drowing No.: TK-DR.01 Sheet No.: 56 Rev.: .c• GENERAL NOTES: • 2 • 3 • 4 • CT 5 V) 1- w w C N 0 :.: tt 0 -1 a. 0 0 rn 0 0 0 0 0 o-c Ncjj J C 0 a .2 .E 8iz it; N 11:59:07 AM y .,. ,.,i,,,,, ,,,,,,,,,,,,~....)`Tri`? \\ > UDS NO. 10 NO. BRC NO. 8 UDS NO. 4 11 /9/2012 11/9/2012 12.5+.00 FM TK-DD.03 a :V• FM $.. Ss...... ---.-124+00 FM i 1 BRCIN0. 15 (BOT'rpM) .41.4. Yap 2 BRC NO. 14 FM ~..... SS ......_ FORCE MAIN SEE TK-FM.01 FM 4 12"x6° TEE ® 90' IE=17.75 SD 235+00 - - _ - 68 --234+00 L1N -= S TK= 25 SD-SD� 57 LF 0 2.22% 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Designed By: K. ORNDORFF Drawn By: A. ALIMOVA Checked By: D. PROCTOR No. Dote By Chk. App. Revisions Approved By: S. OLLING FM fn cn P FM P FM �--- 31 10 LF ® 5.00% ss 123±00 TK-DD.04 FM ---P TELECOM LOCATE P N FLAGS FM FM 303+00 RIM=23.2 IE=21.20 Consulting Engineers 1601 Fifth Avenue. Suite 1600 Seattle. Wbshington 98101 (206) 622-5822 For (206) 622-8150 Submitted: „„„:, ,,,,,,,,,,,,,,,,,,,,,,,, ,,,, FM 6 44 LF ® 2.50% Dote: FM 195 LF ® 1.00 TET TECH N -20 ,,..,_.., BF °` 302+ 0 y0 0 6 EVI E:V\ }w NCE illF��1•Y`a1S«y a✓1 �A FeW !'.i. i 1 L'{,C0..^µt p..:..w ate...: ,::. ~t>.,.. .....-�...`,3(�r'Fv- ►_ 5 LF IE=17.50 TES , 45 LF ® 2.1 IE=19.25 80 LF © 2.06% 25 WYE 232+00 IE=19.53 D GE=22.85 L. INCA ENGINEERS, INC. DBA TETRA TECH INCA 400112th Ave NE, Butte 400, Bellevue, WA 98027 7hI:425.e85.1000 Approved: LF 21 SovNnTRaiusir Date: 8" WYE DSO Scale: IW �LU (1, W J G New 7 4111 1" = 20' Filename: TK-DR.dwg Contract No.: CN0143-12 Dote: II /9/2012 0 1. SEE SHEET TK-CZ.01 FOR CIVIL LEGEND. 2. SEE SHEETS TK-SV.01 TO TK-SV.08 FOR DETAILED EXISTING UTILITIES AND CONDITIONS INFORMATION. 3. SEE SHEETS TK-CA.01 TO TK-CA.06 FOR SITE LAYOUT HORIZONTAL CONTROL INFORMATION. 4. CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION CENTER AT 1-800-424-5555. STORM DRAINAGE CONSTRUCTION NOTES: STORM DRAINAGE STRUCTURE AND PIPE (SEE STORM DRAINAGE PROFILES TK-DP.01 TO TK-DP.06) BIORETENTION CELL (BRC), SEE DETAIL T_DD.oS 4" STREAMBED COBBLES, SEE TYPE QX , SHEET TK-DD.10 AND TK-DD.11 UNDERGROUND DETENTION STRUCTURE (UDS), SEE DETAIL SHEET TK-DD.01 AND TK-DD.03 6" DRAIN PIPE UNDERGROUND DETENTION STRUCTURE (UDS), SEE DETAIL SHEET TK-DD.02 AND TK-DD.03 STORM DRAIN CLEANOUT PER DETAIL TK 2 4 6 11 n 9 10 m 14 25 BIORETENTION CELL (BRC), SEE DETAIL TK-DD.05 BIORETENTION CELL (BRC), SEE DETAIL i 3 