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HomeMy WebLinkAboutPermit D14-0178 - TUKWILA VILLAGE - NEW BUILDING C AND PLAZATUKWILA VILLAGE BUILDING C 14350 TUKWILA INTERNATIONAL BLVD D14-0178 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director CERTIFICATE OF OCCUPANCY This certificate is issued pursuant to the requirements of Section 110.2 of the 2012 edition of the International Building Code. At the time of issuance, this structure or portion thereof has been inspected for compliance with the requirements of this code for the occupancy and division of occupancy and the use for which the proposed occupancy is classified. Building Permit No.: Occupant/Tenant: Building Address: Parcel No.: Property Owner: D14-0178 TUKWILA VILLAGE BUILDING C 14350 TUKWILA INTERNATIONAL BL 1523049096 TUKWILA VILLAGE DEVELOPMENT ASSOC LLC CIO PACIFIC NORTHERN CONSTRUCTION COMPANY, INC 201 27TH AVE SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 Use: Occupancy Group/Division: Type of Construction: Automatic Sprinkler System: Design Occupant Load: COMM/WHSE A-2 VB Provided: YES 148 DA THIS CERTIFICATE TO BE CONSPICUOUSLY POSTED ON THE PREMISES Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 1523049096 14350 TUKWILA INTERNATIONAL BLVD TUKWILA VILLAGE BUILDING C Permit Number: D14-0178 Issue Date: 7/14/2016 Permit Expires On: 1/10/2017 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: TUKWILA CITY OF 6200 SOUTHCENTER BLVD , TUKWILA, WA, 98188 DIANA KEYS 15200 52 AVE S, STE 300 , TUKWILA, WA, 98188 Phone: (206) 766-8300 INTER -CITY CONTRACTORS INC Phone: (425) 806-8560 17425 68TH AVE NE , KENMORE, WA, 98028 INTERCI977PZ Expiration Date: 10/12/2017 US BANK Address: 20127 AVE SE BLD A SUITE 300 , PUYALLUP, WA, 98374 DESCRIPTION OF WORK: NEW CONSTRUCTION OF THE INDOOR COMMUNITY COMMONS (PER DDA 2.8C): A ONE STORY BUILDING CONTAINING A COMMUNITY ROOM, CAFE/COFFESHOP AND ASSOCIATED KITCHENS & STORAGE. PERMIT ALSO INCLUDES THE SITE DEVELPOMENT OF THE OUTDOOR PLAZA (PER DDA 2.8B). Project Valuation: $724,130.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $32,508.77 Occupancy per IBC: A-2 Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: 1 Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: Date: 7`/4%- (f I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating constrrution or the performance of work. I am authorized to sign and obtain this development permit and agree to t conditions attached to this permit. Signature: �� C Print Name: 1`�'�2-Z- V S5-Lv Date: 7-7‘74 y6 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector) and (Moira Bradshaw, Planning Division), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 3: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 4: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 5: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 6: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 7: 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. 8: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 9: 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. 10: Prior to issuance of this permit, Transportation Impact Fee shall be paid in full. 11: For fire line backflow assembly within Building 'C", provide cut sheets for device including (size, brand, etc. with specifications). Detector Check Double Valve Assembly (DCDVA) plans shall be prepared, stamped, signed and dated by a Level III certificate of competency holder (NICET) (or) by a State of Washington Licensed Engineer. Provide to Public Works Inspector prior to installation. 12: Should provide storm drainage pipe to future King County Library parcel, in case storm drainage agreement with library is executed. Coordinate with Public Works Inspector. Storm drainage pipe to library parcel was shown on previous plan sheet. 49: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 17: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 18: Portable fire extinguishers shall be provided within a 30-foot (9144 mm) travel distance of commercial -type cooking equipment. Cooking equipment involving vegetable or animal oils and fats shall be protected by a Class K rated portable extinguisher. (IFC 904.11.5) 13: 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) 14: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 15: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 16: A Type 1 hood shall be installed at or above all commercial cooking appliances and domestic cooking appliances used for commercial purposes that produce grease vapors. Each required commercial kitchen exhaust hood and duct system required by section 610 of the International Fire Code to have a Type 1 hood shall be protected with an approved automatic fire -extinguishing system installed in accordance with this code. (IFC 904.2.1 and IFC 904.11) Automatic fire -extinguishing systems shall comply with UL 300 or other equivalent standards and shall be installed in accordance with the requirements of the listing. (NFPA 96, 10.2.3) 19: All new automatic fire -extinguishing systems and all modifications to existing automatic fire -extinguishing systems shall have fire department review and approval of drawings prior to installation or modification. 20: 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) 25: Each door in a means of egress from an occupancy of Group A or E having an occupant load of 50 or more and any Group H occupancy shall not be provided with latch or lock unless it is panic hardware or fire exit hardware. (IFC 1008.1.10) 21: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 22: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 23: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.6) 26: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1011.6.3) 24: Aisles and aisle access ways serving as a portion of the exit access in the means of egress system shall comply with the requirements of this section. Aisles or aisle access ways shall be provided from all occupied portions of the exit access which contain seats, tables, furnishings, displays and similar fixtures or equipment. The required width of aisles shall be unobstructed. (IFC 1017.1) 28: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1006.3.1) 27: Every room or space that is an assembly occupancy shall have the occupancy load of the room or space posted in a conspicuous place, near the main exit or exit access doorway from the room or space. Posted signs shall be of an approved legible permanent design and shall be maintained by the owner or authorized agent. (IFC 1004.3) 29: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 31: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 30: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2436) 36: All piping and attached appurtenances subjected to system working pressure shall be hydrostatically tested at 200 psi (13.8 bar) or 50 psi (3.5 bar) in excess of the system working pressure, whichever is greater, and shall maintain that pressure at /- 5 psi (0.35 bar) for 2 hours. Contact the Public Works Department at 206- 433-0179 to make an appointment. (NFPA 24, sec. 10.10.2.2.1) 39: When the sprinkler riser is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Sprinkler Riser". (NFPA 13) 32: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2436) 33: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 34: 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) 37: 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) 42: Sprinkler coverage around unit heaters needs to comply with section 8.3.2.5 and figure 8.3.2.5 of NFPA 13 (2013 edition). 38: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5-inch Storz fitting(s) and Knox FDC locking Storz cap. (NFPA 13-6.8.3) (City Ordinance #2436) 40: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 41: 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. 54: Fire department connections (FDC's) shall be located within 50 feet of a fire hydrant. 55: Fire hydrants are required as detailed in City Ordinance #2052. 56: 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 not. (City Ordinance #2052) 57: Fire hydrants shall be oriented in the direction of fire apparatus access. 58: Hydrants shall not be closer than 4 feet to any fixed object (e.g., fences, parking, building, etc.), with the exception of hydrant guard posts. Guard posts shall be installed around hydrants not protected by curbs, so as to help prevent motor vehicles from contacting the hydrant. The guard posts shall be either steel pipe (minimum 4" distance) filled with concrete or concrete (minimum 8" diameter). Posts shall be 3 feet from the center of the hydrant and shall not be in direct line with any discharge ports. Posts shall be 6 feet long; 3-3 1/2 feet shall be buried. Painted finish shall be the same color as for the applicable hydrants. The 4- foot circumference around the hydrant will be a level surface. (City Ordinance #2052) 59: 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) 60: Private hydrants shall be all yellow. Hydrant color is to be "Rustoleum" #659 Yellow Gloss or Farwest #X- 3472 Case Yellow. 63: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. 43: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2437. 45: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 47: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 44: Local U.L. central station supervision is required. (City Ordinance #2437) 46: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire Department. The lockbox should be mounted so that it is readily visible and not over 60 inches high. (City Ordinance #2437) 48: Doors into electrical control panel rooms shall be marked with a plainly visible and legible sign stating "ELECTRICAL ROOM" or similar approved wording. (IFC 605.3.1) 50: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.9 of the International Building Code. 51: 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) 52: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2435) 93: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 92: Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 45,000 lbs. 53: In occupancies of Groups A, E, I and R-1 and dormitories in Group R-2, curtains, draperies, hangings and other decorative materials suspended from walls or ceilings shall be flame resistant in accordance with NFPA 701 or be noncombustible. Where required to be flame resistant, decorative materials shall be tested by an approved agency and pass Test 1, as described in NFPA 701, or such materials shall be noncombustible. Reports of test results shall be prepared in accordance with NFPA 701 and furnished to the fire code official upon request. (IFC 807.1, 807.2) 35: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 61: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 62: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 64: ***BUILDING PERMIT CONDITIONS*** 65: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 66: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 67: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 68: 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. 69: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 70: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 71: 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. 72: 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. 73: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 74: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterially braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 75: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 76: 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. 77: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 78: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 79: All food preparation establishments must have Seattle/King County Department of Public Health sign -off prior to opening or doing any food processing. Arrangements for final Health Department inspection shall be made by calling Seattle/King County Department of Public Health, (206/296-4928), at least three working days prior to desired inspection date. On work requiring Health Department approval, it is the contractor's responsibility to have a set of plans approved by the agency on the job site. 80: Fire retardant treated wood shall have a flame spread of not greater than 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. 81: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 82: All wood to remain in placed concrete shall be treated wood. 83: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 84: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 85: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 86: 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). 87: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 88: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 89: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 90: 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. 91: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 94: ***PLANNING PERMIT CONDITIONS*** 95: This project was approved by the City's Board of Architectural Review or the Department of Community Development Director and no changes are allowed without prior approval of the Planning Department, these include no changes to the exterior finishes of the building, landscaping (both design and plant species), site plan, and site finishes. If you wish to make any changes you must submit a written request along with a justification for the requested change and an explanation as to why the issue was not addressed as part of the design review process. 96: All design elements on the building and the site, including landscaping must be completed prior to final occupancy. The city will not allow the design elements to be deferred, instead all items must be completed before final inspection. It is highly unlikely that the city will consider financial guarantee in lieu of completing the work. 97: Signs are not approved as part of this permit. A separate sign permit is required 98: A soils inspection is required after amending the soil, but before any plants are installed 99: Prior to requesting a landscaping inspection please provide a landscaping affidavit from the landscape architect, stating that the landscaping was installed per approved plans. Landscape inspection can occur any time after the plants are planted. You do not need to wait until the end of the project to schedule the landscaping inspection. As part of the landscaping inspection you will need to verify that the irrigation system is working properly 100: An inspection to approve the exterior finishes (materials and colors) is required before doing any exterior finish work, to ensure that the finishes approved as part of the design review process are being used. 101: Sheet L30 - Provide brackets for all light poles per DDA General Landscape - Plants shall meet the current American Standard for Nursery Stock (American Nursery and Landscape Association — ANLA), and shall be healthy, vigorous and well -formed, with well -developed, fibrous root systems, free from dead branches or roots. Plants shall be free from damage caused by temperature extremes, lack of or excess moisture, insects, disease, and mechanical injury. Plants in leaf shall be well foliated and of good color. Plants shall be habituated to outdoor environmental conditions (hardened -off.) Sheet LO1 The water feature must be a minimum of 4 foot diameter on a natural stone base that extends beyond the sphere. Natural stone paving or other interesting material that contrasts with the concrete paving in the area shall encircle the water feature in the ellipse pattern. Sheet L-14 Add arms every 3-4 feet on metal benches. Sheet L-16 - Per BAR decision, provide groundcover in shrub beds with medium and large shrubs -such as the Rhododendrons; in pots with perennials, provide winter interest. 102: Sheet L-05 move pedestrian pole out of landscape bed. 103: Move pedestrian light pole in Bldg. C loading area back from curb edge approximately - 4 feet. Align with depth from curb of pedestrian lights around the north side of Bldg. C. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 0611 EMERGENCY LIGHTING 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 0612 EXT ROOFING INSUL 1400 FIRE FINAL 5020 FIRE LOOP HYDRANT 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 0502 LATH & GYPSUM 0608 PIPE INSULATION 1500 PLANNING FINAL 0101 PRE -CONSTRUCTION 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 4000 SI-CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4034 SI-METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4035 SI-SOILS 4025 SI-STEEL CONST 4026 SI-STRUCT STEEL 4040 SI-TEST-QUAL SEISM 4004 SI-WELDING 4032 SI-WOOD CONST 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0406 SUSPENDED CEILING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKf A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov 'p-1kOf (8 Prokict No- vas (al�,�# t?-4t--t mtiol 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 Address: 14350 Tukwila International Blvd. King Co Assessor's Tax No.: TBDBLA in progress Suite Number Floor: 1 Tenant Name: Tukwila Village Community Commons New Tenant: m Yes ..No nton RTY wait Name: Tukwila Village Development Assoc., LLC Address: 201- 27th Ave. SE, Bldg. A, Suite 300 Cm'' Puyallup State: WA Zip: 98374 CONTACT PERSON —person teethingslpaoject iom Name: Diana Keys @ Johnson Braund, Inc. Address: 15200 52nd Ave. South, Suite 300 City: Seattle State: WA Zip: 98092 Phone: (206) 766-8300 Fax: Email: dianak@johnsonbraund.com GENERAL CONTRACTOR INFORMATION Company Name: Inter -City Contractors, Inc. Address: 17425 68th Ave. NE City: Kenmore State: WA Zip: 98028 Phone: (425) 806-8560 Fax: (425) 806-8566 Conn- Reg No.: CCINTERCI977PZ Exp Date: 10/09/2015 Tukwila Business License No.: Company Name: Johnson Braund, Inc. Architect Name: Greg L. Allwine Address: 15200 52nd Ave. South, Suite 300 City: Seattle State: WA ZiP: 98092 Phone: (206) 766-8300 Fax: Email: grega@johnsonbraund.com Company Name: Davido Consulting Group, Inc. Engineer Name: Matt Schmitter Address: 15029 Bothell Way NE, Suite 600 City: Lake Forest Park State: WA Zip: 98155 Phone: (206) 523-0024 Fax: Email: matt@dcgengr.com w LENDER/BONDISSUED (red for projects $5,000 or gnaw per RCW 19.27,095) Name: OS MA) /oiL Address.-24 - zrtfAtit z -70 li ur4 I zet., City: ?t) yAuop State: W A- Zip: 9s,379 HAApplications\Fon-Applications On Line \ 2011 Applications\Permt Application Revised - 8-9-11.docx Revised: August 2011 bh Page 1 of 4 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Describe the scope of work (please provide detailed information): New Construction of the Indoor Community Commons (per DDA 2.8C); a one-story building containing a community room, cafe/coffeshop and associated kitchens & storage. Permit also includes the site development of the Outdoor Plaza (per DDA 2.8B) NOTE: Fee calculated by City of Tukwila based on area & occupancy / not contractor bid price Will there be new rack storage? ❑ Yes m.. No If yes, a separate permit and plan submittal will be required. Floors 4,994 VB A-2 ,Basement exec C Structwe* Detach Attache Carpet Covered Deck vered Peck' RECE CITY OF JUN 1 IVED UKWILA 6 2014 PERMIT CENTER 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: T Compact: Handicap: Will there be a change in use? ❑ Yes m No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERI LS: ® Sprinklers ❑ Automatic Fire Iarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or azardous materials in the building? ❑ Yes Z No If `yes', attach list of materials and storage location on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic $'stem, provide 2 copies of a current septic design approved by King County Health Department. See A001 / Special Permission Parking Variance H:\ApplicationsTonns-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC W P `A' Scope of Work (please provide detailed information): Tukwila Village Phase 1 Public Works Permit - submitted under separate cover - REFERENCE Project Number. PW13-0163 Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate skeet. water District IZI .Tukwila 0 ...Water District #125 m ...Water Availability Provided ❑ .. Highline • er District .• .Tukwila m ...Valley View Cl .. Renton ❑ ...Sewer Use Certificate m ...Sewer Availability Provided tic System: 31 On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. ❑ .. Renton b• mitted with Anolicadion (mark boxes which annlvl: PM ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) trouosed Activities (mark boxes that aim1vl: ..• .Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way ❑ ❑ ...Total Cut cubic yards ❑ .. Work in Flood Zone ❑ ...Total Fill cubic yards ❑ .. Stony Drainage ❑ ...Sanitary Side Sewer ❑ _..Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection _ Irrigation Domestic Water ❑ .. Abandon Septic Tank ❑.. Curb Cut ❑ .. Pavement Cut ❑ -. Looped Fire Line SS ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. " ❑ ...Water only Meter Size " ❑ ...Sewer Main Extension Public 0 ❑ ...Water Main Extension Public 0 SI wo # WO # wo # Private 0 Private 0 ❑ .. Seattle .. Geotechnical Report 0 ...Traffic Impact Analysis ❑ .. Maintenance Agreement(s) 0 ...Hold Harmless — (SAO) 0 ... Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Grease Interceptor ❑ -. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding 0 ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Applications \Forms -Applications On Line\2011 Applications\ Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 • 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 OWN ''�%t�UTH1' ZE Signature: Date: ( - ZT A- �i t y Print Name: V7A 1+1, PA v Day Telephone: (2 Sr) -?) 1` 0 / Mailing Address: ? 0 /_ a 7 /'/,�- i)v,t SE, Ir/I5 4) fN; 4. 3,�0 I v� y All In p wit 9d J %) �f City I I ( State Zip H: Applications\Foma-Applications On Line\2011 Applications\Pennit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 4 of 4 DESCRIPTIONS PermitTRAI Cash Register Receipt City of Tukwila Receipt Number ACCOUNT I QUANTITY I PAID 26,813.02 14-017, ddress: 14350 TUKWILA INTERNATIONAL BLVI pn: 1523049096 $26813.02 DEVELOPMENT $6,643.14 PERMIT FEE R000.322.100.00.00 0.00 $6,481.30 PLAN CHECK FEE R000.345.830.00.00 0.00 $157.34 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $4,989.01 FIRE R304.345.852.00.00 0.00 $2,896.52 PARK R 104.345.851.00.00 0.00 $2,092.49 PUBLIC WORKS $14,856.80 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $14,856.80 TECHNOLOGY FEE $324.07 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R8926 R000.322.900.04.00 0.00 $324.07 $26,813.02 Date Paid: Tuesday, July 12, 2016 Paid By: ONYX HOUSING Pay Method: CHECK 1408 Printed: Monday, July 11, 2016 4:35 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID 5,695.75, D14-017 Address: 14201-14399 TUKWILA INTL BLVD Apn: STRT-00826 $5,695.75 DEVELOPMENT $5,445.75 PLAN CHECK FEE STRUCTURAL CONSULTANT R000.345.830.00.00 E000.08.559.600.41.00 0.00 0.00 $4,055.51 $1,390.24 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R2336 R000.322.100.00.00 0.00 $250.00 $5,695.75 Date Paid: Wednesday, June 11, 2014 Paid By: ONYX HOUSING CORPORATION Pay Method: CHECK 1322 Printed: Wednesday, June 11, 2014 3:06 PM 1 of 1 I?SYSTEMS INSPECTION RECORD Retain a copy with permit Di/-0176 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: l'Ek Wit14 gytaA ere Type of Inspection: Stli [, WAR:- -iM-.AM Address: /4'3 sa -rite )A'r2 Date Called: Special Instructions: isayy G Date Wa^�� / j 7 ,, CO. Requester: Phone No: EApproved per applicable codes. Lj Corrections required prior to approval. COMMENTS: Inspector: Date: /0 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 7 I ii 4 j/ LL./` 6 Type of nspection: i ?iAg- Address: /1435-0 me /eyrie,- Br ut Date Called: Special Instructions: f� Date Wante % 1� a.m P.m. Request r: Phone No: gApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: A Date: /0)) REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 11•10-0,16 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: -4.c.)JLA uruAter Type of Inspection: E*I eareilei L/6,- m f6 Address: /q3S- 17)E /,iT L 3LA Date Called: Special Instructions: &b& C. Date WantedCE /OS' t 7 p.m. Requester. Phone No: r& v Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date/O A/-7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:. ro / r�Yt.01 LA ifl uAC T e of Inspection: t1S P6J�, L''� C'�-1 t i,�lb- Address: 11130 pik lAvi "l lkwt Date Called: Special Instructions: Date WaVii?it��'�� Request Phone No: Approved per applicable codes. u Corrections required prior to approval. COMMENTS: Inspector: A Date: IA l ? n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: TUYii))t,4 14Lb44I ' Type of Inspection: AU- Juc citArtCd Address: &Jib £a Called: /'3S0 ‹il ) it Special Instructions: �:Y7' Date W/a'nt `( / / % a.m.„� ��r Reques Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: 1 Date:// `7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. MAI INSPECTION RECORD Retain a copy with permit ION 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 Ai `i' b 17$ Project: 7VKwlt1 VILL/A-Ge Type of Inspection: inds16 - Address: /y3� Ti. a Date Called: Special Instructions: $VIL.DING C Date Wanted: y—/7v/ Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: APitizeZb RIf LA,R Ins pector��/ Date: Q'/7 /7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ' 017,6 lProj Y41/LAN �CLa-GLa T Inspection: MAIM' , ` Gc/i4C [.. 11 ddress: ate Called: /143SZ2Z AT1. &4Jti Special Instructions: C Date Wanted 4i//7 a.m. p.. Requester Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ,tJr�ag (-� -rZsir,rG IA -a 16.i'W-c Inspector: Date: Ll Jt, 1)7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ibg4-0)7b 9 INSPECTION RECORD Retain a copy with permit IN '' ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98(206) 431-3670 Permit Inspection Request Line (206) 438-9350� Project: k L4 )LLA -, Type o Inspection: Address: /43s7 v NTk g1,4D Date Called: Special Instructions: lat2:46- C. Date Wanted: 3 J 7 ,_ p.m. ` equester: P one No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: 3 /� l7 ins a ion fee must FEE REQUIRED. Prior to nextp be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN T TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1.1)0- 078 Project: ' �,4.4)/M U 1 C 46r$ Typfef'Inspection: /zc 7•t16- Address: ARCO 7Z'k' MIT 1 -vb Date Called: Special Instructions: ;b6.- G Date Wante 3Vi 7 a.m. p.m. Requeste : Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: P/A GANastAP/nl'G- brax-gerre S�4T q-AJD Cno.nag Were -Ok Pele IgsVA.� 1.a8 QaPrn¢Z Inspector Date: 3 3c7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 lb114 -oi7g Pro ct: . ` Yc.JI L4 1/ ! i.A61P^ T a of Inspection: l"7v J0A17c-Ai /AU - Address: /43rO 1;: JNr't- RLAZ ate Called: Special Instructions: ce , D � c Date Want 3c7,/a.m. Requester.. Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: D/d �Pb, irR S, /. 4'7Z'? R.47Ni-Zv eci.in ,Et G PA R s Al s / 4 ( r-r 4.4-z. z_ szoLfiregir Pie0457791._ , P//14v7; A. -in S S iv& 7?'-oQs / Pahl/TAW C Inspector: Date: 2 -3-17 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD Retain a copy with permit INS ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 Dill-ol7a Project: 7UK14) Ulf Vi LL0 Type of Inspection: foo7114G Address: /513SD 7 / B, Date Called: Special Instructions: Date Wante . : I —2 7-17 p.m. Requester: Phone No: Approved per applicable codes. Q Corrections required prior to approval. COMMENTS: RAllr6e I3Y4 P6R T7 Ixt( LAR Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit ON 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 Projec • IA V/ Lt -& Type spection: A& Address: /1/3C0 -TX /,ufl. BL Date Called: Special Instructions: &bcr,c Date Wanted. (/ 1 ` / �e Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: P/A Ica Ayr f 1 — /47.4)awils xkr-- elY Inspector Date: lz Z/ f (� n REINSPECTION FEE REQUIRED. Prior to next inspec ion. f e must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Ktr 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 1+4-0179 P�ro ect: I vkwlt,4 0 aA6 Type of Inspection: Q• ,Kll/Ala siae4i Address: Date Called: /4327 T� JNT'L 81-jj Special Instructions: Dom- . Date Wanted: 1 a 1 zi /aO a.m. p.m. Requester: Phone No: Ip(IApproved per applicable codes. Corrections required prior to approval. COMMENTS: E, : 541rAt iamb AT& - OIL Inspector: Date:! Oziie n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit [b -ol PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj - / UY-toti)L4- UjGAre Tyac of Inspec n: C&LI - A0'1L Address: / Date Called- Special Instructions: Date Wan ted:/" 1z7 l c a.m. m.. Requester:/// �---.. Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: abri, AT- e“» 14Au% REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 n)y-ol�l3 Proj�e s: -T k LA 1l1 Lt4G � Type of Inspection: (jjALL //V S J�47i0 / Address: x1 3sa 1 /.iT'L, &,ri Date Called: Special Instructions: - , C �� Date Wanted / . m. Requeste . Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: P/ JnvkvtArtoa/ 5w56214 PA -Ale -Ls Inspector: ,r) 4 Date: 2 9 4„ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. lebvi 'tt‘ INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: �.0AI / L4 9/1 CL46L= Typp of Inspection: YiPP' S1 ffi9rM/AlG- Address: /g3C10 /Vi' /AWL &Lti1� Date Called: Special Instructions: ,ys G, Date Wanted: / %� to// f r �'I}r Requester: Phone No: Approved per applicable codes. Ll Corrections required prior to approval. etr COMMENTS: PeW It4.14AkIuAkr r 01. 156 1etniz l3 's Inspector:A tAvti Date: 0 )/ n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 of 78 P�roj �ec • � / 4IA �V7 L2 4 6t Type of Inspection: "JAIL SNP-of/�tIG N 2 Address: A 3 V 7 X /tiT'L &v.D. Date Called: gazSpecial Instructions: " C 5wsgzq pAnr6 S Date Wanted: it r!o �t!e Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: P/A Poe rieM AZ- LAB. /2:9R3seil Inspector: Date: 12,A) n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. gtkr INSPECTION RECORD Retain a copy with permit IN CTION 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 Ibizl-ooge tie Proj -/ liAji LA- 0 aiter9 Type of Inspection: St411 htgraAgra tress: s2' 7i�,-3,�sup Date Called: Special Instructions: Date W ted: 4Reques er• Phone No: Approved per applicable codes. Q Corrections required prior to approval. COMMENTS: Inspector: Date: / j /9/61 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN TION 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 Ng -0176 Project: ILA I/i CC �4li 7 Typ Inspection: o 'iAi& SLAB Address: /4 350 -6 &itA /NTH &AID Date Called: Special Instructions: C Date Wanted: 11 9 /l qr Requester: Phone No: ElApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: LA{, (ems Inspector: Date: / REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD Retain a copy with permit INSPE ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 / -D17o Pro' t: 7ii ,i I/iLL 6 Type spection: I2A-M1 * & Address: /43Sv Tv.ebiit.4 i &.vD Date Called: Special Instructions: 1(r. G Date Wanted le 1816 scn Requeste . Phone No: Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: P/A 51igme P.wrxs ,ate cIAus -b/zr‘ Inspector: Date: lei1 g /6 ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION �y-0 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pam: / 4/ LA- l%i aA9 Tyge of Inspection a 7 iimAI teer2ATa-S Address: Date Called: Special Instructions: �,�� e .1 .D-C- Date Wanted l 9 zd a a.m. �o.m: Requester: Phone No: ElApproved per applicable codes. a Corrections required prior to approval. COMMENTS: Pe& TesnbJZ /.qi3 PeRncr Inspector:A l i Date: //?°//6 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. wx Inspector: 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 11))1-1- 0 ►7FS Pro' 7liti,ti ILA vl L.L}c T of Inspection: L /iti. Address: /"/ gr. /Oa)/i k MP - RA, Date Called: Special Instructions: L� Ala C-1) , 2-6 AC) / —! Date Wante/�� a;m m. Requeste . Phone No: ElApproved per applicable codes. a Corrections required prior to approval. COMMENTS: Date:9 ZO . REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. A 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 1ff- Proie_ct: f.,1.-..' bYw) LA j/kV t T e of Inspection: o S`J ' 3 Address: /L/3sV 174wwA MIL BLIdi Date Called: Special Instructions: C- O , Z- , A- G , / - 3 &bey C Date Wansgd 6 G 10•,yam v 01. Requeste . ///// Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: P/A ()et Termx, cA13 1< l3 Inspector: Date: 9 /6 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. FiralINSPECTION RECORD Retain a copy with permit INS ON NO. �ly-0178 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: V 1G 6.J1CA L teis- Type Inspt6o'n: Address: /'lam <AMA /N r k alt Date Called: Special Instructions: B c � rAC/Or CotosiA) A1 Date Wang:J3^ /(D L Requester: Phone No: 266-- Y, - / / C / Approved per applicable codes. Corrections required prior to approval. COMMENTS: P2A (1)7 -r .Jc l4rl G-fbeTS Inspector: Date: O q4, ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 6' 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 111L1 -U 178 Projec • / 04diL (f 1 [.44-&6 Typ nspection: / GU 1U64-Tzc✓ Lt/A-LL A dress: Date Called: Special Instructions: `c`� G Date Wanted: a.m. p.m. Requester: Phone No: n Approved per applicable codes. U Corrections required prior to approval. COMMENTS: A Rc-12. 6s1-2Af6. LA -a et,---MaTS Inspector: Date: e 7Z/ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP ION 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 Ply-©t78 P° ec : e , / 1 vkb (V ff t — Typ of Inspec 'o c l fry L �' / Address: tit 33-o7"ii Dateifa Special Instructions: Ite ` Date tnte f :7 , lc. a.m. p.m. Requester: Phone No: ❑ Approved per applicable codes. a Corrections required prior to approval. COMMENTS: ( bt41 SS/Ar& / z- Als AT- S6 aneArte D'26-vItc- resepAr6 eoin Dc � r-te- Q,f r, PLAcciereArr Inspector: jouvi Date: 8 ' ! ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 17 u6,JJ /LA Iii11,A6€ Type o pection: All - Address: 143Sb 17J2ih1114 .Z-ITZ RA Date Called: Special Instructions: �7 c Date War JOA m. Requeste : Phone No: 206- Lice/- /k)/ ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: r A .F°i- k hC S e cf O� r frcy(c`e 0) 5 ' vim. C-Qr't- 6v- b (of soli' vt, CrS Cal, 4V rk.tps ec,-1-1 06 Inspector: Date: p — ib n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD I y` O 17g Retain a copy with permit U INSP ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: TuYciJI LA �/,t.L.4Grr' T �g of Inspection: ' C AKTPUCrid� Date Called: Address: /11392 '<litJ)l. ITJT2. a.4 Special Instructions: 2)0, G Date Wante : 7 Igka a.m. p.m. Request Phone No: Approved per applicable codes. u Corrections required prior to approval. COMMENTS: Inspector: Date:? / 14. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy With nit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT -S7s_ Proje j/ ff / l ` 6{ 1 tcC.- W c7 Type of`Inspection: dd o Q ri g-t ,J ,1"L k ', U Vi Address: Suite #: /� Ti Contact Person: Special Instructions: Phone No.: pproved per applicable codes. Corrections required, prior to approval. COMMENTS: 3P-',101)1 Sy47-k-77.1 iverz-civ-6---p -- ,,' Cr j�'7' w i t /4 kt r?-4: ( Cie %f -W ,v 2 2.it . 723 c'7 NO t S t - e /3kv 5 /7 /5 e /NCB 1,444, ag II 1414 ,'Tt i-/.1) kr 1-J el-- - t-Z Needs Shift Inspection: .w.. Yf Sprinklers: `fCc> Fire Alarm: y Hood & Duct: y 5 Monitor: 7-1'T1 v D Pre -Fire: Ntl"1) S Permits: __ ,. �► , Occupancy Type: Inspector: 27 Date: %d4/57__ Hrs.: $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 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER 01to7 INSPECTION RECORD Retain a copy with permit ERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTME T 206-575-4407 Project j _ --- / ti 4w1 la, V l Type f Inspection: A -,r,r..11{ v / , Address: Suite #: /c/ _SG / • .A - Co tact Person: Special Instructions: Phone No.: iX(Aroved per applicable codes. Corrections required prior to approval. COMMENTS: '" good .x/E., F-7 / ,r 44.r.,,,,- ----- /Vati .fp' ,,c,,r? /fie.. -a( .. -- J S _ Pry S',VX?- - -yc (f des?" - "ass //1/41C1C A /" At -CI 4 Q / S?1 f-P' ,E ✓,, ,ice-fl Needs Shift Inspection: Sprinklers: Fire Alarm: '`` Hood & Duct: , Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: Hrs.: $100.00 REINSPECTION FEE REQU ED. You will receive an invoice from the City of Tukwila Finance Department. CaII o schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER � -z3-2 vi63 1)ly- t�8 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:.,...---- /u/ „4 f Vif! ,e e ` Type of Insp:07 Address: (�� � � Suite #: 7 / /E Contact Person: Special Instructions: Phone No. Approved per applicable codes. �C 1 Corrections required prior to approval. COMMENTS: — ACc.d. _____ 2 _,, �c ejw te 7> j Eg-f 1• c' i•*.-r_c T' l v ti '?fir"lam . r — ,a-// k-' / .v Six( h ,47:e - /7 -e , 6 -. -, Needs Shift Inspection: Sprinklers: Fire Alarm; Hood & Duct: Monitor: Pre -Fire: Permits: ' Occupancy Type: Inspector : ,.44C 3 Date: q// `/f f '7 Hrs.: I . (3. $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: Address: City: Company Name: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 1#3 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT _____ Projectf / i,e, (A, A- e2), V Type of Inspection: ,-- n — s Address: Suite #: / q3 T/3. Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Aced O V r 'A..Ad Needs Shift Inspection: Sprinklers: Fire Alarm; Hood & Duct; Monitor: Pre -Fire: Permits: Occupancy Type: 'Inspector:?r7944 Date: - ?Sy/~- Hrs.: " $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: Address: Company Name: City: r. Word/Inspection Record Form.Doc State: 3/14/14 Zip: T.F.D. Form F.P. 113 INSPECTION RECORD Retain a'copy with permit INSPECTIONNUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: , . ', Ty f Inspection: Address: 1 Suite # : (k3db 1 ( 17 Pers Contact on: „) All,1 t T Special Instructions: Phone No.: proved per applicable codes. Corrections required prior to approval. COMMENTS: 0l 7b Cc /fl - /2 S Eiici 1r Tuf 6 i2 eE- 1 oy 0- o s 2d _ (CC N --re o g..06) dp-it_ 5�7,tb,pfki—f }- oiv r-IN FO rzi ea it C `Y2 0)kv6- c Needs Shift Inspection: t/€Gr Sprinklers: yes Fire Alarm: t/t 5 Hood & Duct: Monitor: 7 Pre -Fire. AJ S en Permits: Occupancy Type: 'S ' , "C€/41lg U✓rc(-yftaIt Inspector: fr 5-4 Date: 4-hl 1 o Hrs.: $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 3/14/14 T.F.D. Form F.P. 113 associated earth sciences , o ! a t - d September 1, 2017 Project No. 110238E015 Pacific Northern Construction 201 27th Avenue SE, Building A, Suite 300 Puyallup, Washington 98374 Attention: Mr. Bryan Park Subject: Building C and Surrounding Site Development Geotechnical Construction Observation Summary Tukwila Village Tukwila, Washington References: Building C Permit Number D14-0178 Site Development Permit Number PW13-0163 Dear Mr. Park: RECEIVED CITY OF TUKWILA SEP 0 6 2017 PERMIT CENTER As requested, this letter summarizes our geotechnical engineering observations made during construction of Building C and the site development surrounding Building C. We are familiar with the project through our participation on the design team and through observation of geotechnical engineering aspects of construction. Background Building C is a portion of the Tukwila Village project, which includes several buildings, large areas of on -site development, and off -site utilities and improvements. The project is covered under several permits. The referenced building permit is specific to Building C. The referenced Site Development Permit includes a wide area that encompasses the area around Building C and extends substantially beyond Building C. This letter summarizes our observations for work completed to date in the vicinity of Building C, including the building and that portion of the site development surrounding Building C. Portions of the work under the referenced site development permit that are not adjacent to Building C remain to be completed as part of the planned future work. Kirkland Office 1911 Fifth Avenue I Kirkland, WA 98033 P 1425.827.7701 F 1425.827.5424 Everett Office 1291134 Hewitt Avenue, Suite 2 I Everett, WA 98201 P 1425.259.0522 F 1425.827.5424 Tacoma Office 11552 Commerce Street, Suite 102 I Tacoma, WA 98402 P 1253.722.2992 F 1253.722.2993 www.aesgeo.com Geotechnical Summary of Work at and Around Building C AESI observed geotechnical aspects of work at and around Building C, including: • Excavation of localized areas of existing weak fill soils from within the footprint of the Building C pad, and replacement with compacted structural fill. • Completion of soil cement treatment in the area surrounding the pad for Building C. • Backfill of buried utilities in the site development adjacent to Building C. • Construction of footings for Building C. • Installation of foundation drains for Building C. • Completion of flatwork and related surface improvements surrounding Building C. Our observations were completed on an on -call basis and in conjunction with observations on other parts of the larger project. Each of our site visits is documented with a Daily Field Report, which is distributed to the project team when it is prepared. We are not aware of any unresolved geotechnical engineering deficiencies for the work completed to date at Building C, or for the Site Development work completed to date in the area surrounding Building C. To the best of our knowledge, geotechnical engineering aspects of these areas were completed in accordance with approved plans and our recommendations. Closure We appreciate the opportunity to be of continued service to you on this project. Should you have any questions regarding this letter or other geotechnical aspects of the project, please call us at your earliest convenience. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington . Guenzler, L.E.G. Associate Geologist BWG/ms 110238E015-8 Projects \20110238\KE\W P 2 Kurt D. Merriman, P.E. Senior Principal Engineer PARCEL A A=4911'35' L=55.32' S84'49'091 141.70' S02'27'55'W 2.40' SCALE: HORIZONTAL 1 "=50' VERTICAL N/A 0 H 18215 72ND AVENUE SOUTH KENT, WA 98032 (425 251-6222 425)251-8782 FAX CIVIL ENGINEERING, LAND � ��• PLANNING, SURVEYING, '� anot0 ENVIRONMENTAL SERVICES 1,-50, PARCEL B 1.4 For: TUKWILLA VILLAGE Title: BUILDING C ASBUILT DESIGNED (DRAWN Dew (CHECKED As 614/ F 5 /-1014'i D -- C / G/3 SO TT BOG !APPROVED___8D0 ]DATE JOB NUMBER 15255 SHEET 1 of 08/17/16 associated earth sciences April 23, 2014 Project No. KE110238A Pacific Northern Construction 201 27th Avenue SE, Building A, Suite 300 Puyallup, Washington 98374 Attention: Subject: Mr. Bryan Park FILE COPY REVIEVVED FOR CODE COMPLIANCE APPROVED APR 2 8 2015 Ciof Tukwila BUILDING DIVISION Supplemental Geotechnical Engineering Recommendations Tukwila Village Building C Tukwila International Boulevard and South 144th Street Tukwila, Washington Reference: Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Proposed Tukwila Village Tukwila International Boulevard and South 144th Street Tukwila, Washington Dated March 18, 2013 Dear Mr. Park: D _ j JUN 19 20��14 2G1GIt1-Q�S.oCSrCL REID MIDDLETON, INC. RECEIVED CITY OF TUKWILA JUN 1 1 2014 PERMIT CENTER As requested, this letter provides our supplemental geotechnical engineering recommendations for Building C of the Tukwila Village project. We are familiar with the project through our participation to date, which has included completion of subsurface explorations, installation of ground water wells, ground water level monitoring, and other related services. This letter is supplementary to the referenced comprehensive geotechnical engineering report for the project. Except as modified in this letter, the recommendations contained in the referenced report remain in effect. Geotechnical Engineering Recommendations, Building Cli) Building C of the Tukwila Village project is substantially different than other planned buildings in the project. Building C is a small, single -story, at -grade structure with light loads, and warrants a different foundation approach than the other buildings in the project. We Kirkland Office i 911 Fifth Avenue i Kirkland, WA 98033 P i 425.827.7701 F 1425.827.5424 Everett Office i 2911 Y2 Hewitt Avenue, Suite 2 I Everett, WA 98201 P 1425.259-0522 F i 425.252.3408 Tacoma Office i 1552 Commerce Street, Suite 102 i Tacoma, WA 98402 P i 253.722.2992 F 1253.722.2993 www.aesgeo.com recommend that the pad for Building C be prepared by removing existing fill, verifying the suitability of the native soil subgrade in accordance with the "Site Preparation" section of the referenced report, and restoring planned building pad grade as needed with compacted Structural Fill as defined in the referenced report. Conventional shallow foundations may be supported above the resulting Structural Fill, using an allowable foundation soil bearing pressure of 2,500 pounds per square foot (psf). Conventional slab -on -grade floors may be used, and should incorporate a vapor barrier and capillary break as recommended in the referenced geotechnical report. The building should be provided with foundation drains as recommended in the referenced report. Underdrains are not recommended for Building C. Closure We appreciate the opportunity to be of continued service. If you should have any questions, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Bruce W. Guenzler, L.E.G. Senior Project Geologist * Kurt D. Merriman, P.E. Senior Principal Engineer 2 Associated Earth Sciences, Inc. Serving the Pacific Northwest Since 1981 March 18, 2013 Project No. KE110238A Pacific Northern Construction 201 27th Avenue, Building A, Suite 300 Puyallup, Washington 98374 Attention: Mr. Bryan Park Subject: Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Proposed Tukwila Village Tukwila International Boulevard and South 144th Street Tukwila, Washington Dear Mr. Park: We are pleased to present these copies of our updated report for the referenced project. This report summarizes the results of our subsurface exploration, geologic hazards, and geotechnical engineering studies, and offers recommendations for the design and development of the proposed project. Project plans were under development at the time this report was written. We should be allowed to review the recommendations presented in this report and modify them, if needed, once final project plans have been formulated. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. If you should have any questions regarding this report or if we can be of additional help to you, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Kurt D. Merriman, P.E. Senior Principal Engineer KDM/pc KE110238A5 Projects1201102381 KE\ W P Kirkland Everett • Tacoma 425-827-7701 425-259-0522 253-722-2992 www.aesgeo.com GeotechnicaC Engineering Associated Earth Sciences, Inc. Water Resources Environmental Assessments and Remediation Sustainable Development Services GeoCogic Assessments Serving the Pacific Northwest Since 1981 Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report PROPOSED TUKWILA VILLAGE Tukwila, Washington Prepared for Pacific Northern Construction Project No. KE110238A March 18, 2013 UPDATED SUBSURFACE EXPLORATION, GEOLOGIC HAZARDS, AND GEOTECHNICAL ENGINEERING REPORT PROPOSED TUKWILA VILLAGE Tukwila, Washington Prepared for: Pacific Northern Construction 201 27th Avenue, Building A, Suite 300 Puyallup, Washington 98374 Prepared by: Associated Earth Sciences, Inc. 911 5th Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 March 18, 2013 Project No. KE110238A Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Project and Site Conditions I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration, geologic hazards, and geotechnical engineering studies for the proposed Tukwila Village project. The site location is shown on the "Vicinity Map," Figure 1, and approximate locations of the exploration borings completed for this study are shown on the "Site and Exploration Plan," Figure 2. Logs of the subsurface explorations completed for this study and copies of laboratory testing results are included in the Appendix. Associated Earth Sciences, Inc. (AESI) completed Phase I and Phase II Environmental Site Assessments (ESA) for the project. The Phase I and Phase II ESA are presented under separate cover. 1.1 Purpose and Scope The purpose of this study was to provide geotechnical engineering design recommendations to be utilized in the preliminary design of the project. This study included a review of selected available geologic literature, advancing 20 exploration borings, installing six ground water observation wells, completing 16 exploration pits, and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and shallow ground water. Grain size analysis, moisture content, and organic content tests were completed on selected soil samples recovered from our exploration borings, and copies of laboratory test results are included in the Appendix. Geotechnical engineering studies were completed to establish preliminary recommendations for the type of suitable foundations and floors, allowable foundation soil bearing pressure, anticipated foundation and floor settlement, pavement recommendations, and drainage considerations. This report summarizes our fieldwork and offers recommendations based on our present understanding of the project. We recommend that we be allowed to review the recommendations presented in this report and revise them, if needed, when building and project designs have been finalized. 1.2 Authorization Authorization to proceed with this study was granted by Pacific Northern Construction. Our work was completed in general accordance with our scope of work and cost proposal, dated June 23, 2011. This report has been prepared for the exclusive use of Pacific Northern Construction and its agents for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projects1201102381KEIWP Page 1 Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Pro'ect and Site Conditions accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made. 2.0 PROJECT AND SITE DESCRIPTION At the time this report was prepared, an overall project layout was approaching final form. Detailed plans for individual buildings were under development. The current project plan calls for a total of six buildings. On the north part of the site, two buildings will have multifamily residential space, commercial space, and office space, with parking primarily below the living space. A library building will be located near the west -central part of the site. A commons building will be located east of the library. On the southwest part of the site, a planned building will include commercial and possibly residential space. A new building on the southeast part of the site will include residential space with parking near ground level. Other planned improvements include access streets, parking areas, open spaces, and buried utilities. Preliminary site grading plans had been formulated at the time this report was written. We anticipate that most construction will be completed close to existing grades with cuts and fills of less than about 5 feet to reach final grades. Deeper fills may be needed in localized areas on the south-central and north -central parts of the site. Substantial basement walls may be needed for the commercial building at the southwest site corner and for below grade parking at the northwest site corner. The site slopes generally down to the south and east, with overall vertical relief of approximately 15 feet. The site includes areas of asphalt paving, gravel surfacing, Portland cement concrete slabs, concrete rubble, and areas that are covered with scattered trees and grass. Four buildings are also present, including a vacant restaurant building, a small retail building, and two garage/shop buildings. A portion of the south part of the site is surrounded by a metal fence. King County parcel maps and aerial photographs indicate that additional buildings previously existed on -site, and demolition of the previously existing buildings is evident by the areas of Portland cement slabs which likely represent floor slabs of partially demolished buildings. During our study we were provided with copies of environmental studies completed by other consultants that detailed some of the previous development on the site. The environmental studies by others and their relevance to the current project are discussed in further detail in the Phase I ESA. AESI prepared a Phase I ESA for the project. The Phase I ESA for the project identified potential sources of contamination on the project. AESI completed a Limited Phase II ESA that included sampling ground water from existing wells, and sampling soil and ground water from direct -push (Geoprobe) explorations. The results of the Limited Phase II ESA are published separately. In general, the Phase II ESA did not identify extensive soil or ground water contamination. One exploration encountered soil contamination with detectable oil -range March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE!I0238A5 - Projects120I102381KEIWP Page 2 Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Pro'ect and Site Conditions hydrocarbons at concentrations below applicable cleanup levels. Lead was encountered in soil samples but was interpreted to be within expected background levels. One should refer to the Limited Phase II ESA report for additional information. The site does not appear to contain slopes that will be treated as critical areas. The subsurface materials proposed for foundation support as recommended in this report do not appear to be susceptible to liquefaction during a design level seismic event. 3.0 SUBSURFACE EXPLORATION Our subsurface exploration completed for this project included advancing 20 exploration borings, installing six ground water observation wells, and completing 16 exploration pits. The conclusions and recommendations presented in this report are based on the explorations completed for this study. The locations and depths of the explorations were completed within site and budget constraints. It should be noted that AESI also completed Geoprobe explorations for the Limited Phase II ESA, and explorations associated with infiltration rate testing. Those data sources were of limited value to our geotechnical study and are not included here. 3.1 Exploration Borings The exploration borings were completed by advancing hollow -stem auger tools with a trailer - mounted drill rig. During the drilling process, samples were obtained at generally 2.5- to 5-foot-depth intervals. The exploration borings were continuously observed and logged by a representative from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test (SPT) procedure in accordance with American Society for Testing and Materials (ASTM):D 1586. This test and sampling method consists of driving a standard 2-inch, outside -diameter, split -barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free -falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded, and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within one 6-inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached exploration boring logs. March 18, 2013 BWG/pc — KE110238455 - Projecua1201102381KE%WP ASSOCIATED EARTH SCIENCES, INC. Page 3 Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Project and Site Conditions The samples obtained from the split -barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing, as necessary. 3.2 Exploration Pits The exploration pits were excavated using a rubber -tired backhoe. The pits permitted direct, visual observation of subsurface conditions. Materials encountered in the exploration pits were studied and classified in the field by geologists from our firm. All exploration pits were backfilled after examination and logging. Selected samples were then transported to our laboratory for further visual classification and testing, as necessary. 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study, visual reconnaissance of the site, and review of selected applicable geologic literature. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. 4.1 Stratigraphy Fill Existing fill was encountered in all but two of our explorations. At the exploration locations where fill was observed, the depth of existing fill ranged from approximately 3 to 13 feet. The observed thickness of existing fill at each exploration location is noted on Figure 2 of this report. Existing fill was observed to consist of loose to medium dense granular sediments, with varying content of organic materials, litter, demolition materials, cobbles, and boulders. We completed organic content tests on several samples of the existing fill that visually appeared to have among the higher organic content of the observed materials. Laboratory testing indicates that the organic content of the tested materials was approximately 2.6 to 15.6 percent. Laboratory test results are included in the Appendix. Existing fill is not suitable for structural support. Existing fill should be removed from below planned building areas, or an alternate foundation system should be selected that derives structural support from competent materials below the existing fill. Existing fill should be re -worked under paving. Excavated existing fill material is not expected to be suitable for reuse in structural fill applications due to March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projecn1201I02381KE%WP Page 4 Proposed Tukwila Village Tukwila, Washington Updated Subswface Exploration, Geologic Hazards, and Geotechnical Engineering Report Project and Site Conditions high moisture content, organic content, and possible construction waste content. Existing fill is discussed in greater detail in the "Site Preparation" section of this report. Vashon Ice Contact Sediments Below the existing fill, or below the surficial topsoil where no existing fill was encountered, our explorations encountered medium dense sand and silt with gravel interpreted to represent Vashon ice contact sediments. Ice contact sediments were originally deposited within or on a glacial ice mass, and were deposited at their current location when the ice melted. At this site, these materials tend to have widely varying density and textural characteristics. The ice contact sediments are expected to be silty and highly moisture -sensitive. Ice contact sediments will likely need to be moisture -conditioned during dry site and weather conditions to achieve moisture contents that allow compaction to a firm and unyielding condition and to the specified degree for structural fill use. Reuse of excavated ice contact sediments is acceptable from a geotechnical engineering standpoint contingent on proper moisture conditioning, and only if such reuse is specifically allowed by project plans and specifications. Vashon Lodgement Till All but two of the exploration borings encountered dense to very dense sand with silt and gravel interpreted as lodgement till sediments below the ice contact sediments. Lodgement till was deposited at the base of an active continental glacier and was subsequently compacted by the weight of the overlying glacial ice. Lodgement till typically possesses high -strength and low -compressibility attributes that are favorable for support of foundations, floor slabs, and paving, with proper preparation. Lodgement till is silty and moisture -sensitive. In the presence of moisture contents above the optimum moisture content for compaction purposes, lodgement till can be easily disturbed by vehicles and earthwork equipment. Due to the depth below existing grade where lodgement till was observed, it appears unlikely that lodgement till will be excavated in substantial quantities for this project. If lodgement till is encountered in substantial quantities, careful management of moisture -sensitive soils will be needed to reduce the potential for disturbance of wet lodgement till soils and costs associated with repairing disturbed soils. Published Geologic Map We reviewed a published geologic map of the area (Geologic Map of King County, Washington, by Derek B. Booth, Kathy A. Troost, and Aaron P. Wisher, 2006). The referenced map indicates that the site is underlain by lodgement till sediments. March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projens1101102381KEIWP Page 5 � . Proposed Tukwila Village Tukwila, Washington 4.2 Hydrology Updated Subsurface Exploration, Geologic Hazards. and Geotechnical Engineering Report Project and Site Conditions Ground water was encountered in all but two of our exploration borings, and in 10 of our exploration pits. We installed ground water observation wells in six of our exploration borings. We developed the wells and measured equilibrium water levels on August 26, 2011, approximately 4 to 11 feet below the ground surface, with typical depths to water of around 5 feet. Following our geotechnical exploration program, ground water levels in existing wells have been measured periodically. A graphical presentation of ground water measurement data is included in the Appendix. Ground water levels observed at the time of exploration are depicted on the exploration logs attached with this report. The observed ground water appears to be contained in existing fill, and within the ice contact sediments. Ground water conditions should be expected to vary in response to changes in weather, season, on- and off -site land usage, and other factors. 4.3 Storm Water Infiltration During the design development stage of the project, consideration was given to using storm water infiltration below permeable pavers and/or pavement in 14 areas across the site. The receptor at the planned infiltration depths in these areas was existing fill. The City of Tukwila indicated that they would allow infiltration as proposed provided the infiltration performance in the proposed infiltration areas was demonstrated to be consistent with the design. AESI was authorized to complete infiltration testing at eight of the proposed infiltration areas. After completion of five infiltration rate tests, AESI and the owner elected to discontinue testing. Of the five tests three measured infiltration rates approaching zero. Two tests measured infiltration rates less than 1 inch per hour but also resulted in emergent ground water immediately adjacent to the tests and were therefore failed tests. In our opinion, we were unable to demonstrate significant storm water infiltration potential. The current storm water design does not rely on infiltration. March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc — KE110238A5 - Projectsl201102381KEIWP Page 6 Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic, slope, and ground and surface water conditions, as observed and discussed herein. The discussion will be limited to slope stability, seismic, and erosion issues. The site does not contain subsurface and slope conditions that are likely to trigger City of Tukwila steep slope critical areas regulations. The City does not designate erosion hazard areas; however, later sections of this report discuss erosion control to satisfy State requirements for construction site management. The native sediments on -site are not expected to have significant liquefaction potential, and a quantitative liquefaction analysis was not warranted or completed. It is possible that some of the existing fill on -site would be susceptible to liquefaction during a seismic event; however, this report recommends that existing fill not be used for structural support. 5.0 SLOPE HAZARDS AND MITIGATIONS The site does not appear to contain slopes that constitute a slope stability hazard, in our opinion, and does not contain slopes that meet the definition for landslide hazard areas as contained in Tukwila Municipal Code Section 18.45.120. No quantitative slope stability analysis was completed for this study, and none is warranted for the currently proposed project, in our opinion. 6.0 SEISMIC HAZARDS AND MITIGATIONS The following discussion is a general assessment of seismic hazards that is intended to be useful to the owner in terms of understanding seismic issues, and to the structural engineer for preliminary structural design. Earthquakes occur regularly in the Puget Lowland. The majority of these events are small and are usually not felt by people. However, large earthquakes do occur, as evidenced by the 1949, 7.2-magnitude event; the 2001, 6.8-magnitude event; and the 1965, 6.5-magnitude event. The 1949 earthquake appears to have been the largest in this region during recorded history and was centered in the Olympia area. Evaluation of earthquake return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20-year period. Generally, there are four types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KEII0238A5 - Projeus1201102381KE1WP Page 7 Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Geologic Hazards and Mitigations 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 6.1 Surficial Ground Rupture Generally, the largest earthquakes that have occurred in the Puget Sound area are sub -crustal events with epicenters ranging from 50 to 70 kilometers in depth. Earthquakes that are generated at such depths usually do not result in fault rupture at the ground surface. However, current research indicates that surficial ground rupture is possible in the Seattle and Tacoma Fault Zones. The Seattle and Tacoma Fault Zones are areas of active research. Our current understanding of these fault zones is poor, and actively evolving. The site is located south of the currently mapped limits of the Seattle Fault Zone, and north of the mapped limits of the Tacoma Fault Zone. Due to the fact that the site lies outside of the currently understood limits of these known fault zones, the risk of damage to the project as a result of surficial ground rupture is low, in our opinion. 6.2 Seismically Induced Landslides The site does not contain steep slopes, and does not appear to have significant risk of seismically induced landslides, in our opinion. We did not complete a quantitative slope stability analysis as part of this study, and none is warranted for the currently proposed project, in our opinion. 6.3 Liquefaction Liquefaction is a process through which unconsolidated soil loses strength as a result of vibrations, such as those which occur during a seismic event. During normal conditions, the weight of the soil is supported by both grain -to -grain contacts and by the fluid pressure within the pore spaces of the soil below the water table. Extreme vibratory shaking can disrupt the grain -to -grain contact, increase the pore pressure, and result in a temporary decrease in soil shear strength. The soil is said to be liquefied when nearly all of the weight of the soil is supported by pore pressure alone. Liquefaction can result in deformation of the sediment and settlement of overlying structures. Areas most susceptible to liquefaction include those areas underlain by non -cohesive silt and sand with low relative densities, accompanied by a shallow water table. The site contains some shallow existing fill soils that are relatively loose, and saturated in some intervals. Due to the presence of weak existing fill soils, this report recommends use of a deep foundation system. Deep foundation systems are one of the most common measures used to mitigate liquefaction risks. Because the project will use a deep foundation system, any March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KEJ10238A5 - Projecrs110I101381KEIWP Page 8 Updated Subsurface Exploration, Geologic Hazards, and ' Proposed Tukwila Village Geotechnical Engineering Report Tukwila, Washington Geologic Hazards and Mitigations liquefaction risks would be mitigated and therefore a detailed liquefaction analysis was not completed for this study. 6.4 Ground Motion Structural design of buildings should follow 2012 International Building Code (IBC) standards using Site Class "E". 7.0 EROSION HAZARDS AND MITIGATIONS The City of Tukwila Municipal Code Section 18.45.120 does not include erosion hazard areas in its definitions of Areas of Potential Geologic Instability. The following discussion addresses Washington State Department of Ecology (Ecology) erosion control regulations that will be applicable to the project. In our opinion, implementation of the following recommendations should be adequate to address City of Tukwila requirements. As of October 1, 2008, the Ecology Construction Storm Water General Permit (also known as the National Pollutant Discharge Elimination System [NPDES] permit) requires weekly Temporary Erosion and Sedimentation Control (TESC) inspections and turbidity monitoring for all sites 1 or more acres in size that discharge storm water to surface waters of the state. Because we anticipate that the proposed project will require disturbance of more than 1 acre, we anticipate that these inspection and reporting requirements will be triggered. The following recommendations are related to general erosion potential and mitigation. The erosion potential of the site soils is significant when the soils are exposed. The most effective erosion control measure is the maintenance of adequate ground cover. Maintaining cover measures atop disturbed ground provides the greatest reduction to the potential generation of turbid runoff and sediment transport. During the local wet season (October 1S1 through March 31"), exposed soil should not remain uncovered for more than 2 days unless it is actively being worked. Ground -cover measures can include erosion control matting, plastic sheeting, straw mulch, crushed rock or recycled concrete, or mature hydroseed. Some fine-grained surface soils are the result of natural weathering processes that have broken down parent materials into their mineral components. These mineral components can have an inherent electrical charge. Electrically charged mineral fines will attract oppositely charged particles and can combine (flocculate) to form larger particles that will settle out of suspension. The sediments produced during the recent glaciation of Puget Sound are, however, most commonly the suspended soils that are carried by site storm water. The fine-grained fraction of the glacially derived soil is referred to as "rock flour," which is primarily a silt -sized March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projects1201/02381KEIWP Page 9 Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Geologic Hazards and Mitigations particle with no electrical charge. These particles, once suspended in water, may have settling times in periods of months, not hours. Therefore, the flow length within a temporary sediment control trap or pond has virtually no effect on the water quality of the discharge, since silt will not settle out of suspension in the time it takes to flow from one end of the pond to the other. Reduction of turbidity from a construction site is almost entirely a function of cover measures and flow control. Temporary sediment traps and ponds are necessary to control the release rate of the runoff and to provide a catchment for sand -sized and larger soil particles, but are very ineffective at reducing the turbidity of the runoff. To mitigate the erosion hazards and potential for off -site sediment transport, we recommend the following: 1. The winter performance of a site is dependent on a well -conceived plan for control of site erosion and storm water runoff. It is easier to keep the soil on the ground than to remove it from storm water. The owner and the design team should include adequate ground -cover measures, access roads, and staging areas in the project bid to give the selected contractor a workable site. The selected contractor needs to be prepared to implement and maintain the required measures to reduce the amount of exposed ground. A site maintenance plan should be in place in the event storm water turbidity measurements are greater than the Ecology standards. 2. All TESC measures for a given area to be graded or otherwise worked should be installed prior to any activity within that area. The recommended sequence of construction within a given area would be to install sediment traps and/or ponds and establish perimeter flow control prior to starting mass grading. 3. During the wetter months of the year, or when large storm events are predicted during the summer months, each work area should be stabilized so that if showers occur, the work area can receive the rainfall without excessive erosion or sediment transport. The required measures for an area to be "buttoned -up" will depend on the time of year and the duration the area will be left unworked. During the winter months, areas that are to be left unworked for more than 2 days should be mulched or covered with plastic. During the summer months, stabilization will usually consist of seal -rolling the subgrade. Such measures will aid in the contractor's ability to get back into a work area after a storm event. The stabilization process also includes establishing temporary storm water conveyance channels through work areas to route runoff to the approved treatment facilities. March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KEI10238A5 - Projec1s1201102381KE1WP Page 10 Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Geologic Hazards and Mitigations 4. All disturbed areas should be revegetated as soon as possible. If it is outside of the growing season, the disturbed areas should be covered with mulch, as recommended in the erosion control plan. Straw mulch provides the most cost-effective cover measure and can be made wind -resistant with the application of a tackifier after it is placed. 5. Surface runoff and discharge should be controlled during and following development. Uncontrolled discharge may promote erosion and sediment transport. Under no circumstances should concentrated discharges be allowed to flow over significant slopes. 6. Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of straw bales/silt fences around pile perimeters. During the period between October ls` and March 31", these measures are required. 7. On -site erosion control inspections and turbidity monitoring should be performed in accordance with Ecology requirements. Weekly and monthly reporting to Ecology should be performed on a regularly scheduled basis. TESC monitoring should be part of the weekly construction team meetings. Temporary and permanent erosion control and drainage measures should be adjusted and maintained, as necessary, at the time of construction. It is our opinion that with the proper implementation of the TESC plans and by field -adjusting appropriate mitigation elements (best management practices [BMPs]) during construction, as recommended by the erosion control inspector, the potential adverse impacts from erosion hazards on the project may be mitigated. March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. 8WG/Pc - KE11023845 - Projects1201102381KEIWP Page 11 Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Preliminary Design Recommendations III. PRELIMINARY DESIGN RECOMMENDATIONS 8.0 INTRODUCTION Most of the site is underlain by a layer of surficial existing fill that is loose and variable. Existing fill is not suitable for support of new foundations, and warrants remedial preparation where it occurs below paving and similar lightly loaded structures. The surficial fill is underlain at depth by relatively dense native soils that are suitable for foundation support. The depth to suitable support soils ranges from approximately 1 to 13 feet below existing grade. The weak existing fill soils extend below the ground water level across a substantial portion of the site. Because of the shallow ground water levels, we anticipate that it is not feasible to remove the weak soils to allow the use of conventional shallow foundations. The preferred foundation alternative is stone columns. Stone columns could be advanced to varying depths that accommodate variations in subsurface conditions across the site. The resulting building pad will consist of existing soils improved by installation of stone columns. A conventional shallow foundation system is then constructed above the finished building pad. Stone columns offer direct foundation support, as well as ground improvement effects for weaker soils that remain between stone columns. At this site, a stone column construction method that does not generate drill cuttings is required. Another possible foundation support alternative would be driven piles. Driven piles can be driven to varying depths to accommodate a variable depth to suitable bearing materials. Driven piles have some constraints that would be significant on this site. Driven piles typically have a minimum depth of installation that can be difficult to achieve if suitable bearing soils are present at shallow depth under a portion of the building footprint. Constructing the building with a hybrid foundation system that uses both foundation piles and shallow foundations can also be challenging, with the potential for differential foundation performance between different portions of the building with different foundation types. Pile driving and stone column construction have the potential to generate vibrations and vibration -related complaints. Though these tasks have the potential to generate damaging vibrations, more typically vibration -related complaints reflect the perception of risk by neighbors, and not valid engineering problems. Addressing vibration -related complaints can carry significant costs, even if the complaints are without technical merit. This report provides preliminary recommendations for foundation support using stone columns. We should be allowed to offer situation -specific recommendations if a different foundation system is selected. March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projects120/102381KE%WP Page 12 • Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Preliminary Design Recommendations 9.0 SITE PREPARATION Existing buildings, foundations, buried utilities, vegetation, topsoil, and any other deleterious materials should be removed where they are located below planned construction areas. We installed six ground water observation wells for this study. Where existing wells are not compatible with future site development plans, they should be decommissioned in accordance with Washington Administrative Code Section 173-160 by a Washington State licensed well driller. All disturbed soils resulting from demolition activities should be removed to expose underlying undisturbed native sediments and replaced with structural fill, as needed. All excavations below final grade made for demolition activities should be backfilled, as needed, with structural fill. Erosion and surface water control should be established around the clearing limits to satisfy local requirements. Once demolition has been completed, existing fill should be addressed. The observed fill depth in our exploration borings was up to approximately 13 feet below existing grade. Existing fill could be removed and replaced as described here, or a stone column foundation system could be used that will reduce or eliminate the need to remove existing fill. Where fill does not extend below the ground water table and is to be removed, existing fill could be removed from below areas of planned foundations to expose underlying, undisturbed native sediments, followed by restoration of the planned foundation grade with structural fill. Removal of existing fill should extend laterally beyond the building footprint by a distance equal to the depth of overexcavation. For example, if existing fill is removed to a depth of 2 feet below a planned footing area, the excavation should also extend laterally 2 feet beyond the building footprint in that area. Where existing fill is removed and replaced with structural fill, conventional shallow foundations may be used for building support. Where stone columns will be used, we recommend that existing fill be excavated, as needed, to construct a building pad working surface for stone column installation. Subgrade protection is discussed in Section 9.2 of this report. Below areas of planned flexible paving in parking lots and driveways, it would be possible to leave existing fill in place with some remedial preparation. These recommendations may warrant review by the City of Tukwila before they are applied to public streets. We recommend that parking lot and driveway paving areas be stripped of existing topsoil, excavated to a level at least 2 feet below planned paving subgrade, and proof -rolled and compacted as described later in this report for preparation of paving subgrades. If the resulting surface is firm and unyielding and compacted to 95 percent or more of the modified Proctor maximum dry density, planned subgrade elevation could then be restored by placing structural fill. If the subgrade is wet or yielding or contains excessive organic material, we recommend that additional existing fill be removed and replaced with non -organic material that is capable of being compacted under field conditions that are present at the time the work is completed. During wet site or weather conditions, select fill may be needed for this application. A March 18, 2013 BWG/pc - KE110238A5 - Projects1201102381KE1WP ASSOCIATED EARTH SCIENCES, INC. Page 13 , Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Preliminary Design Recommendations geotextile separation fabric may be required between the prepared subgrade and new compacted structural fill. It should be noted that leaving existing fill in place below planned paving carries some risks of future settlement. Such risks are offset by a substantial saving in initial construction costs. We are available to answer questions regarding cost savings and risks associated with leaving the existing fill in place below planned paving. 9.1 Site Drainage and Surface Water Control The site should be graded to prevent water from ponding in construction areas and/or flowing into excavations. Exposed grades should be crowned, sloped, and smooth drum -rolled at the end of each day to facilitate drainage. Accumulated water must be removed from subgrades and work areas immediately prior to performing further work in the area. Equipment access may be limited, and the amount of soil rendered unfit for use as structural fill may be greatly increased, if drainage efforts are not accomplished in a timely sequence. If an effective drainage system is not utilized, project delays and increased costs could be incurred due to the greater quantities of wet and unsuitable fill, or poor access and unstable conditions. We anticipate that ground water could be encountered in excavations completed during construction. It would likely be possible to design the project in such a way that extensive construction dewatering is not needed. We should be allowed to offer situation -specific recommendations if deeper excavations with dewatering systems are considered. Final exterior grades should promote free and positive drainage away from the buildings at all times. Water must not be allowed to pond, or to collect adjacent to foundations or within the immediate building areas. We recommend that a gradient of at least 3 percent for a minimum distance of 10 feet from the building perimeter be provided, except in paved locations. In paved locations, a minimum gradient of 1 percent should be provided, unless provisions are included for collection and disposal of surface water adjacent to the structure. 9.2 Subgrade Protection To the extent that it is possible, the existing paving should be used for construction staging. If building construction will proceed during the winter, we recommend the use of a working surface of sand and gravel, crushed rock, or quarry spalls to protect the building pad and any other exposed soils, particularly in areas supporting concentrated equipment traffic. In winter construction staging areas and areas that will be subjected to repeated heavy loads, such as those that occur during construction of masonry walls, a minimum thickness of 12 inches of quarry spalls or 18 inches of pit run sand and gravel is recommended. If subgrade conditions are soft and silty, a geotextile separation fabric, such as Mirafi 500x or approved equivalent, should be used between the subgrade and the new fill. For building pads where floor slabs and foundation construction will be completed in the winter, a similar working surface should be March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110138A5 - Projects1201102381KE%WP Page 14 Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Preliminary Design Recommendations used, composed of at least 6 inches of pit run sand and gravel or crushed rock. Construction of working surfaces from advancing fill pads could be used to avoid directly exposing the subgrade soils to vehicular traffic. Foundation subgrades may require protection from foot and equipment traffic and ponding of runoff during wet weather conditions. Typically, compacted crushed rock or a lean -mix concrete mat placed over a properly prepared subgrade provides adequate subgrade protection. Foundation concrete should be placed and excavations backfilled as soon as possible to protect the bearing surface. 9.3 Proof -Rolling and Subgrade Compaction Following the recommended demolition, site stripping, and planned excavation, the stripped subgrade within the building areas should be proof -rolled with heavy, rubber -tired construction equipment, such as a fully loaded, tandem -axle dump truck. Proof -rolling should be performed prior to structural fill placement or foundation excavation. The proof -roll should be monitored by the geotechnical engineer so that any soft or yielding subgrade soils can be identified. Any soft/loose, yielding soils should be removed to a stable subgrade. The subgrade should then be scarified, adjusted in moisture content, and recompacted to the required density. Proof -rolling should only be attempted if soil moisture contents are at or near optimum moisture content. Proof -rolling of wet subgrades could result in further degradation. Low areas and excavations may then be raised to the planned finished grade with compacted structural fill. Subgrade preparation and selection, placement, and compaction of structural fill should be performed under engineering -controlled conditions in accordance with the project specifications. 9.4 Overexcavation/Stabilization Construction during extended wet weather periods could create the need to overexcavate exposed soils if they become disturbed and cannot be recompacted due to elevated moisture content and/or weather conditions. Even during dry weather periods, soft/wet soils, which may need to be overexcavated, may be encountered in some portions of the site. If overexcavation is necessary, it should be confirmed through continuous observation and testing by AESI. Soils that have become unstable may require remedial measures in the form of one or more of the following: 1. Drying and recompaction. Selective drying may be accomplished by scarifying or windrowing surficial material during extended periods of dry and warm weather. 2. Removal of affected soils to expose a suitable bearing subgrade and replacement with compacted structural fill. March 18, 2013 BWG/pc - KE110238A5 - Projects120110238IKEIWP ASSOCIATED EARTH SCIENCES, INC. Page 15 • Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Preliminary Design Recommendations 3. Mechanical stabilization with a coarse crushed aggregate compacted into the subgrade, possibly in conjunction with a geotextile. 