TK-DD.05 TK-GD.04 4" STREAMBED COBBLES, 9' x 4' x 6" DEEP BIOSWALE NO. 1, SEE DETAIL 2' WIDTH x 100' LENGTH (BOTTOM DIMENSIONS)K`D.0 5 LONGITUDINAL SLOPE =1.50% BIOSWALE NO. 2, SEE DETAIL TK-DD.05 2.5' WIDTH x 100' LENGTH (BOTTOM DIMENSIONS) LONGITUDINAL SLOPE=1.00%, 114 LF 6" PERF, PVC UNDERDRAIN PIPE CONNECT TO AREA DRAIN WITH 6"x2" REDUCER VERIFY LOCATION AND ELEVATION (SEE MECHANICAL PLANS, TK-MI.02) 8" DRAIN PIPE -2-7-1 ANCILLARY BUILDING FOOTING DRAIN 4 TK�� 3 6" ROOF DRAIN CONNECTION TYPE 1 PER DETAIL TK-DD.08 30 0► CARTRIDGE FILTER UNIT NO. 2C, SEE DETAIL TK-D D.07 SEE DETAIL SHEET TK-DD.01 36 MAINTENANCE PORT, SEE DETAIL SHEET TK-DD.02 MAR 2 201E C;) 10 20 40 1 inch = 2.0'ft. KEY MAP RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 100% SUBMITTAL SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON STORM DRAINAGE PLAN Rev.: Drawing No.: TK - DR, 02 Sheet No.: 57 1 • 2 • 3 • 4 • O 0 O. [,i1• 0 - FM CD 0 +vI 1 CD' 30 t ti : ,,, .._._._.._._. ,, { . f.. ... ::::, CONNECT TO FARCE MAIN ".. PUMP STATIOF SEEPTK-FM.01} FM IMO FM CE"E 20:9'' \ / \\U! ' \ F 1 7 LF 1 48 LF© • U L+: // I/ J / �,// 3• /F/ / / / 1 j F I €„`� ,/ i N, ' , ,� 7..m i , • / __.w 1,t'Li'II jI �. t 4i ?'17# t� 1 ' • 1 ; 1 ,k,i..Ittl11 t \ \\ fi 4. "„if B 1 q%{ ,.'... i.:.._.. ,�Z. Via...,,. i : lit �n 1 ` SEIE TK-\FM,01 h { y " 1 i� 1 I `h' Ili,-,--< • I .• ;< h.h hh • ' f • 1' UPRR R-O-W 0'3 r-, t0\ MATCHLINE — SEE DWG TK—DR.06 — M — — 1 — 1 — GENERAL NOTES: 1. SEE SHEET TK-CZ.01 FOR CIVIL LEGEND. 2. SEE SHEETS TK-SV.01 TO TK-SV.08 FOR DETAILED EXISTING UTILITIES AND CONDITIONS INFORMATION. 3. SEE SHEETS TK-CA.01 TO TK-CA.06 FOR SITE LAYOUT HORIZONTAL CONTROL INFORMATION. 4. CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION CENTER AT 1-800-424-5555. STORM DRAINAGE CONSTRUCTION NOTES: 0 6 STORM DRAINAGE STRUCTURE AND PIPE (SEE STORM DRAINAGE PROFILES TK-DP.01 TO TK-DP.06) 4" STREAMBED COBBLES, TYPE 6" DRAIN PIPE SHEET TK-DD.10 AND TK-DD.11 ER RO D PET TI• RU TU' IS SE DETAIL SHEET TK-DD.02 AND TK-DD.03 15 CARTRIDGE FILTER UNIT NO. 2A, SEE DETAIL TK-DD.07 16 CARTRIDGE FILTER UNIT NO. 3, SEE DETAIL1 TK-DD 08 DRIVEWAY TRENCH DRAIN PER DETAIL 6 TK-DD.09 1 111 PI CARTRIDGE FILTER UNIT NO. 2B, SEE DETAIL �J• TK - DD.07 1 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION R D 0 R 2 ..�. y.: DR.04 DR.05 DR.06 .t; 1 41' 7 ' • r 8f 11/41. MAR 262016 KEY MAP RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 0 10 20 40 1 inch = 20 ft. 100% SUBMITTAL 11 /9/2012 11 /9/2012 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Designed By: K. ORNDORFF Drawn By: A. ALIMOVA No. Date By Chk. App. Revisions Checked By: D. PROCTOR Approved By: S. OLLING Consulting Engineers 1601 Fifth Avenue. Suite 1600 Seattle. Itbshinpton 98101 (206) 622-5822 Fox (206) 622-8150 Submitted: Date: TET TECH ANC PA INCA ENGINEERS, INC. D 3A TETRA TECH INCA 400 112th Ave NE, 8ults 400, Bellevue, WA 98027 7I61:448.888.1000 Approved: SOUNDTRANSIT Dote: Scale: 1" = 20' Filename: TK-DR.dwg Contract No.: CN0143-12 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON STORM DRAINAGE PLAN Rev.: Drawing No.: TK-DR,03 Sheet No.: 58 0 • F 0 G 0 H 1 0 2 0 3 0 4 0 o 5 (r) 1—• (f) F- LLI LLI • • (f) d- 0 •• tn (42. 0 3 o < a) o co 10 a; (0 0 0 c\J 8 S iZ a. 0 0 cn (1) 0 > 0 E CV 0") • :•• . •••:••A•""•.• ,•••,••• —77 • • • •• ••• •• - • 0 — r 240+00 tdl -1-- 103 +00 • •• ,cylt -- BF0 0 ' t • BF() ) • 0 (:) () 5091+9 0 • ; • • • . BF 0 • 3r 0 239+00 PER IG—BuLT DATA FROM AU (7/25 /201 21 BFO 1035+00 ". ' • RFC) _„„w„.„,„ r Rox . 1.0CATION ONLY •••••• 19.0T VERInED 509 +.00 20 -- BF() • 25 30 30 BrO 25 MATCHLINE - SEE DWG TK:DR.01 . BFO .20 B 0 .20 238+00 szNc0 IE=21.0 BF° B 0 1036+00 508+00, x 21 X 237+00 4 18 180 LF (CON T'D) Y 188 LF •1037+00 X 50 LF R.IM=33.50 IE=30.5 ?--f" , OP 202 LF 30 25 29 1 1 1038+0 OP 18 180 LF 39 236+00 74 LF X 39 X 111 CD c CI ISD— 106 LF 6 • < • 28, • LF 28 @ 1.00% • LJJ •• BrO - V") 507+00 • . • REVIEWED FOR CODE C,ONIPLIANCE APPROVED FEB 25 N13 Ctity of 'Tukwila BUILDING DN1SION r 6+( )< GENERAL NOTES: 1. SEE SHEET TK-CZ.01 FOR CIVIL LEGEND. 2. SEE SHEETS TK-SV.01 TO TK-SV.08 FOR DETAILED EXISTING UTILITIES AND CONDITIONS INFORMATION. 3. SEE SHEETS TK-CA.01 TO TK-CA.06 FOR SITE LAYOUT HORIZONTAL CONTROL INFORMATION. 4. CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION CENTER AT 1-800-424-5555 STORM DRAINAGE CONSTRUCTION NOTES: 0 STORM DRAINAGE STRUCTURE AND PIPE (SEE STORM DRAINAGE PROFILES TK-DP.01 TO TK-DP.06) F61 6" DRAIN PIPE IT31 STORM DRAIN CLEANOUT PER DETAIL TK-DD.10 FE13 TRACK UNDERDRAIN PER DETAIL TK_DD 09 19 LANDSCAPE TRENCH DRAIN PER DETAIL TK-DD.09 TK-S4.21 FIC1) SEAT WALL TRENCH DRAIN PER DETAIL TK_DD 09 WALK TRENCH DRAIN PER DETAIL TK_DD.09 21 22 131 LANDSCAPE AND WALK TRENCH DRAIN CONNECTION