4. Soil/cement admixture stabilization. 9.5 Wet Weather Conditions If construction proceeds during an extended wet weather construction period and the moisture - sensitive site soils become wet, they will become unstable. Therefore, the bids for site grading operations should be based upon the time of year that construction will proceed. It is expected that in wet conditions, additional soils may need to be removed and/or other stabilization methods used, such as a coarse crushed rock working mat to develop a stable condition if silty subgrade soils are disturbed in the presence of excess moisture. The severity of construction disturbance will be dependent, in part, on the precautions that are taken by the contractor to protect the moisture- and disturbance -sensitive site soils. If overexcavation is necessary, it should be confirmed through continuous observation and testing by a representative of our firm. 9.6 Temporary and Permanent Cut Slopes In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in unsaturated existing fill and unsaturated shallow native sediments can be made at a maximum slope of 1.5H:1 V (Horizontal: Vertical) or flatter. Temporary slopes in native soils described in exploration logs as dense to very dense may be planned at 1H:1V. Unshored excavations below the ground water level should not be attempted. As is typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. If ground water seepage is encountered in cut slopes, or if surface water is not routed away from temporary cut slope faces, flatter slopes will be required. In addition, WISHA/OSHA regulations should be followed at all times. Permanent cut and structural fill slopes that are not intended to be exposed to surface water should be designed at inclinations of 2H: IV or flatter. All permanent cut or fill slopes should be compacted to at least 95 percent of the modified Proctor maximum dry density, as determined by ASTM:D 1557, and the slopes should be protected from erosion by sheet plastic until vegetation cover can be established during favorable weather. 9.7 Frozen Subgrades If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw and then be recompacted prior to placing subsequent lifts of structural fill or foundation components. Alternatively, the frozen material could be stripped from the subgrade to reveal unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc — KE110238A5 - Projects1201102381KE1WP Page 16 Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotecltnical Engineering Report Preliminary Design Recommendations soil should not be reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which may not be possible during winter months. 10.0 STRUCTURAL FILL All references to structural fill in this report refer to subgrade preparation, fill type and placement, and compaction of materials, as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. After stripping, planned excavation, and any required overexcavation have been performed to the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in areas to receive fill should be recompacted to 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains silty soils and too much moisture, adequate recompaction may be difficult or impossible to obtain, and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free -draining Layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free -draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non -organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts, with each lift being compacted to 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. For fill placed below foundation elements designed with an allowable foundation soil bearing pressure higher than 3,000 pounds per square foot (psf), only compacted crushed rock or controlled density fill (CDF) may be used to raise grades. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current City of Tukwila codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the locations of the roadway edges before sloping down at an angle of 2H:1V. The contractor should note that any proposed fill soils must be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture -sensitive. Use of moisture -sensitive soil in structural fills should be limited to favorable dry weather conditions. The native and existing fill soils present on -site contained significant amounts of • March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE11023845 - Projects120110238IKElWP Page 17 Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Preliminary Design Recommendations organic material and other deleterious materials in some areas, and significant amounts of silt and are considered highly moisture -sensitive. Non -organic on -site soils free of demolition waste and other deleterious materials may be reused in structural fill applications if specifically allowed by project plans and specifications, and if moisture conditions can be achieved that allow compaction to a firm and unyielding condition and to the specified minimum density for the application where they are used. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free -draining gravel and/or sand should be used. Free -draining fill consists of non -organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction with at least 25 percent retained on the No. 4 sieve. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in -place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses, and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. 11.0 FOUNDATIONS The subsurface explorations completed for this study encountered highly variable subsurface conditions, most of which are not capable of supporting conventional shallow foundations. We recommend that the site use a conventional shallow foundation system above building pads improved with stone columns. Other foundation support alternatives are possible, including the use of driven piles. We should be allowed to offer situation -specific recommendations if a foundation support system other than stone columns is used. 11.1 Shallow Foundations Spread footings may be used for building support when founded directly on a building pad that is prepared by installation of stone columns. We recommend that the design of the stone columns target a design foundation soil bearing pressure of 5,000 psf. Higher foundation soil bearing pressures are possible with stone columns, but are not expected to be needed for this project. We should be allowed to offer additional recommendations if foundation soil bearing pressures higher than 5,000 psf are needed. For those portions of the site underlain by suitable native sediments, stone columns may not be needed. In this case, any fill placed to raise grades below foundations designed with an allowable foundation soil bearing pressure of 5,000 psf must consist of crushed rock or CDF. If one or more of the building pads will be March 18, 2013 BWG/pc - KE110238A5 - Projeus120/10238IKE1WP ASSOCIATED EARTH SCIENCES, INC. Page 18 Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Preliminary Design Recommendations supported entirely by conventional structural fill, an allowable foundation soil bearing pressure of 3,000 psf should be used for design. Perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection. However, all footings must penetrate to the prescribed bearing stratum, and no footing should be founded in or above organic or loose soils. All footings should have a minimum width of 18 inches. It should be noted that the area bound by lines extending downward at 1H:1V from any footing must not intersect another footing or intersect a filled area that has not been compacted to at least 95 percent of ASTM:D 1557. In addition, a 1.5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. Anticipated settlement of footings founded as described above should be on the order of 34 inch or less. However, disturbed soil not removed from footing excavations prior to footing placement could result in increased settlements. All footing areas should be inspected by AESI prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms to the recommendations contained in this report. Such inspections may be required by the governing municipality. Perimeter footing drains should be provided as discussed under the "Drainage Considerations" section of this report. 11.2 Stone Columns Our recommended approach to foundation design is to install stone columns. Stone columns consist of columns of compacted crushed rock below the building pad. Installation of stone columns results in significant densification of the surrounding soils, as well as a network of compacted stone columns that transmit loads directly to more competent soils at depth. There is little consistency between different contractors who install stone columns with respect to their installation equipment and methods. The diameters, depth capability, compactive energy, and other critical factors of each contractor's equipment must be considered when designing a stone column foundation system, and therefore such systems are typically designed by the contractor who installs them. Once stone columns are installed, the building is constructed with a conventional shallow foundation system above a subgrade that has been improved through installation of stone columns. At this site, a stone column system that does not generate drill cuttings is required. The stone columns should be installed after the site is excavated and the building pad fill is placed and compacted. The purpose of stone columns is to both improve existing loose soils and to transmit loads to more competent bearing materials at depth. Stone columns are formed by advancing a hollow mandrel to a pre -determined depth. Crushed rock is then compacted March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projects120II02381KEIWP Page 19 Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Repon Preliminary Design Recommendations through the hollow mandrel in thin lifts. The result is a column of compacted aggregate and compaction of soils surrounding the stone columns. Stone columns are proprietary systems and are designed by the contractor who installs them. The contractor will determine the depth and diameter of the stone columns holes and the appropriate spacing. Conventional shallow foundations are then constructed above the subgrade after stone columns have been installed. The stone columns contractor should review exploration logs contained in this report carefully. Our explorations encountered existing fill. Existing fill was observed to contain organic materials and scattered demolition waste. The existing fill and the existing native sediments were observed to contain cobbles and boulders as noted on the exploration logs. Where drilling obstacles are encountered, the contractor should be prepared to relocate stone columns, or remove obstacles, as needed. The contractor should expect ground water as noted on exploration logs in the Appendix. The contractor should not assume that the suite is suitable for use of uncased open holes. In our opinion, using a system of stone columns, it would be possible to achieve an allowable foundation soil bearing pressure of 5,000 psf. For this project, compressed air or water will not be allowed to be used to jet the mandrel into the ground, to lift cuttings, or for any other purpose during stone column construction. 11.3 Baseline Survey Installation of stone columns will cause vibration that could trigger complaints from adjacent property owners. We recommend completion of a detailed photographic survey of adjacent buildings, sidewalks, and paving prior to constructing stone columns. Particular attention should be paid to documenting any existing cracks prior to stone column construction. The owner and construction team should consider placing crack gauges or other monitoring devices on significant pre-existing cracks. If the owner or construction team feels that vibration -related complaints are likely, additional measures, such as survey monitoring and vibration monitoring, should be considered. Surveying and vibration monitoring are of greater value if baselines are established prior to the start of substantial earthwork and foundation construction. 11.4 Drainage Considerations Foundations should be provided with foundation drains. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The drains should be constructed with sufficient gradient to allow gravity discharge away- from the proposed buildings. Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the proposed structure to achieve surface drainage. Depending on the locations and final grades that are selected for the buildings, subfloor drains may be appropriate. As a general guide, buildings with finished interior space that is 5 feet or less above observed ground water locations would warrant subfloor drains. In our experience, subfloor drains are a relatively low cost measure that March 18, 2013 BWG/pc - KE110238A5 - Projeus1201102381KE1WP ASSOCIATED EARTH SCIENCES, INC. Page 20 Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Preliminary Design Recommendations reduces the potential for expensive, long-term moisture problems. In general, subfloor drains consist of a thickened layer of capillary break material or drainage material of similar gradation that freely communicates with perforated drain lines that are typically on the order of 20 feet on -center. 12.0 FLOOR SUPPORT Floor slabs can be supported on suitable native sediments, on structural fill placed above suitable native sediments, or on a subgrade improved by stone columns. Floor slabs should be cast atop a minimum of 6 inches of clean, washed, crushed rock or pea gravel to act as a capillary break. Areas of subgrade that are disturbed (loosened) during construction should be compacted to a non -yielding condition prior to placement of capillary break material. Floor slabs should also be protected from dampness by an impervious moisture barrier at least 10 mils thick. The moisture barrier should be placed between the capillary break material and the concrete slab. 13.0 FOUNDATION WALLS The following recommendations are applicable to conventional foundation walls less than about 8 feet tall. If shoring walls, taller walls, or walls with substantial surcharges are planned, we should be allowed to offer situation -specific recommendations. All backfill behind foundation walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid of 50 pcf. Walls with sloping backfill up to a maximum gradient of 2H:1 V should be designed using an equivalent fluid of 55 pcf for yielding conditions or 75 pcf for fully restrained conditions. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. As required by the 2012 IBC, retaining wall design should include a seismic surcharge pressure in addition to the equivalent fluid pressures presented above. Considering the site soils and the recommended wall backfill materials, we recommend a seismic surcharge pressure of 5H and 10H psf, where H is the wall height in feet for the "active" and "at -rest" loading conditions, respectively. The seismic surcharge should be modeled as a rectangular distribution with the resultant applied at the midpoint of the walls. March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projects%201102381KEIWP Page 21 Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Preliminary Design Recommendations The lateral pressures presented above are based on the conditions of a uniform backfill consisting of excavated on -site soils, or imported structural fill compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the walls. A lower compaction may result in settlement of the slab -on -grade or other structures supported above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings or heavy construction equipment must be added to the above values. Perimeter footing drains should be provided for all retaining walls, as discussed under the "Drainage Considerations" section of this report. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the walls. This would involve installation of a minimum 1-foot-wide blanket drain to within 1 foot of finish grade for the full wall height using imported, washed gravel against the walls. 13.1 Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the foundation and the natural soils or supporting structural fill soils, and by passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with structural fill and compacted to at least 95 percent of the maximum dry density to achieve the passive resistance provided below. We recommend the following allowable design parameters: • Passive equivalent fluid = 250 pcf • Coefficient of friction = 0.30 14.0 PAVEMENT RECOMMENDATIONS Pavement areas should be prepared in accordance with the "Site Preparation" section of this report. The pavement sections included in this report section are for driveway and parking areas on -site, and are not applicable to right-of-way improvements. At this time, this report does not address right-of-way improvements. The presence of existing fill below the site is a topic that should be discussed with the City before designing the pavement section for public streets. The City of Tukwila does not publish prescriptive pavement thickness sections for public streets, and specifies that a situation -specific pavement thickness analysis is needed. We are available to provide such an analysis, if necessary. Paving areas should be prepared in accordance with the "Site Preparation" section of this report. If required, structural fill may then be placed to achieve desired subbase grades. Upon completion of the recompaction and structural fill, a pavement section consisting of 2' inches March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KEII0238A5 - Projects►20II02381KEI WP Page 22 Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report Preliminary Design Recommendations of asphaltic concrete pavement (ACP) underlain by 4 inches of 11/4-inch crushed surfacing base course is the recommended minimum in areas of planned passenger car driving and parking. In heavy traffic areas, a minimum pavement section consisting of 3 inches of ACP underlain by 2 inches of 5/8-inch crushed surfacing top course and 4 inches of 1'A-inch crushed surfacing base course is recommended. The crushed rock courses must be compacted to 95 percent of the maximum density, as determined by ASTM:D 1557. All paving materials should meet gradation criteria contained in the current Washington State Department of Transportation (WSDOT) Standard Specifications. Depending on construction staging and desired performance, the crushed base course material may be substituted with asphalt treated base (ATB) beneath the final asphalt surfacing. The substitution of ATB should be as follows: 4 inches of crushed rock can be substituted with 3 inches of ATB, and 6 inches of crushed rock may be substituted with 4 inches of ATB. ATB should be placed over a native or structural fill subgrade compacted to a minimum of 95 percent relative density, and a 11- to 2-inch thickness of crushed rock to act as a working surface. If ATB is used for construction access and staging areas, some rutting and disturbance of the ATB surface should be expected. The contractor should remove affected areas and replace them with properly compacted ATB prior to final surfacing. 14.1 Permeable Paving The current project design calls for an area of permeable paving and/or pavers on the north part of the site. Because infiltration rate testing indicated that infiltration is not feasible, permeable paving areas will be provided with underdrains. Permeable paving should be cleaned on an established schedule using equipment and methods specifically intended for use on permeable paving. Following subgrade preparation, we recommend a passenger car pavement section for on -site driveways and parking areas consisting of a 4-inch compacted permeable ACP above a 3-inch thickness of "choker course" consisting of '/a by 5/8-inch washed, crushed rock or approved equivalent. Below the choker course, a 12- to 18-inch-thick storage layer consisting of 2-inch washed railroad ballast conforming to the WSDOT specification for Permeable Ballast 9-03.9 (2) should be placed above the soil subgrade. The storage layer should be sized for an appropriate amount of storm water storage assuming a porosity of 0.30. We understand that permeable paving at this site will be limited to areas that will be used for passenger car parking and driveways. We should be allowed to offer additional recommendations if permeable paving is to be constructed in areas of heavy traffic such as busses, garbage trucks, food service trucks, or delivery trucks. March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projects1201102381KE%WP Page 23 Proposed Tukwila Village Tukwila, Washington Updated Subsurface Exploration, Geologic Hazards, and Geoteclu:ical Engineering Report Preliminary Design Recommendations 15.0 PROJECT DESIGN AND CONSTRUCTION MONITORING Our report is preliminary since detailed project and building plans were still being developed at the time this report was prepared. We recommend that AESI perform a geotechnical review of the plans prior to final design completion. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundation system depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of our currently approved scope of work. We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Bruce W. Guenzler, L.E.G. Kurt D. Merriman, P.E. Project Geologist Attachments: Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Appendix: Exploration Logs Laboratory Testing Results Ground Water Measurement Data Senior Principal Engineer March 18, 2013 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE110238A5 - Projecrs120110238IKEIWP Page 24 110238 Tukwila Village 1110238 Vicniry.cdr HififKp 1``'. i t ,.t„ ;t4 4kJ' }..I. '1Z Y'1i11111i((O1 t i...� . RI Riiiet kon t, c1012++��,Cn�cstjleVty jt + i ? I 1 S i ( t4r,N(,_ DUY -t i t\\' ; , t i ...,' wit.... thverton Held' -tG pr• t i ; R I 1- �JI REFERENCE: USGS TOPO! , \211::-- / 1ro:vS`ri(I 1- i Fire i(ron ! w v I outWatel iPark 1 ti .Cro9jveiv: Par }' �(_ w • U LT t ljj ,t+ 1 , I.h4; t. , Il i f � ro f lack, 9 ,rlr . Ouarrl%, ,c.':; n; Uaija Si St \• it .�tl Ssy,� q Ili •i 0 AN 1000 1f�t 4 2000 FEET Associated Earth Sciences, Inc VICINITY MAP TUKWILA VILLAGE TUKWILA, WASHINGTON FIGURE 1 DATE 9/11 PROJ. NO. KE110238A APP DEPTHOF-EXISTINGFILE( IIVV'INDICATES MWELL TYP APPROXIMATE LOCATION OF EXPLORATION PIT WITH DEPTH OF EXISTING FILL (FT) TYP OXDATE• OF FEET Associated Earth Sciences, Inc. SITE AND EXPLORATION PLAN TUKWILA VILLAGE TUKWILA, WASHINGTON FIGURE 2 DATE 9111 PROJ. NO. KE110238A APPENDIX ELEVATION INDICATES APPROXIMATE LOCATION OF EXPLORATION PIT WITH DEPTH OF EXISTING FILL (FT) TYP REFERENCE. JOHNSON 8FtAUND DESIGN GROUP. INC. FEET Associated Earth Sciences, Inc. SITE AND EXPLORATION PLAN TUKWILA VILLAGE TUKWILA. VVASHINGTON FIGURE 2 DATE 9/11 PROJ. NO. KE110238A 5 0 5 Y O Y . ro rn 0 N 0 z c 0 w 0 c L W 0 Cr) a) ro c 0 a) 0 0 U ro 0 0 N 0 z a`n) w N 0 o- ro 0 a 0 u-) U1 'o rn 0 ro m 0 c c i.i c 0 U tc LL ro a) o w Uu) "o Z a o c a) c ro :" 0re la 0 c 0 U B LL ro n) w o > Uco od. 0 0 Dz o vroj ro n- o u) 0o rn c U3 03 0) 0 zoc' Well -graded gravel and gravel with sand, little to no fines •iGM GC SW 5P SM sc ML Poorly -graded gravel and gravel with sand, little to no fines Silty gravel and silty gravel with sand Clayey gravel and clayey gravel with sand Well -graded sand and sand with gravel, Little to no fines MH Poorly -graded sand and sand with gravel, little to no fines Silty sand and silty sand with gravel Clayey sand and clayey sand with gravel Silt, sandy silt, gravelly silt, silt with sand or gravel Clay of low to medium plasticity; silty, sandy, or gravelly clay, lean clay Organic clay or silt of low plasticity Terms Describing Relative Density and Consistency Coarse - Grained Soils Fine - Grained Soils Density SPTt)blows/foot Very Loose 0 to 4 Loose 4 to 10 Medium Dense 10 to 30 Dense 30 to 50 Very Dense >50 Consistency Very Soft Soft Medium Stiff Stiff Very Stiff Hard SPT(2)blows/foot 0102 2to4 4to8 Bto15 15 to 30 >30 Test Symbols G = Grain Size M = Moisture Content A = Atterberg Limits C = Chemical OD = Dry Density K = Permeability Elastic silt, clayey silt, sift with micaceous or diatomaceous fine sand or silt Clay of high plasticity, H sandy or gravelly clay, fat clay with sand or gravel Organic clay or silt of OH medium to high plasticity PT Peat, muck and other highly organic soils Descriptive Term Boulders Cobbles Component Definitions Size Range and Sieve Number Larger than 12' 3' to 12" Gravel 3" tG No. 4 (4.75 mm) Coarse Gravel 3" to 3/4° Fine Gravel Sand Coarse Sand Medium Sand Fine Sand Silt and Clay 3/4'to No. 4 (4.75 mm) No. 4 (4.75 mm) to No. 200 (0.075 mm) No. 4 (4.75 mm) to No. 10 (2.00 mm) No. 10 (2.00 mm) to No. 40 (0.425 mm) No. 40 (0.425 mm) to No. 200 (0.075 mm) Smaller than No. 200 (0.075 mm) (3) Estimated Percentage Component Percentage by Weight Trace <5 Few 5 to 10 Little 15 to 25 With - Non -primary coarse constituents: > 15% - Fines content between 5% and 15% Moisture Content Dry - Absence of moisture, dusty. dry to the touch Slightly Moist - Perceptible moisture Moist - Damp but no visible water Very Moist - Water visible but not free draining Wet - Visible free water, usually from below water table Sampler Type 2.0" OD Split -Spoon Sampler (SPT) Bulk sample Grab Sample Symbols Blows/6"- or portion of 6" Sampler Type Bentonite • Description t4i `- seal 3.0• " OD Split -Spoon Sampler Filter pack with 3.25" OD Split -Spoon Ring Sampler (4) blank casing section Screened casing or Hydro►ip with idler pack End cap 3.0' OD Thin -Wall Tube Sampler (including Shelby tube) Portion not recovered Cement grout surface seal of Percentage by dry weight tzl (SPT) Standard Penetration Test (ASTM D-1586) (3) In General Accordance with Standard Practice for Description and Identification of Soils (ASTM D-2488) (4) Depth of ground water o ATD = At time of drilling Q Static water level (date) 01 Combined USCS symbols used for fines between 5% and 15% Classifications of soils in his report are based on visual field and/or laboratory observations. which include density/consistency. moisture condition. grain size, and plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System. Associated Earth Sciences, Inc. EXPLORATION LOG KEY FIGURE Al KCTP3 110238A.GPJ September 13, 2011 LOG OF EXPLORATION PIT NO. EP-1 Depth (ft) This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 296 feet 1 _ 2 - 3 - 4 - 5 - 6 - 7 - 8 -' 9 - Topsoil Fill Loose, moist, brown, fine SAND, little to with silt, few fine gravel, trace brick, pipe, washed rock, wire, cobbles (SM). Medium dense, moist, brown, fine SAND, little silt, few fine gravel, trace boulders; no stratification (SP-SM). Ice Contact Sediments Dense, wet, mottled brown to gray, fine to coarse SAND, little silt, little fine gravel (SW). 10 1 1 —r 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 Bottom of exploration pit at depth 10 feet Weak ground water seepage below 8 feet. Slight caving 0 to 3 feet. Logged by: BWG Approved by: Tukwila Village Tukwila, WA Associated Earth Sciences, Inc. 145, Project No. KE110238A 8/16t/11 LOG OF EXPLORATION PIT NO. EP-2 Depth (ft) This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 291 feet 1 — 2 — 3 — 4 -+ 5 — -Asphalt paving. r Fill Medium dense, moist, brown, fine SAND, little silt, trace fine gravel (SP-SM). Loose to medium dense, very moist, gray, fine to coarse SAND, with silt and fine to coarse gravel, trace cobbles (SM); no stratification. 6 7 , Buried Topsoil Loose, very moist, dark brown, fine SAND, with silt, few organics (SM); organic odor 8 9 t0 — Ice Contact Sediments Very stiff, very moist, gray, SILT, with fine to coarse sand, trace fine gravel (ML); fine, closed, multi -directional fractures with some oxidation along fractures. Medium dense, very moist, mottled brown and gray, fine to coarse SAND, with silt (SM); gradational stratification. 11 12 — 13 — 14 — 15 — 16 — 17 — 18 — 19 — Bottom of exploration pit at depth 11 feet No ground water seepage No caving. s a c� m Logged by: BWG Approved by: Tukwila Village Tukwila, WA Associated Earth Sciences, Inc. �rY Project No. KE110238A 8/16/11 LOG OF EXPLORATION PIT NO. EP-3 Depth (ft) This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered DESCRIPTION Approximate Elev. 292 feet ,Concrete rubble. 1 — Fill Loose to medium dense, very moist, mixed brown and gray, fine to coarse SAND, with silt and little fine gravel, trace boulders (SM). 2 — 3 — 4 — 5 - 6 — 7 — Buried Topsoil 8 Soft, very moist, black, SILT, little organic (OL); trace lumber, wire. 9 -, Ice Contact Sediments t0 Medium dense, very moist to wet, gray, fine to coarse SAND, with silt, little fine gravel; color mottling and gradational stratification (SM). 11 12 — 13 — 14 - 15 Bottom of exploration pit at depth 15 feet 16 — Weak ground water seepage zones below 11 feet. No caving. 17 — 18 — 19 — Logged by: BWG Approved by: Tukwila Village Tukwila, WA Associated Earth Sciences, Inc Project No. KE110238A 8/16/11 LOG OF EXPLORATION PIT NO. EP-4 Depth (ft) This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time The data presented are a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 288 feet 1 — 2 — 3 -r 4 — 1 Topsoil Fill Loose, moist, dark brown, fine SAND, with silt, few organic and roots (SM). 5 6 _ 7 - Ice Contact Sediments Medium dense grading to dense, very moist, mottled gray and brown, fine to coarse SAND, with silt, little fine to coarse gravel, trace cobbles and boulders (SM); no stratification. 8 J 9 -r 10 — 11 — 12 — Lodgement Till Dense to very dense, wet, brownish gray, fine to coarse SAND, with fine to coarse gravel, few to little silt, trace cobbles (SW); no stratification. 13 14 — 15 — 16 - 17 18 — 19 - Bottom of exploration pit at depth 13 feet Weak to moderate ground water seepage zones beelow 7 feet. No caving. Logged by: BWG Approved by: Tukwila Village Tukwila, WA Associated Earth Sciences, Inc. Project No. KE110238A 8/16/11 LOG OF EXPLORATION PIT NO. EP-5 Depth (ft) This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 290 feet 1 — 2 - 3 - Topsoil Fill Medium dense, moist, mixed brown and black, fine to coarse SAND, with silt, roots, organics, crushed rock, washed rock (SM). 4 5 6 — 7 — 8 - Ice Contact Sediments Medium dense grading to very dense, moist, mottled brown and gray, fine to coarse SAND, with silt, few fine gravel (SM); no stratification. 9 10 , Lodgement Till Very dense, wet, mottled brown, fine to coarse SAND, with little fine gravel and silt (SM). 11 12 13 — 14 — 15 J 16 — 17 — 18 - 19 — Bottom of exploration pit at depth 11 feet Weak ground water seepage zones below 7 feet. No caving. Logged by: BWG Approved by: Tukwila Village Tukwila, WA Associated Earth Sciences, Inc Project No. KE110238A 8/16/11 LOG OF EXPLORATION PIT NO. EP-6 I 'r m c) This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at thls IocaUon with the passage of time The data presented are a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 289 feet Topsoil Fill 1 _ Loose, very moist, brown and dark brown, fine SAND, with silt, few fine gravel, few organic, trace cobbles and boulders (SM). 2 - 3 - 4 - 5 Ice Contact Sediments 6 ^ Dense, very moist, Tight brown, fine SAND, with silt and little fine gravel (SM); no stratification. 7-r 8 Lodgement Till Dense, wet, gray, fine to coarse SAND, little silt, little fine gravel (SM); no stratification. 9 -- 10 Bottom of exploration pit at depth 10 feet 1 1 — Weak ground water seepage zones below 6 feet No caving 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - Logged by: BWG Approved by: Tukwila Village Tukwila, WA Associated Earth Sciences, Inc Project No. KE110238A 8116111 LOG OF EXPLORATION PIT NO. EP-7 Depth (ft) This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time The data presented are a simplficatlon of actual conditions encountered. DESCRIPTION Approximate Elev. 290 feet Topsoil Fill 1 _ Loose, moist to wet, dark brown to black, fine SAND, with silt, little fine gravel, little debris, wood, hose, sticks, concrete rubble, plastic, trace organics (SM). 2 3 — 4 - 5- 6 — 7 -' 8 -- 9 — 10 — 11 — 12 Ice Contact Sediments 13 Medium dense grading to dense, moist to wet, reddish brown, fine SAND, with silt, trace fine gravel (SM). 14 Bottom of exploration pit at depth 14 feet 15 — Weak ground water seepage zones below 6 feel. Moderate caving 5 to 12 feet. 16 — 17 — 18 — 19 — Logged by: BWG Approved by: Tukwila Village Tukwila, WA Associated Earth Sciences, Inc 14, Project No. KE110238A 8/16/11 • LOG OF EXPLORATION PIT NO. EP-8 Depth (ft) This log is part of the report prepared by Associated Earth Sciences, Inc- (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 288 feet Topsoil Fill 1 _ Loose, very moist, dark brown, fine SAND, with silt, trace organic, plastic, washed rock (SM). 2 — 3 — 4 Ice Contact Sediments 5 — Medium dense to dense, very moist, brown, fine to medium SAND, with silt, little fine gravel, trace cobbles and boulders (SM). 6 — 7 — 8 — 9 — 10 — 11 Bottom of exploration pit at depth 11 feet 12 — Weak ground water seepage zones below 7 feet No caving. 13 — 14 — 15 - 16 — 17 — 18 — 19 — KCTP3 110238A.GPJ Seplember 13. 20 Logged by: BWG Approved by: Tukwila Village Tukwila, WA Associated Earth Sciences, Inc. 7 Project No. KE110238A 8/16/11 LOG OF EXPLORATION PIT NO. EP-9 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be = read together with that report for complete interpretation. This summary applies only to the location of this trench at the m time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered DESCRIPTION Approximate Elev. 292 feet KCTP3 11023EA.GPJ September 13. 2011 2 — 3 4 5 — 6 7 — 8 — 9 — 10--' 11 12 13 14 15 16 - 17 18 19 Topsoil with asphalt and concrete rubble. Ice Contact Sediments 1 — Medium stiff grading to stiff, very moist, brown, SILT, with fine sand stringers and trace fine gravel (ML); silt has fine, closed, multi -directional fractures. Becomes heavily mottled, with little fine to coarse gravel. Gradational stratification. Bottom of exploration pit at depth 101/2 feet No ground water seepage. No caving. Logged by: BWG Approved by: Tukwila Village Tukwila, WA Associated Earth Sciences Inc Project No. KE110238A 8116/11 • LOG OF EXPLORATION PIT NO. EP-10 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete Interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time The data presented are a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 289 feet s Topsoil with tiles, concrete rubble. 1 — Ice Contact Sediments Medium stiff, very moist, mottled Tight brown, SILT, little fine sand, fine sand stringers (ML with SP). 2 — 3 — 4 - 5 — 6 — 7 -4 Medium dense, very moist to wet, reddish brown, fine to coarse SAND, few silt, little fine gravel 8 — (SW). 9 - 10 - 11 Bottom of exploration pit at depth 11 feet 12 — Weak ground water seepage zones below 8 feet. No caving. 13 14 — 15 - 16 — 17 — 18 — 19 — ER a • Logged by: BWG • Approved by: 1- Tukwila Village Tukwila, WA Associated Earth Sciences, Inc r s i Project No. KE110238A 8/16/11 LOG OF EXPLORATION PIT NO. EP-11 Depth (ft) This log Is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation Subsurface conditions may change at this location with the passage of time_ The data presented are a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 289 feet Topsoil with gravel and asphalt rubble. 1 — Fill 2 — Loose, very moist, dark brown to black, fine to medium SAND, with silt, few organics, trace wire, plastic, fabric (SM). Ice Contact Sediments Medium stiff to stiff, very moist, gray and brown mottled, SILT, few fine sand, with fine sand stringers. 4 — Bedding features near horizontal. Multi -directional fractures (ML). 5 — I 6 — 7 — 8 — 9 — 10 — 11 Bottom of exploration pit at depth 11 feet 12 — No ground water seepage. No caving. Decaying organic odor. 13 — 14 — 15 — 16 — 17 — 18— 19 — nI C7 Logged by: BWG Approved by: U Y Tukwila Village Tukwila, WA Associated Earth Sciences, Inc 5, Project No. KE110238A 8/16/11 LOG OF EXPLORATION PIT NO. EP-12 Depth (ft) This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only 10 the location of this trench at the lime of excavation Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 292 feet Concrete rubble. 1 Fill 2 — Loose, very moist, dark brown, fine SAND, with silt, organics, sticks. asphalt rubble, metal, lumber, flooring, wire, cobbles. 3 — 4 — 5 — 6 — 7 — 8 — Ice Contact Sediments 9 — Medium dense, wet, gray, fine to coarse SAND, with fine gravel, little silt (SW-SM); gradational stratification. 10 — 11 — 12 Bottom of exploration pit at depth 12 feet 13 — No ground water seepage. No caving. 14 — 15 — 16 — 17 — 18 — 19 — KCTP Logged by: BWG Approved by: Tukwila Village Tukwila, WA Associated Earth Sciences, Inc Project No. KE110238A 8/16/11 LOG OF EXPLORATION PIT NO. EP-13 Depth (ft) This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplflcation of actual conditions encountered. DESCRIPTION Approximate Elev. 295 feet Concrete rubble. 1 — Fill 2 — Loose, very moist, brown, reddish brown and black, fine SAND, with silt, plaster, concrete rubble, organics (SM). 3 -+ 4 - 5 — — 6Medium Ice Contact Sediments dense, moist, brown, fine SAND, few silt (SP); gradational stratification with siltier zones. 7 - 8 — 9 — 10 - Grades with little fine gravel. 11 Bottom of exploration pit at depth 11 feet 12 — No ground water seepage No caving. 13 — 14 — 15 — 16 — 17 — 18 — 19 — Logged by: BWG Approved by: Tukwila Village Tukwila, WA Associated Earth Sciences, Inc Project No. KE110238A 8/16/11 LOG OF EXPLORATION PIT NO. EP-14 Depth (ft) This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time The data presented are a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 295 feet Gravel/rubble surfacing. 1 Fill Loose, very moist, reddish brown, fine to medium SAND, with silt, little fine gravel. Wire at 1.5 feet 2 — (SM). 3 -r 4 -r 5 — Ice Contact Sediments 6 Medium dense, very moist, brown, fine to medium SAND, with silt, little fine to coarse gravel, trace cobbles and boulders. 7 -'' 8 - 9 - 10 -, 11 Bottom of exploration pit at depth 10 1/2 feet No ground water seepage. No caving. 12 -- 13 — 14 — 15 — 16 — 17 — 18 — 19 — Logged by: BWG Approved by: Tukwila Village Tukwila, WA Associated Earth Sciences Inc. Project No. KE110238A 8/16/11 LOG OF EXPLORATION PIT NO. EP-15 Depth (ft) This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Approximate Elev. 293 feet Topsoil 1 — Fill Loose, very moist, dark brown, fine SAND, with silt, organics, concrete rubble, asphalt rubble, wire 2 (SM). 3 Ice Contact Sediments 4 — Medium stiff to stiff, moist, gray with reddish brown mottling, SILT, little fine sand, horizontal bedding features with fine sand laminae (ML). 5- 6 - 7 — 8 — 9-' 10 — 11 Bottom of exploration pit al depth 11 feet 12 - Weak ground water seepage below 9 feet. No caving. 13 — 14-' 15 — 16 — 17 — 18 — 19 — Logged by: BWG Approved by: Tukwila Village Tukwila, WA Associated Earth Sciences, Inc. Project No. KE110238A 8/16/11 LOG OF EXPLORATION PIT NO. EP-16 Depth (ft) This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the lime of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplrication of actual conditions encountered. DESCRIPTION Approximate Elev. 287 feet Topsoil 1 - Fill Loose, very moist, brown, fine SAND, with organics, concrete rubble, asphalt rubble (SM). 2 -i 3 — 4 — Ice Contact Sediments Medium stiff, very moist, brown and gray mixed, trace to little fine sand, horizontal bedding features with fine sand partings (ML). 5 — 6 — 7 — 8 — 9 — Medium dense, very moist to wet, brown, fine to medium SAND, little gravel and silt (SW). 10 — 11 Bottom of exploration pit al depth 10 1/2 feet Weak ground water seepage below 7 feet. No caving. 12 — 13 — 14 — 15 — 16 — 17 — 18 — 19 — R. R. as • Logged by: BWG Approved by: a 1- 4-) Tukwila Village Tukwila, WA Associated Earth Sciences Inc. Project No. KE110238A 8/16/11 GPJ September 13. 2011 Associated Earth Sciences, Inc. Exploration Log Project Number KE110238A Exploration Number EB-1 Sheet 1 of 1 Ti...,_:,,! I k.;.. 11 (t'► a Project Name Tukwila Village Ground Surface Elevation (ft) 287 feet Location Tukwila. WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish R/17/11)1/17/11 Hammer Weighi/Drop 140# / 30" Hole Diameter (in) 7 inrhAn 2 2.m d s E T Graphic Symbol DESCRIPTION Well Completion Water Level Blows/6" Blows/Foot 10 20 30 40 f, N - - - 5 - 10 • - 15 • — 20 - - 25 • - 30 - 35 Isi I S 2 T' I S-3 J I S-4 I S-5 Fill Medium dense, very moist, gray to olive -brown, fine to medium SAND, brown, silty fine sand inclusions, few silt. Medium dense, wet, olive -brown, fine to coarse SAND, with fine gravel, trace to few silt, trace charcoal. ice Contact Sediments Very dense, wet, mottled brown and gray, fine to coarse SAND, with silt, little fine to medium gravel. Lodgement Ti i _ . Very dense, very moist, gray, fine to medium SAND, few silt, few fine to medium gravel. Very dense, wet, gray, fine to medium SAND, with silt, little gravel. Bottom of exploration boring at 20 1/2 feet Ground water seepage at 6 feet• 3 12 6 I t0 14 16 19 31 `Q t0/�" S24 A50 ,� ��" A50/6" Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) I No Recovery M - Moisture Logged by: BWG ail 3" OD Split Spoon Sampler (D & M) 1 Ring Sample Water Level () Approved by: ® Grab Sample FAli Shelby Tube Sample I Water Level at time of drilling (ATD) AESIBOR 1t0230A.GPJ September 13, 201 Associated Earth Sciences, Inc. Exploration Log Project Number KE110238A Exploration Number EB-4 Sheet 1 of 1 : 1 ° J N .1 w:- i i!.. Project Name Tukwila Village Ground Surface Elevation (ft) 287 feet Location Tukwila. WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish R/17/11 A/17/1 1 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inc..ht4R Depth (ft) N a S E T c r Graphic Symbol DESCRIPTION Well Completion Water Level Blows/6" Blows/Foot 10 20 30 40 Other Tests _ 5 - 10 — 15 — 20 — 25 • • — 30 — 35 S-1 I T S 2 IL S-3 I S 4 I = S-5 FIII Medium dense, dry, oxidized brown, fine SAND, with silt Medium dense, moist, gray -brown, silty fine SAND, with gravel. Medium dense, wet, brown -gray, fine to medium SAND, with silt, few gravel, brown silt inclusions. __ _ ... ...._ ._ Lod _ ge_._m_. ent__ _. _Till Very dense, very moist, gray, fine to medium SAND, trace to few silt, few gravel. ... Bottom of exploration boring at 20 feet Ground water seepage at 16 feet 5 8 5 6 6 8 6 1213 16 * 25 29 F 0!3" 0 13 A 14 A54 Asor, " Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) I No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) 1 Ring Sample Z Water Level () Approved by: Grab Sample 2 Shelby Tube Sample I Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. m. Geologic & Monitoring Well Construction Log Number KE110238A Well umber EB-5 Sheet 1 of 1 :._ =__`I (�' I I NiProject `�� I I•- �"� y Project Name Tukwila Village Location Tukwila. WA Elevation (Top of Well Casing) Surface Elevation (ft) 285 feet Water Level Elevation Date Start/Finish )3/17/11 fi/17/11 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (In) 7 inches Hammer WeighUDrop 140# / 30" Depth (ft) Water Level WELL CONSTRUCTION T m Graphic Symbol DESCRIPTION - 5 - 10 - 15 - 20 . - 25 - 30 - 35 Z : \ ��`//GG . Concrete Solid pipe eentonile Sand J Screen Cap --I - • - - - I7Medium 7 9 5 5 e 22 30 12 35 50/6" 50/6" Fill dense, moist, oxidized brown and light gray, silty fine to medium SAND, few gravel. Medium dense, very moist to wet. oxidized light gray, silty fine to medium SAND, few gravel_ Ice Contact Sediirnerits - ' - .. Very dense, very moist to wet, brown, fine to medium SAND, with silt, few gravel Lodgement Till Very dense, wet, gray, silty fine to medium SAND, few fine to coarse gravel Very dense, wet, gray, fine to medium SAND, with sill, few gravel Boring terminated at Jti iii feet on 8/17/11 Ground water seepage at 5 feet. Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) Q No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) 11 Ring Sample V Water Level (8/26/11) Approved by: ® Grab Sample 0 Shelby Tube Sample X Water Level at time of drilling (ATD) 3 0 a u Associated Earth Sciences, Inc Geologic & Monitoring Well Construction Log Project Number KE110238A Well Number EB-6 Sheet 1 of 1 � J I ! j:,, � Imo: J { Project Name Tukwila Village Location Tukwila. WA Elevation (Top of Well Casing) Surface Elevation (ft) 289 feet Water Level Elevation Date Start/Finish 8/1R/11,8/1R/11 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 inches Hammer Weight/Drop 140# / 30" Water Level WELL CONSTRUCTION y T 0D� Graphic Symbol DESCRIPTION — 5 —10 15 — 20 — 25 — 30 —35 I_ 2 :- ..0,. 111 i H.5 • • Concrete Solid pipe Bentonite Sand • Screen • Cap -T — — — T 3 5 1 6 10 13 g 18 12 21 5018" 426" 1 50/ . Fill Medium dense, very moist, gray, fine sandy SILT to silty fine to medium SAND, with fine gravel. Ice Contact Sediments Medium dense, moist, oxidized olive. very fine SAND. with silt to SILT with fine sand. Dense, moist, light gray with horizontal oxidation staining, silty fine SAND to fine sandy SILT to gray, fine to medium SAND, trace sill, with fine gravel. Lodgement Till Very dense, moist, gray, fine to medium SAND, with silt, fine gravel. Very dense, wet, gray, fine to coarse SAND, few fine gravel Boring terminated at 21 feet on 8/18/11 Ground water seepage at 16 feet. Sampler Type (ST): m 2" OD Spilt Spoon Sampler (SPT) 0 No Recovery M - Moisture Logged by: BWG • m 3" OD Split Spoon Sampler (D & M) 1] Ring Sample V Water Level (8/26/11) Approved by: ® Grab Sample ® Shelby Tube Sample T. Water Level at time of drilling (ATD) Associated Ii,,rth sciences, Inc Geologic & Monitoring Well Construction Log Project Number KE110238A Well Number EB-7 Sheet 1 of 1 .: 1 , Project Name Tukwila Village Location Tukwila. WA Elevation (Top of Well Casing) Surface Elevation (ft) 292 feet Water Level Elevation Date Start/Finish f1/1R/11 pi/1R/11 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 inches Hammer Weight/Drop 140# / 30" Depth (ft) Water Level WELL CONSTRUCTION o0 T co Graphic Symbol DESCRIPTION - _ - - 5 - 10 -15 • - - 20 _ - 25 - 30 - 35 X \ • . . Concrete Solid pipe -Ti Bentonite Sand -41 —`( Screen Cap - - q 3 3 5 e I1 g 8 to 16 35 50/6" - Fill Loose, moist, gray, fine to medium SAND, few silt. Loose, moist, dark brown, fine sandy SILT, with gray, fine sand, few organics. Ice Contact Sediments Medium dense, moist, oxidized brown, silty fine SAND, few fine gravel. Medium dense, wet, gray brown, fine to medium SAND, trace silt, with fine to medium gravel, lodgement 'nil - Very dense, wet, gray, fine to medium SAND, with sill, with fine 10 medium gravel. goring terminated ii-2T 1%2 feel on 8/18111 Ground water seepage at 17 feet. Samp er Type (ST): m 2" OD Split Spoon Sampler (SPT) Q No Recovery M - Moisture Logged by: BWG l m 3" OD Split Spoon Sampler (D 8 M) [ Ring Sample V Water Level (8/26/11) Approved by: ® Grab Sample © Shelby Tube Sample I Water Level at time of drilling (ATD) Associated Earth Sciences, Inc Geologic & Monitoring Well Construction Log Project Number KE110238A Well Number EB 8 Sheet 1 of 1 :_ ( I-- . t t" ! .� t Project Name Tukwila Village Location Tukwila. WA Elevation (Top of Well Casing) Surface Elevation (ft) 294 feet Water Level Elevation Date Start/Finish 8/1 R/11 R/1 R/11 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 inches Hammer Weight/Drop 140# / 30" m� a rWater Level WELL CONSTRUCTION -1( Blows/ 6" Graphic Symbol DESCRIPTION . — 5 —10 —15 — 20 • — 25 — 30 — 35 ,�j 1 1 { --= Concrete Solid pipe . 8entonite Sand Screen Cap --I — — — 1 t 1 I a 3 a 8 7 7 8 17 44 50/2" 50/8" Fill Loose, very moist, oxidized gray and brown, fine to medium silty SAND, trace fine gravel. Ice Contact Sediments Medium dense, very moist to wet, brown, fine to medium SAND, with silt, trace gravel Medium dense, very moist to wet, gray, fine to medium SAND, with silt, little fine to medium gravel, Lodgement Till Very dense, very moist to wet, gray, silty fine to medium SAND, little gravel, gravel oxidized. Very dense, very moist, gray, silty fine to medium SAND, few gravel. Boring terminated at 20 1%2 feet on 8/18/11 Ground water seepage at 14 feet. Samp er Type (ST): m 2" OD Split Spoon Sampler (SPT) O No Recovery M - Moisture Logged by: BWG I [1]3' OD Split Spoon Sampler (D & M) IllRing Sample V. Water Level (8/26/11) Approved by: 0 Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) AESIBOR 110238&GPJ September 13. 2011 Associated Loth Sciences, Inc. Exploration Log Project Number KE110238A Exploration Number EB-9 Sheet 1 of 1 —1 �� ,_ f i F'� ; r� Project Name Tukwila Village Ground Surface Elevation (ft) 296 feet Location Tukwila. WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish R/1R/11 ,1/1R/11 Hammer Weighl/Drop 140# / 30" Hole Diameter (in) 7 innhas Depth (ft) s E T y E. f Om DESCRIPTION Well Completion Water Level Blows/6" Blows/Foot 10 20 30 40 Other Tests - 5 — t0 — 15 — 20 — 25 —30 — 35 I S 1 1 j I S-2 1 T I S'3 1 T S 4 T s-5 Fill Dense, moist, brown and light brown, silty fine to medium SAND, with fine gravel, trace organics. Medium dense, very moist, olive, silty fine to medium SAND, few gravel Ice Contact Sediments Very dense, moist, oxidized brown -gray to gray, silty fine SAND, with gravel, gray fine sand with silt in tip of sample. Lodgement Till Very dense, moist, gray, silty fine to medium SAND, trace gravel. Bottom of exploration boring at 20 1/2 feel Ground water seepage at 12 1/2 feet 15 15 20 5 8 10 20 27 44 I 50/4" :0/4 A'18 A3f. A71 A50/4" A50/e" Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) 1.0 3" OD Split Spoon Sampler (D & M) ® Grab Sample I No Recovery M - Moisture Logged by: BWG 1] Ring Sample V Water Level () Approved by: Fl Shelby Tube Sample X Water Level at time of drilling (ATD) \,sociatci.l Eatti, Sciences, Inc. Exploration Log Project Number KE110238A Exploration Number EB-10 Sheet 1 of 1 � :__ I d • ,. ;, t Project Name Tukwila Village Ground Surface Elevation (ft) 293 feet Location Tukwila, WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish R118111 R/1R/11 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inrhPs Depth (ft) -1C Samples Graphic Symbol DESCRIPTION c 0 m d E 3 Water Level Blows/6" Blows/Foot 10 20 30 40 Other Tests - 5 — 10 — 15 - — 20 - • — 25 • — 30 — 35 t. I ' i S-1 T I S-2 1 S-3 S 4 1rf, x S-5 Fill Medium dense, very moist, gray, fine SAND, with silt, to red -brown, silty fine SAND. ice Contact Sediments Medium dense, very moist, red -brown, silty fine to medium SAND, with fine to medium gravel. Dense, very moist. oxidized gray, silty fine to medium SAND, with gravel. Lodgement Till Very dense. very moist, gray, fine to medium SAND, with gravel, trace silt Very moist, gray, silty fine to medium SAND, with gravel. - _. _ . _ _ .....-.-- ---- Bottom of exploration boring at 20 feet Ground water seepage at 16 1/2 feet 3 5 12 12 17 12 13 24 25 44 oir 50/c" e 7 s29 0 .7 A50/5" 50/3" Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) I No Recovery M - Moisture Logged by: BWG f 11 3" OD Split Spoon Sampler (D & M) Ring Sample V Water Level () Approved by: u Grab Sample !/ Shelby Tube Sample Water Level at time of drilling (ATD) Associated Earth Sciences, Inc, Exploration Log Project Number KE110238A Exploration Number EB-11 Sheet 1 of 1 � � : I {� , •` (_: I-1414 I " tt Project Name Tukwila Village Ground Surface Elevation (ft) 291 feet Location Tukwila. WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish R/1R/11$/1R/11 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inr•.hes Depth (ft) N s E T N U - a E 0u) DESCRIPTION Well Completion Water Level Blows/6" Blows/Foot 10 20 30 40 Other Tests 5 — 10 - 15 - — 20 • — 25 • • — 30 — 35 I S 1 1 S 2 1 S 3 I I s a I S 5 Fill Loose, moist, gray, fine to medium SAND, with silt_ Loose, moist, gray, fine to medium SAND, with silt Stiff, very moist, oxidized gray, fine sandy SILT to medium dense, silty fine SAND. Ice Contact Sediments Very dense, very moist to wet, brown, fine to coarse SAND, with silt and gravel. Lodgement Tiil Very dense, wet, green -gray, fine to medium SAND, with silt and gravel. Bottom of exploration boring at 20 1/2 feet Ground water seepage at 17 feet 6 4 3 3 3 3 4 5 6 16 26 I44 :we" . e 6 fit A70 Solt" Sampler Type (ST): 11 2" OD Split Spoon Sampler (SPT) I No Recovery M - Moisture Logged by: BWG II 3" OD Split Spoon Sampler (D & M) D Ring Sample V Water Level () Approved by: u Grab Sample / Shelby Tube Sample 31 Water Level at time of drilling (ATD) AESISOR 110238A.GPJ September 13. 2011 Associated Earth Sciences, Inc. Exploration Log Project Number KE110238A Exploration Number EB-2 Sheet 1 of 1 I 1 : r`j (_) ..::�-• � 71 R.: Project Name Tukwila Village Ground Surface Elevation (ft) 290 feet Location Tukwila. WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted NSA Date Start/Finish R/17/1 1R/17/1 1 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inches Depth (ft) N s E T • Graphic Symbol DESCRIPTION c O d o E c) Water Level Blows/6" Blows/Foot 10 20 30 40 Other Tests 1 — 5 — 10 — 15 — 20 — 25 — 30 — 35 S-1 1 S-2 T I S-3 1 s 4 I 1 I S 5 Fill Dense, moist, oxidized light brown, silty fine to medium SAND, with gravel. Ice Contact Sediments Medium dense, moist, brown, silly fine to medium SAND, with gravel. Dense, moist to very moist, oxidized brown, silty fine to medium SAND, with gravel. Lodgement Dense, wet, oxidized gray, silty fine to medium SAND, with gravel Very dense, very moist, Tight gray, fine SAND, with silt, few fine gravel. -. __ ... ._____ Bottom of exploration boring at 21 1/2 feet Slight ground water seepage at 15 feel 8 15 15 t i 10 8 15 24 Z 12 21 24 21 30 50/. 1/2 421 •30 439 •4F o5o/ tr Sampler Type (ST): I1 2" OD Split Spoon Sampler (SPT) I No Recovery M - Moisture Logged by: BWG 3" OD Split Spoon Sampler (D & M) 10 Ring Sample IT Water Level () Approved by: ® Grab Sample J Shelby Tube Sample I Water Level at time of drilling (ATD) GPJ September 13. 2011 Associated E,,ith sciences, Inc. Exploration Log Project Number KE 110238A Exploration Number EB-3 Sheet 1 of 1 7` !_J +: �i t' •� Project Name Tukwila Village Ground Surface Elevation (ft) 290 feet Location Tukwila. WA Datum Bafghausen Alta Survey Driller/Equipment Geologic DriU/Trailer Mounted HSA Date Start/Finish R/17/11)1/17/11 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inr:hpc Depth (ft) in Z. S T �' Graphic Symbol DESCRIPTION c o m o E 8 Water Level Blows/6* Blows/Foot 10 20 30 40 Other Tests 1 - 5 - 10 - 15 - 20 — 25 — 30 — 35 S 1 I j' I S-2 1 T S 3 1 S-4 S-5 Fill Loose, moist, oxidized light gray and brown, fine to medium SAND to gray, silty fine SAND. Ice Contact Sediments Medium dense, moist, light gray, fine sandy SILT/silty fine SAND, trace fine gravel. Medium dense, wet, gray -brown , silty fine to medium SAND, few gravel. Lodgement Till Dense, wet, gray, fine to medium SAND, with silt. Very dense, wet, gray, fine to medium SAND, few silt Bottom of exploration boring at 21 feet Ground water seepage at 10 feet a 3 4 4 7 11 X g 8 16 26 16 20 , 28 A A16 e 24 03 i A50f„ Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) I No Recovery M - Moisture Logged by: BWG I1 3" OD Split Spoon Sampler (D & M) 1 Ring Sample V Water Level () Approved by: u Grab Sample 51 Shelby Tube Sample I Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Exploration Log Project Number KE110238A Exploration Number EB-12 Sheet 1 of 1 ----�� 'I I_� ii I I > '- --ray' �� . ,� Project Name Tukwila Village Ground Surface Elevation (ft) 293 feet Location Tukwila. WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish R/1R/11 fi/1R/11 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inrhe Depth (ft) �v) Samples u-3 it 0ei DESCRIPTION c o>' d'v � E 8 '3 33 w b S 5 Blows/Foot 10 20 30 40 Other Tests • 5 — 10 — 15 - — 20 - - — 25 — 30 — 35 S 1 IA T S-2 I S-3 S-4 I I S-5 Fill Very loose, moist, brown and gray, silty One to medium SAND. Very loose, very moist, dark brown, fine silty SAND and gray, silty fine to medium SAND, few organics. Ice Contact Sediments Medium dense, moist, oxidized light green -gray, silty fine to medium SAND, with gravel Very dense, wet, gray, fine to medium SAND, few sift. Lodgernent Till Very dense, very moist, gray, silty fine to medium SAND. with gravel. Bottom of exploration boring at 21 1/2 feet Ground water seepage at 17 feet. ' 2 1 2 2 1 1 10 9 7 8 22 X 28 22 28 FOIE' - 3 A2 A13 O50 A50/f " Sampler 1 Type (ST): I1 2" OD Split Spoon Sampler (SPT) I1 3" OD Split Spoon Sampler (D & M) ® Grab Sample I No Recovery M - Moisture Logged by: BWG 1 Ring Sample V Water Level () Approved by: 0 Shelby Tube Sample I Water Level at time of drilling (ATD) A ssocialeti L.,tih Sciences, Inc. Exploration Log Project Number KE110238A Exploration Number EB-13 Sheet 1 of 1 . • IIII J �y,. .� v r , t►• Project Name Tukwila Village Ground Surface Elevation (ft) 290 feet Location Tukwila. WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish R/1R/1'I piR/11 Hammer Weight/Drop 140# / 30" Hole Diameter (In) 7 inr•.hes Depth (ft) s E T co Graphic Symbol DESCRIPTION Well Completion Water Level Blows/6" Blows/Foot 10 20 30 40 Other Tests • 5 — 10 — 15 • • — 20 - • — 25 • — 30 • — 35 • • S-1 S 2 I T I S"3 1 T I S-4 1 I S 5 Fill Loose, wet, oxidized yellow -brown, silty fine to medium SAND to brown, silty fine to medium SAND, few gravel and few organics. Ice Contact Sediments Dense, moist, oxidized gray, fine SAND, with silt Dense, moist, gray -brown, silty fine to coarse SAND, with gravel. Lodgement TUI Dense, wet, gray, silty SAND, with gravel. Becomes very dense Bottom of exploration boring at 20 112 feet Ground water seepage at 16 feet 2 3 3 py 24 12 22 24 12 * 22 17 So/E" A6 •39 A46 A46 A Sole - Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) II 3" OD Split Spoon Sampler (D & M) ® Grab Sample I No Recovery M - Moisture Logged by: BWG I Ring Sample Water Level () Approved by: 51 Shelby Tube Sample X Water Level at time of drilling (ATD) Assncialed Eatth Sciences, Inc. '1 ii Exploration Log Project Number KE110238A Exploration Number EB-14 Sheet 1 of 1 -'• 17.1 <. ',4-...I.• . 1, y 1 • i Project Name Tukwila Village Ground Surface Elevation (ft) 302 feet Location Tukwila. WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish R/1R/11A/1R/11 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inrhps Depth (ft) a T f0 �' Graphic Symbol DESCRIPTION c =, m o 8 Water Level Blows/6" Blows/Foot 10 20 30 40 I Other Tests 5 — 10 — 15 — 20 _ 25 — 30 — 35 i y1 7 L T S 1 1•1 T 1 5 2• 1 S-3 111 I S-4 1 S•5 15-6 I S-7 Fill Very loose, moist, Tight brown, silty fine SAND. Loose. moist, oxidized light brown, silty fine SAND Ice Contact Sediments Stiff, wet, brown, SILT, with sand and trace gravel. Dense, moist, oxidized brown and gray, fine to medium SAND, with silt, few gravel Lodgement Till .. Gravelly/cobbly drilling conditions. Very dense, moist, gray, fine to coarse SAND, with silt, few gravel. Very dense, moist, gray, fine to medium SAND, with silt, little gravel. Very dense, moist, gray, fine to medium SAND, with silt, few gravel. Bottom of exploration boring at 301/2 feet Ground water seepage al 10 feet 3 1 2 4 3 3 3 7 7 10 16 19 , 0/C 50/E" 50/E" . 3 6 ♦ 14 A35 A50/0" *50/6" A50/6" i Sampler Type (ST): II 2" OD Split Spoon Sampler (SPT) II 3" OD Split Spoon Sampler (D & M) V u Grab Sample I No Recovery M - Moisture Logged by: BWG Ring Sample Water Level () Approved by: 51 Shelby Tube Sample Water Level at time of drilling (ATD) AESIBOR 110238kGPJ September 13. 2011 Associated Earlb Sciences, Inc. Exploration Log Project Number KE110238A Exploration Number EB-15 Sheet 1 of 1 l D z: j' ' Project Name Tukwila Village Ground Surface Elevation (ft) 292 feet Location Tukwila. WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish R/1R/11,1/1R/11 Hammer WeighUDrop 140# /P30" Hole Diameter (in) 7 inr•.hPs Depth (ft) N S E T 0 a — " a corn DESCRIPTION o , o E 810 Water Level l Blows/6" Blows/Foot 20 30 40 Other Tests I • - — 5 - • — 10 - • — 15 • — 20 • — 25 — 30 — 35 — S t — S'2 — — S-3 — Fill Asphalt on surface Loose, moist, dark brown and orange -brown, silty fine to medium SAND, with gravel. Ice Contact Sediments Medium dense, very moist, light brown, fine to medium SAND, with silt and gravel to silty fine to medium SAND. Very dense, moist, oxidized, gray, fine to medium silty SAND, with gravel. - -. . . .. ....... .. .. Bottom of exploration boring at 11 112 feet No ground water seepage_ 7 4 2 8 g 7 18 40 40 A8 •t i A80 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) 3" OD Split Spoon Sampler (D & M) ® Grab Sample I No Recovery M - Moisture Logged by: BWG 1 Ring Sample V Water Level () Approved by: 2 Shelby Tube Sample Y Water Level at time of drilling (ATD) Associated Eattthh Sciences, Inc. Exploration Log ProjecNumber KE11t0238A ExplorEBniNumber Sheet 7 (; i r71 I.� I i�=�� )1771 Project Name Tukwila Village Ground Surface Elevation (ft) 290 feet Location Tukwila. WA Datum Berghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish R/1R/11 Ail R/11 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inr•.hes Depth (ft) a S E T `h Graphic Symbol DESCRIPTION c del E E Water Level Blows/6" Blows/Fool 10 20 30 40 Other Tests 5 - - 10 - 15 • - 20 - - 25 - 30 - 35 S-1 T I S-2 L S-3 1 I S-4 I S-5 Fill Medium dense, moist, light brown and gray, silty fine to medium SAND, with silt, orange oxidation staining. Medium dense, very moist, brown and gray, silty fine to medium SAND, with gravel, trace organics Ice Contact Sediments Medium dense, wet, brown -gray, silty fine to medium SAND, few gravel. Lodgement Till Very dense, wet, gray, silty fine to medium SAND, trace gravel Very dense, wet, gray,siltyfine to medium SAND, trace ravel. 9 Bottom of exploration boring at 21 feet Ground water seepage at 10 feel 7 7 g 13 7 a X g 13 14 50ls"27 r32 Al Alt An A50/ A50/6" " Sampler Type (ST): 1I 2" OD Split Spoon Sampler (SPT) I No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) I Ring Sample $Z Water Level O Approved by: u Grab Sample J Shelby Tube Sample X Water Level at time of drilling (ATD) \ssnciated Eli th Sciences, Inc. Exploration Log Project Number KE110238A Exploration Number EB-17 Sheet 1 of 1 LJ �� 1 �,, t Project Name Tukwila Village Ground Surface Elevation (ft) 286 feet Location Tukwila. WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish R/1R/11 ft/1R/1 1 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inrhAs Depth (ft) N 5. s E T rn Graphic Symbol DESCRIPTION Well Completion Water Level Blows/6" Blows/Foot 10 20 30 40 Other Tests - 10 • — 15 • - — 20 — 25 — 30 — 35 • I S-1 T S-2 I S-3 1 S 4 I I S 5 Fill 2 inches asphalt paving on surface. Very loose, wet, black and brown, SILT, with fine sand. Ice Contact Sediments Medium dense, very moist, Tight gray, silty fine SAND, with gravel, orange oxidation staining_ Very stiff, very moist, gray, SILT, with fine sand laminations. Gravelly/cobbly drilling. Very dense, wet, gray, fine to coarse SAND, trace silt, with fine gravel. Lodgement T81 Very dense, wet, gray, silty fine to medium SAND, with gravel. Bottom of exploration boring al 20 1/2 feet Ground water seepage at 13 feet 1 1 1 5 8 6 5 e 9 I 20 23 32 ;0/g" . 2 =14 . • 7 4155 5 - n" Sampler Type (ST): 11 2" 0D Split Spoon Sampler (SPT) I No Recovery M - Moisture Logged by: BWG ll 3" OD Split Spoon Sampler (D & M) I Ring Sample V. Water Level () Approved by: u Grab Sample 1 Shelby Tube Sampled Water Level at lime of drilling (ATD) Associated Earth Sciences, Inc. Geologic & Monitoring Well Construction Lo_g Project Number KE110238A Well umber EB-18 Sheet 1 of 1 LI��--; I�l . :,- t t r Project Name Tukwila Village Location Tukwila. WA Elevation (Top of Well Casing) Surface Elevation (ft) 288 feet Water Level Elevation Date Start/Finish 8/19/11 Bt/19/11 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 inches Hammer WeightlDrop 140# / 30" 0. -a- v -J N 3 WELL CONSTRUCTION 3 e �gl1 t0 T Ed Graphic Symbol DESCRIPTION . - — 5 - — 10 — 15 — 20 — 25 — 30 — 35 SZ ''' t' Z • - Concrete • Solid pipe Bentonite Sand - 71 Screen Cap — — — 4 4 I2 3 13 722 39 50/6" .L 50/6" Z Fill 1 1/2 inches asphalt paving on surface (alligator cracking). Loose, wet, greenish brown -gray, fine to medium SAND, trace silt, with fine to medium gravel, brown in tip of sampler Loose, wet, black and green, fine to medium SAND, with gravel. Ice Contact Sediments Medium dense, wet, yellow -brown, fine to medium SAND, with silt. Lodgement Till Medium dense, moist, slightly oxidized gray, silty fine to medium SAND, with gravel- Very dense, moist, light gray, fine to medium SAND, trace silt Very dense, moist, gray, silty fine SAND to fine to medium SAND, with silt, with gravel _.._... Boring terminated at 20 1/2 feet on 8/19/11 Ground water seepage at 5 feet. Samp er Type (ST): m 2" OD Split Spoon Sampler (SPT) Q No Recovery M - Moisture Logged by: BWG 3" OD Split Spoon Sampler (D & M) Ring Sample SZ Water Level (8/26/11) Approved by: ® Grab Sample 0 Shelby Tube Sample X Water Level at time of drilling (ATD) NWWELL 110239A.GPJ BORING.GOT 9113/11 Associated Earth Sciences, Inc. Geologic & Monitoring Well Construction Log Project Number KE110238A Well umber EB-19 Sheet 1 of 1 :° (� I_ I '' ,-,. - ! Project Name Tukwila Village Location Tukwila. WA Elevation (Top of Well Casing) Surface Elevation (ft) 284 feet Water Level Elevation Date Start/Finish f / 1 P/11 ft/1 P/11 Drilling/Equipment Geologic Drill/Trailer Mounted HSA Hole Diameter (in) 7 inches Hammer Weight/Drop 140# / 30" .c Zia- my IWater Level WELL CONSTRUCTION W3 O� T m O L p N T cow DESCRIPTION - - 5 —1 — 10 — 15 — 20 — 25 — 30 — 35 si 11 i - • • Concrete - Solid pipe Bentonite Sand �j Screen 71 Cap ---i — — — 2 3 6 8 g .IL 26 43 34 35 36 50/6" Fill 2 inches asphalt concrete on surface Loose, moist to very moist, dark brown and gray, SILT, with fine sand, few organics. .. — - Ice Contact Sediments Stiff, moist, dark brown, SILT, trace organics. Stiff, moist, oxidized gray, SILT, with fine sand, oxidation staining. Lodgement TiU ._ .. _ . _ . Hard, wet, gray, SILT, with fine sand, little gravel. Gravelly/cobbly drill action. Very dense, wet, gray, silty fine to medium SAND, few gravel. Very dense, wet, gray, silty fine SAND, few gravel. Boring terminated at 201/2 feet on 8/19/11 Ground water seepage at 10 feet Sampler Type (ST): m 2" 0D Split Spoon Sampler (SPT) 0 No Recovery M - Moisture Logged by: BWG 3" OD Split Spoon Sampler (D & M) p Ring Sample Q Water Level (8/26/11) Approved by: ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) Assnciaied Eatth Sciences, Inc. Exploration Log Project Number KE110238A Exploration Number EB-20 Sheet 1 of 1 I. ''- 1 LL..1 Project Name Tukwila Village Ground Surface Elevation (ft) 288 feet Location Tukwila. WA Datum Barghausen Alta Survey Driller/Equipment Geologic Drill/Trailer Mounted HSA Date Start/Finish R/1 A/11 f 1/1 A/11 Hammer WeighUDrop 140# / 30" Hole Diameter (in) 7 inrhps Depth (ft) a S m T (7) Graphic Symbol DESCRIPTION c o cum ll 3E U Water Level Blows/6" Blows/Foot 10 20 30 40 Other Tests - 5 — 10 • — 15 • — 20 — 25 • • —30 — 35 S-1 T I S 2 s-3 I 1 S-4 Fill Grass surface. Medium dense, moist, light brown, silty fine SAND, few fine gravel Ice Contact Sediments Dense, moist, light gray, silty SAND, with fine to medium gravel Very dense, moist, light gray -brown, silty fine to medium SAND, with fine to medium gravel. Gravelly/cobbly drill action Very dense, moist, gray, silty fine to medium SAND, few gravel Bottom of exploration boring at 17 1/2 feet No ground water seepage 3 6 12 g 21 23 33 22 Old" d16 A39 A55 a50%" Sampler Type (ST): 11 2" OD Split Spoon Sampler (SPT) I No Recovery M - Moisture Logged by: BWG 11 3" OD Split Spoon Sampler (D & M) 1 Ring Sample Q Water Level O Approved by: Grab Sample I Shelby Tube Sample Z Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Moisture, Ash, and Organic Matter of Peat (and Other Organic Soils - ASTM 2974 lat Date Sampled 8/17/2011 Project Tukwila Village Project No. KE110238A Soil Description Various Tested By MS Location Onsite EB/EP No. Depth Moisture Content Sample ID Wet Weight + Pan Dry Weight + Pan Weight of Pan Weight of Moisture Dry Weight of Soil % Moisture Organic Matter and Ash Content Dry Soil Befor Burn + Pan Dry Soil After Burn + Pan Weight of Pan Wt. Loss Due to Ignition Actual Wt. Of Soil After Burr % Organics EP-2 6' 372.76 289.07 99.19 83.69 189.88 44.08 529.34 513.33 339.45 16.01 173.88 8.43 EP-3 8' 326.54 247.16 97.67 79.38 149.49 53.10 498.00 474.59 348.42 23.41 126.17 15.65 EP-4 2' 415.26 338.47 99.87 76.79 238.60 32.18 486.09 466.95 247.51 19.14 219.44 8.02 EP-7 5' 551.61 489.91 100.75 61.70 389.16 15.85 485.44 476.37 140.33 9.07 336.04 2.63 EP-11 3' 463.83 400.31 98.44 63.52 301.87 21.04 431.65 415.26 136.36 16.39 278.90 5.55 ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave . Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424 Associated Earth Sciences, Inc. Pag 4lLto laft Moisture Content ASTM D 2216 Date Sampled 9/8/2011 Project Tukwilla Village Project No. KE110238A Soil Description Tested By JC Location EB/EP No. Depth Sample ID Wet Weight + Pan Dry Weight + Pan Weight of Pan Weight of Moisture Dry Weight of Soil % Moisture Sample ID Wet Weight + Pan Dry Weight + Pan Weight of Pan Weight of Moisture Dry Weight of Soil % Moisture EB-6 - 5' 470.7 404.6 100,9 66.1 303.7 21.8 EB-6 - 20' 346.1 322.1 99.9 24.0 222.2 10.8 EB-6 - 10' 411.4 376.4 100.8 34.9 275.6 12.7 ASSOCIATED EARTH SCIENCES, INC. 911 51h Ave , Suite 100 Kirkland. WA 98033 425-827-7701 FAX 425-827-5424 EB-6 - 15' 449.8 420 2 100 7 29 6 319 4 9.3 Associated Earth Sciences, Inc. Moisture Content ASTM D 2216 Date Sampled 9/8/2011 Project Tukwilla Village Project No. KE110238A Soil Description Tested By JC Location EB/EP No. 'Depth Sample ID Wet Weight + Pan Dry Weight + Pan Weight of Pan Weight of Moisture Dry Weight of Soil % Moisture Sample ID Wet Weight + Pan Dry Weight + Pan Weight of Pan Weight of Moisture Dry Weight of Soil % Moisture EB-19 - 20' 352.9 333 4 97 7 19.5 235.7 8.3 EB-19 - 5' 539.2 474.1 101.9 65.1 372.2 17.5 EB-19 - 15' 476.3 437.3 98.3 38.9 339.0 11.5 EB-19 - 10' 356 9 303 6 100.0 53.3 203.6 26.2 ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave . Suite 100 Kirkland. WA 98033 425-827-7701 FAX 425-827-5424 GRAIN SIZE ANALYSIS - MECHANICAL Date 9/8/2011 Tested By JC Project Tukwila Village Location Project No. KE110238A EB/EP No Depth EB-1 10' Soil Description Wtof moisture wet sample + Tat 328.71 Wt. of moisture dry Samp le + Tare 303.81 Total Sample Tare Total Sample wt + tare 519.02 1083.66 Wt. of Tare 97.82 Total Sample Wt 564.6 Wt. of moisture Dry Sample 205.99 Total Sample Dry Wt 503.7 Moisture % 12% Specification Requirements Sieve No. Diam. (mm) Wt. Retained (g) % Retained % Passing Minimum Maximum 3.5 90 - 100.00 3 76.1 - 100.00 2.5 64 - 100.00 2 50.8 - 100.00 1.5 38.1 - 100.00 1 25.4 - 100.00 3/4 19 21.92 4.35 95.65 3/8 9.51 60.26 11.96 88.04 #4 4.76 93.19 18.50 81.50 #8 2.38 121.54 24.13 75.87 #10 2 128.75 25.56 74.44 #20 0.85 156.22 31.01 68.99 #40 0.42 194.13 38.54 61.46 #60 0.25 247.97 49.23 50.77 #100 0.149 307.12 60.97 39.03 #200 0.074 339.8 67.45 32.55 Percent Finer '100 80 60 40 20 0 100 3" US STANDARD SIEVE NOS. 3I4" NO4 NO16 NO40 10 1 Grain Size, mm NO 200 0 1 0.01 ASSOCIATED EARTH SCIENCES, INC. 91 1 51h Ave . Suite 100 Kirkland. WA 98033 425.827-7701 FAX 425-827.5424 GRAIN SIZE ANALYSIS - MECHANICAL Date 9/8/2011 Project Tukwila Village Project No. KE110238A Tested By JC Location EB/EP No EB-1 Depth 20' Soil Description Wt. of moisture wet sample + Tat 214.83 Total Sample Tare 313.34 Wt. of moisture dry Sample + Tare 199.15 Total Sample wt + tare 539.87 Wt. of Tare Wt. of moisture Dry Sample 97.67 101.48 Total Sample Wt Total Sample Dry Wt 226.5 196.2 Moisture % 15% Specification Reouirement Sieve No. Diam. (mm) Wt. Retained (g) % Retained % Passing Minimum Maximum 3.5 90 - 100.00 3 76.1 - 100.00 2.5 64 - 100.00 2 50.8 - 100.00 1.5 38.1 - 100.00 1 25.4 - 100.00 3/4 19 21.93 11.18 88.82 3/8 9.51 26.78 13.65 86.35 #4 4.76 44.31 22.58 77.42 #8 2.38 56.82 28.96 71.04 #10 2 60.53 30.85 69.15 #20 0.85 70.91 36.14 63.86 #40 0.42 83.05 42.33 57.67 #60 0.25 95.11 48.47 51.53 #100 0.149 117.18 59.72 40.28 #200 0.074 130.77 66.65 33.35 Percent Finer 100 80 60 40 20 0 100 3" 3/4" 10 US STANDARD SIEVE NOS. NO 4 NO 16 NO 40 1 Grain Size, mm NO 200 01 001 ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave . Suile 100 Kirkland WA 98033 425-827-7701 FAX 425-827-5424 GRAIN SIZE ANALYSIS - MECHANICAL Date 9/8/2011 Project Tukwila Village Project No KE110238A Tested By Location JC Wt. of moisture wet sample + Tar 341.43 EB/EP No Depth EB-8 5' Total Sample Tare Soil Description 391 55 Wt. of moisture dry Sample + Tare 308.05 Total Sample wt + tare Wt. of Tare 101.7 Total Sample Wt 741.43 -349 9 Wt. of moisture Dry Sample 206.35 Total Sample Dry Wt 301.2 Moisture % 16% Specification Requirements Sieve No. Diam. (mm) Wt. Retained (g) % Retained % Passing Minimum Maximum 3.5 90 - 100.00 3 76.1 - 100.00 2.5 64 - 100.00 2 50.8 - 100.00 1.5 38.1 - 100.00 1 25.4 - 100.00 3/4 19 0 - 100.00 3/8 9.51 8.34 2.77 97.23 #4 4.76 16.24 5.39 94.61 #8 2.38 22.51 7.47 92.53 #10 2 24.56 8.16 91.84 #20 0.85 34.43 11.43 88.57 #40 0.42 56.91 18.90 81.10 #60 0.25 92.44 30.69 69.31 #100 0.149 143.45 47.63 ' 52.37 #200 0.074 174.83 58.05 41.95 Percent Finer 100 20 0 100 3" 3/4" 10 US STANDARD SIEVE NOS. NO 4 NO 16 NO 40 NO 200 1 0 1 001 Grain Size, mm ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave . Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424 GRAIN SIZE ANALYSIS - MECHANICAL • • Date 9/8/2011 Project Tukwila Village Project No. KE110238A Tested By JC Location EB/EP No EB-8 Depth 10' Soil Description Wt. of moisture wet sample + Tat Wt. of moisture dry Sample + Tare Wt. of Tare Wt. of moisture Dry Sample Moisture % 271 17 249.35 100.57 148.78 15% Total Sample Tare Total Sample wt + tare Total Sample Wt Total Sample Dry Wt 519 9 870.37 350 5 305.6 Sieve No. Diam. (mm) Wt. Retained (g) % Retained %Passing Minimum Maximum 3.5 90 - 100.00 3 76.1 - 100.00 2.5 64 - 100.00 2 50.8 - 100.00 1.5 38.1 - 100.00 1 25.4 - 100.00 3/4 19 8.62 2.82 97.18 3/8 9.51 47.56 15.56 84.44 #4 4.76 76.64 25.07 74.93 #8 2.38 91.12 29.81 70.19 #10 2 94.69 30.98 69.02 #20 0.85 108.08 35.36 64.64 #40 0.42 127.1 41.58 58.42 #60 0.25 150.92 49.38 50.62 #100 0.149 181.85 59.50 40.50 #200 0.074 199.24 65.19 34.81 Percent Finer 100 80 60 40 20 0 100 3" 3/4" 10 US STANDARD SIEVE NOS. NO 4 NO 16 NO 40 1 Grain Size, mm NO 200 01 001 ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave , Suite 100 Kirkland, WA 96033 425-827-7701 FAX 425-827-5424 • • GRAIN SIZE ANALYSIS - MECHANICAL Date 9/8/2011 Project Tukwila Village Project No. KE110238A Tested By JC Location EB/EP No EB-8 Depth 15' Soil Description Wt. of moisture wet sample + Tat Wt. of moisture dry Sample + Tare 320.57 299.82 Total Sample Tare Total Sample wt + tare 298.23 654.55 Wt. of Tare 101.42 Total Sample Wt 356.3 Wt. of moisture Dry Sample 198.4 Total Sample Dry Wt 322.6 Moisture % 10% Specification Requirements Sieve No. Diam. (mm) Wt. Retained (g) % Retained % Passing Minimum Maximum 3.5 90 - 100.00 3 76.1 - 100.00 2.5 64 - 100.00 2 50.8 - 100.00 1.5 38.1 - 100.00 1 25.4 - 100.00 3/4 19 19.74 6.12 93.88 3/8 9.51 52.44 16.26 83.74 #4 4.76 75.77 23.49 76.51 #8 2.38 94.96 29.44 70.56 #10 2 99.38 30.81 69.19 #20 0.85 117.6 36.46 63.54 #40 0.42 143.55 44.50 55.50 #60 0.25 154.91 48.02 51.98 #100 0.149 209.24 64.86 35.14 #200 0.074 227.18 70.43 29.57 3" 100 80 :::_.i ii 60 Li 6- 40 a_ 20 0 100 US STANDARD SIEVE NOS. 3/4" NO 4 NO 16 NO 40 10 1 Grain Size, mm NO 200 01 001 ASSOCIATED EARTH SCIENCES, INC. 911 51h Ave . Suite 100 Kirkland. WA 98033 425-827.7701 FAX 425-827-5424 GRAIN SIZE ANALYSIS - MECHANICAL Date 9/8/2011 Project Tukwila Village Project No. KE110238A Tested By JC Location EB/EP No EB-8 Depth 20' Soil Description Wt. of moisture wet sample + Tai Wt. of moisture dry Sample + Tare Wt. of Tare 230.92 217.19 101.34 Total Sample Tare Total Sample wt + tare Total Sample Wt 519.58 738.68 219.1 Wt. of moisture Dry Sample 115.85 Total Sample Dry Wt 195 9 Moisture % 12% Specification Reouirements Sieve No. Diam. (mm) Wt. Retained (q) % Retained % Passing Minimum Maximum 3.5 90 - 100.00 3 76.1 - 100.00 2.5 64 - 100.00 2 50.8 - 100.00 1.5 38.1 - 100.00 1 25.4 - 100.00 3/4 19 0 - 100.00 3/8 9.51 13.95 7.12 92.88 #4 4.76 27.12 13.84 86.16 #8 2.38 39.35 20.09 79.91 #10 2 42.25 21.57 78.43 #20 0.85 54.75 27.95 72.05 #40 0.42 76.3 38.95 61.05 #60 0.25 96.33 49.18 50.82 #100 0.149 116.56 59.50 40.50 #200 0.074 126.92 64.79 35.21 Percent Finer 3" 100 80 60 40 •• 20 0 100 3/4- 10 US STANDARD SIEVE NOS. NO 4 NO 16 NO 40 NO 200 1 0.1 0 01 Grain Size, mm ASSOCIATED EARTH SCIENCES, INC. 911 5lh Ave . Suite 100 Kirkland. WA 98033 425.827-7701 FAX 425-827-5424 GRAIN SIZE ANALYSIS - MECHANICAL Date 9/8/2011 Project Tukwila Village Project No. KE110238A Tested By JC Location Wt of moisture wet sample + Tar 301 14 EB/EP No Depth EP- 9 6' Total Sample Tare Soil Description 326.33 Wt. of moisture dry Sample + Tare 284.33 Total Sample wt + tare 628.53 Wt. of Tare 101.7 Total Sample Wt 302.2 Wt. of moisture Dry Sample 182.63 Total Sample Dry Wt 276 7 Moisture % 9% Specification Requirement Sieve No. Diam. (mm) Wt. Retained (g) % Retained % Passing Minimum Maximum 3.5 90 - 100.00 3 76.1 - 100.00 2.5 64 - 100.00 2 50.8 - 100.00 1.5 38.1 - 100.00 1 25.4 - 100.00 3/4 19 0 - 100.00 3/8 9.51 3.54 1.28 98.72 #4 4.76 8.57 3.10 96.90 #8 2.38 11.92 4.31 95.69 #10 2 12.98 4.69 95.31 #20 0.85 18.48 6.68 93.32 #40 0.42 26.19 9.46 90.54 #60 0.25 30.16 10.90 89.10 #100 0.149 43.24 15.63 84.37 #200 0.074 52.57 19.00 81.00 Percent Finer 100 80 60 40 20 0 100 3" 3/4" 10 US STANDARD SIEVE NOS. NO 4 NO 18 NO 40 NO 200 1 01 001 Grain Size, mm ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave . Suile 100 Kirkland WA 98033 425.827-7701 FAX 425-827-5424 GRAIN SIZE ANALYSIS - MECHANICAL Date 9/8/2011 Project Tukwila Village Tested By Location JC Wt. of moisture wet sample + Tai Wt. of moisture dry Sample + Tare Wt. of Tare Wt. of moisture Dry Sample Moisture % 381.77 326.12 100.96 225.16 25% Project No KE110238A EB/EP No Depth EB-14 10' Total Sample Tare Total Sample wt + tare Total Sample Wt Total Sample Dry Wt Soil Description 395.49 661 -2-65 5 212.9 cificatiol Sieve No. Diam. (mm) Wt. Retained (q) % Retained % Passing Minimum Maximum 3.5 90 - 100.00 3 76.1 - 100.00 2.5 64 - 100.00 2 50.8 - 100.00 1.5 38.1 - 100.00 1 25.4 - 100.00 3/4 19 0 - 100.00 3/8 9.51 2.27 1.07 98.93 #4 4.76 3.18 1.49 98.51 #8 2.38 4.32 2.03 97.97 #10 2 4.65 2.18 97.82 #20 0.85 6.62 3.11 96.89 #40 0.42 13.34 6.27 93.73 #60 0.25 32.52 15.28 84.72 #100 0.149 64.98 30.52 69.48 #200 0.074 86.8 40.77 59.23 Percent Finer 3" 100 3/4" 80 ... . 60 40 20 0 t. US STANDARD SIEVE NOS. N04 NO 18 N0 40 NO 200 100 10 1 0.1 0.01 Grain Size, mm ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave , Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424 GRAIN SIZE ANALYSIS e MECHANICAL Date 9/8/2011 Project Tukwila Village Project No. KE110238A Tested By JC Location EB/EP No EB-14 Depth 15' Soil Description Wt. of moisture wet sample + Tat Wt. of moisture dry Sample + Tare Wt. of Tare 307.63 284.81 99.27 Total Sample Tare Total Sample wt + tare Total Sample Wt 331.94 821.36 489.4 Wt. of moisture Dry Sample 185.54 Total Sample Dry Wt 435.8 Moisture % 12% Specification Requirements Sieve No. Diam. (mm) Wt. Retained (g) % Retained % Passing Minimum Maximum 3.5 90 - 100.00 3 76.1 - 100.00 2.5 64 - 100.00 2 50.8 - 100.00 1.5 38.1 - 100.00 1 25.4 100.00 3/4 19 0 - 100.00 3/8 9.51 14.76 3.39 96.61 #4 4.76 29.81 6.84 93.16 #8 2.38 47.73 10.95 89.05 #10 2 51.84 11.89 88.11 #20 0.85 76.36 17.52 82.48 #40 0.42 143.18 32.85 67.15 #60 0.25 205.87. 47.24 52.76 #100 0.149 251.98 57.82 42.18 #200 0.074 277.46 -, 63.66 36.34 Percent Finer 20 0 100 3" 3/4" 10 US STANDARD SIEVE NOS. NO 4 NO 16 NO 40 1 Grain Size, mm NO 200 01 0.01 ASSOCIATED EARTH SCIENCES, INC. 911 51h Ave . Suite 100 Kirkland. WA 98033 425-827-7701 FAX 425-827-5424 GRAIN SIZE ANALYSIS - MECHANICAL Date 9/8/2011 Tested By JC Project Tukwila Village Location Project No KE110238A EB/EP No EB-14 Depth 20' Soil Description Wt. of moisture wet sample + Tar Wt. of moisture dry Sample + Tare Wt. of Tare 220.24 211.92 100.43 Total Sample Tare Total Sample wt + tare Total Sample Wt 296.84 435.24 138.4 Wt. of moisture Dry Sample Moisture % 111.49 7% Total Sample Dry Wt 128.8 Sieve No. Diam. (mm) Wt. Retained (g) % Retained % Passing Minimum Maximum 3.5 90 - 100.00 3 76.1 - 100.00 2.5 64 - 100.00 2 50.8 - 100.00 1.5 38.1 - 100.00 1 25.4 - 100.00 3/4 19 0 - 100.00 3/8 9.51 _ 11.98 9.30 90.70 #4 4.76 18.24 14.16 85.84 #8 2.38 24.1 18.71 81.29 #10 2 25.45 19.76 80.24 #20 0.85 32.71 25.40 74.60 #40 0.42 39.41 30.60 -' 69.40 #60 0.25 49.9 38.75 61.25 #100 . 0.149 53.47 41.52 58.48 #200 0.074 76.78 59.62 40.38 100 Percent Finer 100 3" 3/4" 10 US STANDARD SIEVE NOS. NO 4 NO 16 NO 40 NO 200 1 0.1 0 01 Grain Size, mm ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave . Suite 100 Kirkland WA 98033 425-827-7701 FAX 425-827-5424 GRAIN SIZE ANALYSIS - MECHANICAL Date 9/8/2011 Project Tukwila Village Project No. KE110238A Tested By JC Location EB/EP No EB-14 Depth 25' Soil Description Wt. of moisture wet sample + Tai Wt. of moisture dry Sample + Tare Wt. of Tare 268.94 254.92 98.76 Wt. of moisture Dry Sample Moisture 156.16 9% Total Sample Tare Total Sample wt + tare Total Sample Wt 296.28 573.45 Total Sample Dry Wt 277.2 254.3 Specification Requirements Sieve No. Diam. (mm) Wt. Retained (g) % Retained % Passing__ Minimum Maximum 3.5 90 - 100.00 3 76.1 - 100.00 2.5 64 - 100.00 2 50.8 100.00 1.5 38.1 - 100.00 1 25.4 - 100.00 3/4 19 11.45 4.50 95.50 3/8 9.51 31.02 12.20 87.80 #4 4.76 46.43 18.26 81.74 #8 2.38 55.66 21.88 78.12 #10 2 58.37 22.95 77.05 #20 0.85 73.26 28.80 71.20 #40 0.42 108.45 42.64 57.36 #60 0.25 136.25 53.57 46.43 #100 0.149 159.84 62.85 37.15 #200 0.074 174.19 68.49 31.51 Percent Finer 100 3" 3/4" 10 US STANDARD SIEVE NOS. NO 4 NO16 NO40 1 Grain Size, mm NO 200 01 001 ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave , Suite 100 Kirkland. WA 98033 425-827-7701 FAX 425-827-5424 Tukwila Village Water Level Data 0 0 0 o o o o o o co rn co aci 000 co co oco coo _ rci 00- N N N (NI N N N N N peAanang )oN (IJ) uoUen013 meM a;eugxoaddy rn £ 6/9Z/ 1.0 I 0) Z6/86/01. g Z W0 6/L0 I/EZIZ 1.6/b6/60 6 6/90/90 co r- N 1 } 360 Analytics BUILDING ENERGY ANALYSIS CONSULTANTS FILE COPY PROJECT NAME: Tukwila Village BuildinjC ,. - DOC NUMBER: 094-MEM01-v3 DATE: 5/12/2014 RED:'EWED FOR CODE APPROVED ROVED APR 2 8 2015 Ci of Tukwila BUILDING DIVISION MEMORANDU SUBJECT: Envelope Compliance Documentation TO: Brandon Francom - Johnson Braund CC: Diana Keys- Johnson Braund FROM: Sandeep Doddaballapur - 360 Analytics ATTACHMENTS: <094_Tukwila_C ENVUA_Commercial_140512.xlsm> - Original WSEC compliance workbook Brandon, Attached is the Target UA (Envelope Compliance) documentation for Building Permit submission. These calculations are based on the following design documentation: 1. 20140502 Tukwila C updated Permit Set for review.pdf 2. 20140507 Tukwila C window schedule tags, & shear panel Iocations.pdf 3. 20140506 Tukwila C Glazing Elevations-FINAL.pdf 4. Roof Details provided via email on 05/08/2014, by Brandon Francom 5. Additional envelope and fenestration performance assumptions, outlined in this report Please feel free to contact me if you have any questions. Thank You, Sandeep Doddaballapur bi'#o ria 11'nitIQ 6(Z8' ECEOVE5 JUN 19 2014 V./ Zo u, o6- oas-al REID MIDDLETON, INC. RECEIVED CITY OF TUKWILA JUN 1 1 2014 PERMIT CENTER 9750 3`d Ave NE, Suite 405, Seattle WA, 98125 1206.420.7918 I www.360-Analytics.com Tukwila Village Building C 5/12/014 Envelope Compliance Documentation Envelope Compliance Documentation Project Name: Tukwila Village Building C Project Address(s): 14200 Tukwila International Boulevard, Tukwila, WA. Prepared For: Johnson Braund Date: 5/12/2014 Prepared By: Reviewed By: Sandeep Doddaballapur — Energy Analyst, 360 Analytics Lukas Hovee — Principal, 360 Analytics Reviewer Signature: ` Date: 0517212074 1. Project Description The Tukwila Village Building C project is a new commercial building to be constructed at 14200 Tukwila International Boulevard, Tukwila, WA. This is a single story new construction 4,275 ft2 commercial space, containing a Community Room, Cafe, office and other supporting spaces. 2. Commercial Envelope Compliance Summary The building areas and related envelope components are associated with the commercial spaces and are included in the scope of Commercial compliance calculations. Table 1 provides a summary of Commercial building areas. Table 1. Tukwila Village Building C Commercial building and envelope areas. Floor Areas Commercial Spaces (ft2) 4,275 Conditioned Building Envelope Areas Above -Grade Walls (gross) (ft2) 4,648 Roof (ft2) 3,849 Slab -On -Grade (ft) 308 Opaque Doors (ft2) - Vertical Window Area (ft2) 1,518 Fenestration Fraction % 32.7% For these commercial building spaces, prescriptive envelope compliance is not possible for the following reasons: • Exterior Wall constructions do not meet the prescriptive requirements. • Roll up doors do not meet the prescriptive requirements. Therefore, envelope compliance has been determined via the Component (Target UA) Approach. Required ENV forms are included in Appendix - A under 'COMMERCIAL Envelope Compliance Forms'. Based on the information provided and envelope performance assumptions reflected in this document, the current design COMPLIES with WSEC envelope requ/rementF. , • ©2014 360 Analytics / .) 