PER DETAIL TK-DD.09 8" DRAIN PIPE WALL DRAIN PER DETAIL TK_DD 03 6" WALL DRAIN CONNECTION 6" FOOTING DRAIN CONNECTION ROOF DRAIN DOWNSPOUT CONNECTION TYPE 2 N§W S; 74. MAR 2 6 2016 DR.05 KEY MAP 10 TK-DD.08 DR.03 11 tJ DR.06 20 1 inch = 20 it. 40 RECEIVED ITY OF TUKWILA NOV 2 7 2012 PEFIIVIIT CENTER 100% SUBMITTAL 11 /9/2 01 2 11 /9/2 01 2 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Designed By K. ORNDORFF Drown By A. ALIMOVA Checked By: D. PROCTOR No. Date By Chk. App. Revisions Approved By. S. OLLING Consulting Engineers 1601 Fifth Avenue. Suile 1600 Seattle. absbington 98101 (206) 622-5822 Fos (206) 622-8130 Submitted: Dote: TET TECH N INCA ENGINEERS, INC. s:,A TETRA TECH INCA 400 112th Ave NE, Suite 400, Bellevue, WA 95027 Te1:425.535.1000 Approved: SOUNDTRANSIT Dote: Scale: 1" = 20' Filename: TK—DR.dwg Contract No.: CN0143-I2 Dote: II /9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON STORM DRAINAGE PLAN Drawing No.: TK-DR.04 Sheet No.: Rev.: 59 1 MATCHLINE - SEE DWG TK-DR.02 2 3 4 1 D.i]k.T.,,k ROM Aril (CONT'D) RIM=25.2 IE=23.0 F\ 235+00 S2'O6'24"W RIM=25.0 IE=23.0 SD 57 LF @ 2.22% 32 LF 6 63 LF o- CONNECT UNDERDRAIN TO DRAIN PIPE CONNECT UNDERDRAIN TO DRAIN PIPE ( 1039+00 • or RIM=33.0 IE=31.0 8 RIM=33.25• IE=31.0 Via; LOCATION OhL VERIFIED op OF SD SD 10 LF @ 5.00% 234+00 SD TK-DD.04 ».�..•�..T» ,Re raf w,�...w..t.......�..,.ow�.u�«� a?`:£ o�owoox... 5 66 LF @ 2.50% 1 100 LF IE=23.0 300 LF O ... 300 LF BFO -Lf 130 LF 1040+00 Tv SD "!f.) r=3 IE=30.0 .` 8 RIM=25.2 1E=23.0 OP i Ill 250 LF mu nu OP OP • \. ' ._ •• • op 16 LF 44 LF @ 2.50% GE=23.26 64 6 (CONT'D) 8 RIM=2345 12 LF IE=20.10 RIM=25.2 IE=23.0 CONNECT TO DRAIN PIPE x- x x • 4 7 0P S 80 LF @ 2.06% 232+00 E=22.85 94 LF @ 1.00% UT 45' - BEND p 75 LF ® SO SD ws': IE=20.35 OP 8 194 LF CONNECT UNDERDRAIN TO DRAIN PIPE Op_-..._._--..-....._ 1.20 .LF • RIM=31.7 IE=29.7 • . 89 LE OP OP' • N. . ra ' (CONT'D) 6 WYE PLAZA LEVEL IE=19.95 72.5 LF ® GE=22.40 200 LF • • OP 1;• A 0P C • • . ........ ............... w... . 4 1 PPE 10 LF CO1d13�1C' . A c• GENERAL NOTES: 1. SEE SHEET TK-CZ.01 FOR CIVIL LEGEND. 2. SEE SHEETS TK-SV.01 TO TK-SV.08 FOR DETAILED EXISTING UTILITIES AND CONDITIONS INFORMATION. - A 1 3. SEE SHEETS TK C .0 TO TK-CA.06 CA.06 FOR SITE LAYOUT HORIZONTAL CONTROL INFORMATION. 4. CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION CENTER AT 1-800-424-5555. 5. SEE SHEETS TK-DM.01 TO TK-DM.06 FOR ADJUSTMENTS, ABANDONMENTS AND REMOVALS OF EXISTING STORM DRAINAGE. STORM DRAINAGE CONSTRUCTION NOTES: 0 6 18 19 20 21 22 23 24 STORM DRAINAGE STRUCTURE AND PIPE (SEE STORM DRAINAGE PROFILES TK-DP.01 TO TK-DP.06) 6" DRAIN PIPE STORM DRAIN CLEANOUT PER DETAIL TK -DD 10 TRACK UNDERDRAIN PER DETAIL ' D TK-DD.09 TK-S4.21 LANDSCAPE TRENCH DRAIN PER DETAIL T= 0 SEAT WALL TRENCH DRAIN PER DETAIL TKK .. WALK TRENCH DRAIN PER DETAIL TK-DD.09 LANDSCAPE AND WALK TRENCH DRAIN CONNECTION PER DETAIL TK© CONNECT EXISTING PIPE TO NEW CATCH BASIN RETAINING WALL FOOTING DRAIN 25 8" DRAIN PIPE 28 WALL DRAIN PER DETAIL 29 30 37 TK-DD.03 TK-DD.03 6" WALL DRAIN CONNECTION REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2013 City of Tukwila BUILDING DIVISION 6" ROOF DRAIN CONNECTION (SEE MECHANICAL PLANS TK-MI.02, TK-MI.22-24) 6" FOOTING DRAIN CONNECTION CONNECT TO TRENCH DRAIN (SEE ARCHITECTURAL PLANS, DETAIL 15/TK-A2.12, DETAIL 4/A8.27) 39 ROOF DRAIN DOWNSPOUT CONNECTION TYPE 2 TK-D 70 11- •Mik s' MAR 2 6 2016 KEY MAP 0 EzD 10 20 RECEIVED CITY OF TUKWILA NOV 2 7 2012 PERMIT CENTER 40 1 inch = 20 ft. 100% SUBMITTAL 11 /9/2012 11 /9/2012 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Designed By: K. ORNDORFF Drawn By: A. ALIMOVA Checked By: D. PROCTOR No. Date By Chk, App. Revisions Approved By: S. OLLING Consulting Engineers 1601 Fifth Avenue. Suite 1600 Seattle. Ilbshkvglon 98101 (206) 622-5822 Fos (206) 622-8130 Submitted: Dote: TET TECH BNC INCA ENGINEERS, INC. D A TETRA TECH INCA 400 112th Ave NE, Suite 400, Bellevue, WA 98027 ThI:425.888.1000 Approved: SOUNDTRANSIT Dote: Scale: 1" = 20' Filename: TK-DR.dwg Contract No.: CN0143-12 Dote: II/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON STORM DRAINAGE PLAN Rev.: Drawing No.: TK - DR, 05 Sheet No.: 60 MATCHLINE - SEE DWG TK-DR.03 1 0 2 0 3 • 4 0 tT ci 5 in 1- W W m -O O OJti U o < O) O o o r9 I rn co En 0 OO N Ncn / 0 J N •ocn Q a. n 1 1 1 1 Lt-) O 0 1 C.D CI INN - 34 LF 17 231+00 SD SD - 31 6 42 LF €\ . 45' BEND IE=20.2 18I (CONT'D) OP . 45' -• BEND' • 4. 8 a 6 7 LF 6 48 LF 1® GE=20.65 LF ® t , E=20.95 80 LF 24 15 LE. w}P' F 4 :'S0`�`L 8 . 8 Ns- • i..i e,4'j.4 1•< a ?'r3'11•S`€"€ :: 1TFYF >T...1 i.' F••?w.'i i'-l� .:: lx F"i i� ..e..l�».• ..i b•a T-N-t T^ i"1.. J tN•• • N s 4) 4 ,ea N ;`SF • to a 1 • - . 