404-MEM01-v3 Tukwila Village Building C Envelope Compliance Documentation 5/12/2014 3. Fenestration Performance Per 2009 SEC Procedural Requirements, building permit applications should include NFRC Certified Project Directory (CPD) number for all fenestration products, or in the case of site -built fenestration, simulation reports from an NFRC-accredited simulation laboratory for each product type. The Tukwila Village Building C project includes both manufactured and site - built (storefront) fenestration components, summarized in Appendix - A under Fenestration Schedule Tables. Manufactured windows/glazed doors: The Milgard 920 series windows has been chosen as the preferred manufactured fenestration product and its performance specifications have been identified and used in the envelope compliance forms . Copies of the online NFRC Certified Product Detail data are provided in Appendix - B under NFRC Certified Product Data (CPD). Opaque doors: A basis of design and performance specifications for doors have been identified, however, the vendor has not been selected. Curries 707 series Polyurethane doors were selected as the basis of design. A Copy of the thermal performance specifications, including the ASTM C1363 U-factor, is provided in Appendix - B under NFRC Certified Product Data (CPD). A ASTM C1363 label, identifying the U-factor of the final, project specific, doors, indicating equivalent or better thermal performance than that stated in the attached envelope compliance forms, will be made available upon request for the building inspector at the construction site. Site built/Storefront: A basis of design and performance specifications for site built fenestration have been identified, however, the fenestration vendor has not been selected. Therefore, project -specific NFRC simulation reports for the site -built fenestration components have not yet been created. As an alternative, the design team has provided the component CPD numbers from another building project with the same product specifications proposed for the Tukwila Village Building C site -built fenestration performance. The performance of these products was calculated using NFRC's Component Modeling Approach (CMA) Program by an Approved Calculation Entity (ACE). Product performance can be verified by searching the online NFRC CMA product certification website (http://cmast.nfrc.org/Product/ProductFind.asnx) for the site -built fenestration CPD numbers (prefix "P-") listed in building fenestration schedules. Copies of the online NFRC CMAST data are provided in Appendix - B under NFRC Certified Product Data (CPD). An NFRC Label Certificate for the final, project -specific, fenestration component selections, indicating equivalent or better thermal performance than that stated in the attached envelope compliance forms, will be made available upon request for the building inspector at the construction site. ©2014 094-MEM01-v3 360 Analytics Tukwila Village Building C 5/9/2014 Envelope Compliance Documentation APPENDIX - A 1. COMMERCIAL Envelope Compliance Forms 2. Construction Assemblies o Construction Assembly Summary o Construction Assembly Details 3. Fenestration Schedule Table ©2014 094-MEM01-v3 360 Analytics Envelope Summary Zones 4c/5b ENV -SUM 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all Ri Revised Oct 2013 Project Info Compliance forms do not require a password to use. Instructional and calculating cells are write -protected. Project Address Tukwila International Boulevard & S 144th Street Date 5/12/2014 Tukwila, WA 98168 For Building Department Use 'gyp hcant Name: Johnson Braund Applicant Address: 15200 52nd Ave. South Suite 300, Seattle WA 98188 Applicant Phone: 206-766-830o Project Description 1131 New Building ❑ Addition ❑ Alteration MI Change of Occupancy/Conditioning Compliance Path Selection required to enable forms. 0 Prescriptive 0 Component Performance 0 Total Building Performance Occupancy Group Selection required to enable forms. 0 Commercial 0 Group R - R2 & R3 over 3 stories and all R1 Vertical Fenestration and Skylight Area Calculation If complying via the Prescriptive path, enter values for vertical fenestration. skylights, gross walls and roof on this ENV -SUM worksheet. If complying via the Component Performance path, enter these values in the ENV-UA worksheet. These values auto -fill from ENV-UA and are write -protected on ENV -SUM. Total Vertical Gross Exterior Fenestration Above Grade % Vertical (rough opening) divided by Wall Area times 100 equals Fenestration 1518.0 + 4648.0 X 100 = 3 2 . 7 % Gross Exterior Total Skylight divided by Roof Area times 100 equals % Skylight 0 . 0 -- 3849.0 X 100 = 0.0 % Fenestration Area Compliance Vertical VERTICAL FENESTRATION AREA COMPLIES Fenestration Ares Skylight Area SKYLIGHT AREA COMPUES Vertical Fenestration Alternates QQ 50% or more of the floor area is within a daylight zone per C402.3.1.1 0 High Performance Fenestration U-factors and SHGC per C402.3.1.3 Single Story Spaces Requiring Skylights 7 Compliance Method ❑ Skylight area 3% or greater, VT-0.40 or greater ❑ Skylight effective aperture 1 % or greater, provide calculation ❑ Space eligible for exception Requires a minimum of 50% of floor area to be within a skylight daylight zone for specific space types. Refer to C402.3.2 for requirements. i Semi -Heated Spaces ❑ Project has semi -heated spaces as defined per C402.1.4 ❑ Applying wall exception to semi -heated spaces 1. Semi -heated spaces may comply under Prescriptive or Component Performance compliance path. 2. Semi -heated spaces shall be documented separately from other conditioned spaces — provide separate compliance forms for each conditioned space type. 3. Envelope elements separating semi -heated from other conditioned spaces shall comply with exterior thermal envelope requirements. Refrigerated Spaces ❑ Walk-in Cooler ❑ Walk-in Freezer ❑ Refrigerated Warehouse Cooler ❑ Refrigerated Warehouse Freezer Refrigerated spaces shall comply under the Prescriptive Path only. Compliance documentation for these areas may be combined with non -refrigerated areas in the ENV -PRESCRIPTIVE form. Refer to C402.5 and C402.6 for requirements. Mixed Occupancy and/or Space Conditioning Project includes more than one occupancy type and/or level compliance forms may be required. Select all that apply to scope of space conditioning. Multiple of project: all R1 ❑ Refrigerated Space ❑ Low Energy` and compliance forms for Commercial 4 R2 & R3 over 3 stories and ❑ Fully Conditioned ❑ Semi -Heated ❑ R2 & R3 - 3 stories or less *Low energy areas are exempt from all thermal envelope provisions these areas are not required. Refer to C101.5.2 for exemption. Component Performance Path, pg. 1 Zones 4c/5b ENV-UA Revised Oct 2013 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stori Project Address Tukwila International Boulevard & S 144th Street v Date 05/12/2014 O Commercial Occupancy Group 0 Group R For Building Department Use Change in occupancy or space conditioning 0 Note - Proposed UA may exceed Target UA by 10% per C101.4.4 and C101.4.5 Fenestration Area as % gross above -grade wall area 32.7% Max. Target: 40. 0% Skylight Area as % gross roof area 0.0% Max. Target: 5. 0% Vertical Fenestration Alternates: 50% Floor Area in DLZ Notes: 1: If vertical fenestration or skylight area exceeds maximum allowed per C402.3.1, then Target Area Adjustment of all applicable envelope elements will be calculated by the compliance form. Refer to Target Area Adjustments worksheet for this calculation. 2: U4actors shall come from Appendix A, Chapter C303, or calculated per approved method as specified in C402.1.2. Building Component Provide source of U-factor, page/plan # of assembly detail & ID Proposed UA U-factor x Area (A) = UA (U x A� Target UA U-factor x Area (A) = UA (U x A) Roofs x o R= ID: 9A2_See'Construction Assembly Summary' R= ID: 9A1_See'Construction Assembly Summary' R= ID: 0.030 0.030 3473 376 104.2 11.3 0.034 1 3849 130.9 Above Deck Insulation U-0.034 V 0° 2 R= ID: R= ID: R= ID: 0.031 Metal Building U-0.031 Other R= ID: R= ID: R= ID: 0.021 Single raft, attic, other U-0.021 IOpaque Walls - Above MtI. Frm. R= ID: R= ID: R= ID: 0.055 Steel/metal frame U-0.055 00 2 R= ID: R= ID: R= ID: 0.052 Metal Building U-0.052 I Wood/Oth R= ID: 7A7 See'ConstructionAssemblySummary' R= ID: 7A2_See 'Construction Assembly Summary' R= ID: Glulam Beam_See 'Construction Assembly St 0.057 o .063 0.059 2230 310 356 127.1 0.054 2896 156.4 19.5 21.0 Wood Frame, other U-0.054 InR= 1 M ID: R= ID: R= ID: 0.104 Mass Wall U-0.104 Below Grade Walls R= ID: R= ID: R= ID: R= ID: 1 0.104 Assumed to be Mass Wall U-0.104 r. N 2 R= ID: R= ID: R= ID: 0.031 Mass Floor U-0.031 IFramed R= ID: R= ID: R= ID: 0.029 Joist/Framing U-0.029 F-factor x Perimeter = UA(U x A) F-factor x Perimeter = UA (U x A) m m e 4' 2 in IUnheated R= ID: Slab on Grade R= ID: R= ID: 0.540 308 166.3 0.540 306 166.3 Slab -On -Grade U-0.54 lHeated R= ID: R= ID: R= ID: 0.550 Heated Slab -On -Grade U-0.55 *Proposed non-residential CMU walls meeting Table C402.1.2 Footnote D requirements can use the target U-value of 0.104 rather Page 1 than Appendix A values. Show footnote requirements in plans. Subtotal Area UA 7053 449 Area UA 7053 1 454 Component Performance Compliance (UA) UA COMPLIES Component Performance Path, pg. 2 Zones 4c/5b ENV-UA Revised Oct 2013 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over : Project Address Tukwila International Boulevard a S 144th Street Date 05/12/2014 Fenestration Area as % gross above -grade wall area 32.7% Max. Target: 40.0% For Building Department Use Skylight Area as % gross roof area Max. Target: 5.0% Notes: 1: If vertical fenestration or skylight area exceeds maximum allowed per C402.3.1, then Target Area Adjustment of all applicable envelope elements will be calculated by the compliance form. Refer to Target Area Adjustments worksheet for this calculation. 2: Provide NFRC rated U-factor or default U-factor from Appendix A for the fenestration assembly thermal performance (combination of frame and glazing). 3: Fenestration that separates conditioned space from a non -conditioned or semi -conditioned Building Component Proposed UA Target UA Provide source of U-factor, page/plan # of assembly detail & ID U-factor x Area (A) = UA (U x A' U-factor x Area (A) = UA (U x A) c U= ID: Opaque Doors 0.370 72 26.6 0.37 72 26.6 Opaque Swing Doors U-0.37 i $ co o U= ID: U= ID: U= ID: Garage Doors 0.590 162 95.6 0.37 162 59.9 c 8 U= ID: Opaque rollup & sliding U-0.37 re- U= ID: Vertical Fenestration U= ID: 0.30 o U= ID: U= ID: Non -Metal Frame U-0.30 Z U= ID: Metal, fixed U= ID:SFFixed 0.33 996 328.7 0.38 1323 502.7 U= ID: MIL Flied 0.31 327 101.4 Metal Flame, Flied U-0.38 U= ID: U= ID: Metal, op. U= ID: SF Awning 0.48 36 17.3 0.40 86 34.4 U= ID:MIL Awning 0.41 50 20.5 Metal Frame, Operable U-0.40 U= ID: U= ID: IMtl entrance U= ID: MAR SwgDr 0.29 23 6.7 0.60 109 65.4 U= ID: SF SwgDr 0.45 86 38.7 Metal Entrance Door U-0.60 U= ID: U= ID: , o, 0, U= ID: U= ID: o . 50 Ali types U-0.50 Y 1-U= ID: co a U= ID: To comply: 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. Page 2 Subtotal Page 1 Subtotal Total Area UA 1752 635 7053 449 8805 1085 Area UA 1752 689 7053 454 8805 1143 Component Performance Compliance (UA) UA COMPLIES SHGC Calculation Zones 4c/5b ENV-SHGC 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised Oct2013 Project Address Tukwila international Boulevard & S 144th Street Date 05/12/2014 Fenestration Area as % gross above -grade wall area 32.7% Max. Target: 40% For Building Department Use Skylight Area as % gross roof area Max. Target: 5% Vertical Fenestration Alternates: 50% Floor Area in DLZ Notes: 1- Proposed vertical fenestration and skylight areas entered in ENV-SHGC must match proposed fenestration areas in ENV-UA. 2 - If Target Area Adjustment is required per ENV-UA, then target areas will be automatically adjusted in ENV-SHGC. Refer to Target Area Adjustments worksheet for this calculation. 3 - Provide NFRC rated SHGC or default from Table C303.1.3(3) for fenestration assembly SHGC. 4 - Fenestration that separates conditioned space from a non -conditioned or semi -conditioned space shall be included in this worksheet. Skylights Proposed SHGC Target SHGC Provide source of SHGC, page/plan # of assembly detail & ID SHGC x Area (A) = SHGC x A SHGC x Area (A) = SHGC x A ID: 0.35 ID: SHGC 0.35 ID: ID: ID: Totals Totals All Non -North Vertical Fenestration+ Proposed SHGC Provide source of SHGC, page/plan # of assembly PF SHGC' x Area (A) = SHGC x A detail & ID Target SHGC ++ PF Perry SHGC x Area (A) = SHGC x A ID: ID: ID: ID: ID: ID: ID: ID: ID: ID: O O O O O O O O O OJ PF<02 0.40 0.2sPF<0.5 0.48 PF20.5 0.64 ++ M projection factor (PF) credits are applied to the proposed design, Target SHGC will sum fenestration area by PF ce�ory + If projection factor credit is applied, then vertical Totals fenestration must be entered in the correct table according Totals to onentatron. it cream rs no applied men all vert►cal fenestration can be entered in either table. • Note: Fenestration that separates conditioned space from a non -conditioned or semi -conditioned space shall be listed here with a proposed SHGC equal to the target value. North Vertical Fenestration+ Proposed SHGC Provide source of SHGC, page/plan # of assembly PF SHGC' x Area (A) = SHGC x A detail & ID Target SHGC++ PF SHGC x Area (A) = SHGC x A Category ID: SF Fixed O O O O O O O 0.34 996 339 PF <0.2 0.40 1518 607.2 ID: MIL Fixed 0.25 327 82 0.2sPF<0.5 0.44 ID: SF Awning 0.25 36 9 PF 2 0.5 0.48 ID: MIL Awning 0.21 50 11 ++ If projection factor (PF) credits are applied ID: MAR SwgDr 0.21 23 5 to the proposed design, Target SHGC will ID: SF SwgDr 0.24 88 21 sum fenestration area by PF category. ID: North Total 1518.0 465.4 1518.0 607.2 To comply, the Proposed total SHGC x A for all fenestration (vertical & skylights) shall not exceed the Target total SHGC x A. Area SHGC x Grand 1518.0 465.4Total Total Grand Area 1518.0 SHGC x 607.2 Component Performance Compliance (SHGC) SHGC COMPLIES E E N E w O L c O U Source/Notes 2 Custom calc, see Construction Assembly Detail Custom calc, see Construction Assembly Detail D WALLS Custom calc, see Construction Assembly Detail Custom calc, see Construction Assembly Detail Custom calc, see Construction Assembly Detail WSEC Table A106.1 ENESTRATION See Appendix, Fenestration Schedule Table, NFRC certified product data (CPD) la cti IXI 0 tQo O < into 0 Q Q into 00`.0 Q Q i M x,,; ; to 0 3 RI O O > O O > in O t > m to O O > cr) O O j ct u1 O 6L Description 9-1/2" TJI Truss @ 24o.c. with R-6.6 Cav Ins., Ext. 3" Cont. Rigid Ins. 9-1/2" TJI Truss @ 16o.c. with R-6.6 Cav Ins., Ext. 3" Cont. Rigid Ins. 2x6 wood studs, 16" o.c. with R-21 batt, Intermediate framing per WSEC A103.2.1 3-1/2" solid wood shear panel, with R-10 Ext. Cont. Ins. 5-1/8" wood beam with R-10 Ext. Cont. Ins. riz4.i Yt R-10 Horizontal Insulation 2ft wide, with R-5 Thermal Break Location All sloped roofs All flat roofs L1, Exterior walls L1, Exterior Shear Walls L1, Perimeter beams under sloped roof conditions L1 slab on grade at all spaces a T Q Fh mrn BOVE-GRADE, FRAME N N 7 V !OOFS/CEIL 0 0 o O o Unheated U I Construction Assembly Details 1 3 4 1� i M 1 2 1 1 9A2 Sloped Roof Roof, Rafter 9A1_Flat Roof Roof, Rafter 7A1_2x6 Wd Fnn Ext. Wall Wall, Intermediate Airfilm, ext surf Plywood board_0.50in Polyiso_3.00in Plywood board_0.75in 9-1/2" TJI, 2"(mln) R6.6 Closed -Cell Spray foam Gypsum board_0.63in Airfilm, int horz surf, htflow up Airfilm, ext surf Plywood board_0.50in Polyiso 3.00in Plywood board 0.75in 9-1/2" TJI, 2"(min) R6.6 Closed -Cell Spray foam Gypsum board_0.63in Airfilm, int horz surf, htflow up Airfilm, ext surf OSB board_0.63in 2x6 Wd Frame, R-21 Cav Ins Gypsum board_0.50in Airfilm, int vert surf (Btu/ Ihr-n2-F/ Ihr-ft2-F/ (hr-R2-F/ Ihr-ft2-F/ Mu/ (h,-ft2-F/ (Btu/ 824) Btu) Btu) Btu) Btu) hr-R2-F) Btu) 82-F) 0.030 33.7 L7 FF -> ASHRAE 90.1, A2.4.1 0.17 .7 WSEC T. 10-8 0.50 0.41 0.62 t - ASHRAE HOF 2005 3.00 0.11 18.00 R.00 8.0( ASHRAE HOF 2005 0.75 0.62 0.93 - ASHRAE HOF 2005 9.25 13.00 .0t - WSECT. 10-A, 10-B 0.63 0.52 0.56 0. WSEC T. 10-8 0.61 ..6-, WSECT. 10-B 0.030 33.7 L7 FF -> 90 ' t0 ASHRAE 90.1, A2.4.1 0.17 _7 0. WSEC T.10-B 0.50 0.41 0.62 ,2 , 6 ASHRAE HOF 2005 3.00 0.11 18.0018 00 ASHRAE HOF 2005 0.75 0.62 0.93 0. ; 0 9, ASHRAE HOF 2005 9.25 13.00 3.00 WSEC T.10-A, 10-B 0.63 0.52 0.56 0.16 WSEC T.10-B 0.61 WSEC T.10-8 0.057 17.6 03 FF -> .. 0 WSEC 1005.2 0.17 WSEC T. 10-B 0.63 0.51 0.69 0.- ASHRAE HOF 2005 5.50 21.00 .00 /. WSECT. 10-A, 10-B 0.50 0.42 0.45 0 .4 0 WSEC T.10-B 0.68 0. WSECT. 10-8 • Construction Assembly Details 1 s 1 11 2 a 7A2 Sher WaN No Framing Factors Glulam-Wood Beam No Framing Factors Airfilm, ext surf OSB board_0.63in Extruded PS (XPS)_2.00in Solid Wood Shear Panel_3.50in Gypsum board_0.50in Airfilm, int vert surf Airfilm, ext surf OSB board_0.50in Extruded PS (XPS) 2.00in Glulam Beam 5.13in Airfilm, int very surf (In) (Btu/ (hr-ft2-F/ )hr-ft2-F/ (hr-ft2.F/ (hr-ft2-F/ (Btu/ )hr-ft2-F/ (Btu/ ft2-F) Btu) Btu) et.) Btu) hr-ft2.F) Btu) ft24) 0.063 15.6 FF -> )0 0.17 WSEC T.10-B 0.63 0.51 0.69 ASHRAE HOF 2005 2.00 0.09 10.00 `.00 ASHRAE HOF 2005 3.50 2.88 3.86 ASHRAE HOF 2005 0.50 0.42 0.45 .4 WSECT. 10-8 0.68 WSEC T.10-B 0A99 17A4.7 FF-> _u0 0.17 0 WSEC T.10-B 0.50 0.41 0.55 ASHRAE HOF 2005 2.00 0.09 10.00 10.00 ASHRAE HOF 2005 5.13 4.21 5.65 ASHRAE HOF 2005 0,68 WSEC T. 10-B FENESTRATION SCHEDULE Tukwila Village Fenestration Schedule Table Type # I Type ID I Description I U SHGC VT I CPD Number or Default METAL FIXED/OPERABLE 1 SF Fixed* Kawneer 451UT Fixed: Alum w/ TB, 1/4" Solarban60 LowE-0.035(2) 10.50" gap + 90/10 Arg/Air + TGI spacer 1/4" Clr 0.33 0.34 0.62 P-KAW-5466 2 SF Awning* Kawneer 8225TL Proj Awning: Alum w/ TB, 1/4" Solarban60 LowE-0.035(2) ( 0.50" gap + 90/10 Arg/Air + TGI spacer 1/4" Clr 0.48 0.25 0.44 P-KAW-5467 3 Garage Door* BP-350 (All Glass): 1/8" Solarban60 / 90% Argon / 1/8" Clear 0.59 0.37 0.40 BPC-A-1 4 MIL Fixed Milgard 920: Alum w/ TB, Arg/Air (95/5), LowE, CL 0.31 0.25 0.59 MIL-A-148-00757-00001 5 MIL Awning Milgard 920: Alum w/ TB, Arg/Air (95/5), LowE, CL 0.41 0.21 0.48 MIL-A-188-00673-00001 METAL ENTRANCE DOORS 6 MAR SwgDr Marvin Clad2-1/4" Outswing French Door: Aluminium/Wood Composite, Arg/Air (90/10), LowE, CL 0.29 0.21 0.35 MAR-N-316-03170-0001 7 SF SwgDr* Kawneer AA250 Door: Alum w/ TB, 3/16" Solarban60 LowE-0.035(2) 10.62" gap + 90/10 Arg/Air + TGI spacer 3/16" Clr 0.45 0.24 0.41 P-KAW-9136 NOTES: * These windows have been selected as a basis of design. • Commercial METAL WINDOWS/DOORS SF SF Garage MIL MIL MAR SF Fixed* Awning* Door* Fixed Awning SwgDr SwgDr' Total Glazed Area Unit Performance (Area -weighted) Total Area x Unit Performance NFRC CPD No. or Default (Table No.) Notes l ,. I 10 Lt i2 14 15 Fenestration Type -> 1 2 3 4 5 6 7 ID Qty Sheet ftA2 ftA2 ftA2 ft^2 ftA2 ftA2 ftA2 ftA2 U SHGC VT A x U A x SHGC A x VT F 2 A600 11.0 - - - - - - 11.0 0.33 0.34 0.62 7 7 14 See 'Fenestration Types' 1 B1 1 A600 - - - 14.0 - - - 14.0 0.31 0.25 0.59 4 4 8 See 'Fenestration Types' 1 B2 1 A600 - - - 12.0 - - - 12.0 0.31 0.25 0.59 4 3 7 See 'Fenestration Types' 1 Al 8 A600 - - - 15.6 6.3 - - 21.9 0.34 0.24 0.56 59 42 98 See 'Fenestration Types' 1 Cl 1 A600 - - - 8.0 - - - 8.0 0.31 0.25 0.59 2 2 5 See 'Fenestration Types' 1 C2 1 A600 - - - 6.0 - - - 6.0 0.31 0.25 0.59 2 2 4 See 'Fenestration Types' 1 S9 1 A600 123.0 - - - - - 21.0 144.0 0.35 0.32 0.59 50 47 84 See'FenestrationTypes' 1 S6a 1 A600 33.0 6.0 - - - - - 39.0 0.35 0.32 0.59 14 13 23 See 'Fenestration Types' 1 S5 2 A600 46.0 6.0 - - - - - 52.0 0.35 0.33 0.60 36 34 62 See 'Fenestration Types' 1 54 2 A600 58.0 6.0 - - - - - 64.0 0.34 0.33 0.60 44 42 77 See 'Fenestration Types' 1 S7 2 A600 76.5 - - - - - - 76.5 0.33 0.34 0.62 50 52 94 See 'Fenestration Types' 1 S2 2 A600 74.2 - - - - - - 74.2 0.33 0.34 0.62 49 50 91 See 'Fenestration Types' 1 S3 2 A600 55.5 - - - - - 21.0 76.5 0.36 0.31 _ 0.56 56 48 86 See 'Fenestration Types' 1 51 2 A600 78.8 - - - - - - 78.8 0.33 0.34 0.62 52 53 97 See 'Fenestration Types' 1 Garage Door 2 A600 - - 81.0 - - - - 81.0 0.59 0.37 0.40 96 60 65 See 'Fenestration Types' 1 56 1 A600 33.0 6.0 - - - - - 39.0 0.35 0.32 0.59 14 13 23 See 'Fenestration Types' 1 S8 1 A600 7.0 - - - - - 23.0 30.0 0.42 0.26 0.46 13 8 14 See 'Fenestration Types' 1 E 2 A600 - - - 37.5 - - - 37.5 0.31 0.25 0.59 23 19 44 See 'Fenestration Types' 1 H 1 A600 - - - 16.8 - - - 16.8 0.31 0.25 0.59 5 4 10 See 'Fenestration Types' 1 G 1 A600 - - - 5.1 - 22.8 - 27.9 0.29 0.22 0.39 8 6 11 See 'Fenestration Types' 1 D 4 A600 - - - 16.4 - - 16.4 0.31 0.25 0.59 20 16 39 See 'Fenestration Types' 1 Total Area (ft2) 996 36 162 327 50 23 86 I TOTAL AREA (ft2) 1,680 Area -Weighted Average U SHGC VT I AxU AxSHGC AxVT 0.36 0.31 0.57 609 I 523 I 954 NOTES: 1) CPD numbers for storefront fenestration components are from another building project with the same product specifications. NFRC label certificates for the products will be available at the job site for the building inspector. RESIDENTIAL OPAQUE DOORS Total Unit Area Unit Performance (Area -Weighted) Total Area x Unit Performance NFRC CPD No. or Default (Table No.) Notes ID Qty Sheet Description ft^2 U SHGC VT A x U A x SHGC A x VT A 3 A600 Curries 707 series, Polyurethane insulated metal entrance door 24.0 0.37 - 27 - - See Note 1 1 Total Area (ft2 72 Area -Weighted Average TOTAL AREA (ft2) U SHGC VT AxU AxSHGC AxVT 72 0.37 27 NOTES: 1) The product specification sheet included in the appendices for 707 Series/Polyurethane Metal Door, shows a U-factor of 0.37. The U-factor has been calculated in complaince with the test method ASTM C1363 , which is the same test method referenced by NFRC 100 - Procedure for Determining Fenesrtation Product U-factors. Tukwila Village Building C Envelope Compliance Documentation 5/9/2014 APPENDIX - B 1. NFRC Certified Product Data (CPD) ©2014 094-MEM01-v3 360 Analytics Welcome to the NFRC Component Modeling Approach (CMA) Program for Non -Residential Energy Certification and Rating Home Switch Units Find New Help Logout Umpqua Bank - Storefront - Glass B Product (P-KAW-5466) David Reddy (david360) 11/15/11 1:09 ACE: Michael Thoman Description: Kawneer 451UT-CG w/ Glass B Energy: EnernyPius File ACE Company: Architecanai Testina Inc. - PA Product Type: GW W W - Glazed Wall System Manufacturer: Kawneer Company Inc. Frame by: Kawneer Company Inc. Glazing by: PPG Industries At Actual Size At NFRC Size ID Product Frame Glazing cer W H U SHGC VT W H Type Assembly [in.)! C°'1 hr-ft2-FJ Glazed Umpqua FA-KAW-8566 Wail/Sloped Bank - GA-PPG-3931 SA-NFC-2843 78.740 78.740 0.331 0.335 0.617 78.740 78.740 Glazing Storefront U hr-ft2-Fl 0.331 SHGC 0.335 VT 0.617 Glazing Ref Glazing Description GA-PPG-3931 6mm S860 / 90Arg / 6mm Clear Glazing ID Flip Gap Width Gap Fill [in.] 5284 0.500 Air (10%) / Argon (90%) Mix Glazing ID 5012 Flip Spacer Ref SA-NFC-2843 Spacer Description Technofonn TGI Spacer BACK • Welcome to the NFRC Component Modeling Approach (CMA) Program for Non -Residential Energy Certification and Rating 3/06/13 Home Switch Units Find Help 5:25 Umpqua Bank - Project -In Windows Product (P-KAW-5467) ACE: Michael Thoman ACE Company: Architectural Testing Inc. - PA Description: Kawneer 8225TL Project -In Energy: EneravPlus File Product Type: PRUN - Projected Manufacturer: Kawneer Company Inc. Frame by: Kawneer Company Inc. Glazing by: PPG Industries ID Product Frame Glazing Spacer Type Assembly FA- Projecting Umpqua GA- SA- Bank - doPPG- NFC- 'CAW"Awni - 8564 Single)g Windows 3931 2843 At Actual Size At NFRC Size W H U SHGC VT W H U SHGC [BTU / [BTU / [in.] [in.] hr-ft2- hr-ft2- F] F] 60.000 60.000 0.378 0.303 0.549 59.055 23.622 0.476 0.249 VT 0.436 Glazing Glazing Description Ref GA -PPG- 6mm SB60 / 90Arg / 6mm Clear 3931 Glazing Flip Gap Width Gap Fill Glazing ID ID [in.] 5284 0.500 Air (10%) /Argon (90%) 5012 Mix Flip Spacer Ref SA-NFC-2843 Spacer Description Technoform TGI Spacer BACK NFRC Product Certification Authorization Report Initial Cert. Date: Simulation Lab: 0 t() CO - O 0 (0n 0 fi mm -m o (9 0. m. a m0 Product Series: Manufacturer: Re -Certification Date: 95964.01-116-45 Sim. Report #: 0 Product Type: www.GlassGarageDoors.com N a CD N O N M O 0 N O Revised Date: 0) O 0 N O 0.10000 Sim. Report Date: 9412 Gidley St. - Temple City, CA 91780 4 Expiration Date: Print Date: 05/05/2011 c0 4) CO N 0 N 0 0 M (+) M N M M O M N O O O O O O O O O O 0) O V N O 0 d' V' O O O O O O O O O O O O O O O O N N N N N N N N N N N N N O) 0) 0) 0) I� N n r- 1 N I+ N. h to 4) 4) 4) O O O O O O O O O O O O O O O O O N N N N > > >- >- >- >- J N N N U < d m m w w (.9 0 0 0 0 0 U d < m z 0 0 0) tY d ARG/AIR (90/10) N ARG/AIR (90/10) N z z ARG/AIR (90/10) 1: ARG/AIR (90/10) ARG/AIR (90/10) N z z z 1: ARG/AIR (90/10) 1: ARG/AIR (90/10) 1: ARG/AIR (90/10) 1: ARG/AIR (90/10) N z 1: ARG/AIR (90/10) ARG/AIR (90/10) N z jz z ARG/AIR (90/10) ARG/AIR (90/10) ARG/AIR (90/10) N LL lL LL LL U it IL Li: LT Li: LT LL V) fn (n u) V) u? 0? 0? fn (n C 0 d d d d d d d d d d d d O 01 O O O O 0 0 O O 0 O O O 0 4') 4) (f) 4) 4) 4) tf) 4) (f) 4) 10 t0 4) 4) lC) N N N N N N N N N N N N N N N N O O O O O O O O O O O O O O O O N N M N (f) 14) 1.f) (!) O O O 0 O 0 O O N N N N N N N N N N N N N IN N N z z z z z z z z z z z z z z z z J J J J J J J J J J J J J J J J d d d d d d d d d d d d d d d d 0 0 0 0 0 0 0 0 o 0 0 0 0 — — O O 0 O 0 O O 0) 0) C C 0) O 0) 0) O N - - m N N N N p) M co (O X C C >+ >+ }, >. N N N O` O2 > c CO m m m -o"d d CO m alw a) 0 (.� 0 0 fn w o) co oD <- <- N •-- j •- r r u) u) (n — N u) N N U N lL N N T N y N N U) m N 3 fn m 4) c (n u) U) m 4) (n m (n V) ( (n t0 N m N _m N CO N m 2 m- _m m N m (O m N _m m CO N m 00 00 0d 50 0m 0- 0- 50 50 00 00 00 0 Q°° Q°° Qao QaD Q°D Q c0 Q a Q22 Qro Q`° Q Q°° Q 0- 0- 0- o- 0- 0 a) o °) o- o- o- o- o- o 4) c to c 4) c 4) C 4) C (() d 4) d LC) C 4) C 4) c 4) c 4) C (O MO MO M 0 020 C) 0 M M M 0 no no CC) O no M and and and and and mo m0) and and and and and m 0 0 0 O 0 0 0 00001-00002 00001-00003 00001-00004 00001-00005 00001-00006 00001-00007 00001-00008 00001-00009 00001-00010 00001-00011 00001-00012 "Solex/90% 00001-00013 Solarban60 0 0 O O O 0 0 0 00002-00002 00002-00003 00002-00004 • Directory Search Back New Search Detailed Product Ratings GENERAL INFORMATION Manufacturer: Milgard Manufacturing, Inc. Series Name: 920 Picture Window Operator Type: FIXD Air Leakage: - RATINGS INFORMATION Export to Excel CPD # M I L-A- 148-00757-00001 Manufacturer Product Condensation Code U-factor SHGC VT Resistance 366 Arg Clear 2mm NG SU 0.31 0.25 0.59 42 Exit Directory Search (Found 1 Products) « First < Previous Next > Last» Product Description Aluminum w/ Thermal Breaks - All Members/Aluminum w/ Thermal Breaks - All M, Fill 1: ARG/AIR (95/5), LowE, CL, No Grid Key: Click the colum headers to sort the data according to the column header. A dash -" in a rating column (SHGC / VT) indicates that there are no NFRC certified values for that individual product. By accessing and downloading NFRC data from this webpage, the user agrees to abide by the Terms of Use. This web site is optimized for a display resolution of 1024x768, and requires Microsoft Internet Explorer 5.0 or higher. Using older browsers, non -compatible browsers or disabling browser features such as JavaScript will reduce site functionality and overall appearance. Download the latest version of Microsoft Internet Explorer. DISCLAIMER OF LIABILITY: In no event shall the NFRC be liable for any damages whatsoever (including, without limitation, damages for Toss of business profits, business interruption, Toss of business information, or any other Toss) arising out of the use of this website or the information obtained from it, whether incidental or consequential. This provision shall apply even if the NFRC has been advised of the possibility of such damages. • Directory Search Back New Search Detailed Product Ratings GENERAL INFORMATION Manufacturer: Milgard Manufacturing, Inc. Series Name: 920 Awning Operator Type: PRAW Air Leakage: - RATINGS INFORMATION Exit Directory Search (Found 1 Products) Export to Excel « First < Previous Next > Last» CPD # MIL-A- 188-00673-00001 Manufacturer Product Condensation Code U-factor SHGC VT Resistance 366 Arg_Clear 2mm NG SU 0.41 0.21 0.48 34 Product Description Aluminum w/ Thermal Breaks - All Members/Aluminum w/ Thermal Breaks - All M, Fill 1: ARG/AIR (95/5), LowE, CL, No Grid Key: Click the colum headers to sort the data according to the column header. A dash -" in a rating column (SHGC / VT) indicates that there are no NFRC certified values for that individual product. By accessing and downloading NFRC data from this webpage, the user agrees to abide by the Terms of Use. This web site is optimized for a display resolution of 1024x768, and requires Microsoft Internet Explorer 5.0 or higher. Using older browsers, non -compatible browsers or disabling browser features such as JavaScript will reduce site functionality and overall appearance. Download the latest version of Microsoft Internet Explorer. DISCLAIMER OF LIABILITY: h no event shall the NFRC be liable for any damages whatsoever (including. without limitation, damages for Toss of business profits, business interruption, loss of business information, or any other loss) arising out of the use of this website or the information obtained from it, whether incidental or consequential. This provision shall apply even if the NFRC has been advised of the possibility of such damages. • Directory Search Back New Search Detailed Product Ratings GENERAL INFORMATION Manufacturer: Marvin Windows and Doors Series Name: Clad 2 1/4" Outswing French Door (BBRM) Operator Type: DDFR Air Leakage: - RATINGS INFORMATION Exit Directory Search (Found 1 Products) Export to Excel « First < Previous Next > Last» CPD # MAR-N- 316-03170-00001 Manufacturer Product Condensation Code U-factor SHGC VT Resistance BBRMbjeO100000 0.29 0.21 0.35 59 Product Description Aluminura/Wood Composite/Aluminum/Wood Composite, Fill 1: ARG/AIR (90/10), LowE, CL, No Grid Key: Click the colum headers to sort the data according to the column header. A dash - in a rating column (SHGC / VT) indicates that there are no NFRC certified values for that individual product. By accessing and downloading NFRC data from this webpage, the user agrees to abide by the Terms of Use. This web site is optimized for a display resolution of 1024x768, and requires Microsoft Internet Explorer 5.0 or higher. Using older browsers, non -compatible browsers or disabling browser features such as JavaScript will reduce site functionality and overall appearance. Download the latest version of Microsoft Internet Explorer. DISCLAIMER OF LIABILITY: h no event shall the NFRC be liable for any damages whatsoever (including, without limitation, damages for loss of business profits, business interruption, loss of business information, or any other loss) arising out of the use of this website or the information obtained from it, whether incidental or consequential. This provision shall apply even if the NFRC has been advised of the possibility of such damages. e Welcome to the NFRC Component Modeling Approach (CMA) Program for Non -Residential Energy Certification and Rating Home Switch Units Find Help 9/02112 2:25 Museum of History - Door Product (P-KAW-9136) ACE: Lanny Dana ACE Company: WESTLab - Califomia Product Type: EDSL - Swinging Door Manufacturer: Kawneer Company Inc. Frame by: Kawneer Company Inc. Glazing by: PPG Industries Description: AA250 Thermally Broken Door. Alum, 0.992" IG, 3/16" PPG SolarBan60, 0.624" Arg TGI, 3/16" Clear Energy: EnergyPlus File At Actual Size At NFRC Size ID Product Frame Glazing Spacer W H U SHGC VT W H U SHGC Type Assembly [in.] [in.) [BTU / [BTU 1 hr-ft2-FI hr-ft2-F] Swinging Door AA250 - FA-KAW-13324 GA-PPG-4669 SA-TCN-3250 39.370 78.740 0.452 0.235 0.409 39.370 78.740 0.452 0.235 with Door Frame VT 0.409 Glazing Ref Glazing Description GA-PPG-4669 O'992, 2 Layers, 3/16" PPG SolarBan60, 0.624" Arg, 3/16" Clear Glazing ID 5283 Flip Gap Width Gap Fill Glazing ID (in -I 0.624 Air (10%) / Argon (90%) Mix 5011 Flip Spacer Ref SA-TCN-3250 Spacer Description Stainless Steel TGI Wave-TIS1932, 0.624" OA, 0.016" PIB & 0.188' Polysulphide BACK a Thermal Performance Thermal Transmission Terms The following terms are used in describing thermal properties of building products: BTU - The BTU (British Thermal Unit) is the amount of heat needed to raise the temperature of one pound of water one degree Fahren- heit. The BTU is used to measure the amount of heat just as the inch or foot is used to measure length. K-Factor - The measure of thermal conductivity or amount of heat transferred (measured in BTU's) in one hour through one square foot of a single material which is one inch thick for a difference of one degree Fahrenheit between the two surfaces. THE LOWER THE "K" FACTOR. the more effective the insulation of the material. U-Factor - The total or overall transmission of heat through a combination of materials assembly measured in BTU's per hour per square foot of area for a difference in temperature of 1 °F between the air on one side to the air on the other side. THE LOWER THE "U" VALUE, the more effective the insulation of the material. R-Factor - The resistance or ability to retard heat flow (as opposed to ability to transmit heat) of any single material determined by the reciprocal of its conductivity. R=1 /U or t/K, where t is the thickness of the material involved. THE GREATER THE "R" FACTOR (or resistance), the more effective the insulation of the material. All "K" and "U" factor values are expressed in BTU's(hr-ft2- F (W/m2- K). Materials possessing low "K" and "U" factor values are more efficient insulators than those with higher values. Helpful conversion factors: = 1 R1+R2+...+etc. (where t is the material thickness in inches and the products are of uniform composition) (Rx is for each material layer) Energy Efficient Solutions Similar to most other building products manufacturers, the Steel Door Institute has encouraged the practice of citing a calculated value for thermal performance of the cores in the doors (U and R Values). While this remains the industry standard, we are seeing more specs with the latest standards for thermal transmittance (ASTM C1363) and air infiltration (ASTM E283). Note, ASTM C1363 is the most current test standard for thermal transmittance and replaces ASTM C236. You will see significant differences between the calculated core values (ASTM C518) and the operable door assembly values as door and frame construction varies. Design professionals are beginning to see these variances in other building products such as wall partitions (an industry that has already begun to move from calculated to operable values). We believe it's important you and your cus- tomers understand the operable performance levels of the opening assemblies you purchase along with the calculated core values. Door Assembly Operable U-Factor and R-Value Ratings Air Infiltration Testing Door Series�Core Test Method: ASTM Calculated U-Factor C518 R-Value Test Method: ASTM Operable U-Factor C1363 * R-Value 707 1 Polystyrene 0.16 6.4 0.37 2.7 707 / Polystyrene Kerf 0.16 6.4 0.45 2.2 607 1 Polystyrene 0.16 6.4 0.39 2.6 707 i Polyurethane 0.10 10.0 0.35 2.9 777 / Polyurethane 0.09 11.0 0.42 2.4 777E (Trio-E)/Polyurethane 0.09 11.0 0.29 3.4 777E (Trio-E)/Polyurethane Kerf 0.09 11.0 0.36 2.7 707 / Honeycomb N/A N/A 0.54 1.9 7471 Fiberglass 0.15 6.8 0.55 1.8 What is air infiltration? Air infiltration: A measurement of the air leakage around the perimeter of a door opening. CFM: Cubic Feet per minute Door Series/Core All CURRIES door construction with CURRIES Thermal Break Frame Test Method: ASTM E283* CFM/SQFT CFM/LNFT 0.04 0.06 * Tested with hardware from other ASSA ABLOY Group brands including Corbin Russwin, Pemko, McKinney, Sargent and Yale in a CURRIES Thermal Break Frame NOTE: Information included in this data sheet is subject to revision without notification. 7 ESR-2642 I Most Widely Accepted and Trusted 6.7 Reports of room comer tests in accordance with NFPA 286 and UL 1715. 6.8 Data in accordance with ICC-ES Acceptance Criteria for Foam Plastic Sheathing Panels Used as Water - resistive Barriers (AC71), dated February 2003 (editorially revised March 2011). 7.0 IDENTIFICATION Each container of components A and B of the polyurethane foam plastic insulation bears a label with the BASF Corporation, name and address, the product name, the product type (A or B component), density, the flame - spread and smoke -developed indices, the evaluation report number (ESR-2642), the shelf life and the date of manufacture. Intumescent coatings are identified with the manufacturer's name, the product trade name and use instructions. 8.0 OTHER CODES 8.1 Evaluation Scope: In addition to the codes referenced in Section 1.0, the products in this report were evaluated for compliance with the requirements of the following codes: • 2006 lntemational Building Code® (2006 IBC) • 2006 lntemational Residential Code® (2006 IRC) • 2006 lntemational Energy Conservation Code® (2006 IECC) • 2003 lntemational Building Code® (2003 IBC) • 2003 lntemational Residential Code® (2003 IRC) Page 4 of 5 • 2003 lntemational Energy Conservation Code® (2003 IECC) • 8.2 Uses: The products comply with the above -mentioned codes as described in Sections 2.0 through 7.0 of this report, with the following modifications: • Application with a Prescriptive Thermal Barrier: See Section 4.3.1, except the approved thermal barrier must be installed in accordance with Section R314.4 of the 2006 IRC or Section R314.1.2 of the 2003 IRC, as applicable. • Application with a Prescriptive Ignition Barrier: See Section 4.4.1, except an ignition barrier must be installed in accordance with Section R314.2.3 of the 2003 IRC, or Section R314.5.3 or R314.5.4 of the 2006 IRC. • Application without a Prescriptive ignition Barrier: See Section 4.4.2, except that combustion air is provided in accordance with Sections 701 and 703 of the 2006 IMC. • Protection against Termites: See Section 5.7, except use of the insulation in areas where the probability of termite infestation if "very heavy" must be in accordance with Section 320.4 of the 2003 IRC or Section R320.5 of the 2006 IRC. • Jobsite Certification and Labeling: See Section 5.8, except jobsite certification and labeling must comply with Section 102.5.1 of the 2003 IECC, or Sections 102.1.1 and 102.1.11, as applicable, of the 2006 IECC. TABLE 1—THERMAL RESISTANCE (R-VALUES) SPRAYTITE6(158, 81205); COMFORT FOAM° 158 THICKNESS (INCHES) R VALUE (T.ft2.hlBtu)1 2 13 3.5 24 4 27 5 ' 34 6 41 7 48 8 54 10 68 11 75 12 82 SPRAYTITE° (178, 81206); COMFORT FOAM° 178 and WALLTITE° (US and US-N) 1 6.7 2 13 3 20 3.5 24 4 28 5 34 6 41 7 48 8 55 10 69 11 76 12 83 For SI: 1 inch = 25.4 mm; 1 'F.ft2.h/Btu = 0.176 110 'K.m2/W. 1R-values are calculated based on tested K values at 1-and 4-inch thicknesses. 2R-values greater than 10 are rounded to the nearest whole number. Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 c ITEM Design Criteria Gravity Design Lateral Design b1140/78 Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 Davido Consulting Group civil I structural I land use STRUCTURAL CALCULATIONS FOR FILE COPY REV;EWED FOR CODE COMPLIANCE APPROVED APR 2 8 2015 • Ci of Tukwila BUILDING DIVISION It TUKWILA VILLAGE - COMMONS BUILDING TUKWILA, WASHINGTON May 6, 2014 PAGE DC-1 to DC-4 GD-1 to GD-40 LD-1 to LD-15 RECEIVED CITY OF TUKWILA JUN 1 1 2014 PERMIT CENTER Whidbey Island Office PO Box 1132 Freeland, WA 98249 Tel 360.331.4131 Calc Cover.docx Page intentionally left blank. .;• f 1. ,, ... .41Y ".t• ''''' ; "4.1* , Made By: MRJ 'Date: 4/29/2014 DAVIDO CONSULTING GROUP, Inc. Civil - Structural - Land Use 15029 Bothell Wae NE, Sri 600, Lake Forest Park, WA 98155 (206) 523-0024 Fax (206) 523-1015 Description: Design Criteria Job Name: Tukwila Village Commons Bldg Seismic: Wind: pestnn Criteria Code: Latitude = 47.474 North Longitude = 122.285 West Spectral Response Acceleration, Ss & S1 = Spectral Response Acceleration, Sds & Sd1= Sot Ste Class, Fa & Fv = Response Moths cation Factor, R = 6.5 Exposure = B Basic Wind Speed = 115 mph Topographical Terrain = Flat Kit = 1.00 Live Loads: Roof = 25 psf Floor = 40 psf Sots: Provided by Associated Earth Sciences, Inc. Sot Bearing = 2,500 psf Active Sot Pressure = 35 pcf Passive Sot Pressure = 250 pcf IBC Sot Ste Classification = D Frost Depth =18 inches 2012 International Building Code 1.489 & 0.558 0.993 & 0.558 1.000 & 1.499 -1 DAVIDO CONSULTING GROUP, Inc. Made By: MRJ (Date: 4/29/2014 Civil - Structural - Land Use 8804 Roosevelt Way NE, Seattle, WA 98115 (208) 523-0024 Fax: (206) 523-1015 Description: Dead Loads Job Name: Tukwila Village Commons Bldg Roof Assembly Dead Load: Comp. Shingle Roof 2.0 psf 19/32" Plywood Sheathing 1.8 psf 9-1/2" TJI Rafters at 24" o.c 2.5 psf 2" Rigid Insulation 4.0 psf (1) Layers of 5/8" GWB 2.8 psf Miscellaneous 1.0 psf Total 14.1 psf Use DL = 15.0 psf Exterior Wall Assembly Metal Panels 2.0 psf 2x6 at 16" o.c 1.7 psf 2" Rigid Insulation 3.0 psf 1/2" Plywood Sheathing 1.7 psf (1) Layers of 5/8" GWB 2.8 psf Miscellaneous 0.5 psf Total 11.7 psf Use DL = 12.0 psf interior Wall Assembly (2) Layers of 1/2" GWB 4.4 psf 2x4 at 16" o.c 1.1 psf Insulation 0.5 psf Miscellaneous 0.5 psf Total 6.5 psf Use DL = 7.0 psf DC-2 NUNS Design Maps Summary Report User -Specified Input Report Title Tukwila Village Commons Building Tue April 29, 2014 21:49:45 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.474°N, 122.285°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 1.489 g Sin = 1.489 g Sas = 0.993 g S = 0.558 g S= 0.836 g S = 0.558 g 1 NI 01 For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCE$ Response Spectrum 1.65 1.50 1.35 1.20 1.05 ae 0.90 0.75 0.60 0.43 0.30 0.15 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 Period. T (sec) 2.00 Design Response Spectrum 1.10 1.00 0.90 0.e0 0.70 0.50 0.40 0.30 0.20 0.10 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 Period. T (sec) 2.00 Akhough this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or impiled, as to the accuracy of the data contained therein. This tool is not a substkute for technical subject -matter knowledge. DC-3 C. Davido Consulting Group civil 1 structural 1 land use STRUCTURAL CALCULATIONS GRAVITY DESIGN TUKWILA VILLAGE - COMMONS BUILDING TUKWILA, WASHINGTON Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206523.0024 Whidbey Island Office PO Box 1132 Freeland, WA 98249 Tel 360.331.4131 Section Cover.docx GD-1 Tukwila Village Commons Building Roof Framing Keyplan Scale: 3/32" = Interior Bearing Wall cc ce R: RF5 R: RF3 173 cc R: HDR2 m tf 03 ck R: RF4 R: RF2 CO CsJ 03 R: RF1A cv co C13 03 03 m R: RF1B1 co 03 F 0 R T E x MEMBER REPORT Roof. R: RF1A 1 piece(s) 9 1/2" TiI® 110 @ 24" OC PASSEDGD-2 0 Overall Length: 16' 8" a 3'7" 12' 6" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual. Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 851 @ 3' 8 3/4" 2225 (3.50") Passed (38%) 1.15 1.0 D + 1.0 S (All Spans) Shear (Ibs) 513 @ 3' 10 1/2" 1403 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1435 @ 10' 5 5/8" 2875 Passed (50%) 1.15 1.0 D + 1.0 5 (Alt Spans) Uve Load Defl. (In) 0.192 @ 10'2 1/4" 0.424 Passed (L/797) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.295 @ 10' 2 3/4" 0.636 Passed (L/518) -- 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL 21/360) and TL (2L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 7 3/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Permanent bracing at third points in the back span or a direct applied ceiling over the entire back span length is required at the left end of the member. See literature detail (PB1) for clarification. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 3.50" 3.50" 3.50" 319 532 851 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.75" 181 315 496 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 16' 8" 24" 15.0 25.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Note Margaret Jamcki Davido Consulting Group. Inc (206) 523-0024 maggte@dcgengr corn System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 4/29/2014 11 30:43 AM Forte v4.1, Design Engine. V5.7.0.245 Tukwila Village Commons.4te Page 11 of 19 i F 0 R T E fw1F : ='!' REPOR Roof. R RF1B 1 piece(s) 9 1/2" T]I® 110 @ 24" OC PASSEDGD-3 0 Overall Length: 13' 1" 12' 6" 0 All locations are measured from the outside face of Left support (or left cantilever end). All dimensions are horizontat.;Drawing is Conceptual Design Results Actual (@ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 523 @ 2 1/2" 1581 (3.50") Passed (33%) 1.15 1.0 D + 1.0 S (All Spans) Shear (Ibs) 500 @ 3 1/2" 1403 Passed (36%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 1604 @ 6' 6 1/2" 2875 Passed (56%) 1.15 1.0 D + 1.0 5 (All Spans) Live Load Deaf. (in) 0.207 @ 6' 6 1/2" 0.422 Passed (L/734) — 1.0 D + 1.0 S (All Spans) Total Load Defl. (In) 0.331 @ 6' 6 1/2" 0.633 Passed (L/459) -- 1.0 D + 1.0 S (All Spans) • Deflection atleria: LL (L/360) and TL (L/240)- • Bracing (Lu): Al compression edges (top and bottom) must be braced at 3' 5' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (tbs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 3.50" 3.50" 1.75" 196 327 523 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.75" 196 327 523 Blocking • Blocking Panels are assumed to carry no loads abutted directly aoove them ana the full toad is applied to the member being designed. Loads Location Spacing Dead (0.90) Snow (1.15) Comments 1 - Underm ;R 0 to 13' 1" 24'' 15.0 25.0 Root Weyerhaeuser Notes Weyerhaeuser warrants that the suing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details (www.woodbywy.com) Accessories (Rim Board, Mrvking Panels and Squash &odes) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -patty certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Opc-rator Job Notes Margaret Jarucki Dawdo Consulting t9roup Inc i2061523-0024 maggie@dcgengr corn System : Roof Menem Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Membe Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 4/29/2014 11:30:42 AM Forte v4. 1, Design Engine: V5.7.0.245 Tukwila Village Commons.4te Page 3 of 19 F O R T E MEMBER REPOR Roof. R: RF2 1 piece(s) 9 1/2r" TJI® 110 @ 16" OC PASSED GD-4 0 Overall Length: 23' 7" 6' 6" 16' 6" 0 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Remit LDF Load: Combination (Pattern) Member Reaction (lbs) 871 @ 6' 7 3/4" 2225 (3.50") Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) 491 @ 6' 9 1/2" 1403 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) -1178 @ 6' 7 3/4" 2156 Passed (55%) 1.15 1.0 0 + 1.0 S (All Spans) Live Load Defl. (In) 0.330 @ 15'3 3/16" 0.558 Passed (L/609) -- 1.0 D + 1.0 S (Alt Spans) Total Load Dell. (in) 0.486 @ 15' 4 5/8" 0.836 Passed (L/413) -- 1.0 D + 1.0 5 (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (21/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 6 5/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Moment capacity over cantilever support 1 has been reduced by 25% to lessen the effects of buckling. Supports Bearing Loads to Supports (lbs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 3.50" 3.50" 3.50" 327 544 871 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.75" 145 264 409 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 23' 7" 16" 15.0 25.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davndo Consulting Group Inc. (2061523-0024 maggie@dcgengr cam System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 4/29/2014 11 30:42 AM Forte v4 1. Design Engine V5 7.0.245 Tukwila Village Commons.4fe Page 4 of 19 (FORTE w~' if3ER REP'- Roof. R: RF3 2 piece(s) 9 1/2" T]I® 110 @ 24" OC PASSEDGD-5 0 Overall Length: 35' 11 1/2" 3' 7" 19' 6" 12' 0 + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results cat 0 Location Allowed Result LW toed: Combination (Patton) Member Reaction (Ibs) 1642 @ 23' 6 1/4" 4451 (3.50") Passed (37%) 1.15 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 859 @ 23' 4 1/2" 2806 Passed (31%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) -2874 @ 23' 6 1/4" 5750 Passed (50%) 1.15 1.0 D + 1.0 S (Adj Spans) Live Load Defl. (in) 0.336 @ 12' 10 5/16" 0.660 Passed (L/708) -- 1.0 D + 1.0 S (Alt Spans) Total Load Deft. (in) 0.513 @ 12' 10 1/16" 0.990 Passed (L/463) -- 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (Lf360) and It (L/240). • Overhang deflection criteria: LL (21/360) and TL (21/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 7 5/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Permanent bracing at third points in the back span or a direct applied ceiling over the entire back span length is required at the left end of the member. See literature detail (PB1) for clarification. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1- Stud wall - DF 3.50" 3.50" 3.50" 366 619 985 Blocking 2 - Stud wall - SPF 3.50" 3.50" 3.50" 610 1032 1642 None 3 - Stud wall - DF 3.50" 3.50'• 1.75" 103 234 337 Boddng . Mocking Panels are assumed to carry no bads applied directly above them and the full load is applied to the member being designed. 1— Loads Location wing Dead (0.90) Snow (1.15) Comments t - Uniform IPSF) 0 to 35' 11 1;2" 24' 15.0 25.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable fornt'y standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janick, Davdo Corssusung Gloup Inc i206} 523-0024 rnaggle@dcgengr can System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 4/29/2014 11:30 42 AM Fortev4 1, Design Engine: V5.7.0245 Tukwila VIlage Commons 4te Page 5 of 19 .I F O R T E MEMBER REPOR Roof. R: RF4 1 piece(s) 9 1/2" TM® 110 @ 24" OC G D-6 0 Overall Length: 13' 7" 13' 0 II 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual (D Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 543 © 2 1/2" 1581 (3.50") Passed (34%) 1.15 1.0 D + 1.0 S (Ali Spans) Shear (lbs) 520 0 3 1/2" 1403 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 1734 ® 6' 9 1/2" 2875 Passed (60%) 1.15 1.0 D + 1.0 S (Ail Spans) Live Load Defl. (In) 0.240 (00 6' 9 1/2" 0.439 Passed (L/659) -- 1.0 D + 1.0 $ (AN Spans) Total Load Dell. (In) 0.383 0 6' 9 1/2" 0.658 Passed (L/412) •- 1.0 0 + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 3 7/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 3.50" 3.50" 1.75" 204 340 544 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.75" 204 340 544 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full Toad is applied to the member being designed. Loads Location Spacing Dead (0,90) Snow (1.15) Comments 1 - Uniform (PSF} 0 to 13' 7" 24" 15.0 25.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Jamck, Davido Consulting Group, Inc (206)523-0024 maggie@dcgengr.com Job Notes System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 4/29/2014 11:30:43 AM Forte v4.1, Design Engine: V5.7.0.245 Tukwila Village Commons 4te Page 12 of 19 i F O R T GC MEMBER REi <: Roof. R: RF5 1pieces)91/2r"TN® 110@24"OC PASSED GD-7 0 Overall Length: 34' 8" 7' 6" 156" 10' 6" a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1225 @ 23' 8 3/4" 2225 (3.50") Passed (55%) 1.15 1.0 D + 1.0 S (Adj Spans) Shear (lbs) 605 @ 23' 7" 1403 Passed (43%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) -1569 @ 23' 8 3/4" 2875 Passed (55%) 1.15 1.0 D + 1.0 S (Adj Spans) Live Load Deft. (in) 0.196 @ 15' 10 1/16" 0.526 Passed (L/965) -- 1.0 D + 1.0 S (Alt Spans) Total Load Da. (in) 0.298 @ 15' 9 1/2" 0.790 Passed (L/635) -- 1.0 D + 1.0 S (Aft Spans) • Deflection arena: LL (L/360) and TL (L/240). • Bracing (Lu): AM compression edges (top and bottom) must be braced at 3' 5 7/16' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Length Loads to Supports fibs) Acceacorbs Total Available Required Dead Snow Total 1 - Stud wall - DF 3.50" 3.50" 1.75" 57 147/-6 204/-6 Blocking 2 - Stud wall - DF 3.50" 3.50" 3.50" 414 710 1124 None 3 - Stud wall - DF 3.50" 3.50" 3.50` 457 769 1226 None 4 - Stud wall - DF 3.50" 3.50" 1.75" 113 220 333 Blocking . Mod:Mg Panels are assumed to carry no loads applied (reedy above them and the full bad is applied to the member being designed. Loads Location t - Uniform (PSF) 0to3-4'S" Spacing 24" Dead (0,90) Snow (1.15) Comments 15.0 25.0 Roof weyertuseuser Notes Weyerhaeuser warrants that the sizing of its products wilt be in accordance with Weyerhaeuser product design cr ena and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assere that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte software Operator Job Notes Margaret Janrcki Dawdo Consuttung Group Inc (2061523-0024 magghe©dcgengr com System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 4/29/2014 3:36:39 PM Forte v4 1. Design Engine: V5.7 0.245 Tukw:fa Village Commons.4te Page 1 of 1 :hill F 0 R T E * MEMBER REPORT Roof, R: BIA 1 piece(s) 5 1/8" x 24" 24F-V8 DF Giuiam PASSEp GD-8 0 12 2 r Overall Sloped Length: 44' 4 3/16" El 32'6 10' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing Is Conceptual 7Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 15054 ® 33' 2 1/4" 17860 (5.50") Passed (84%) -- 1.0 D + 1.0 5 (All Spans) Shear (Ibs) 8429 0 30' 11 13/16" 24990 Passed (34%) 1.15 1,0 D + 1.0 5 (All Spans) Pos Moment (Ft-Ibs) 62385 ® 15' 7 5/8" 101541 Passed (61%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-lbs) -27880 ® 33' 2 1/4" 109240 Passed (26%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (In) 0.700 ® 16' 5 5/8" 1.110 Passed (L/571) -- 1.0 D + 1.0 S (Alt Spans) Total Load Deft (In) 1.130 0 16' 3 15/16" 1.665 Passed (L/354) -- 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (21./240). • Bracing (Lu): Ali compression edges (top and bottom) must be braced at 33' 8 1/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 0.90 that was calculated using length L = 31' 5/16". • Critical negative moment adjusted by a volume factor of 0.97 that was calculated using length L = 14' 11 1/4". • The effects of positive or negative camber have not been accounted for when calculating deflection. • Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Beveled Plate - DF 5.50" 5.50" 2.60" 3343 4989 8332 Blocking 2 - Beveled Plate - DF 5.50" 5.50" 4.64" 6226 8828 15054 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 43' 5" 12' 6" 15.0 25.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret .Jani cki David() Consulting Group, Inc (206) 523-0024 maggre©dcgengr corn Job Notes System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 2/12 SUSTAINABLE FORESTRY INITIATIVE 4/29/2014 11.30:44 AM Forte v4 1, Design Engine: V5 7.0.245 Tukwila Village Commons.4fe Page 15 of 19 'I C O R T E MEMBER REPOR Roof R: B1B 1 piece(s) 5 1/8" x 18" 24F-V8 DF Glulam PASSEDGD-9 a 12 2r Overall Sloped Length: 10' 3 5/8" 9' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2534 @ 5 1/2" 4997 (1.50") Passed (51%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1712 @ 1' 11 1/4" 18742 Passed (9%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 5781 @ 4' 6 3/4" 63653 Passed (9%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Deft. (in) 0.012 @ 5' 1/4" 0.308 Passed (L/999+) -- 1.0 D + 1.0 S (Al Spans) Total Load Defl. (in) 0.020 @ 5` 1/4' 0.463 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 7 1/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 3'. • The effects of positive or negative camber have not been accounted for when cakulating deflection. • Applicable cakulations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ws) Accessories Total Available Requbad Quad Sias Total 1 - Hanger on 18" DF beam 5.50' Hanger' 1.50" 1114 1663 2777 See note 2 - Beveled Plate - OF 5.50" 5.50" 1.50' 1098 1622 2720 Blocking • Bbdcirg Panels are assumed to carry no loads applied directly above them and the hill load is applied to the n • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. being designed. System : Roof Member Type : Drop Beam Building Use : Residential Building Code :IBC Design Methodology ASD Member Pitch: 2/12 Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger 1 Connector not found N/A N;a N; A Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0ro9'11" 13' 3" 15.0 25.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products wit be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Btncks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janickl Davido Consulting Group Inc t20€i 523-0024 magg+e@dcgengewm SUSTAINABLE FORESTRY INITIATIVE 4/29/2014 11 30 44 AM Fate v4 1, Design Engine V5 7 0 245 Tukwila Village Commons 4te Page 16 of 19 i F 0 R T E• MEMBER REPORT Roof. R: B2A 1 piece(s) 5 1/8" x 18" 24F-V8 DF Giulam PASS€ D-10 0 12 2� 1' Overall Sloped Length: 9' 3 1/2" 8' 0 AN locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual 0 Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2461 0 5 1/2" 4997 (1.50") Passed (49°/o) -- 1.0 D + 1.0 5 (All Spans) Shear (lbs) 1565 0 1' 11 1/4" 18742 Passed (8%) 1.15 1.0 0 + 1.0 S (All Spans) Pos Moment (Ft-lbs) 4998 0 4' 3/4" 63653 Passed (8%) 1.15 1.0 D + 1,0 5 (All Spans) Live Load Defl. (In) 0.008 ® 4' 6 1/4" 0.275 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (In) 0.014 0 4' 6 1/4" 0.412 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 6 7/8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 2 7/8". • The effects of positive or negative camber have not been accounted for when calculating deflection. • Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Hanger on 18" HF beam 5.50" Hanger' 1.50" 1088 1639 2727 See note ' 2 - Beveled Plate - HF 5.50" 5.50" 1.50" 1069 1593 2662 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 2/12 Connector Simpson Stro -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 8' 11" 14' 6" 15.0 25.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davido Consulting Group, Inc 1208)523-0024 rnaggie©dcgengr corn SUSTAINABLE FORESTRY INITIATIVE 4/29/2014 11:30:42 AM Forte v4.1. Design Engine. V5.7.0.245 Tukwila Village Commons.4te Page 2 of 19 �� r 0 R T E • MEMBER REPOR- Roof. R: B2B 1 piece(s) 5 1/8" x 18" 24F-V8 DF Glulam PASSED0D-11 0 2 8' 6" 2 Overall Sloped Length: 37' 9 1/8" 86 3 8' 6" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontaL,Drawing is conceptual Design Results Aryrral @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5223 C 9' 1 1/4" 7729 (3.50") Passed (68%) -- 1.0 D + 1.0 5 (Ad) Spans) Shear (Ibs) 4013 @ 25' 3/4" 18742 Passed (21%) 1.15 1.0 D + 1.0 S (Adj Spans) Pos Moment (Ft-Ibs) 4360 C 15' 5 3/4" 63653 Passed (7%) 1.15 1.0 D + 1.0 5 (Alt Spans) Neg Moment (Ft-Ibs) -22225 @ 26' 9 1/4" 62214 Passed (36%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load DO. (in) 0.265 @ 37 0.691 Passed (21/938) -- 1.0 D + 1.0 5 (Alt Spans) Total Load Defl. (in) 0.443 @ 37 1.037 Passed (2L/562) -- 1.0 D + 1.0 5 (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (21/360) and TL (21/240). • Bracing (Lu): AN compression edges (top and bottom) must be braced at 37 6 1/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bating is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 9 3/4". • Critical negative moment adjusted by a volume factor of 0.98 that was calculated using length L = 17 7 1/8". • -608 Ibs uplift at support 3. Strapping or other restraint may be required. • The effects of positive or negative camber have not been accounted for when calculating deflection. • Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (fbe) Accessories Total Available Required Dead Snow Taal 1 - Beveled Plate - DF 5.50" 5.50" 1.50" 602 96o 1568 Blocking 2 - Beveled Plate - SPF 3.50" 3.50" 2.37 2103 3120 5223 Blocking 3 - Beveled Plate - SPF 3.50" 3.50" 1.50" 47 1 655 1407/-655 Blocking 4 - Beveled Plate - DF 5.50' 5.50" 2.80" 3716 5368 9084 Bloddng " Bloddng Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads t - Uniform (PSF) Location 0to37' Tributary Width 10' Dead (0.90) 15.0 Snow (1.15) 25.0 Comments Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www_woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design bads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Jaeucko Davido Consulting Group Inc t208)523-0024 maggieacirgangr corn System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 2/12 SUSTAINABLE FORESTRY INITIATIVE 4129i2014 11:30:44 AM Forte v4 1. Design Engine: V5.7.0..245 Tukwila Village Commons 4te Page 17 of 19 FORTE MEMBER REPORT Roof, R: 83 1 piece(s) 5 1/8" x 18" 24F-V8 DF Glulam PASSEOD-12 12 2r Overall Sloped Length: 24' 6 7/16" 15' 4' 9'' 3' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 9388 @ 15' 8 1/4" 11573 (5.50") Passed (81%) -- 1.0 D + 1.0 5 (Adj Spans) Shear (lbs) 4527 ® 13' 11 3/4" 18742 Passed (24%) 1.15 1.0 D + 1.0 $ (Adj Spans) Pos Moment (Ft-lbs) 11862 0 6' 6 7/8" 63653 Passed (19%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-lbs) -13693 ® 15' 8 1/4" 63653 Passed (22%) 1.15 1.0 D + 1.0 5 (Adj Spans) Live Load Defl. (in) 0.059 ® 7' 3 5/16" 0.519 Passed (L/999+) -- 1,0 D + 1.0 5 (Alt Spans) Total Load Defl. (in) 0.097 0 7' 3 1/4" 0.778 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (1/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 24' 3 7/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 12' 7 7/8". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 4 1/4". • The effects of positive or negative camber have not been accounted for when calculating deflection. • Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (lbs) Accessories Total Available Required Dead Snow Total 1 - Beveled Plate - HF 5.50" 5.50" 1.93" 1603 2401 4004 Blocking 2 - Beveled Plate - HF 5.50" 5.50" 4.46" 3686 5702 9388 Blocking 3 - Beveled Plate - HF 3.50" 3.50" 1.50" 568 1633 2201 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 23' 11 1/2" 14' 7" 15.0 25.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy,com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Jamcki Davldo Consulting Group, Inc. (206)523-0024 maggie©dcgengr,com System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 2/12 SUSTAINABLE FORESTRY INITIATIVE 4/29/2014 11:3043 AM Forte v4.1, Design Engine. V5.7.0.245 Tukwila Village Commons.4te Page 6 of 19 IFORTE" MERi':1 ? REPORT Roof. R: B4A 1 piece(s) 5 1/8" x 18" 24F-V8 DF Glulam PASSE0D-13 0 2 Overall Sloped Length: 27' 6 7/16" 23' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontaL;Drawing is Conceptual Design Results Actual @Location Allowed Result LDF Look Combination (Pattern) Member Reaction (Ibs) 8860 0 23' 8 1/4" 11573 (5.50") Passed (77%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 5968 0 21' 11 3/4" 18742 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft -Cos) 38863 0 11' 10 1/4" 60476 Passed (64%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-lbs) -3053 0 23' 8 1/4" 63653 Passed (5%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Deft. (in) 0.525 0 11' 11 11/16° 0.789 Passed (L/541) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.870 0 11' 11 1/2" 1.184 Passed (L/327) — 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: U. (1/360) and TL (1/240). • Overhang deflection criteria: LL (21/360) and TL (21/240). • Bracing (Lu): All compression. edges (top and bottom) must be braced at 27 3 7/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stab hty. • Critical positive moment adjusted by a volume factor of 0.95 that was calculated using length L = 23' 4 5/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 8 11/16". • The effects of positive or negative camber have not been amounted for when calculating deflection. • Applicable cakutations are based on NOS 2005 methodology. r Supports Bearing Loads to Supports (Ibs) Total Available Required Dead Scow Total Accessories 1 - Beveled Plate - liF 5.50" 5.50" 3.34" 2777 4165 6942 Blocking 2 - Beveled Plate - I-1F 5.50" 5.50' 4.21' 3565 5295 8860 Blotting • Blocking Panels are assumed to carry no bads applied caret* above them and the full load is applied to the member being designed. r ' Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 26' 11" 5.0 25.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the 'red for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janrckl Davido Consulting Group Inc 12061523-0024 maggre@dcgengr corn System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASO Member Pitch: 2/12 SUSTAINABLE FORESTRY INITIATIVE 4/29/2014 11 30:44 AM Forte v4 1. Design Engine. V5.7.0.245 Tukwila Village Commons 4te Page 14of19 cialFORTE' MEMBER REPORT Roof, R: B4B 1 piece(s) 5 1/8" x 18" 24F-V8 DF Glulam PASSEID-14 0 12 2r Overall Sloped Length: 27' 6 7/16" 23' L3 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual 0 Design Results Actual 0 Location Alloyed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 7631 0 5 1/2" 7631 (2.29") Passed (100%) -- 1.0 D + 1.0 5 (Alt Spans) Shear (lbs) 6747 0) 21' 11 3/4" 18742 Passed (36%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs) 43717 0 11' 5 1/2" 60509 Passed (72%) 1.15 1,0 D + 1.0 5 (Alt Spans) Neg Moment (Ft-lbs) -3473 0 23' 2 3/4" 63653 Passed (5%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (In) 0.587 0 12' 7/16" 0.785 Passed (L/482) -- 1.0 D + 1.0 5 (Alt Spans) Total Load Defl. (In) 0.968 © 12' 1/4" 1.177 Passed (L/292) -- 1.0 D + 1.0 $ (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 26' 9 7/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 0.95 that was calculated using length L = 23' 2 3/4". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 8 3/4". • The effects of positive or negative camber have not been accounted for when calculating deflection. • Applicable calculations are based on NOS 2005 methodology. Supports Bearing Loads to Supports (lbs) Accessories Total Available Required Dead Snow Total 1 - Hanger on 18" DF beam 5.50" Hanger 2.29" 3140 4784 7924 See note 2 - Beveled Plate - DF 5.50" 5.50" 3.09" 4009 6027 10036 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. Connector: Simpson Strong -Tie Connectors Support 1 - Face Mount Hanger Model Connector not found Seat Length N!A Top Nails N/A Face Nails N/A System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 2/12 Member Nails N/A Accessories Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 26' 11" 16' 15.0 25.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Margaret Jarecki Dac do Consulting Group. Inc (206) 523-0024 maggie@dcgengr corn Job Notes SUSTAINABLE FORESTRY INITIATIVE 4/29/2014 11.30:43 AM Forte v4.1. Design Engine: V5.7 0.245 Tukwila Village Commons.4te Page 7 of 19 it F O R T E 1 piece(s) 6 3/4" x 18" 24F-V8 DF Glulam ' MEMBER REPOR - Roof. R: 85 PASSEIOD-15 Overall Length: 60' 4" 0 1 1 1 CI 21' 6" 22' 15' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Albvred Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 15508 © 22' 2 1/4" 15778 (5.50") Passed (98%) -- 1.0 D + 1.0 S (Adj Spans) Shear (lbs) 11030 @ 20' 5 1/2" 24685 Passed (45%) 1.15 1.0 D + 1.0 S (Adj Spans) Pos Moment (Ft-Ibs) 50764 @ 7' 4 3/4" 79412 Passed (64%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-Ibs) -34872 @ 22' 1" 82082 Passed (42%) 1.15 1.0 D + 1.0 S (Adj Spans) Live Load Defl. (in) 0.307 @ 9' 10 1/16" 0.728 Passed (L/854) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.510 @ 9' 9 7/16" 1.093 Passed (L/515) -- 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: U. (L/360) and TL (L4240). • Bracing (Lu): All compression edges (top and bottom) must be traced at 60` 1 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 0.95 that was calculated using length L = 18' 3 5/16". • Critical negative moment adjusted by a volume factor of 0.98 that was calculated using length L = 13' 1 9/16". • The effects of positive or negative camber have not been accounted for when calculating deflection. • Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 5.50" 4.25' 2.74" 3084 4425 7509 1 1/4" Rim Board 2 - Stud wall - SPF 5.50" 5.50" 5.41" 6586 8922 15508 None 3 - Sid wall - SPF 5.50" 5.50" 1.50" 1089 1448 2537 None 4 - Stud wall - IiF 5.50" 4.25` 1.50" 396 522 918 1 1/4" Rim Board • Rim Board s assumed to carry al loads applied directly above it, bypassing the member being designed. Loads L. es, Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 60' 4" 2' 15.0 25.0 Roof 2 - Point (Ib) 7 6" N/A 3140 4784 Linked from: R: B4, Support 1 3 - Point (Ib) 7" 6" N/A 1088 1639 Linked from: R: 82A, Support 1 4 - Point (Ib) 19' 9' N/A 1114 1663 Linked from: R: B1B, Support 1 5 - Pant (Ib) 19' 9" N/A 1114 1663 Linked from: R: B1B, Support 1 6- Point (Ib) 32' N/A 1114 1663 Linked from: R: B18, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dinovtsions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Jarncxi Gavido Consulting Group Inc ;206)523-0024 maggle)a dcgengr corn System : Roof Member Type : Rush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 4/29/2014 11:30:43 AM Forte v4.1, Design Engine- V5.7.0.245 Tukwila Village Commons.4fe Page 8 of 19 (FORTE• MEMBER REPORT Roof, R: B7 1 piece(s) 5 1/8" x 18" 24F-V4 DF Glulam PASSE6D-16 0 12 2r B' 8" Overall Sloped Length: 28' 2 1/16" 14` 36" C E All locations are measured from the outside face of left support (or left cantilever end), All dimensions are horizontal.; Drawing is Conceptual 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 7419 @ 9' 4 1/4" 17860 (5.50") Passed (42%) -- 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 3262 © 11' 3/4" 18742 Passed (17%) 1.15 1.0 D + 1.0 S (Adj Spans) Pos Moment (Ft-lbs) 7780 @ 16' 11 13/16" 63653 Passed (12%) 1.15 1.0 0 + 1.0 S (Alt Spans) Neg Moment (Ft-Ibs) -9312 © 8' 10 3/4" 49065 Passed (19%) 1,15 1.0 D + 1.0 S (Adj Spans) Live Load Defl. (In) 0.036 © 17' 1 1/16" 0.489 Passed (L/999+) -- 1.0 D + 1.0 5 (Alt Spans) Total Load Defl. (In) 0.056 ® 17' 7/8" 0.733 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: 11(L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 27' 5 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L m 11' 3". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 11 5/16". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS 2005 methodology. Supports seating Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Hanger on 18" DF beam 5.50" Hanger, 1.50" 585 1145 1730 See note 2 - Beveled Plate - DF 5.50" 5.50" 2.28" 2961 4459 7420 Blocking 3 - Beveled Plate - DF 5.50" 5.50" 1.60" 2095 3102 5197 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full Toad is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 2/12 Connector: Simpson Stro -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A Loads Location Tributary Width Dead (0.90) Snow (1.15) 1 • Uniform (PSF) 0 to 27' 6 1/2" 12' 15.0 25.0 Comments Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janwki Davido Consulting Group, Inc. (206)523-0024 maggio@dcgengr corn SUSTAINABLE FORESTRY INITIATIVE 4/29/2014 11.30:43 AM Forte v4 1. Design Engine: V5.7.0.245 Tukwila Village Commons.4te Page 9 of 19 f:1 F A R T E ..3ERC REPO(. Roof, R: 88 1 r' V G 1 piece(s) 5 1/8" x 18" 24F-V8 DF Gtutam PASSEOD-17 0 12 21 Overall Sloped Length: 20' 11 3/8" C 16' 6" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual p Location Allowed Intuit LDF Load: Combination (Pattern) Member Reaction (lbs) 4001 @ 17' 2 1/4" 11573 (5.50") Passed (35%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 2350 @ 15' 5 3/4" 18742 Passed (13%) 1.15 1.0 D + 1.0 S (Alt Spans) Pos Moment (Ft-lbs) 11261 i 8' 6 1/2" 62562 Passed (18%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-lbs) -1743 0 17' 2 1/4" 63653 Passed (3%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.077 @ 8' 8 1/2" 0.570 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.130 @ 8' 8 3/16" 0.854 Passed (L/999+) -- 1.0 D + 1.0 S (AR Spans) • Deflection criteria: L1 (L/360) and TL (1/240). • Overhang deflection criteria: LL (21./360) and TL (2L/240). • Bracing. (Lu): All compression edges (top and bottom) must be braced at 20' 8 3/8" o/c unless detailed otherwise. Proper attachment and positioning o' lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 0.98 that was calculated using length L = 16' 7 11/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 10 13/16'. • The effects of positive or negative camber have not been accounted for when calculating deflection. • Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Rs) Accessories Total Available Required Dead Snow TTW 1 - Beveled Plate - I -IF 5.50' 5.50' 1.50" 1188 1667 2855 Blocking 2 - Beveled Plate - HF 5.50" 5.50r 1.90" 1682 2318 4000 Bioddng • Blacking Panels measured to cany no bads applied directly above ttwn and the full load is applied to the member being designed. Loads - Uniform (PSF) Location 0to20'S" Tributary Width 7'9" Dead (0.90) 15.0 Snow (1.15) 25.0 Commends Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products wili be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application. input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janice, Davdo Corisuttng Group Inc (2061 523-0024 maggie@dogengr corn System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 2/12 (dj) SUSTAINABLE FORESTRY INITIATIVE 4/29/2014 11:30:43 AM Forte v4.1. Design Engine. V5.7.0.245 Tukwila Village Commons 4te Page 10 of 19 ili1 F O R T E MEMBER REPORT Roof. R: HDR1 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSEPD-18 0 Overall Length: 5' 9" 5' 6" 4, El + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horlzontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 589 ® 0 3281 (1.50") Passed (18%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 470 @ 7" 2657 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 847 @ 2' 10 1/2" 1979 Passed (43%) 1.15 1.0 D + 1.0 $ (All Spans) Live Load Defl. (in) 0.040 ® 2' 10 1/2" 0.192 Passed (L/999+) -- 1.0 0 + 1.0 5 (All Spans) Total Load Defl. (In) 0.065 @ 2' 10 1/2" 0.287 Passed (L/999+) -- 1.0 D + 1.0 5 (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NOS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 230 359 589 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 230 359 589 None Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 5' 9" 5' 15.0 25.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software, Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Janicki Davido Consulting Group, Inc. (206) 523-0024 maggie@dcgengrcom System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/29/2014 11.30 44 AM Forte v4.1. Design Engine. V5 7.0.245 Tukwila Village Commons.4te Page 18 of 19 ill F 0 R T E MEi":' REPOR Roof. R: HDR2 1 piece(s) 3 1/8" x 12" 24F-V4 DF Glulam PASSEI§D-19 Overall Length: 3' 9" + 1 + O 0 3' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are honzontal.;Drawing is Conceptual Design Results Actual ta LacsIkw Allowed Remit LDf Load: Combination (Pattern) Member Reaction (Ibs) 6965 @ 3' 6" 9141 (4.50") Passed (76%) -- 1.0 D + 1.0 S (All Spans) Shear (tbs) 5698 @ 2' 4 1/2" 7619 Passed (75%) 1.15 1.0 D + 1.0 5 (All Spans) Pos Moment (Ft-tbs) 6958 @ 2' 6" 17250 Passed (40%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.007 @ 1' 11 5/16" 0.108 Passed (L/999+) — 1.0 D + 1.0 5 (All Spans) Total Load Deft. (in) 0.012 @ 1' 11 5/16" 0.162 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: Li (L/360) and Ti.. (L/240). • Bracing (Lu): Ali compression edges (top and bottom) must be braced at 3' 9' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stab lity. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 3". • The effects of positive or negative camber have not been accounted for when caicuiating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS 2005 methodology. r Supports Bearing Loads to Supports (fbs) Accessories Ted Available Required Dead Snow Total 1 - Trimmer - DF 4.50" 4.50" 1.53" 1251 1854 3105 None 2 - Trimmer - DF 4.50' 4.50" 3.43" 2793 4173 6966 None Loads Location Tributary Width Dead (0.90) Saw (L16) Corrrnents i - Point i6b! 2' 6" N/A 4009 6027 linked from: R: 64B, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Margaret Jawcki Davdo Consulting Group Inc i206f 523-0024 maggle©ocgengr wsn System : Wall Member Type : Deader Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/29/2014 11:30:44 AM Forte v4.1. Design Engine V5.7.0.245 Tukwila Village Commons.4te Page 19 of 19 GD-20 Project: Tukwila Village Commons Location: Max 6x6 PSL 18.5' Column [2009 International Building Code(2005 NOS)] 5.25 IN x 5.25 IN x 18.5 FT 1.8E Parallam Column - iLevel Trus Joist Section Adequate By: 1.9% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = 11000 Ib Vert-DL-Rxn = 159 Ib Vert-TL-Rxn = 11159 Ib COLUMN DATA Total Column Length: 18.5 ft Unbraced Length (X-Axis) Lx: 18.5 ft Unbraced Length (Y-Axis) Ly: 18.5 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 1.8E Parallam Column - iLevel Trus Joist Base Values Adjusted Compressive Stress: Fc = 2500 psi Fc' = 413 psi Cd=1.00 Cp=0.17 Bending Stress (X-X Axis): Fbx = 2400 psi Fbx' = Cd=1.00 CF=1.10 Bending Stress (Y-Y Axis): Fby = 2400 psi Fby' = Cd=1.00 CF=1.10 Modulus of Elasticity: E = 1800 ksi E' = Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: 2631 psi 2631 psi 1800 ksi dx = dy = A= Sx = Sy = Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' = Eccentricity Moment (X-X Axis): Mx -ex Eccentricity Moment (Y-Y Axis): My-ey Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 5.25 5.25 27.56 24.12 24.12 42.29 42.29 in in in2 in3 in3 405 psi 413 psi 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 psi 2631 psi 0 psi 2631 psi 0.98 Maggie sioira�C ;, Davido Consulting Group "Ig4" 15029 Bothell Way NE Suite 600 `r Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 4/29/2014 11:59:46 AM page o/ AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Load: PL = 11000 lb PD = 0 lb CSW = 159 Ib PT= 11159 Ib GD-21 Project: Tukwila Village Commons Location: Max 6x6 PSL 16'-8" Column [2009 International Building Code(2005 NDS)] 5.25 IN x 5.25 IN x 16.667 FT 1.8E Parallam Column -iLevel Trus Joist Section Adequate By: 0.3% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = Vert-DL-Rxn = Vert-TL-Rxn = 13750 Ib 144 Ib 13894 Ib COLUMN DATA Total Column Length: 16.67 ft Unbraced Length (X-Axis) Lx: 16.67 ft Unbraced Length (Y-Axis) Ly: 16.67 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 1.8E Parallam Column - iLevel Trus Joist Base Values Compressive Stress: Fc = 2500 psi Cd=1.00 Cp=0.20 Bending Stress (X-X Axis): Fbx = 2400 psi Fbx' = 2631 psi Cd=1.00 CF=1.10 Bending Stress (Y-Y Axis): Fby = 2400 psi Fby' = 2631 Cd=1.00 CF=1.10 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Adiusted Fc' = 506 dx = dy = A= Sx = Sy = Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis): Fc = Fc' = Mx -ex = My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = psi psi 5.25 in 5.25 in 27.56 in2 24.12 in3 24.12 in3 38.1 38.1 504 psi 506 psi 0 ft-Ib 0 ft-lb 0 ft-lb 0 ft-lb 0 psi 2631 psi 0 psi 2631 psi 1 Maggie Jtr Davido Consulting Group �/ i 15029 Bothell Way NE Suite 600 ..t.00.0009004 Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 4/29/2014 11:59:46 AM page /of AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Load: PL = 13750 Ib PD = 0 lb CSW = 144 Ib PT = 13894 Ib Project: Tukwila Village Commons Location: Max 4x6 PSL 18.5' - braced Column [2009 International Building Code(2005 NDS)] 3.5 IN x 5.25IN x 18.5 FT 1.8E Parallam Column - iLevel Trus Joist Section Adequate By: 0.3% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = Vert-DL-Rxn = Vert-TL-Rxn = 7450 Ib 106 Ib 7556 Ib COLUMN DATA Total Column Length: 18.5 ft Unbraced Length (X-Axis) Lx: 18.5 ft Unbraced Length (Y-Axis) Ly: 9.25 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 1.8E Parallam Column - iLevel Trus Joist Base Values Adfusted Compressive Stress: Fc = 2500 psi Fc' = 413 psi Cd=1.00 Cp=0.17 Bending Stress (X-X Axis): Fbx = 2400 psi Fbx' = Cd=1.00 CF=1.10 Bending Stress (Y-Y Axis): Fby = 2400 psi Fby' = Cd=1.00 CF=1.10 Modulus of Elasticity: E = 1800 ksi E' = Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slendemess Ratio: 2631 psi 2631 psi 1800 ksi dx = dy = A= Sx = Sy = Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis): Fc = Fc' = Mx -ex = My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 5.25 3.5 18.38 16.08 10.72 42.29 31.71 in in in2 in3 in3 411 psi 413 psi 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 psi 2631 psi 0 psi 2631 psi 1 Maggie t�,i� Davido Consulting Group alC 15029 Bothell Way NE Suite 600 .•�"` Lake Forest Park, WA 98155 StruCalc Version 8.0.113:0 4/29/2014 11:59:46 AM GD-22 page 0o AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Load: PL = 7450 Ib PD = 0 lb CSW = 106 Ib PT = 7556 Ib GD-23 Project: Tukwila Village Commons Location: Max 4x6 PSL 16'-8" - braced Column [2009 International Building Code(2005 NDS)] 3.5 IN x 5.25 IN x 16.67 FT 1.8E Parallam Column - iLevel Trus Joist Section Adequate By: 0.4% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 9150 Ib Dead Load: Vert-DL-Rxn = 96 Ib Total Load: Vert-TL-Rxn = 9246 Ib COLUMN DATA Total Column Length: 16.67 ft Unbraced Length (X-Axis) Lx: 16.67 ft Unbraced Length (Y-Axis) Ly: 9.25 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 1.8E Parallam Column - iLevel Trus Joist Base Values Adiusteq Compressive Stress: Fc = 2500 psi Fc' = 505 psi Cd=1.00 Cp=0.20 Bending Stress (X-X Axis): Fbx = 2400 psi Fbx' = 2631 Cd=1.00 CF=1.10 Bending Stress (Y-Y Axis): Fby = 2400 psi Fby' = 2631 Cd=1.0O CF=1.10 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Column Section (X-XAxis}: Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: dx = dy = A= Sx = Sy = Lexfdx = Leyfdy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Allowable Compressive Stress. Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis) Moment Due to Lateral Loads (X-X Axis): Moment Due to Lateral Loads (Y-Y Axis): Fc = Fc' = Mx -ex = My-ey = Mx = My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' _ Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = psi psI 5.25 in 3.5 in 18.38 in2 16.08 in3 10.72 in3 38.1 31.71 503 psi 505 psi 0 ft-lb 0 ft-lb 0 ft-Ib 0 ft-Ib 0 psi 2631 psi 0 psi 2631 psi 1 Maggie SEPUCalCk Davido Consulting Group 15029 Bothell Way NE Suite 600 Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 4/29/2014 11:59:46 AM page /of AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Load: PL = 9150 Ib PD = 0 1b CSW = 96 lb PT = 9246 Ib Project: Tukwila Village Commons Location: Max 4x6 PSL 15.5" - braced Column [2009 International Building Code(2005 NDS)] 3.5IN x 5.25 IN x 15.5 FT 1.8E Parallam Column - iLevel Trus Joist Section Adequate By: 0.0% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = 10600 Ib Vert-DL-Rxn = 89 Ib Vert-TL-Rxn = 10689 Ib COLUMN DATA Total Column Length: 15.5 ft Unbraced Length (X-Axis) Lx: 15.5 ft Unbraced Length (Y-Axis) Ly: 9.5 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 1.8E Parallam Column - iLevel Trus Joist Base Values Adjusted Compressive Stress: Fc = 2500 psi Fc' = 582 psi Cd=1.00 Cp=0.23 Bending Stress (X-X Axis): Fbx = 2400 psi Fbx' = 2631 psi Cd=1.00 CF=1.10 Bending Stress (Y-Y Axis): Fby = 2400 psi Fby' = 2631 psi Cd=1.00 CF=1.10 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: dx = dy = A= Sx = Sy = Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' = Eccentricity Moment (X-X Axis): Mx -ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 5.25 3.5 18.38 16.08 10.72 35.43 32.57 in in in2 in3 in3 582 psi 582 psi 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb 0 psi 2631 psi 0 psi 2631 psi 1 Maggie Davido Consulting Group I 15029 Bothell Way NE Suite 600 Lake Forest Park. WA 98155 StruCaic Version 8.0.113.0 4/29/2014 11 59:46 AM G D-24 ).age 0o AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Load: PL = 10600 lb PD = 0 1b CSW = 89 Ib PT = 10689 Ib GD-25 Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slendemess Ratio Project: Tukwila Village Commons Location: Max 6x6 PSL 13" - braced Column [2009 International Building Code(2005 NDS)] 5.25 IN x 5.25 IN x 13 FT 1.8E Parallam Column -iLevel Trus Joist Section Adequate By: 1.3% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = 22000 Ib Vert-DL-Rxn = 112 Ib Vert-TL-Rxn = 22112 Ib COLUMN DATA Total Column Length: 13 ft Unbraced Length (X-Axis) Lx: 13 ft Unbraced Length (Y-Axis) Ly: 13 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 1.8E Parallam Column - iLevel Trus Joist Base Values Fc = 2500 psi Fc' _ Cd=1.00 Cp=0.33 Fbx = 2400 psi Fbx' = Cd=1.00 CF=1.10 Fby = 2400 psi Fby' = Cd=1.00 CF=1.10 E = 1800 ksi E' Adjusted 813 psi 2631 psi 2631 psi 1800 ksi dx = dy = A= Sx = Sy = Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' = Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis): Moment Due to Lateral Loads (X-X Axis): Moment Due to Lateral Loads (Y-Y Axis): Mx -ex = My-ey = Mx = My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 5.25 in 5.25 in 27.56 in2 24.12 in3 24.12 in3 29.71 29.71 802 psi 813 psi 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-Ib 0 psi 2631 psi 0 psi 2631 psi 0.99 Maggie �CaiC� Davido Consulting Group 15029 Bothell Way NE Suite 600 Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 4/29/2014 11:59:46 AM page /of AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Load: PL = 22000 Ib PD = 0 lb CSW = 112 Ib PT = 22112 Ib GD-26 Project: Tukwila Village Commons Location: Max 6x6 PSL 11" - braced Column [2009 International Building Code(2005 NDS)] 5.25 IN x 5.25 IN x 11 FT 1.8E Parailam Column - iLevel Trus Joist Section Adequate By: 1.0% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = Vert-DL-Rxn = Vert-TL-Rxn = 30000 lb 95 Ib 30095 Ib COLUMN DATA Total Column Length: 11 ft Unbraced Length (X-Axis) Lx: 11 ft Unbraced Length (Y-Axis) Ly: 11 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 1.8E Parallam Column - iLevel Trus Joist Base Values Adjusted Compressive Stress: Fc = 2500 psi Fc' = 1103 psi Cd=1.00 Cp=0.44 Bending Stress (X-X Axis): Fbx = 2400 psi Fbx' = 2631 psi Cd=1.00 CF=1.10 Bending Stress (Y-Y Axis): Fby = 2400 psi Fby' = 2631 psi Cd=1.00 CF=1.10 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: dx = dy = A= Sx = Sy = Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis): Moment Due to Lateral Loads (X-X Axis): Moment Due to Lateral Loads (Y-Y Axis): Bending Stress Lateral Loads Only (X-X Axis): Allowable Bending Stress (X-X Axis): Bending Stress Lateral Loads Only (Y-Y Axis): Allowable Bending Stress (Y-Y Axis): Combined Stress Factor: 5.25 5.25 27.56 24.12 24.12 25.14 25.14 in in in2 in3 in3 Fc = 1092 psi Fc' = 1103 psi Mx -ex = 0 ft-lb My-ey = 0 ft-lb Mx = 0 ft-Ib My = 0 ft-lb Fbx = 0 psi Fbx' = 2631 psi Fby = 0 psi Fby' = 2631 psi CSF = 0.99 Sfit'tic a{ Maggie Davido Consulting Group 15029 Bothell Way NE Suite 600 Lake Forest Park. WA 98155 StruCalc Version 8.0.113.0 4/29/2014 11:59:46 AM D.Nge /of LOADING DIAGRAM 1 A AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Load: PL = 30000 Ib PD = 0 1b CSW = 95 Ib PT = 30095 Ib GD-27 Project: Tukwila Village Commons Location: Max 6x6 DF 11" - braced Column [2009 International Budding Code(2005 NDS)] 5.5 IN x 5.5IN x 11.0 FT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 1.7% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = Vert-DL-Rxn = Vert-TL-Rxn = 14000 Ib 71 Ib 14071 Ib COLUMN DATA Total Column Length: 11 ft Unbraced Length (X-Axis) Lx: 11 ft Unbraced Length (Y-Axis) Ly: 11 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch (North) Base Values Compressive Stress: Fc = 700 psi Cd=1.00 Cp=0.68 Bending Stress (X-X Axis): Fbx = 725 psi Cd=1.00 CF=1.00 Bending Stress (Y-Y Axis): Fby = 725 psi Cd=1.00 CF=1.00 E = 1300 ksi E_min = 470 ksi Modulus of Elasticity: Min. Mod. of Elasticity: Column Section (X-X Axis): Column Section (Y-YAxis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Adjusted Fc' = 473 psi Fbx' = 725 psi Fby' = 725 psi E' = 1300 ksi E_min' = 470 ksi dx = 5.5 in dy = 5.5 in A = 30.25 in2 Sx = 27.73 in3 Sy = 27.73 in3 Lextdx = 24 Ley/dy = 24 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' = Eccentricity Moment (X-X Axis): Mx -ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 465 psi 473 psi O ft-Ib O ft-Ib 0 ft-Ib 0 ft-Ib 0 psi 725 psi O psi 725 psi 0.98 S Maggie Davido Consulting irWa�4�• 15029 Bothell Way NErSuite 600 Lake Forest Park. WA 98155 StruCalc Version 8.0.113.0 4/29/2014 11:59:46 AM page /of AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Load: PL = 14000 Ib PD = 0 Ib CSW = 71 lb PT = 14071 Ib GD-28 Project: Tukwila Village Commons Location: Max 6x6 DF 11" Column [2009 International Building Code(2005 NDS)] 5.5INx5.5INx11.0FT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 1.7% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = 14000 Ib Vert-DL-Rxn = 71 Ib Vert-TL-Rxn = 14071 Ib COLUMN DATA Total Column Length: 11 ft Unbraced Length (X-Axis) Lx: 11 ft Unbraced Length (Y-Axis) Ly: 11 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch (North) Base Values Compressive Stress: Fc = 700 psi Cd=1.00 Cp=0.68 Bending Stress (X-X Axis): Fbx = 725 psi Cd=1.00 CF=1.00 Bending Stress (Y-Y Axis): Fby = 725 psi Cd=1.00 CF=1.00 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Min. Mod. of Elasticity: E_min = 470 ksi E_min' = 470 ksi Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slendemess Ratio: Adjusted Fc' = 473 psi Fbx' = 725 psi Fby' = 725 psi dx = 5.5 in dy = 5.5 in A = 30.25 in2 Sx = 27.73 in3 Sy = 27.73 in3 Lex/dx = 24 Ley/dy = 24 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 465 psi Allowable Compressive Stress: Fc' = 473 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-Ib Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-Ib Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 725 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 725 psi Combined Stress Factor: CSF = 0.98 Maggie - Davido Consulting Group i� La 4 15029 Bothell Way NE Suite 600 Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 4/29/2014 11:59:46 AM page /of AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Load: PL = 14000 Ib PD = 0 Ib CSW = 71 Ib PT = 14071 Ib GD-29 Project: Tukwila Village Commons Location: Max 6x6 PSL 11" Column [2009 International Building Code(2005 NDS)] 5.25 IN x 5.25 IN x 11 FT 1.8E Parallam Column - iLevel Trus Joist Section Adequate By: 1.0% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = Vert-DL-Rxn = Vert-TL-Rxn = 30000 Ib 95 Ib 30095 Ib COLUMN DATA Total Column Length: 11 Unbraced Length (X-Axis) Lx: 11 Unbraced Length (Y-Axis) Ly: 11 Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 ft ft ft COLUMN PROPERTIES 1.8E ParaIlam Column - iLevel Trus Joist Base Values Adjusted Compressive Stress: Fc = 2500 psi Fc' = 1103 psi Cd=1.00 Cp=0.44 Bending Stress (X-X Axis): Fbx = 2400 psi Fbx' = 2631 psi Cd=1.00 CF=1.10 Bending Stress (Y-Y Axis): Fby = 2400 psi Fby' = 2631 psi Cd=1.00 CF=1.10 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Column Section (X-X Axis): Column Section (Y-Y Axis): Area. Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: dx = dy = A= Sx = Sy = Lexldx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L # D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' = Eccentricity Moment (X-X Axis): Mx -ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' _ Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 5.25 in 5.25 in 27.56 in2 24.12 in3 24.12 in3 25.14 25.14 1092 psi 1103 psi 0 ft-Ib 0 ft-Ib 0 ft-lb 0 ft-lb 0 psi 2631 psi 0 psi 2631 psi 0.99 Maggie Davido s ['Grab,� 15029 Bothell ConsultingGroup NErSuite 600 Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 4/29/2014 11:59:46 AM page //of AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Load: PL = 30000 Ib PD = 0 lb CSW = 95 Ib PT = 30095 lb GD-30 Project: Tukwila Village Commons Location: Max 6x6 PSL 13" Column [2009 International Building Code(2005 NDS)] 5.25 IN x 5.25 IN x 13 FT 1.8E Parallam Column - iLevel Trus Joist Section Adequate By: 1.3% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = 22000 Ib Vert-DL-Rxn = 112 Ib Vert-TL-Rxn = 22112 Ib COLUMN DATA Total Column Length: 13 ft Unbraced Length (X-Axis) Lx: 13 ft Unbraced Length (Y-Axis) Ly: 13 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1 00 COLUMN PROPERTIES 1.8E Parallam Column - iLevel Trus Joist Base Values Adjusted Compressive Stress: Fc = 2500 psi Fc' = 813 psi Cd=1.00 Cp=0.33 Bending Stress (X-X Axis): Fbx = 2400 psi Fbx' = Cd=1.00 CF=1.10 Bending Stress (Y-Y Axis): Fby = 2400 psi Fby' = Cd=1.00 CF=1.10 Modulus of Elasticity: E = 1800 ksi E' = Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: 2631 psi 2631 psi 1800 ksi dx = dy = A= Sx = Sy = Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis): Moment Due to Lateral Loads (X-X Axis): Moment Due to Lateral Loads (Y-Y Axis): Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 5.25 5.25 27.56 24.12 24.12 29.71 29.71 Fc = 802 Fc' = 813 Mx -ex = 0 My-ey = 0 Mx = 0 My = 0 0 2631 0 2631 0.99 in in in2 jn3 in3 psi psi ft-lb ft-lb ft-lb ft-lb psi psi psi psi Maggie Davido Consulting Group 15029 Bothell Way NE Suite 600 Lake Forest Park. WA 98155 StruCalc Version 8.0.113.0 4/29/2014 11:59:46 AM page /0f AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Load: PL = 22000 Ib PD = 0 lb CSW = 112 Ib PT = 22112 Ib GD-31 Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: 'Project: Tukwila Village Commons Location: Max 4x6 PSL 16'-6" - braced Column [2009 International Building Code(2005 NDS)] 3.5 IN x 5.25 IN x 16.5 FT 1.8E Parallam Column - iLevel Trus Joist Section Adequate By: 0.3% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = Vert-DL-Rxn = Vert-TL-Rxn = 9350 Ib 95 Ib 9445 Ib COLUMN DATA Total Column Length: 16.5 ft Unbraced Length (X-Axis) Lx: 16.5 ft Unbraced Length (Y-Axis) Ly: 9.5 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 1.8E Parallam Column - iLevel Trus Joist Base Values Fc = 2500 psi Adiusted Fc' = 516 psi Cd=1.00 Cp=0.21 Fbx = 2400 psi Fbx' = 2631 psi Cd=1.00 CF=1.10 Fby = 2400 psi Fby' = Cd=1.00 CF=1.10 E = 1800 ksi E' = 1800 ksi 2631 psi dx = dy = A= Sx = Sy = Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis): Moment Due to Lateral Loads (X-X Axis): Moment Due to Lateral Loads (Y-Y Axis): Bending Stress Lateral Loads Only (X-X Axis) Allowable Bending Stress (X-X Axis): Bending Stress Lateral Loads Only (Y-Y Axis) Allowable Bending Stress (Y-Y Axis): Combined Stress Factor: Fc = Fc' = Mx -ex = My-ey = Mx = My = Fbx = Fbx' = Fby = Fby' = CSF = 5.25 in 3.5 in 18.38 in2 16.08 in3 10.72 in3 37.71 32.57 514 psi 516 psi 0 ft-lb 0 ft-lb 0 ft-Ib 0 ft-Ib 0 psi 2631 psi 0 psi 2631 psi 1 �1� Maggie iti'C ' 115029 Bothell ConsultingDavido Group NErSuite 600 Lake Forest Park. WA 98155 StruCalc Version 8.0.113.0 4/29/2014 11:59:46 AM page /of AXIAL LOADING Live Load: Dead Load: Column Setf Weight: Total Load: PL = 9350 Ib PD = 0 1b CSW = 95 Ib PT = 9445 Ib GD-32 Project: Tukwila Village Commons Location: Max 4x6 PSL 11'-6" - braced Column [2009 International Building Code(2005 NDS)] 3.5 IN x 5.25 IN x 11.5 FT 1.8E Parallam Column -iLevel Trus Joist Section Adequate By: 3.9% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = 12000 Ib Vert-DL-Rxn = 66 Ib Vert-TL-Rxn = 12066 Ib COLUMN DATA Total Column Length: 11.5 ft Unbraced Length (X-Axis) Lx: 11.5 ft Unbraced Length (Y-Axis) Ly: 9.5 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 1.8E Parallam Column - iLevel Trus Joist Base Values Adjusted Compressive Stress: Fc = 2500 psi Fc' = 683 psi Cd=1.00 Cp=0.27 Bending Stress (X-X Axis): Fbx = 2400 psi Fbx' = 2631 psi Cd=1.00 CF=1,10 Bending Stress (Y-Y Axis): Fby = 2400 psi Fby' = 2631 psi Cd=1.00 CF=1.10 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: dx = dy = A= Sx = Sy = Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis): Moment Due to Lateral Loads (X-X Axis): Moment Due to Lateral Loads (Y-Y Axis): Fc = Fc' = Mx -ex = My-ey = Mx = My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' _ Bending Stress Lateral Loads Only (Y-Y Axis): Fby Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 5.25 3.5 18.38 16.08 10.72 26.29 32.57 in in in2 in3 in3 657 psi 683 psi 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb 0 psi 2631 psi 0 psi 2631 psi 0.96 Maggie Davido Consulting Group 15029 Bothell Way NE Suite 600 .•�"'"r Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 4/29/2014 11:59:46 AM page o. AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Load: PL = 12000 Ib PD = 0 Ib CSW = 66 Ib PT = 12066 Ib GD-33 'Project: Tukwila Village Commons Location: Max 6x6 OF 16.5" Column [2009 International Building Code(2005 NDS)] 5.5 IN x 5.5IN x 16.5 FT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 0.4% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = Dead Load: Vert-DL-Rxn = Total Load: Vert-TL-Rxn = 7900 Ib 106 lb 8006 Ib COLUMN DATA Total Column Length: 16.5 Unbraced Length (X-Axis) Lx: 16.5 Unbraced Length (Y-Axis) Ly: 16.5 Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 ft ft ft COLUMN PROPERTIES #2 - Douglas -Fir -Larch (North) Base Values Compressive Stress: Fc = 700 psi Cd=1.00 Cp=0.38 Bending Stress (X-X Axis): Fbx = 725 psi Cd=1.00 CF=1.00 Bending Stress (Y-Y Axis): Fby = 725 psi Cd=1.00 CF=1.00 Modulus of Elasticity: E = 1300 ksi Min. Mod. of Elasticity: E_min = 470 ksi Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Adjusted Fc' = 266 psi Fbx' = 725 psi Fby' = 725 psi E' = 1300 ksi E_min' = 470 ksi dx = dy = A= Sx = Sy = Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis): Moment Due to Lateral Loads (X-X Axis): Moment Due to Lateral Loads (Y-Y Axis): Bending Stress Lateral Loads Only (X-X Axis): Allowable Bending Stress (X-X Axis): Bending Stress Lateral Loads Only (Y-Y Axis): Allowable Bending Stress (Y-Y Axis): Combined Stress Factor: 5.5 5.5 30.25 27.73 27.73 36 36 in in in2 in3 in3 Fc = 265 psi Fc' = 266 psi Mx -ex = 0 ft-Ib My-ey = 0 ft-Ib Mx = 0 ft-lb My = 0 ft-Ib Fbx = 0 psi Fbx" = 725 psi Fby = 0 psi Fby' = 725 psi CSF = 1 Maggie Stru�a"\ Davido Consulting Group "li lt"*` 15029 Bothell Way NE Suite 600 %1 Lake Forest Park. WA 98155 StruCalc Version 8.0.113.0 4/29/2014 11:59:46 AM page o/ LOADING DIAGRAM 16.5 ft AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Load: PL = 7900 lb PD = 0 1b CSW = 106 Ib PT = 8006 Ib GD-34 Project: Tukwila Village Commons Location: Exterior Ftg Footing [2009 International Building Code(2005 NDS)] Footing Size: 18.0 IN Wide x 8.0 IN Deep Continuous Footing With 6.0 IN Thick x 6.0 IN Tall Stemwall LongitudinalReinforcement: (2) Continuous #4 Bars TransverseReinforcement: #4 Bars 12.00 IN. O.C. (unnecessary) Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 2500 psf F'c = 2500 psi Fy = 40000 psi c= 3 in FOOTING SIZE Width. W= 18 in Depth: Depth = 8 in Effective Depth to Top Layer of Steel: d = 4.25 in STEMWALL SIZE Stemwall Width: 6 in Stemwall Height: 6 in Stemwall Weight: 150 pcf FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Width Required: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Qu = 1858 psf Qe = 2400 psf Wreq = 1.16 in2 Vu1 = 393 Ib Vc1 = 3825 Ib Transverse Direction: Bending Calculations: Factored Moment Mu = Nominal Moment Strength: Mn = Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.30 in Steel Required Based on Moment: As(1) = 0.06 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4)As(2) = 0.19 in2 Controlling Reinforcing Steel: As-reqd = 0.19 in2 Selected Reinforcement: Trans: #4's 12.0 in. o.c. Reinforcement Area Provided: As = 0.19 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 6 in Longitudinal Direction: Reinforcement Calculations: Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.29 in2 Controlling Reinforcing Steel: As-reqd = 0.29 in2 Selected Reinforcement: Longitudinal: (2) Cont. #4 Bars Reinforcement Area Provided: As = 0.39 in2 9101 in-Ib 0 in-Ib Maggie StPUC��C4, Davido Consulting Group 15029 Bothell Way NE Suite 600 ."" Lake Forest Park. WA 98155 StruCalc Version 8.0.113.0 4/29/2014 11:59:46 AM FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load PL = 1750 Ib PD = 1000 Ib PT = 2788 Ib Pu = 4045 Ib GD-35 'Project: Tukwila Village Commons Location: FTG 2 Footing [2009 International Building Code(2005 NOS)] Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Renforcement #4 Bars 8.00 IN. O.C. EIW I (3) min. Section Footing Design Adequate SallifingegaMai Allowable Sal Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover (� = 2500 psf Pc = 2500 psi Fy = 40000 psi c 3 in p Width: W = 2 tt Length: L = 2 1t Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 625 in COLUIO1 Al) RASEPLATE S1 Column Type: Column Width: Column Depth: Concrete m = 6 in n = 6in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Sol Bearing Pressure: Required Fooling Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear. Vu1= Allowable Beam Shear Vc1 = Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = Punching Shear. Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment Mu = Nominal Moment Strength: Mn = Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.46 in Steel Required Based on Moment As(1) = 0.10 in2 Mn. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.48 in2 Controlling Reinforcing Steel: As-regd = 0.48 in2 Selected Reinforcement t14's 8.0 in. o.c. e/w (3) Min. Reinforcement Area Provided: As = 0.59 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 6 in Note: Plain concrete adequate for bending, therefore adequate development length not required. 2375 ps1 2375 psf 4sf 4.00 sf Bear = 13800 Ib Bear -A = 99450 Ito 1581 Ib 11250 Ib Vu2 = vc2-a = vc2-b = vc2-c = vc2 = 49in 10205 Ib 68906 Ib 81563 Ib 45938 Ib 45938 b 23288 in-Ib 127575 in-Ib Maggie Davido Consulting Group 15029 Bothell Way NE Suite 600 Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 4/29/2014 11:59:46 AM Live Load: PL = 6000 Ib Dead Load: PD = 3500 Ib Total Load: PT = 9500 Ib Ultimate Factored Load: Pu = 13800 Ib Weight to resist up8tt wl 1.5 F.S.: U.R = 322 lb Project: Tukwila Village Commons Location: FTG 3 Footing (2009 International Building Code(2005 NOS)] Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars 9.00 IN. O.C. E/W /(4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 2500 psf F'c = 2500 psi Fy = 40000 psi c= 3 in FOOTING S1Ze, Width: W = 3 ft Length: L = 3 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in OLUIIMN AND BASEPLATE Size, Column Type: Wood Column Width: m = 6 in Column Depth: n = 8 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear. Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear. Allowable Punching Shear (ACI 11-35): Allowable Punching Shur (ACI 11-38): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear. Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.41 in Steel Required Based on Moment: As(1) = 0.62 in2 Min. Code Req'd Reiff. Shrink./Temp. (ACI-10.5.4): As(2) = 0.72 in2 Controlling Reinforcing Steel: As-regd = 0.72 in2 Selected Reinforcement: #4's © 9.0 In. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Development Length Supplied: Qu = 2361 psf Qe = 2375 psi Areq = 8.95 sf A = 9.00 sf Bear= 30100 Ib Bear -A = 99450 Ib Vul = 9824 Ib Vc1 = 18875 Ib Bo = 49 in Vu2 = 28615 tb vc2-a = 68906 Ib vc2-b = 81583 Ib vc2-c = 45938 lb vc2 = 45938 Ib Mu = 135450 in-Ib Mn = 170825 in-Ib Ld 15In Ld-sup = 15 in Maggie Davido Consulting Group 15029 Bothell Way NE Suite 600 Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 4/29/2014 11:59:46 AM GD-36 pgge oT FOOTING LOADING Live Load: PL = 11500 Ib Dead Load: PD = 9750 Ib Total Load: PT = 21250 Ib Ultimate Factored Load: Pu = 30100 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 725 Ib Project: Tukwila Village Commons Location: FTG 4 Footing [2009 Intemational Building Code(2005 NOS)] Fooling Size: 4.0 FT x 4.0 FT x 15.00 IN Reinforcement #4 Bars © 5.93 IN. O.C. EIW / (8) Mn. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover. Qs = 4000 psf Pc = 2500 psi Fy = 40000 psi c = 3 in F TWG SIZE Width: W = 4 ft Length: L = 4 ft Depth: Depth = 15 in Effective Depth to Top Layer of Steel: d = 11.25 in COLUMN AND RASEPLATE Column Type: Column Width: Column Depth: Concrete m = 6 in n= 6in FOOTING car CU a a,TIORS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Sod Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shea Beam Shear. Allowable Beam Shear. Pu ndfing Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear. Allowable Punching Shear (ACI 1135): Allowable Punching Shear (ACI 1136): Allowable Punching Shear (ACI 1137): Controlling Allowable Punching Shear. Bending Calculations: Factored Moment Mu = Nominal Moment Strength: Mn = Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.62 in Steel Required Based on Moment As(1) = 0.57 in2 Mn. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 1.44 in2 Controlling Reinforcing Steel: As-regd = 1.44 in2 Selected Reinforcement #4's Q 5.9 in. o.c. e/w (8) Min. Reinforcement Area Provided: As = 1.57 in2 Development Length Calculations: Development Length Required: Development Length Suppled: Qu= Qe = Areq A= Bear = Bear -A = Vu1 = Vc1 = Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = Ld = Ld-sup = 2188 psi 3813 psi 9.18 sf 16.00 sf 50000 Ib 99450 Ib 10156 Ib 40500 Ib 69 in 43542 Ib 174656 Ib 248063 Ib 116438 Ib 116438 Ib Maggie Davido ConsuNing Group 15029 Bothell Way NE Suite 600 Lake Forest Park, WA 98155 StruCalc Version 8.0.113.0 4/291201411:59:46 AM GD-37 reo/ 229688 in-16 618451 in-Ib 15 in 18 in Live Load: PL = 20000 Ib Dead Load: PO = 15000 Ib Total Load: PT = 35000 Ib Ultimate Factored Load: Pu = 50000 Ib Weight to resist upIR vol 1.5 VS.: U.R = 1933 Ib GD-38 DAVIDO CONSULTING GROUP, Inc. Made By: MRJ Date: 4/29/2014 Civil - Structural - Land Use 15029 Bothell Way NE, Lake Forest Park, WA 98155 (206) 523-0024 Fax: (206) 523-1015 Description: Wall Footing Design Job Name: Tukwila Village Commons Footing Dimensions Length = Width = Depth = 5.00 ft 5.00 ft 1800 in 411 Wall Dimensions Wall Width = Wall Length = Depth of Soil Above Ftg = Allowable Soil Bearing = 5000 psf Wall Dead Load = Ftg/Soil Dead Load = Total Dead Load = Wall Live Load = Wall MomentoT (w/ E/1.4) _ eccentricity, e (ft) Soil Pressure at Toe (psf) Soil Pressure at Heel (psf) Length of Soil Pressure (ft) Resulting Force on Ftg, R' (kips) Location of Force, d' (ft) MUfaceofwall (k-ft) (1.5xASD) Vufaceofwall (kips) (1.5xASD) 9.1 K 9.8 K 18.9 K 13 1 K 16.0 K-ft Alt. ASD Load Combinations Eq 16-21 E/1.4 Eq 16-20 DL + LL + E/1.4 0.94 1454 0 4.68 9.2 0.80 11.0 13.7 0.50 1241 572 L 8.6 0.77 9.9 12.8 e 5.50 in 2.00 ft 18.0 in Soil Pressure OK GD-39 DAVIDO CONSULTING GROUP, Inc. Made By: MRJ Date: 4/29/2014 Civil - Structural - Land Use 15029 Bothell Way NE, Lake Forest Park. WA 98155 (206) 523-0024 Fax: (206) 523-1015 Description: Wall Footing Design Job Name: Tukwila Village Commons Footing Bottom Reinf 4 b • • b= h= Bar Clearance = Mu = Concrete F'c = Reinforcing Fy = 60.00 in 18.00 in 3 00 in 11.0 K-ft 3000 psi 40 ksi Ak h Asregd = 0.25 in2 Asmin = 1.94 in2 = 0.0018bh USE: 10 #4 OK! Vu = _ Vc = Min Stirrup Spacing = AVreq'd = Stirrup Reinforcing = As = 2.00 in2 13.7 Kips 0.85 96.9 Kips 7.4 in NR in2lft No Stirrups Req'd 1 #4 at 6 " o.c. Av = 0.R0 in2 Increase R GD-40 Page intentiona►ly left blank. DICIG INCORPORATE[. Davido Consulting Group civil I structural I land use STRUCTURAL CALCULATIONS LATERAL DESIGN TUKWILA VILLAGE - COMMONS BUILDING TUKWILA, WASHINGTON Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 Whidbey island Office PO Box 1132 Freeland, WA 98249 Tel 360.331.4131 Section Cover.docx Page intentionally left blank. LD-1 DAVIDO CONSULTING GROUP, Inc Made By. MR.; 'Date 4 29,201-1 Civil - Structural - Land Use 15029 Bothell Way NE. Lake Fast Pak WA 98155 (206) 523-0024 Fax (206) 523-1015 Desaiption: Wind Base Shear Job Name. Tukwila Village Commons Bldg Wind Design per Simplified Wind Load Medial ASCE 7-05 Section 6.4 Basic Wind Speed V, = I I . mph Topographical Multiplier. KTe` = 1.00 See attached cak if different than 1-00 Modified Basic Wind Speed. V = 115 mph SEAW recommendation for Simplified Design Exposure = B Importance Factor. Iw = 1.00 Roof Slope = 8.00 _12 = 33.69 degrees Front/Back Width Dimension = 73 ft Roof Profile = Hip Side Width Dimension = 785 ft Root -Profile = Gable Eave Height = 1 5.00 ft Mean Roof Ht. = 20.00 ft Edge Strip Width, a = 6.00 ft End Zone Widths = 12.00 ft Ramie Table for Exp B, ht. = 30' , HORIZONTAL LOADS (psi) Basic Wind Roof End zone Interior zone Speed, Vu (lmph) Angle Wall "A" Roof "B" Will 't " Roof "D" 0to5 19.2 -10.0 12.7 -5.9 10 21.6 -9.0 14.4 -5 2 I [ 15 24.1 -8.0 16.0 -4.6 20 26.6 -7.0 17.7 -3.9 25 24.1 3.9 17.4 4.0 30 to 45 21.6 14.8 17.2 11.8 Basic Table modified for roof an Interpolated Value HORIZONTAL LOADS (Psl) Basic Wind Speed, V,, (mph) Roof Angle End zone Interior zone Wall -A" Roof "B" Wall "C" Roof 13" 115 33.69 21.6 14.8 17.2 1 1 *lo.«t, interpolated alter 12 12 from roof to vertical wall Design Wind Presures, p, HORIZONTAL LOADS (pat) Ba_ tc \A ail Speed V . t mph) Roof Angle End zone Interior zone Wall "A" Roof "B" Wall "C' Roof "D" 1 1 ',- ;;go 215 14.8 17.2 it_-, WIND FORCES: Front/Back Direction: Location \\'idth feet Height feet Plane End Zone Ienath End Zone pressure Int Zone length Int Zone pressure Force kips Iop kooi to Plate Plate to Mid " ; i i.n. 10.00 root wall 12.0 12.0 14.80 21.60 61.0 61.0 11.80 17.20 0.9 13.1 Total Wind Base Shear (kips), Vim = 14.0 Side Direction: Location Width feet Height feet Plane End Zone length End Zone pressure Int Zone length Int Zone pressure Force kips T_O_Roof toPlate Plate to Mid 78_5 78.5 10t. 10.00 .,nit wall 12.0 12.0 21.60 21.60 66.5 66.5 .21) 17.20 1 : -) i Total Wind Base Shear (kips), V = 15.1 Wind Base Shear TV Commons Lateral Design Criteria.tdsx LD-2 DAVIDO CONSULTING GROUP, Inc. Made By: MRJ !Date: 4/29/2014 Civil - Structural - Land Use 15029 Bothell Way NE, Lake Forest Park, WA 98155 (206) 523-0024 Fax. (206) 523-1015 Description: Selsmic Story Shear Job Name: Tukwila Village Commons Bldg Seismic Use Group = II From Table Site Classification = D Refer to attached sheet for Map specified variables Ss = Si = 1.489 Fa = 0.558 Fv = SDS = 0.993 = 0.67*F a *S SD1 = 0.558 = 0.67*F v *S Building Height, hn = 22.0 ft Building Period Coefficient, CT = 0.020 Approx. Fundamental Period = 0.203 = C r (h „) 0.75 Response Spectrum, Sa = 0.8063 Response Modification Factor, R = 6.5 Occupancy Importance Factor, I = 1.00 Seismic Design Catergory = D Redundancy Factor, p = Calculation Required Calculated Redundancy Factor, p = 1.0 Seismic Response Coefficient Cs = Sps/R/I Cs = 0.153 Seismic Response Coefficient, Maximum Cs, MAX = Sp1/T(R/I) Cs MAX = 0.423 Seismic Response Coefficient, Minimum Cs. MIN = 0.0445ps•I Cs, MIN = 0.044 Cs = 0.153 Seismic Base Shear , V = 0.153 W LOCATION LENGTH HEIGHT UNIT WT. Total Wt. (lbs Roof 5770 1 15 = 86550 Ext. Wall Below 300 10 12 = 36000 Int. Wall Below 150 10 7 10500 W = 133.05 kips V = 20.32 kips Vftnal = 0.7pV = 14.22 kips 1.000 From attached sheet 1.500 From attached sheet Seismic Base Shear TV Commons Lateral Design Criteria.xlsx DAVIDO CONSULTING GROUP, Inc. Made 8y: MRJ 'Date: 4/29/2014 Civil - Structural - Land Uae 15029 Bethel way NE. Lake Forest Park, WA 98156 (206) 523-0024 Far (208) 523-1015 Description: Lateral Design Loads Job Name: Tukwila Village Commons Bldg Wind Front/Back (aPs) Wind Side Mx) _ Seismic (kips) 13.98 15.43 14.22 ControNing: Front/Back - Seismic Side - Wind 14.22 K Front/Badc Direction Side Direction 15.43 K Lateral Design Loads TV Commons Lateral Design Criteria.xlsx LD-4 Tukwila Village Commons Building Shearwall Keyplan Scale: 3/32" = 1'-0" Shearwall Shear brace G B 2 5 H LD-5 01 a e/D O DAVIDO CONSULTING GROUP, Inc 18029 Bothell Way NE, Lake Forest Park, WA 98188 b es LL 5 ea 0 m e6 03 0 0 eL 0 E 0 4 3 1- Y E Nails and Sheathing: 10d-I5/32 Assumes Studs at 16" o,c Anchor Bolts: 3/4" 0 A. Bolt I. tr, = ,f. ,f. T T T T C _ _ x » r v , z = ac r of v r c , T Li 0 . G T T T T T N N - N N N N J. z aC ae: z ie ac ie :4 T T T T ..... • i= a 3 A v N N N 7 L . . n x-e " a6 O h N eefl 9��f 3 0 6 rs _. • r.! f4 en fcf 7 .: •O e1 • 3 N N (A ▪ O 0 •0 wh V.1 9a O O O 808 n r O N N N ni 110 C O pp 8 2 X ▪ O O C O C O n 1 nt C v ,8' T = 0 c : x 4 r C. 7 e re re N J N O O 7 O N h N W 9 9 M N N h S xxss Z Z a s 2 a • i z F at I o - o L .0 ? 9 T 7 T ra • a - 4 0 a 0 o - c T T T - 7 & T s T .4 • a-- 3 IS at a a a a N N l ee N e x x N N rt N N N N N 32. a r .0 tr. ,t. Y-. 4. �. r N . N a L V Y 4 4 4 0 T 7 7 'd T 0 `O 'O 'O 'O L J' z 0 0 0 0 6 O - O O O O 0 O ▪ C 0 0 0 0 0 = 0 0 - 0 0 8 O 0 O 0 - 0 0 0 0 0 0 ▪ 8 'O 8 0 S 8 ca 0 0 0 0 G 0 j g O g 0 0 0 0 0 0 0 0 o�$$e.�iv�i ▪ J V r- 0 0 - r. .O CO 0 O _ " n a l Strong -Wall® SB Shearwall Standard and Balloon -Framing Applications on Concrete Foundation LD-6 SIMPSON Strong -Tie G L-SWSB13 © 2013 SIMPSON STRONG -TIE COMPANY INC. PRINTED 9/13 Strong -Wall® SB Shearwall Standard Application on Concrete Foundation (cont.) r Allow. Model Vertical No. Load, P (Ibs.) SWSB24x11 SWSB12x12 SWSB18x12 SWSB24x12 SWSB18x13 SWSB24x13 SWSB18x14 SWSB18x16 SWSBlex18 SWSB18x20 2000 Seismic Allowable Drift at ASD Shear Allowable Load, V Shear, A (Ibs.) (in.) 4000 6000 8000 4500 0 2000 4000 6000 8000 4000 6000 8000 1000 4850 3010 50 3010 50 3010 3010 3010 3010 3010 3010 485 1340 1340 1 340 0.52 2500 psi Concrete Wind Anchor Allowable Drift at Anchor Tension al ASD Shear Allowable Tension at Allowable Load. V Shear, i Allowable Shear, T (Ibs.) (in.) Shear, T (lbs.) (Ibs.) 000 psi Concrete Seismic Wind T_. Anchor Allowable Drill at Tension at Allowable Drift at ASD Shear Allowable Allowable ASD Shear Allowable Load. V Shear, A Load. V Shear, Ll (Ibs.) (in.) Shear, T (Ibs.) (in.) (Ibs.) 0.52 20145 3315 0.59 22185 3010 0.52 20145 3315 20145 3277 1340 1318 2695 2695 2695 1200 1200 1200 2440 2440 2440 1030 0.59 0.59 0.59 0.59 0.59 0.58 0.57 0.57 0.57 0.64 0.64 0.64 0.52 20145 3127 0.52 20145 2978 535 1475 1411 1308 1205 1102 2965 2862 2725 1320 7885 12995 12995 12995 12995 12785 19710 19710 19710 12630 12630 12630 0.63 I 19360 0.63 19360 0.63 19360 0.69 11885 0.58 0.55 0.53 0.65 0.70 0.67 0.62 0.57 0.52 0.64 0.62 0.59 0.74 21930 3010 20930 19930 8700 14305 13685 12685 11690 10690 21685 20930 19930 13890 1300 0.73 1252 0.70 13175 2685 0.70 21305 21305 21305 13035 2685 0.70 2685 0.70 1130 0.78 770 0.77 I 10150 845 1650 0.80 16405 1815 660 0.87 9790 725 0.97 9065 605 550 13680 0.86 11140 0,97 1.08 9970 3010 3010 485 1340 1340 1340 1340 1340 2695 2695 2695 1200 1200 1200 2440 2440 2440 1030 0.52 20145 3315 0.52 0.52 0.59 0.59 0.59 0.59 0.59 0.59 0.57 0.57 0.57 0.64 0.64 0.64 12995 19710 19710 19710 4- 12630 12630 12630 0.59 0.59 Anchor Tension at Allowable Shear, T (Ibs.) 22185 22185 i 20145 3315 0.59 22185 20145 7885 12995 12995 3315 535 0.59 22185 0.65 8700 1475 0.70 14305 1475 0.70 14305 12995 1475 4.4_0.70 14305 12995 1440 0.68 13965 1337 0.63 12970 21685 21685 2965 2965 2965 1320 1320 1320 0.64 0.64 0.64 0.74 21685 13890 0.63 19360 2685 0.63 1 19360 0.63 f 19360 0.69 11885 2685 2685 0.70 1130 0.78 0.74 0.74 0.70 0.70 770 1 0.77 10150 845 0.86 660 1. Load values include evaluation of bearing stresses on concrete foundation with compressive strengths (f'c) as listed and do not require further evaluation by the Designer. For higher load values (on certain modals), specify bearing plates on page 9 and refer to ICC-ES ESR-2652 for loads. For installations on masonry foundations, bearing capacity shall be evaluated by the Designer. 2. Seismic design based on 2012 IBC using R = 6.5. For other codes, use the seismic coefficients corresponding to light -frame bearing walls with wood structural panels or sheet steel panels. 3. The applied vertical load shall be point load applied at center of SWSB or uniformly distributed load not exceeding the allowable vertical load. If eccentric vertical load is applied, the allowable vertical Toad shall be divided by two. 4. Anchor tension based on design shear may be determined using equation on page 24. 5. Allowable shear, drift, and anchor tension values may be Interpolated for Intermediate height or vertical loads. For panels trimmed to less than 931/4' tall, use the values for a 931/a" panel. 6. Ali panels taller than 18' require a 2x6 minimum full -height stud attached to each side. Attach using 10d common nails at 16" o.c. 7. SWS824x7 must be trimmed from a SWS824x8 panel; 14', 16', and 18' tall panels are trimmed from a 20' tall panel. 0;87 9790 550 0.97 . 9065 725 605 Vertical load (lbs.) 0:97 1.08 F- Allowable shear load (Ibs.) 13890 13890 21305 21305 i 21305 13035 11140 10756 9970 Front View 11 LD-7 DAVIDO CONSULTING GROUP, Inc. Made By: MRJ Date: 4/29/2014 Civil - Structural - Land Use 15029 Bothell Way NE, Lake Forest Park. WA 98155 (206) 523-0024 Fax: (206) 523-1015 Description Allowable Shear for Job Name: Tukwila Village - Commons Bldg Wood Structural Wall Panels 2012 IBC Panel Nominal Minimum Comon or Galv. Box Nail Spacing at Panel Edges Grade Thickness Penetratior Nail Size 6" oc 4" oc 3" oc 2" oc C-D, C-C Values for Douglas Fir 5/16 1.25 6d 180 270 350 450 3/82 7/162 1.375 15/32 220 320 410 530 8d 240 350 450 585 260 380 490 640 15/32 1.5 10d 310 460 600 770 19/32* 340 510 665 870 F values from Table 2306.4.1 Stud Species = Fir Specific Gravity 0.50 C-D, C-C Plywood Values for 3iven Species 5/16 1.25 3/82 7/162 1.375 15/32 6d 180 270 350 450 220 320 410 530 8d 240 350 450 585 260 380 490 640 15/32 1.5 10d 310 460 600 770 19/32 340 510 665 870 Notes: 1) Allowable shear values in framing members other than douglas fir -larch shall be calculated by multiplying the shear capacities for nails in DF by 1-(0.5-SG) 2) Values for 3/8 and 7/16 ply may be increased to the values allowed for 15/32, if framing is spaced maximum of 16" o.c. or panels are applied long way across the studs. 3) shaded values require 3x framing or Dbl 2x at abutting panel edges and foundation sil 4) Values are allowed to be increased 40% for wind design (Section 2306.4.1) LD-8 )AVIDO CONSULTING GROUP, Inc Made By: MRJ Date: 4/29/2014 Civil - Structural - Land Use 5029 Bothell Way NE. Lake Forest Park. WA 9815 (206) 523-0024 Fax: (206) 523-1015 Description: Sill Plate Connections Job Name: Tukwila Village - Commons Bldg Allowable Loads Species = Doug Fir Member Thickness = 1 1/2 16d Box Nails Per Nail w/ 33% Increase = at 8" oc. = at 6" oc. = at 4" oc. = at 3" oc. = at 2" oc. = 16d Common Nails Per Nail w/ 33% Increase = at 8" oc. = at 6" oc. = at 4" oc. = at 3" oc. = at 2" oc. = Simpson LTP4 or LTP5 Per Plate = at 24" oc. = at 16" oc. = at 12" oc. = at 8" oc. = at 12" oc. Ea Side = at 8" oc. Ea Side = Simpson A35 Per Plate = at 24" oc. = at 16" oc. = at 12" oc. = at 8" oc. = at 12" oc. Ea Side = at 8" oc. Ea Side = Single Shear 118 Ibs 178 pif 237 pif 355 plf 473 plf 710 plf Single Shear 162 Ibs 243 plf 325 plf 487 plf 649 plf 974 plf 540 Ibs 270 plf 405 plf 540 plf 810 plf 1080 plf 1620 plf 450 Ibs 225 plf 338 plf 450 pif 675 plf 900 plf 1350 plf LD-9 Per Bolt = @ 48" oc.= @ 32" oc.= @ 16" oc.= @ 12" oc.= @ 8" oc.= Per Bolt = @48"oc.= @ 32" oc.= @ 16" oc.= @ 12" oc.= @ 8" oc.= DAVIDO CONSULTING GROUP, Inc Made By: MRJ Date: 4/29/2014 Civil - Structural - Land Use 15029 Bothell Way NE. Lake Forest Park, WA 9815`. (206) 523-0024 Fax: (206) 523-1015 Description: Anchor Bolt Job Name: Tukwila Village - Commons Bldg Allowable Shear Values Concrete/Bolt Allowable Load Based on: a. fc = 2500 psi Wood/Bolt Allowable Load Based on: a. tn, = 2ts c. Plate Species = Doug Fir 1/2" Dia. Bolts Concrete/Bolt Per Bolt = @ 48" oc.= @ 32" oc.= @ 16" oc.= @ 8" oc.= 1600 Ibs 400 plf 600 plf 1200 pif 2400 pif 5/8" Dia. Bolts Concrete/Bolt 2950 Ibs 738 pif 1106 plf 2213 Of 2950 plf 4425 plf 3/4" Dia. Bolts Concrete/Bolt 4275 Ibs 1069 plf 1603 pif 3206 plf 802 plf 6413 pif 2x Plate Wood/Bolt w/ 33% increase 865 Ibs 216 plf 324 plf 648 plf 1297 plf Wood/Bolt w/ 33% increase 1237 Ibs 309 plf 464 plf 928 plf 1237 pif 1855 plf Wood/Bolt w/ 33% increase 1689 Ibs 422 plf 633 pif 1267 plf 1689 plf 2534 plf 3x Plate Wood/Bolt w/ 33% increase 1423 Ibs 356 plf 534 plf 1067 plf 1423 plf 2135 plf Wood/Bolt w/ 33% increase 1862 Ibs 466 plf 698 plf 1397 plf 1862 pif 2793 pif LD-10 DAVIDO CONSULTING GROUP, Inc. Made By: MRJ Date: 4/29/2014 Civil - Structural - Land Use 15029 Bothell Way NE, Lake Forest Park, WA 98155 (206) 523-0024 Fax: (206) 523-1015 Description: Anchor Bolt Job Name: Tukwila Village - Commons Bldg Allowable Shear Values Stud Species = Doug Fir Floor Straps Values From Simpson Strong Tie C-2011 Strap Design Load (kip) Notes MST 37 2.465 --- MST 48 3.695 --- MST 60 4.83 --- CMST14x 86" 6.49 --- CS16 1.705 --- 6 4.585 --- HDU 2 3.075 --- HDU 4 4.565 --- HDU 5 5.645 --- HDU 8 6.97 (3) 2x Studs Min HDU 11 11.175 (5) 2x Studs Min HDU 14 14.275 (5) 2x Studs Min LD-11 Shear Wall Calculation Equation Diagram Shear Wall with Window based on Shear Transfer H D2 L, W ROOF V2 plate V2 panel HD, VI plate V1 panei Where: V, = Story Shear W, = Story Dead Load HD, = Story Holdown Mori = Story Over Turning Moment MR; = Story Resisting Moment MOT ROOF = VROOF X H2 MOT = [(V2 + VROOF) x H1] + MOT W2 MR ROOF = 0.6 x WROOF X D2/2 MR1 = 0.6 x (W2 + WRooF) x D2/2 HD2 = (MOT ROOF - MR ROOF)/(D - E HD1 = (MOT1 - MR1)/(D - 6") D Force Transfer Around Window Calculation VI, Vh V2 panel = VROOF / (L1 + Lmin) V2 plate = VROOF / D Vh = Vi panel X Lmin V„=HD, V„ Th = Vh (FL, / 2 + Hs) / Hs V1 panel = (VROOF + V2) / (L1 + Lm V1 pate = (VROOF + V2) / D T, = Is resisted by the continuous stud adjacent to the window. No calculation is required. LD-12 SIMPSON Strong -Tie Anchor Designer TM Software Version 2.0.4896.6 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: Z. Input Data & Anchor Parameters General Design method:ACI 318-08 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.875 Effective Embedment depth, h„ (inch): 7.000 Code report: IAPM° UES ER-263 Anchor category: - Anchor ductility: Yes N. (inch): 11.38 c. (inch): 13.77 Cr., (inch): 1.75 Smin (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes <Figure 1> o It\ X Company: Davido Consulting Group Date: 4/15/2014 Engineer: Joshua Nelson Page: 1/4 Project: Tukwila Commons Building Address: 15029 Bothell Way NE, Suite 600 Phone: 206-523-0024 E-mail: josh@dcgengr.com Project description: Location: Fastening description: Epoxy Holdown at Interior Footing Base Material Concrete: Normal -weight Concrete thickness, h (inch): 12.00 State: Cracked Compressive strength, fc (psi): 3000 4Pc.v: 1.0 Reinforcement condition: A tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: Yes Do not evaluate concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range: 1 Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Z 8000 Ib 0 Ib Y Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com LD-13 SIMPSON Strong Tie <Figure 2> Anchor DesignerTM Software Version 2.0.4896.6 9.00 Recommended Anchor Anchor Name: AT-XP® - AT-XP w/ 7/8"0 F1554 Gr. 36 Approval No: IAPMO UES ER-263 Company: Davido Consulting Group Date: 4/15/2014 Engineer: Joshua Nelson Page: 2/4 Project: Tukwila Commons Building Address: 15029 Bothell Way NE, Suite 600 Phone: 206-523-0024 E-mail: josh@dcgengr.com a Input data and results must be checked for agreement with the existing circumstances. the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com LD-14 SIMPSON Strong -Tie Anchor DesignerTM Software Version 2.0.4896.6 3. Resulting Anchor Forces Anchor Tension load, N. (Ib) Company: Davido Consulting Group Date: 4/15/2014 Engineer: Joshua Nelson Page: 3/4 Project: Tukwila Commons Building Address: 15029 Bothell Way NE, Suite 600 Phone: 206-523-0024 E-mail: josh@dogengr.com Shear load x, Vuax (Ib) Shear load y, Vuay (Ib) Shear load combined, '(Vuax)2+(Vuay)2 (Ib) 8000.0 0.0 0.0 0.0 Sum 8000.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 0 Resultant compression force (Ib): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec, D.5.11 N. (Ib) gNsa (Ib) 26795 0.75 20096 6. Adhesive Strength of Anchor in Tension (AC308 Sec. 3.3) rkcr = rkcrfsiort-PermKsat rk.c (psi) faro r rerm Kaat tk,cr (psi) 815 1.00 1.00 815 Nao = rkovrdahet(Eq. D-16f) rk.c, (psi) da (in) hat (in) Nao (Ib) 815 0.88 7.000 15682 0.0 bNa = ,b (ANa/ANao) 9'ed,Na Pp,NeNeo (Sec. D.4.1 & Eq. D-16a) ANa (in2) ANao (in2) rYad,Na fp.Na Nao (Ib) 0 ONa (Ib) 335.03 369.61 0.981 1.000 15682 0.65 9063 0.0 Input data and results must be checked for agreement with the existing circumstances. the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com LD-15 SIMPSON Strong -Tie e Anchor DesignerTH Software Version 2.0.4896.6 Company: Davido Consulting Group Date: 4/15/2014 Engineer. Joshua Nelson _ _ Page: 4/4 Project: Tukwila Commons Building Address: 15029 Bothell Way NE, Suite 600 Phone: 206-523-0024 ,E-mail: _ josh©dcgengr.com 11. Interaction of Tensile and Shear Forces (Sec. D.71 Tension Factored Load, N. (Ib) Design Strength, oN. (Ib) Ratio Status Steel 8000 Adhesive 8000 20096 9083 AT -AP w/ 7/8'0 F1554 Gr. 38 meets the selected design criteria. 0.40 0.88 Pass Pass (Governs) 12. Waminas - Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section D.4.2.1 for conditions where calculations of the concrete breakout strength may not be required. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturers product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausthility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.sUatgtie.com Davido Consulting Group civil structural 1 land use January 26, 2015 Paul N. Crocker, PE, SE, Senior Engineer Alan D. Findlay, PE, Project Engineer Reid Middleton, Inc C/O City of Tukwila Dept of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Re: Building Permit Plan Review - Second Submittal Tukwila Village Commons - Building C (D14-0178) Reid Middleton Comments s REv FOR COMPLIANCE CODE APR 2 B 2015 CiV°f TuK gU1LDING DI Ala ISI�N P r4-ol1s Dear Mr. Crocker and Mr. Findlay, The following is in response to the plan review comments regarding the structural aspects for the referenced project dated January 20, 2015: Structural Foundation 12. The individual, interior spread footings are tied together via the structural slab, per detail 4/S5, with (2)#4 provided in all four directions (8) total. Individual spread footings at the exterior are tied into a continuous footing per detail 6/S5. In cases where these footings are only tied in one direction, the continuous footing reinforcing is sufficient to resist perpendicular loading requirements in bend. Refer to the attached calculation. Lateral 15. Per our phone conversation, the chord forces are resisted by continuous top plates, as detailed below the glulam beam "rim" that occurs in roof details on sheet 56. The smaller, "cantilevered" diaphragm that exists over the entry is tied into the main building diaphragm to the right (on plan) with joists, continuous over the exterior wall (show on plan, indicated in details 3,13, and 17/56). Attached is a cord force diagram of this sub -diaphragm, showing that the cord force from lateral forces perpendicular to the rafters is easily resisted by the rafters at the top and bottom (on plan) of the diaphragm. When the building is loaded parallel to the rafters, the larger diaphragm will resist these forces with the shearwall top plates, rims, blocking and joists. 16. The previous response addressed this comment with calculations showing revised capacity values for rim connections to account for a 25% increase in load (via a correlating 20% decrease in capacity: 1.0/1.25 = 0.8), per ASCE 7-1012.3.3.4. The original shearwall schedule indicating the spacing for these connections is sufficient at the revised capacities. No modification is necessary. 17. Collector tension forces are resisted by continuous top plates, shown in most cases below the glulam beam rim (refer to details 1, 3,11, 12, and 14/56). Detail 12/S6.1 shows the condition Mount Vernon office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 Whidbey island office PO Box 1132 Freeland, WA 98249 Tel 360.331.4131 Tukwila Commons Building Plan Review Response #2 Reid Middleton, Inc C/O city of Tukwila Dept of Community Development January 26, 2015 Page 2 where the glulam beam "rims" are interrupted over the shear brace. There the rims are tied together with HGA10 to the perpendicular beam and (12) SDS Zags at the shear brace. 18. LSL rims and blocking do not need to be tied together as they are not collecting and distributing load outside their scope, merely transferring load along their length from the diaphragm to the shearwall element below. The symbol shown on plan as a bracket indicates the beam hanger in the schedule on the same sheet. These LSLs over the shearwall act as rims to transfer the Toad into the shearwall, refer to detail 11/S6 (note that where top plates are broken by beams, a tension strap is provided below the beam to provide continuity). Please contact our office directly if there are any further questions or comments. Sincerely, Davido Consulting Group, Inc. Joshua Nelson, PE, LEED AP Project Engineer Reviewed by, Matthew C. Schmitter, PE, SE Vice-President/Principal of Structural Engineering Davido Consulting Group, Inc. Page 2 Comment #15 GC'4 G 1'o Fao7w& /-t= Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vemon, WA 98273 Tel 360.899.1110 D C G Davido Consulting Group civil I structural l land use Date: (IL 6 k Name: Project j 't.`.ILv-1 kir Urc.4./•40 t(f SdG Mr412 (e O1 - O) �16 1)fiv e�Y��Nu cs�S r-� 41 (1") Dt-) c' (OCGfi(°.-' (2-1,0 ISTS Lt p'n 1r' 1 Description: (,sOL.47ll0 s05o.cca3 ? St6/0 (rc leoq,C i � (ao�f rIV �i'Jk5 —sfr ri-C (S4 <I Cv) (5(_�. SQ Tt 2,q14. 0.g413 (b Lf fr ('J'4- S�� v, 2Ak"°r"3 2 _ (3uf (12s I b vbu i 4SeecTr.y �7 Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 Whidbey Island Office 1796 E. Main Street, Suite 105 Freeland, WA 98249 Tel 360.331.4131 D C G Davido Consulting Group dvil ( structural 1 land use Project: Description: Date: 1/26/2015 Made By: MS Tukwila Village Concrete Beam Design b b = 10.00 in h = 18.00 in Bar Clearance = 3.00 in Mu = 0.34 K-ft Vu = 0.13 K Concrete F'c = 2500 psi Reinforcing Fy = 40 ksi Flexural Design: As„yd = 0.01 in2 Shear Design: ASmin = ♦ h • 0.01 in2 = 4/3x As; ACI 10.5.3 USE: 1 #4 OK! Vc = Min Stirrup Spacing = Av,.q•d = Stirrup Reinforcing = As = 14.8 Kips 0.75 7.4 in N/R in2/ft 1 Leg #4 at 0.20 in2 No Stirrups Req'd Maximum of ACI 11.5.6.3 & 11.5.7.2 12"0. Av = 0.20 in /ft Ig = 4860.0 in3 Icr = 356.0 in3 Mcr = 16.88 K-ft Ieff = 4860.0 in3 No Stirrups I Comment #15 • G Davido Consulting Group civil l structural I land use Date: Name: Project: i/'(,��f'l.Oc gtx, L Description: 2�r m-7-- (A, 12 ib%e(4 'V‘4- Z _ Z l ct 3 2 11244- /q3z i&--E7-77„c ib5 Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 Sl.'42t...6 so( f /S /140 /2 Twirl 51-c Fpi firs" `-c: jZ.51S1' /6'f of 4xlkL p 2 c E Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 Whidbey Island Office 1796 E. Main Street, Suite 105 Freeland, WA 98249 Tel 360.331.4131 D C G January 26, 2015 Davido Consulting Group civil I structural I land use Paul N. Crocker, PE, SE, Senior Engineer Alan D. Findlay, PE, Project Engineer Reid Middleton, Inc C/O City of Tukwila Dept of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Re: Building Permit Plan Review - Second Submittal Tukwila Village Commons - Building C (D14-0178) Reid Middleton Comments Dear Mr. Crocker and Mr. Findlay, The following is in response to the plan review comments regarding the structural aspects for the referenced project dated January 20, 2015: Structural Foundation 12. The individual, interior spread footings are tied together via the structural slab, per detail 4/S5, with (2)#4 provided in all four directions (8) total. Individual spread footings at the exterior are tied into a continuous footing per detail 6/S5. In cases where these footings are only tied in one direction, the continuous footing reinforcing is sufficient to resist perpendicular loading requirements in bend. Refer to the attached calculation. Lateral 15. Per our phone conversation, the chord forces are resisted by continuous top plates, as detailed below the glulam beam "rim" that occurs in roof details on sheet S6. The smaller, "cantilevered" diaphragm that exists over the entry is tied into the main building diaphragm to the right (on plan) with joists, continuous over the exterior wall (show on plan, indicated in details 3,13, and 17/56). Attached is a cord force diagram of this sub -diaphragm, showing that the cord force from lateral forces perpendicular to the rafters is easily resisted by the rafters at the top and bottom (on plan) of the diaphragm. When the building is loaded parallel to the rafters, the larger diaphragm will resist these forces with the shearwall top plates, rims, blocking and joists. 16. The previous response addressed this comment with calculations showing revised capacity values for rim connections to account for a 25% increase in load (via a correlating 20% decrease in capacity: 1.0/1.25 = 0.8), per ASCE 7-1012.3.3.4. The original shearwall schedule indicating the spacing for these connections is sufficient at the revised capacities. No modification is necessary. 