8 4.. • 1. �4 50 c 4 Q • BF C <E r. t JAB EXISTING CONCRETE HEADWALLS AT BOX CULVERT DISCHARGE BF 0) PER AS - BUILT AT SF 1045+00 I.FOTURE.STORM DISCHARGE TO NORTH (NIC) FROM STRUCTURE E2 (IE=15,43) BY BNSF ! w -- s0 Z LOCATION ONLY NOT VER:FIED -- -- REVIEWED FOR \-- CODE COMPLIANCE APPROVED FEB252013 • City of Tukwila BUILDING DIVISION f 1046+00 -- - - "BNSF FS e$ & »A.l.iki'•',i END 0 LOi: A f i.S t By .w.,w.»w.vn».»>.vxmvv........ mvv»v v ^vk;r GENERAL NOTES: 1. SEE SHEET TK-CZ.01 FOR CIVIL LEGEND. 2. SEE SHEETS TK-SV.01 TO TK-SV.08 FOR DETAILED EXISTING UTILITIES AND CONDITIONS INFORMATION. 3. SEE SHEETS TK-CA.01 TO TK-CA,06 FOR SITE LAYOUT HORIZONTAL CONTROL INFORMATION. 4. CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION CENTER AT 1-800-424-5555. 5. SEE SHEETS TK-DM.01 TO TK-DM.06 FOR ADJUSTMENTS, ABANDONMENTS AND REMOVALS OF EXISTING STORM DRAINAGE. STORM DRAINAGE CONSTRUCTION NOTES: 0 6 n m 18 19 STORM DRAINAGE STRUCTURE AND PIPE (SEE STORM DRAINAGE PROFILES TK-DP.01 TO TK-DP,06) 6" DRAIN PIPE STORM DRAIN CLEANOUT PER DETAIL TK-DD.10 DRIVEWAY TRENCH DRAIN PER DETAIL 6 TK-DD.09 D TRACK UNDERDRAIN PER DETAIL TK-DD.09 TK-S4.21 LANDSCAPE TRENCH DRAIN PER DETAIL T� 20 SEAT WALL TRENCH DRAIN PER DETAIL TK-D' 4 � WALK TRENCH DRAIN PER DETAIL TK-DD.09 22 LANDSCAPE AND WALK TRENCH DRAIN CONNECTION PER DETAIL TK© 23 CONNECT EXISTING PIPE TO NEW CATCH BASIN 24 RETAINING WALL FOOTING DRAIN TKK© 26 CONNECT NEW PIPE TO EXISTING CATCH BASIN 21 u 31 6" FOOTING DRAIN CONNECTION 34 CORE DRILL AND GROUT NEW PIPE CONNECTION AT HEADWALL ADJUST CATCH BASIN TO FG p-9-1 ROOF DOWNSPOUT CONNECTION TYPE 2 TKK© 38 DR.01 DR.02 DR.03 11 • \dam' 2:\ice a>x;. R D .04 DR .05 a. "d w;:t ar 'rl IC Wk. J MAR 26 2111B KEY MAP 0 RECEIVED CITY OF TUKWIL NOV 2 7 2012 10 20 1 inch = 20 ft. 40 PERMIT CENTER1 00% SUBMITTAL 11/9/2012 11/9/2012 100% FOR BID AND CONSTRUCTION CONSTRUCTION PERMIT REVISIONS Designed By K. ORNDORFF Drown By: A. ALIMOVA Checked By D. PROCTOR No. Date By Chk. App. Revisions Approved By. S. OLLING Consulting Engineers 1601 Fifth Avenues Suite 1600 Swine, Nbshington 98101 (206) 622-3822 Fax (206) 622-8130 Submitted: Dote: TET TECH I ,.0 INCA ENGINEERS, INC. ®=33A TETRA TECH INCA 400 112th Ave NE, Sultu 400, Bellevue, WA 98027 Tr1:425.685.1000 Approved: SOUNDTRANSIT Dote: Scale: 1" = 20' Filename: TK-DR.dwg Contract No.: CN0143-12 Date: 11/9/2012 SOUND TRANSIT TUKWILA STATION TUKWILA, WASHINGTON STORM DRAINAGE PLAN