17. Collector tension forces are resisted by continuous top plates, shown in most cases below the glulam beam rim (refer to details 1, 3,11, 12, and 14/S6). Detail 12/S6.1 shows the condition Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 Whidbey Island Office PO Box 1132 Freeland, WA 98249 Tel 360.331.4131 Tukwila Commons Building Plan Review Response #2 Reid Middleton, Inc C/O City of Tukwila Dept of Community Development January 26, 2015 Page 2 where the glulam beam "rims" are interrupted over the shear brace. There the rims are tied together with HGA10 to the perpendicular beam and (12) SDS lags at the shear brace. 18. LSL rims and blocking do not need to be tied together as they are not collecting and distributing load outside their scope, merely transferring Toad along their length from the diaphragm to the shearwall element below. The symbol shown on plan as a bracket indicates the beam hanger in the schedule on the same sheet. These LSLs over the shearwall act as rims to transfer the load into the shearwall, refer to detail 11/S6 (note that where top plates are broken by beams, a tension strap is provided below the beam to provide continuity). Please contact our office directly if there are any further questions or comments. Sincerely, Davido Consulting Group, Inc. Joshua Nelson, PE, LEED AP Project Engineer Reviewed by, Matthew C. Schmitter, PE, SE Vice-President/Principal of Structural Engineering Davido Consulting Group, Inc. Page 2 f Comment #15 D C G Davido Consulting Group civil 1 structural 1 land use Date: ( J7_.Ji�• Name: )%") Project a jtvji Lh U «, (-tr142 A-'‹ CU 1 1,1DI.56- C (sr,C /A-rir0t` ic.cpc'rf,.30, L C9A T.0 Fno%r" K) ►o s -fl- yp IL-14 0rReG /0 2 Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 1 Description: (SOG411.01) p707 r---1' 2,1 i.e fr, 5057-0,1g3 St4/0 (kgc Viloq? i eoJL/T rivc-txc5 L fr r `c (Sa <I r e) (�'- TC,) 2,/c�. 3 xSCI- L �_ (b f :I3(4(Ls AZOv- (► 3efoNN Whidbey Island Office 1796 E. Main Street, Suite 105 Freeland, WA 98249 Tel 360.331.4131 C G Davido Consulting Group Date: 1/26/2015 dull I structural ( land use Project: Description: Made By: MS Tukwila Village Concrete Beam Design b h b = 10.00 in h = 18.00 in Bar Clearance = 3.00 in Mu = 0.34 K-ft Vu = 0.13 K Concrete F'c = 2500 psi Reinforcing Fy = 40 ksi Flexural Design: Asr,•d = 0.01 in2 As,,,i„ = 0.01 in2 = 4/3x As; ACI 10.5.3 USE: 1 #4 OK! Shear Design: Vc = Min Stirrup Spacing = Aveyed Stirrup Reinforcing = As = 14.8 Kips 0.75 7.4 in N/R in2/ft 1 Leg #4 at 0.20 in2 No Stirrups Req'd Maximum of ACI 11.5.6.3 4411.5.7.2 12 " O.c. No Stirrups I Ay = 0.20 in2/ft Ig = 4860.0 in3 Icr = 356.0 in3 Mcr = 16.88 K-ft Ieff = 4860.0 in3 Comment #15 D G Davido Consulting Group civil i structural I land use Date: Name: Project: (�litlV �VQc Ji x L Description: C,�,? rL Jt -a_ r\- 120' M._ (& • 2c) oceo he4 .n '` - l f 6s pr.F 23 Z z ►� - 1132 119 4-f 9_, i cr3 Z Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 4 IIcIlLE 3O(S ( /S / (O fZ 1 %ffAri si.c F f 1 L f - en) %ZESVS ?" / DP f G.ZS O F 4,qkL f2 c E Lake Forest Park Office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 Whidbey Island Office 1796 E. Main Street, Suite 105 Freeland, WA 98249 Tel 360.331.4131 FILE COPY Davido Consulting Group dvil ( structural f land use December 19, 2014 Paul N. Crocker, PE, SE, Senior Engineer Alan D. Findlay, PE, Project Engineer Reid Middleton, Inc C/O aty of Tukwila Dept of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 9318* Re: Building Permit Plan Review - First Submittal Tukwila Village Commons - Building C (014-0175) Reid Middleton Comments rC�iOv' JAN 05 2015 L:ij /2€iXI9.tX1 c roof — /__ EID MIDDLETON, INC. REVIEWED FOR CODE COMPLIANCE APPROVED D� APR 28 2015 CI of Tukwila ION Dear Mr. Crocker and Mr. Findlay, The following is in response to the plan review comments regarding the structural aspects for the referenced project dated July 11, 2014: Architectural 1. In regards to the list of deferred submittals. Sheet S1.1 reflects the list of submittals required for this project. In response to the list provided in the plan review: a. Concrete mix designs are listed on 51.1 under "Shop Drawings and Submittals." b. Simpson prefabricated wood shear wall panels (known as Strong Wall Shear Braces or SWSB) are not part of a deferred submittal, but an engineer product with an ICC report, see attached report ICC-ES ESR-2652. Structural 1. The Summary of Speaal Inspection Table on sheet 51.1 indudes all inspections that apply to the construction of this project, others listed in the plan review comments are either not applicable or not specified on this project. For example, there is no welding of concrete reinforcement specified on this project. 2. Structural testing required for this project is included in the Summary of Special Inspection Table on sheet S1.1. 3. Structural submittals required for this project are listed on sheet 51.1 and will be reviewed by the engineer of record prior to construction. The FOR will verify everything listed in the summary provided in the plan review comments is provided and meets the specific requirements. If documents submitted lack any of the required information, said submittal will be rejected and the manufacturer/contractor will have to re -submit to the FOR for review. This is standard practice and does not require further instruction on the structural general notes outside of what is currently shown. No modification is necessary. Mount Vernon Office 2124 Riverside Drive, Suite 211 Mount Vernon, WA98273 Tel 360.899.1110 Lake Forest Park office 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Tel 206.523.0024 Whidbey eland Office PO Bak 1132 Freeland, WA 98249 Tel 360.331.4131 Tukwila Commons Building Plan Review Response Reid Middleton, Inc C/O City of Tukwila Dept of Community Development December 19, 2014 Page 2 4. The extent of special inspection required for each type is listed in the "Inspection Required" column's cells at the end of each inspection description. . 5. Snow Toad factors have been added to the general notes design criteria section. 6. Wind design factors have been added to the general notes. Basic wind speed, exposure and topographical factor were already present on the plans. Wind importance factor and internal pressure coefficient have been added. 7. There are no locations of structural concrete exposed; all structural concrete is either cladded with brick veneer, interior or non-structural in nature. Therefore the concrete strength specified on plan is sufficient. No modifications are necessary. g. Conventional construction of stem walls does not necessitate an increase in concrete strength due to potential exposure at -grade - it is acceptable practice to have concrete strengths for foundation and stem walls as low as 1,500psi. Concrete below grade and stem wall construction does not need 4,500psi strength. Further, there e no esed ewthis-*ejes it -is eitherltelow graderciaddeda covered *adjacent n slabs. No modification is necessary. 9. All pre -fabricated elements will comply with special inspection requirements or provide certificate of compliance to the building official, per the revised Summary of Special Inspection item for "Pre -fabricated Elements." 10. The Simpson Strong Wall Shear Braces are not part of a deferred submittal, but an engineer product with an ICC report, see attached report ICC-ES ESR-2652 in response to architectural comment *1. Refer also to structural comment 19 above. No further action is necessary. 11. The code reference on sheet 51.1 has been corrected to reference the IBC. (12 The individual, interior spread footings are tied together via the structural slab, per detail 4/55. This detail has been updated to call out the ties between the footing and structural slab. Individual spread footings at the exterior are tied into a continuous footing per detail 6/SS. 13. Detail 10/S6 has been updated to include a weld callout for the knife plate. 14. Seismic design does utilize Site Class D. Resultant lateral loads and SDS values are larger for Site Class D than for Site Class E, therefore Site Class D is a more conservative design parameter. Refer to the attached calculation. Structural general notes should indicate the values used in design. No modification is necessary. 15 Per our phone conversation, the diaphragm is continuously nailed to each rafter and rim, acting as a cohesive diaphragm. For instance, the shear transfer along the left hand (on plan) side of the building steps 3'-0". The diaphragm can easily span this distance and transfer shear within the plan of the roof sheathing. The right-hand side of the southern diaphragm cantilevers 23'-0" from the adjacent shearwall line. Attached is a calculation of the diaphragm and chord forces showing the existing design is within the allowable capacity. No modification is necessary. 16. ASCE 7-1012.3.3.4 in this building would apply to the connections at the top plate, namely the LTP4 connectors. The attached calculations show revised capacity values for rim connections to account for a 25% increase in load (via a correlating 20% decrease in capacity: 1.0/1.25 = 0.=), Davido Consulting Group, Inc. Page 2 Tukwila Commons Building Plan Review Response December 19, 2014 Reid Middleton, Inc Page 3 C/0 aty of Tukwila Dept of Community Development per ASCE 7-1012.3.3.4. The original shearwall schedule indicating the spacing for these connections is sufficient at the revised capacities. No modification is necessary. 17. Detail 10/S6 is not explicitly designed as a drag/shear transfer connection, but a vertical connection for the glulams on either side of the valley beam. Shear in the side direction (left to right on plan) is transferred between each roof sub -diaphragm via continuous nailing as detailed in 9/S6. Shear transfer in the front -back direction (up -down on plan) is not as clearly defined. The attached, revised shearwall calculations design the walls in the front -back direction with tributary areas, instead of the original tributary width calculation, as if there was no connection in this direction between the two sub -diaphragms. This is a more conservative approach. The plans have been updated accordingly. lg. LSL rims and blocking do not need to be tied together as they are not collecting and distributing load outside their scope, merely transferring load along their length from the diaphragm to the shearwall element below. Diaphragm nailing transfers the shear into the each LSL block, which is transferred to the shearwall below with LTP4 or A35 within the scope of each individual block/rim. In cases where the LSL is over a continuous glulam beam, the load is transferred in a similar manner, from the LSL rim/blocking into the glulam via the A35 or LTP4, then from the glulam to the wall below with the SDS lag screws noted on the specific detail. The structural details indicate these connections, providing a clear load path from the diaphragm to the walls below. The loading to these walls is nominal and the rim/blocking is more than sufficient to transfer the shear to the wall. Amplified forces are addressed in comment *16 above. No further modification is necessary. Please contact our office directly if there are any further questions or comments. Sincerely, Davido Consulting Group, Inc. A� Digitally sigma by I.) - josh@dcgengr.com Date: 2014.12.19 12:49:59 -WOO' Joshua Nelson, PE, TEED AP Project Engineer Reviewed by, Matthew C. Schmitter, PE, SE Vice-President/Principal of Structural Engin Davido Consulting Group, Inc. Page 3 aA1 ICC EVALJATICN SERVICE ICC-ES Evaluation Report ESR-2652 Reissued February 1, 2014 This report is subject to renewal April 1, 2015. www.icc-es.orq I (SOO) 4234527 I (532) 0111-0543 A Subsidiary of the International Code Council® OSV I N: 00 00 00- 4N000, PLASTICS AI COMPOSITES Secion: 001211—Shaer Wan Panels REPORT MOUSER: SIMPSON STRONG -TIE COMPANY INC. 0000 VAST LAS POSITA$ BOULEVARD PLEASANTON, CALIFORNIA 1141611 (�1 !!lde1I ywyw.stronatle.com EVALUATION SUBJECT: STRONG -MU.. SS SMEAR PANEL 1.0 EVALUATION SCOPE Compliance with the Mewing codes: • 2012, 2009, and 2006 International Building Code® (IBC) • 2012, 2009, and 2006 inhemational Residential Code® (IRC) Property evaluated: Structural 2.0 USES The Strong -Walla SB Shear Panel (SWSB) is rued for use as a shear wall in wood famed buildings classified as Type V construction, and in buildings constructed in accordance with the IRC. The SWSB is permitted to replace each 4 feat (1219 mm) of braced wall panel length specified in Section 2306.9.3 of the IBC and Section R602.10 of the IRC, in accordance with Section 4.1.3 rifling report 3.0 DESCRIPTION 3.1 General: The SWSB is a prefabricated, wood -based, shear -resisting wal assembly, designed and constructed to support gravity loads and resist lateral in -plane and out -of -plane wind and seismic loads in wood framed wall construction. The SWSB may be used in a standind appMcation as shown in Figure 1 or as pad of a portal frame system as shwa in Figures 2 and 3, respectively, for single and double portal systems. Standard and petal Strong -Wall SIN panels must be supported directly on a concrete foundation. The SWSB may be used in two-story stacked applications supported directly on a concrete foundation. Figures 4 and 5 show stacked applications using a multi -story kit (MSK). The SWS8 is supplied with openings and chases as shown in Figure 6. The Strong -WWI Se panels descried in this report are permitted to haw shear wall aspect ratios greater than those specified in Table 2305.3.4 of the 2006 IBC and Table 4.3.4 of ANC SDPWS-2008 as referenced in the 2009 and 2012 IBC, since the Movable shear loads recognized in this evaluation report ars based on cydic bad testa in accordance with the ICC-ES Acceptance Criteria for Prefabricated Wood Shear Panels (AC130), dated January 2013. 3.2 Melerlels: 3.2.1 Weed Components: 3.2.1.1 SI M S lie*: The SWSB body consists of a preco nligursd piece of TimberStrande LSL recognized in ICC-ES evaluation report ESR-1387. The SWSB is manufactured to meet specifications noted in the manufacturing standard associated with this report. 3.2.1.2 NISI Searing Elea: The MSK Bearing Blodc consists of TimberStrand® LSL recognized in ESR-1387. The MSK basing block is machined to meet the specifications noted in the manufacturing standard associated with this report. 3.2.1.3 Peril Column: Columns used in a single portal may be TsnberStrando LSL, Psalm. PSL, Microllarn® LVL, or comparable structural composite lumber, glued -laminated timber, or solid sawn lumber. The TambsrStrande LSL, ParWtame PSL and Microllame LVL are recognized in ESR 1387. Minimum column dimensions are 3 inches by 31/2 inches (76 mm by 89 mm). 3.2.1A Pahl Nearer: The portal header is Timbsr$trande LSL, Paraiame PSL, Micr'o0ame LVL, or comparable strudu al oompoale lumber, glued -laminated timber, or solid sawn lumber. Minimum and maximum header widths are 31/8 inches (79 nun) and 51/2 inches (140 mm), rsspectiwly. Minimum and maximum header depths are 91/4 inches (241 mm) and 18 inches (457 mm), r'y. The dear span of the portal header must be at least 8 feet (2.44 m) and no more than 18 feet 6 inches (5.64 m). The minimum header stiffness and maximum header stiffness, 14,e4m, are 90 Ibs./li. (15.8 N/mm) and 4000 Ibs.hn. (700 N/mm), respectively. Header stiffness, Kbe.m, 1: defined as: Kea,,,, = Ebd3/12L3 where: E = Header modulus of elasticity, Psi (N/mm2). b = Meader width, inches (mm). ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other atnibutes not speajlcaAy addressed nor are they to be construed 413) as at endorsement of the subject of the report or a recommendation forits use. There is no wangnry by ICC Evaluation Service. LLC, express or implied as to anyfnding or ether matter in this report, or as to arty product covered by the report. Copyright 0 2014 Page l .i/ 22 ESR-2112 I Most Mdely Accepted and Trusted 4.1.2 Garage Portal Stro g-WaN SB System: Beams for garage portal systems must be designed for the Toad combinations specified in Section 1605.3 of the IBC. For all Toad combinations, gravity Toads must be considered to induce only simple span moments in the beam. For load combinations that indude lateral load, the mandmum secondary bending moment, shear, and axial forces induced in the header/beam of the Strong -Wall SB Portal Frame Systems described in this report are provided in Table 8. The bending moment, shear, and axial forces shown are based on application of the allowable in -plane shear bads given in Table 3 for portal frame applications. 4.1.3 Brand Wall Panels: Each 12-inch-wide SWSB, 9 feet (2740 mm) or less in height, and each 18- or 24-inch-wide SWSB, 12 feet (3660 mm) or less in height, may replace each alternate braced wad panel or each 4 feet (1219 mm) of braced wall panel length specified in Section 2308.9.3 of the IBC and Section R602.10 of the IRC. The required length of bracing shall be based on wood structural panel sheathing (IRC Method WSP, IBC Mcleod 3). 4.1 A Meherags: The anchorage-to-concrels details shown in Figure 7 of this report conform to ACI 318-11 Appendix 0 and may be used to anchor Strang -Wall SB panels provided the design uplift force doss not exceed the allowable uplift due to overturning listed. details shown in Figure 7 that are used for seismic resistance comply with the ductility requirements of ACI 318-11 Section 0.3.3.4.3. Tie or hairpin reinforcement in accordance with Figure 7 is not required for interior foundation applications (panel installed away from edge of concrete) or braced wad panel applications. Alternatively, anchorage elements may be delemiined by a registered design professional and installed to resist tension and shear loads to accommodate the specific condition and critical bad demand in accordance with Chapters 19 and 21 of the IBC, as applicable. The design hold-down uplf face due to overturning, T, for hold-down anchorage, assuming no resisting axial load, may be determined using the following formula: Shear- x Height T = Moment Arm where: • Shear = Applied design in -plane shear load for Standard and Portal Frame System StrangWad SB panel as applicable (b•.) • Height = Strong -Wall SS panel height per Table 1 or 3, as applicable (in.) • Moment Arm = 8' h/ a in., 148 in., and 195/e in. for 12-, 18-, and 24-inch-wide SWSI s The hold-down uplift force due to overturning for the 12-indi-wide SWSSs with heights less than or equal to 93.25 inches and 18-inch-wide SWSBs with heights less than or equal to 93.25 inches, when connected to a header/beam with portal straps in a garage portal frame system, may be taken as 80 percent and 90 percent, respectively, of the calculated hold-down uplift force due to overturning. The hold-down uplift force due to overturning for stacked applications must take into account the effects of cumulative overturning. Base overturning moment, OM, as determined in accordance with Table 6 of this report, may be substituted for shear x height. 4.1.11 Anokarags to Masonry: Anchorage to masonry foundations or walls for Strong -Wall SB panels described in Page relent #AI this report must be designed and detailed by a registered design professional in accordance with Chapter 21 of the IBC. 4.1.6 Anchorage te Sired Seams: Anchorage to steel beams for Strong -Wall SB panels described in this report must be designed and detailed by a registered design professional in accordance with Chapter 22 of the IBC. Welding or modification of the hold-down is not pemitted. 4.2 Installation: 4.2.1 General: The Strong Wall SB panels must be installed within the wall envelope in accordance with the manufacturer's installation instructions, the applicable cods, and this report. Installation details shown in Figures 1-6 of this report represent typical surrounding framing conditions and connection requirements for standard, portal frame and multistory Strong -Wall SB panel applications as referenced in this report. The SWSB may be field -trimmed to a minimum height of 74% indies (1892 mm) per the manufacturer's installation instructions. Field -drilling of the SWSB is not permitted except as indicated in Figure 6. Corrosion -resistant fasteners and connectors complying with Section 2304.9.5 of the 2012 IBC must be used when there is contact with fire -retardant or preservative -treated wood. The wood portion of the SWSB must not be in direct contact with concrete; the SWSB is designed such that when installed on level and smooth concrete, there is a %-inch (3 mm) gap between the wood at the bottom of the SWSB and the canards. Anchor rods must be in accordance with Section 3.2.211 of this report and placed using the anchor reinforcement template as described in Section 3.2.2.7 of this report 4.2.2 Garage Portal StraligMall SO System: For portal frame applications, the header must be connected to the SWSB using the SOS series wood screws described in Section 3.2.2.1. For a 12-inch-wide (305 mm) SWSB, three screws per side (six total) must be used. For an 18-inch-wide (458 mm) SWSB, four screws per side (eight total) must be used. For a 24-inch-wide (610 mm) SWSB, six screws per side (twelve total) must be used. The header nhust be connected to the SWSB using four proprietary portal straps described in Section 3.22.2 (two on the front face and two on the back). In single portal frame installations, s, the header must be connected to the column with a connection capable of resisting a minimum allowable uplift of 1,000 pounds. (4450 N). At the bottom of the column, a hold-down device capable of resisting a minimum allowable tension Toad of 1,000 pounds (4450 N) must be used to connect the column to the foundation. Men using a 3%-inch-wide (79 mm) header in portal frame applications, a h-thick (9.5 mm) wood furring strip [2'h inches by 10 inches (64 mm by 254 mm), minimum] must be installed (on one side of the header) between the header and each stet strap. The furring strip must be connected to the header with 10-ed common nails. When using a 5%-, 5%-, or 5%-inch-wide (130, 133, or 140 mm) team, a %-indi-thick (22 mm) wood furring strip must be installed (on each side of the SWSB) between the SWSB and each steel strap. The furring strip must be connected to the header with 10-8d common nails. Each steel strap must be nailed through the wood furring strip and into the header and SWSB. 4.3 Special Inspection: 4.3.1 Genital: If special inspection is required, the inspector is responsible for verifying proper hold-down anchor size and placement, with respect to embedment length, spacing, and edge distance. The inspector must also verify proper connection to the member above per Figures 1-3. ESR-2652 I Most Widely Accepted and Trusted TABLE 2-STRONG-WALL'' SB ALLOWABLE SHEAR LOADS (ASD) FOR DIRECT ATTACHMENT TO CONCRETE FOUNDATIONS OR FOOTINGS1'2'''4'''''7 Page Cohnnt #A1 2500 psi Concrete Strength 2500 psi Concrete Strength wfBearinp Plate' 3000 psi Concrete Strength Model No. Seismic (SDC C-E) Wind (SDC A-8) Seismic (SDC C-E) Wind (SDC A-B) Seismic (SDC C-E) Wind (SDC A-B) Allowable Axial Compression Load' (Ib s) Allowable Shear (Ibs) Drift at Allowable Shear (in98Mar Allowable (Ibe)SMr Drift at Allowable (fnpShear Allowable (Ib.) Drift at Allowable Shear (In) Allowable Shear fibs) Drift at Allowable Shear (In)6hur Allowable (lbs) Drift at Allowable Shear (In) Allowable Shear (His) Drift at Allowable Shear (M) SWSB 24x7 4000 5150 0.29 5200 0.30 5150 0.29 5200 0.30 5150 0.29 5200 0.30 6000 5150 0.29 5182 0.29 5150 0.29 5200 0.30 5150 0.29 5200 0.30 8000 5150 0.29 4935 0.28 5150 0.29 5200 0.30 5150 0.29 5200 0 30 SWSB 12x8 4500 905 0.38 995 0.43 905 0.38 995 0.43 905 0.38 995 0.43 SWSB 18x8 0 2215 0.37 2293 0.41 2215 0.37 2435 0.44 2215 0.37 2435 0.44 2000 2215 0.37 2137 0.39 2215 0.37 2435 0.44 2215 0.37 2435 0.44 4000 2215 0.37 1981 0.38 2215 0.37 2435 0.44 2215 0.37 2338 0.42 8000 2152 0.36 1625 0.33 2215 0.37 2298 0.41 2215 0.37 2182 0.39 8000 1996 0.33 1869 0.30 2215 0.37 2147 0.39 2215 0.37 2025 0.37 SWSB 24x8 0 4435 0.37 4880 0.42 4435 0.37 4880 0.42 4435 0.37 4880 0.42 2000 4435 0.37 4749 0.41 4435 0.37 4880 0.42 4435 0.37 4880 0.42 4000 4435 0.37 4542 0.39 4435 0.37 4880 0.42 4435 0.37 4880 0.42 6000 4435 0.37 4335 0.37 4435 0.37 4823 0.41 4435 0.37 4880 0.42 8000 4435 0.37 4128 0.35 4435 0.37 4621 0.39 4435 0.37 4880 0.42 SWSB 12x9 4500 790 0.43 890 0.48 790 0.43 890 0.48 790 0.43 890 0.48 SWSB 1 8x9 0 1905 0.43 2032 0.50 1905 0 43 2090 0.51 1905 0.43 2090 0.51 1000 1905 0.43 1963 0.48 1905 0.43 2090 0.51 1905 0.43 2090 0.51 2000 1905 0.43 1893 0.46 1905 0.43 2090 0.51 1905 0.43 2090 0.51 4000 1905 0.43 1755 0.43 1905 0.43 2090 0.51 1905 0.43 2071 0.51 6000 1905 0.43 1617 0.39 1905 0.43 2034 0.50 1905 0.43 1933 0.47 8000 1769 0.40 1478 0.36 1905 0.43 1902 0.46 1905 0.43 1794 0.44 SWSB 24x9 0 3905 0.42 4295 0.47 3905 0.42 4295 0.47 3905 0.42 4295 0.47 2000 3905 0.42 4208 0.46 3905 0.42 4295 0.47 3905 0.42 4295 0.47 4000 3905 0.42 4024 0.44 3905 0.42 4295 0.47 3905 0.42 4295 0.47 6000 3905 0.42 3841 0.42 3905 0.42 4273 0.47 3905 0.42 4295 0.47 8000 3905 0.42 3657 0 40 3905 0 42 4094 0 45 3905 0.42 4295 0 47 SWSB 12x10 4300 605 0.49 665 0.54 605 0.49 665 0.54 605 0.49 665 0.54 SWSB 18x10 0 1725 0.48 1824 0.55 1725 0.48 1895 0.57 1725 0.48 1895 0.57 1000 1725 0.48 1762 0.53 1725 0.48 1895 0.57 1725 0.48 1895 0.57 2000 1725 0.48 1700 0.51 1725 0.48 1895 0.57 1725 0.48 1895 0.57 4000 1725 0.46 1575 0.47 1725 0.48 1895 0.57 1725 0.48 1859 0.56 6000 1712 0.48 1451 0.44 1725 0.48 1826 0.55 1725 0.48 1735 0.52 8000 1588 0.44 1327 0.40 1725 0.48 1707 0.51 1725 0.48 1611 0.48 SWSB 24x1q 0 3325 0.47 3660 0.53 3325 0.47 3660 0.53 3325 0.47 3680 0.53 2000 3325 0.47 3660 0.53 3325 0.47 3660 0.53 3325 0.47 3660 0.53 4000 3325 0.47 3612 0.52 3325 0.47 3660 0.53 3325 0.47 3660 0.53 6000 3325 0.47 3448 0.50 3325 0.47 3660 0.53 3325 0.47 3660 0.53 8000 3325 0.47 3283 0.48 3325 0.47 3860 0.53 3325 0.47 3660 0.53 SWSB 12x11 4500 545 0.54 600 0.60 545 0.54 600 0.60 545 0.54 600 0.60 0 1530 0.53 1654 0.63 1530 0.53 1685 0.64 1530 0.53 1685 0.64 1000 1530 0.53 1598 0.61 1530 0.53 1685 0.64 1530 0.53 1685 0.64 SWSB 18x11 2000 1530 0.53 1542 0.59 1530 0.53 1685 0.64 1530 0.53 1685 0.64 4000 1530 0.53 1429 0.54 1530 0 53 1685 0.64 1530 0.53 1685 0,64 6000 1530 0.53 1316 0.50 1530 0.53 1657 0.63 1530 0.53 1574 0.60 8000 1440 0.50 1204 0.46 1530 0.53 1549 0.59 1530 0.53 1461 0.56 2000 3010 0.52 3315 0.59 3010 0.52 3315 0.59 3010 0.52 3315 0.59 SWSB 24x11 4000 3010 0.52 3277 0.58 3010 0.52 3315 0.59 3010 0.52 3315 0.59 6000 3010 0.52 3127 0.55 3010 0.52 3315 0.59 3010 0.52 3315 0.59 8000 3010 0.52 2978 0.53 3010 0.52 3315 0.59 3010 0.52 3315 0.59 SWSB 12x12 4500 485 1 0.59 535 0.65 485 0.59 535 0.65 485 0.59 535 0.65 0 1340 0.59 1475 0.70 1340 0..59 1475 0.70 1340 0.59 1475 0.70 2000 1340 0.59 1411 0.67 1340 0.59 1475 0.70 1340 0.59 1475 0.70 SWSB 18x12 4000 1340 0.59 1308 0.62 1340 0.59 1475 0.70 1340 0.59 1475 0.70 6000 1340 0.59 1205 0.57 1340 0.59 1475 0.70 1340 0.59 1440 0.68 8000 1318 0.58 1102 0.52 1340 0.59 1417 0.67 1340 0.59 1337 0.63 4000 2695 0.57 2965 0.64 2695 0.57 2965 0.64 2695 0.57 2965 0.64 SWSB 24x12/ 6000 2695 0.57 2862 0.82 2695 0.57 2965 0.64 2695 0.57 2965 0.64 8000 2895 0.57 2725 0.59 2695 0.57 2965 0.64 2695 0.57 2955 0.64 1000 1200 0.64 1320 0.74 1200 0.64 1320 0.74 1200 0.64 1320 0.74 SWSB 18x13 2000 1200 0.64 1300 0.73 1200 0.64 1320 0.74 1200 0.64 1320 0.74 3010 1200 0.64 1252 0.70 1200 0.64 1320 0.74 1200 0.64 1320 0.74 ESR-2652 I Most Widely Accepted and Trusted Page tott2Int #AI TABLE 3-STRONG-WALLeSB DESCRIPTION, SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS (ASD) FOR PORTAL ASSEMBLIES''' Selemtc (SDC C•E) Wind (SDC A-B) Model No. Nominal W (In) Height (In) Allowable Shear (Ibs) D Allowable Shear lin) Hold-down Uplift at Allowable Shear (Ibs) Allowable Shear (lb.) Ortlt at Allowable Shear (�) Hold-down Uplift at Allowable Shear (bs) _ i o- _9 8 SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 5600 0.30 13495 6160 0.33 14845 SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 SWSB 12x7.5 12 85.5 2520 0.32 9920 2770 0.35 10905 SWSB 18x7.5 18 85.5 5380 0.34 14215 5910 0.37 15615 SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 SWSB 18x8 18 93.25 5150 0.37 14840 5665 0.40 16325 SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWSB 12x9 12 105.25 1580 0.43 9570 1780 0.48 10780 SWSB 18x9 18 105.25 3810 0.43 13770 4180 0.51 15105 SWSB 24x9 24 105.25 7810 0.42 21280 8590 0.47 23405 li a. .0 ro SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 SWSB 12x7.5 12 85.5 1200 0.31 9450 1320 0.38 10390 SWSB 18x7.5 18 85.5 2625 0.33 13870 2885 0.40 15245 SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 SWSB 24x8 24 93,25 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 12 105.25 790 0.43 9570 890 0.48 10780 SWSB 18x9 18 105.25 1905 0.43 13770 2090 0.51 15105 SWSB 24449 24 105.25 3905 0.42 21280 4295 0.47 23405 For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N, 1 p8 = 14.6 N/m. 'Loads shown are the maximum allowable capacity based on AC130 tests. For allowable loads with various support conditions, see Table 4. 'Hold-down uplift at allowable shear is based on a moment arm of 8.688 inches, 14.563 inches and 19.313 inches for 12-inch, 18-inch and 24-inch panels respedively, reduced by a factor of 0.8 and 0.9 for 12-inch and 18-inch panels 93.25 inches or less in height, respectively. In -plane shear must also be considered in hold-down anchor design. Values shown in the Table are at allowable stress design level resistance. No increase for duration of load is allowed. 'Panels may be trimmed to a minimum height of 74% inches. For panels trammed to a height less than 78 inches, use allowable shear values shown for 78 inches height. To calculate allowable shear loads and drifts for panels tnmmed to heights between those listed, interpolate between nearest SWSB heights or use the allowable load of the taller SWSB. Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. ESR-2652 I Most Widely Accepted and Trusted Page Lottfnt #A1 TABLE 4-STRONG-WALL`aSB ALLOWABLE SHEAR LOADS (ASD) FOR PORTAL APPLICATIONS DIRECTLY ATTACHED TO CONCRETE FOUNDATIONS OR FOOTINGS13'3'4"(Continued) 2800 psi Concrete Strength 2500 psi Concrete Strength w/Bearing Plata' 3000 psi Concrete Strength Model No- Allowable Axial Compression Load'(lbs) Seismic (SDC ) Wind (SOC A B) Seismic (SDC C-E) Wind ( SDC A B ) Seismic (SDC C-E) Wind (SDC A-B) Allowabta Shaer ( ) Allowable Shear (In) Allowable Shear (lbs) Drift at Allowable Shear (in)Shear Allowable 5hearQbs) Drift at Allowable (In) Allowable Shear fibs) Drift at Allowable Shear (in) Allowable Shear(lb.) Drift at Allowable Shear (In) Allowable Shear libel Drift at Allowable Shear (in) 1 2 a Rh SWSB 12x8 8000 1100 0.35 1210 '1 0 42 1100 0.35 1210 0.42 1100 0.35 1210 0.42 SWSB 18x8 0 2450 0.36 2548 0 41 2450 0.36 2695 0.43 2450 0.36 2695 0.43 2000 2450 0.36 2375 0.38 2450 0.36 2695 0.43 2450 0.36 2695 0.43 4000 2450 0.36 2201 0.35 2450 0 36 2695 0.43 2450 0.36 2597 0.41 6000 2392 0.35 2027 0.32 2450 0 36 2551 0.41 2450 0.36 2424 0.39 8000 2218 0.33 1854 0.30 2450 0.36 2385 0.38 2450 0.36 2250 0.36 SWSB 24x8 0 4435 0.37 4880 0 42 4435 0.37 4880 0.42 4435 0.37 4880 0.42 2000 4435 0.37 4749 0.41 4435 0.37 4880 0.42 4435 0.37 4880 0.42 4000 4435 0.37 4542 0.39 4435 0.37 4880 0.42 4435 0.37 4880 0.42 6000 4435 0.37 4335 0.37 4435 0 37 4823 0.42 4435 0.37 4880 0.42 8000 4435 0.37 4128 0 36 4435 0 37 4621 0.40 4435 0.37 4880 0.42 Swse 12x9 8000 790 0.43 882 0.48 790 0.43 890 0.48 790 0.43 890 0.48 to 0 1905 0.43 2032 0.50 1905 0.43 2090 0.51 1905 0.43 2090 0.51 2000 1905 0.43 1893 0.48 1905 0.43 2090 0.51 1905 0,43 2090 0.51 SWSB 18x9 4000 1905 0.43 1755 0.43 1905 0.43 2090 0.51 1905 0.43 2071 0.51 8000 1905 0.43 1817 0.39 1905 0.43 2034 0.50 1905 0.43 1933 0.47 8000 1789 0.40 1478 0.36 1905 0.43 1902 0.46 1905 0.43 1794 0.44 0 3905 0.42 4295 0.47 3905 0.42 4295 0.47 3905 0.42 4295 0.47 2000 3905 0.42 4208 0.48 3905 0.42 4295 0.47 3905 0.42 4295 0.47 SWSB 24x9 4000 3905 0.42 4024 0.44 3905 0.42 4295 0.47 3905 0.42 4295 0.47 8000 3905 0.42 3841 0.42 3905 0.42 4273 0.47 3905 0.42 4295 0.47 8000 3905 0.42 3657 0.40 3905 0.42 4094 0.45 3905 0.42 4295 0.47 or Sl: 1 inch = 25.4 mm, 1 lb. = 4.45 N, 1 plf = 14.6 N/m. 'Table values assume foundation and anchorage solutions shown in Figures 7 and 8. 'Hold-down uplift at allowable shear is based on a moment arm of 8.688 inches, 14.563 inches and 19.313 inches for 12-inch, 18-inch and 24-inch panels respectively. Calculated uplifts can be reduced by a factor of 0.8 and 0.9 for 12-inch and 18-inch panels 93.25", or less in height, respectively. In -plane shear must also be considered in hold-down anchor design. Values shown in the table are at allowable stress design level resistance. No increase for duration of load is allowed. Panels may be trimmed to a minimum height of 74% inches. For panels trimmed to a height less than 78 inches, use allowable shear values shown for 78 inches height. To calculate allowable shear loads and drifts for panels trimmed to heights between those listed, interpolate between nearest SWSB heights or use the allowable load of the taller SWSB. Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. °To calculate allowable shear loads and drifts for a panel with an axial load between those listed, interpolation of values is allowed. Interpolate between nearest axial loads. 5Allowable Axial Loads and Allowable Shear Loads are assumed to ad in combination with each other. 'Portal application must be connected directly to a concrete foundation or footing. 'Axial load can be a point load applied at any point on the top of the panel. 'See Section 4.1.1 for bearing plate details. ESR-2652 I Most Widely Accepted and Trusted Page 1 foflpint #A1 TABLE 7—STRONG-WALL®SB ALLOWABLE OUT -OF -PLANE LATERAL LOADS (psft13'3" Panel Wldth (In) Panel Haight 7' 7.5' 1 9' 10' 11' 12' 13' 16' 20' Attached to Double Top Plate 12" -- 305 210 150 110 85 - -- — 18" -- -- 300 210 150 110 85 65 35 15 24" -- -- 300 210 150 110 85 65 35 15 Attached to Header° 12" 275 255 230 205 150 110 85 — — — 18" 185 170 155 135 125 110 85 — — — 24" 140 — 115 105 90 85 75 — -- -- or SI: 1 psf = 48 N/m2; 1 foot = 0.305 m. 'Maximum allowable wall deflection is limited to U240 where L is the wall height. 2The applied out -of -plane lateral loads in the table can be applied in combination with the allowable compressive axial load. 'The allowable loads in the table include consideration of the attachment between the SWSB and the surrounding construction using the attachment methods detailed in this report. °No increase for duration of load is allowed. 'The SWSB maximum allowable axial load is per Tables 1 to 6. 'For header depths of 14 inches or less, no reduction factor is required. Use a load reduction factor of 0.88 for 16 inches deep headers, 0 78 for 18 inches deep headers. TABLE 8—MAXIMUM ALLOWABLE SECONDARY MOMENT, HORIZONTAL SHEAR AND AXIAL FORCE INDUCED IN THE HEADER MEMBER OF THE SINGLE AND DOUBLE PORTAL FRAME SYSTEMS''' SWSB Portal Bending Monrant (f-Ws) Saar fibs) Axial Load (lbs) c a gi a Y 12" Single 2350 160 1430 12" Double 3260 430 1490 18" Single 2500 170 3080 18" Double 3670 470 3030 e N a S II Y 12" Single 2690 250 1430 12" Double 3550 840 1490 18" Single 2960 270 3oeo 1e" Double 4120 710 3040 § i VI j� 12" Single 3110 450 1430 12" Double 3890 1070 1490 18" Single 3630 500 3080 18" Double 4710 1210 3050 1 N Y $ 12" Single 3440 740 1430 12" Double 4130 1650 1490 18" Single 4200 860 3080 1e" Double 5210 1900 3050 For SI: 1 lbs. = 4.45 N 1 ft.-lb. = 1.356 N-m. 'The maximum induced bending moment, shear and axial forces shown may be reduced linearly if the applied lateral shear load is less than the allowable in -plane shear load in Table 3 of this report. 2The maximum shear and axial load are constant along the length of the beam member. In a double portal system the moment reduces linearly from maximum value at the beam ends to zero at the beam mid -span. In a single portal system the moment reduces linearly from maximum value at the end with the SWSB to zero at the end with the column. 'The header member allowable stresses may be increased by 60% (duration of load factor) in accordance with Table 2.3.2 of the 2012 NDS when designing the header member. EESR $$2 I Most Widely Accepted and Trusted Page 1Moiant #A1 6 SDS1/4" x 6 3/4" FOR 12" WIDE SWSB, PROVIDED 8 SDS1/4" x 6 3/4" FOR 18" WIDE SWSB, PROVIDED 12 SDS1/4" x 6 3/4" FOR 24" WIDE SWSB, PROVIDED SEE INSTALLATION OPTION BELOW 4 PORTAL STRAPS (2 PER SIDE), PROVIDED 1,000 LB. UPLIFT FIELD INSTALLED WITH 0.148" x 2 3/8" NAILS (MIN. SIZE) CONNECTION (BY OTHERS) UTILITY CHASE SWSB BODY HOW -DOWN BRACKET HOLD-DOWN NUT HOLD-DOWN WASHER 8' TO 18'-6" CLEAR SPAN a • p HEADER MINIMUM 3" x 3 1/2" COLUMN 1,000 LB. UPLIFT CONNECTION (BY OTHERS) FOUNDATION (SEE FIGURES 7 AND 8 FOR ANCHORAGE DETAILS) 0 et •d O. 4 4 . ANCHOR REINFORCEMENT TEMPLATE OPTION A SCREW INSTALLATION 1/2" MIN. 3" MIN. AT EDGE 1/2" MIN. AT CHASE '-- RECOMMEND OFFSETTING SCREWS FRONT TO BACK TO AVOID INTERFERENCE `OPTIONAL 7/8" MAX. OSB SHIM, AS REQUIRED Al 3/8" OC MIN. A DO NOT INSTALL SCREWS IN CENTER ELECTRICAL CHASE FROM EITHER SIDE. SECTION A -A • d . V MEASURE FROM BOTTOM OF DOUBLE TOP PLATE OR HEADER TO START OF SCREW TIP OR CENTER OF COUNTERSINK 3 1/2"± 1/2" j 3 1/2"t 1/2" 1" die I START SCREW AT TOP INSIDE EDGE OF COUNTERSINK INSTALL AT AN ANGLE THAT PREVENTS SCREWS FROM EXITING SIDES OF TOP PLATES OR HEADER OPTIONAL: COUNTERSINK SCREWS WITH 1" DIAMETER, 1/4" DEEP RECESS, PERPENDICULAR TO FACE AS SHOWN. OPTION ® SCREW INSTALLATION DOES NOT APPLY FOR PORTAL APPLICATIONS RROME 2—SINGLE PORTAL FRAME AfiISAILY DETML$ E$R-24112 I Most Wdely Accepted and Trusted Page 1 Conant #A1 SECOND -STORY PANEL ANCHORED TO PANEL BELOW FIRST -STORY PANEL ANCHORED TO FOUNDATION HOLD-DOWN BRACKET HOLD-DOWN NUT HOLD-DOWN WASHER MSK BEARING BLOCK (SEE SECTION 3.2.3.2) 2X DOUBLE TOP PLATE WALL FRAMING 8 SDS1/4" x 8 3/4" FOR 18" WIDE SWSB, PROVIDED 12 SDS1/4" x 8 3/4" FOR 24" WIDE SWSB, PROVIDED SEE INSTALLATION OPTIONS BELOW MSK HOLD-DOWN BRACKET W/ WELDED ON BOLT, FIELD INSTALLED WITH 0.148" x 2 3/8" NAILS QMIN. SIZE) UTIUTY CHASE /r SLOTS SWSB BODY FOR 2X8 AND WIDER WALL FRAMING, CUT SLOTS IN TOP PLATES TO ALLOW HOLD-DOWN TO PASS THROUGH. FILL ALL VISIBLE NAIL HOLES WITH 0.148" x 2 3/8" NAILS (MIN. SIZE) OPTION A SCREW INSTALLATION 4 1/2" MIN. AT EDGE 1/2" MIN. AT CHASE RECOMMEND OFFSETTING SCREWS FRONT TO BACK TO AVOID INTERFERENCE A SECTION A -A A DO NOT INSTALL SCREWS IN CENTER ELECTRICAL CHASE FROM EITHER SIDE. OPTIONAL 7/8" MAX. OSB SHIM, AS REQUIRED OPTION S SCREW INSTALLATION 3 1/2"t 1/2" MEASURE FROM BOTTOM OF DOUBLE TOP PLATE OR HEADER TO START OF SCREW TIP OR CENTER OF COUNTERSINK INSTALL AT AN ANGLE THAT PREVENTS SCREWS FROM EXITING SIDES OF TOP PLATES OR HEADER SECTION S-S .gal _Idal •, Man.gal an aaaaa� t_ s OPTIONAL 7/8" MAX. OSB SHIM, AS REQUIRED 1" MIN. AT EDGE 1/2" MIN. AT CHASE • DO NOT INSTALL SCREWS IN CENTER ELECTRICAL CHASE. 3/8" 0.C. MIN. 1 1" dia 3 1/2"t 1/2" START SCREW AT TOP INSIDE EDGE OF COUNTERSINK OPTIONAL: COUNTERSINK SCREWS WITH 1" DIAMETER, 1/4" DEEP RECESS, PERPENDICULAR TO FACE AS SHOWN (HOLD-DOWNS AND BLOCK NOT SHOWN FOR CLARITY) PLAN VIEW 1" MIN. FROM EDGE 1" MIN. AT EDGE 1/2" MIN. AT CHASE (HOLD-DOWNS AND BLOCK NOT SHOWN FOR CLARITY) INSTALL SCREWS BEFORE INSTALLING BEARING BLOCK. COUNTERSINK SCREW HEADS 12" MAX. INTO TOP PLATE TO ALLOW BEARING BLOCK TO SIT FLAT. 1 1/4" MIN. ROW SPACING FIGURE 4—NULTI STORY OONN1CT1ON DETAILS EM-26112 I Most WMdely Accepted and Trusted Pais 1/1*Ant #A1 ALLOWABLE SMALL HOLES - ALL PANELS ALLOWABLE LARGE HOLE - ALL PANELS FACE AND EDGE DRILL ZONES (IN ADDITION TO ALLOWABLE SMALL HOLES) EtZOE MULL ZONE MIDDLE Y, OF PANEL THICKNESS MOLES • MAXIMUM THREE HOLES IN FACE AND THREE IN EDGE • 3'4" DIA. HOLES MAXIMUM • 8" O.C. MINIMUM NO EDGE HOLES ALLOWED IN LOWER 28" OF PANEL NO HOLES ALLOWED IN TOP 8" OF PANEL FACE MILL ZONE MAINTAIN 1Y2" MINIMUM EDGE DISTANCE FROM CHASE AND OUTSIDE EDGE, TYPICAL NO FACE HOLES ALLOWED IN LOWER 40" OF PANEL 18" 24Ye" i NO HOLES ALLOWED IN TOP r OF PANEL .. I it MUNE S—ALLOWASLI HOLE PLACEMENT FACE MILL ZONE CENTER OF PANEL AS SHOWN MINIMUM 12" ABOVE EXISTING HOLE MOLES • 4%" DIA. HOLES, MAXIMUM • MAXIMUM TWD 4%" DIA.HOLES OR ONE 4 Y4" X 12" HOLE • NO MINIMUM ON -CENTER SPACING REQUIRED SWSS 3410 ONLY •MAXIMUM ONE 43%" X 8" HOLE •MINIMUM 8" FROM TOP OF PANEL E$R-2412 I Most Widely Accepted and Trusted Page 11Colle.nt #A1 ANCHOR REINFORCEMENT TEMPLATE SECTION C-C SHEAR REINFORCEMENT WHEN REQUIRED 13 TIE SHOWN (13 HAIRPIN SIMILAR) %8" DIA. OR 1" DIA. THREADED ROD PORTED COUPLER AS REQUIRED SECOND ANCHOR REINFORCEMENT TEMPLATE RECOMMENDED FOR TWO -STAGE POUR MONOLITHIC OR TWO -STAGE POUR 114 REBAR PER CODE OR PLAN DOUBLE NUT AND WASHER ASSEMBLY 5" MAN. FOR 7/8" DIA. ROD _ 6" MIN. FOR 1" DIA. ROD STEMWALL FOUNDATION ANCHOR NUT BELOW ANCHOR REINFORCEMENT REINFORCEMENT TEMPLATE TEMPLATE 5" MIN. FOR 7/8" DIA. ROD] 6" MIN. FOR 1" DIA. NOD INTERIOR SLAB -ON -GRADE FOUNDATION SECTION D-D 7/8" DIA. OR 1" DIA. ANCHOR ROD NUT BELOW ANCHOR REINFORCEMENT TEMPLATE 6" MIN. STEM WALL NUT BELOW ANCHOR REINFORCEMENT TEMPLATE NM REMAR PER CODE DOUBLE NUT AND WASHER ASSEMBLY TYPICAL $TENAVAL. AND INTERIOR FOUNDATION SECTIONS MORN T- SESSO ANCHORAGE MAKS (C•nhMwr( ESR-2112 I Most Widely Accepted and Trusted Page tralldent #M Lh MIN ii oiii iir........,,, �r /27 /%77// 03 HAIRPIN, GRADE 80 REBAR (MIN.) FIELD TIE AND SECURE DURING CONCRETE PLACEMENT. OVERLAP VARIES WITH BOLT SPACING. ANCHOR BOLT HAIRPIN SHEAR REINFORCEMENT 1)Y CLR 1-- 2" MAX 1, ANCHOR BOLT ANCHOR REINFORCEMENT TEMPLATE 03 HAIRPIN (03 TIE SIMLAR). SEE TABLE FOR REQUIRED QUANTITY. =1111 .,dI= ll ,1tl= -III d= III-11 III=111111=11111=11111=' 111=i11111=1111!1=111111111111=111111=I Aal HAIRPIN INSTALLATION (GARAGE CUM MOWN. OTHER FOOTING TYPES SIMILAR.) of2//Z//iiii'oiiiiiiiiiiiiiiiiiiiiiiiiiiaiiiiiii//// 03 TIE, GRADE 80 REBAR (MIN.) FIELD TIE AND SECURE DURING CONCRETE PLACEMENT. ANCHOR BOLT TIE SHEAR REINFORCEMENT 1X=• CLR 2" MAX ANCHOR BOLT 7- NUT BELOW ANCHOR REINFORCEMENT TEMPLATE 03 HAIRPIN (n3 TIE SIMILAR). SEE TABLE FOR REQUIRED QUANTITY. SECTION A -A REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. STRONG -WALL SB SHEAR ANCHORAGE MODEL LtORLh(ln.) SEISMIC AND WINO34 SHEAR REINFORCEMENT2 MINIMUM CURB/STEMWALLDTH(in.) WI SWSB12 - TEMPLATE ONLY 8 SWSB18 181/4 (1) A TIE & TEMPLATE e SWSB24 19 (1)113 HAIRPIN & TEMPLATE 8 NOTES: 1. SHEAR ANCHORAGE DESIGNS CONFORM TO ACI 318- 1 AND ASSUME MINIMUM 2,500 PSI CONCRETE. 2. TEMPLATE INDICATES ANCHOR REINFORCEMENT TEMPLATE, SEE FIGURE & 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWEWNGS IN SDC C MAY USE VIAND ANCHORAGE SOLUTIONS. 4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELUNGS IN SOC G 5. TIE OR HAIRPM REINFORCBAENT 1S NOT REQUIRED FOR INTERIOR FOUNDATION APPUCATIONS (PANEL INSTALLED AWAY FROM EDGE OF CONCRETE), OR BRACED NMLL PANEL APPUCATIONS. SHEAR ANCHORAGE SCHEDULE AND DETAILS PIGUM T—INNl1 A NCNG AGE MARS (C•nMRuM) (JSGS Design Maps Summary Report User -Specified Ltput Report Title 201 27TH AVE SE Wed Apr ( 30, 2014 20:21:23 UTC Building Code Reference Document 201.2 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.474°N, 122.285°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Vashon 0 1 sou Snake mapquest USGS-Provided Output Ss = 1.489 g = 0.558 g S„ = 1.489 g 5Kr = 0.836 g Tukwila Renton c Soy = 0.993 g SD1 = 0.558 g Newcast it O • East lien °Highland ® lQrest Comment #14 For information on how die SS and SL values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2109 NEHRP" i3uilding code reference document. MCER Response Spectrum 1.65 1.50 1.35 1.20 1.05 P 0.90 {A 0.75 0.60 0.45 0.30 0.15 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.40 2.00 0.00 0.20 0.40 0.60 0.20 1 00 1.20 1.40 1.60 1.20 2.00 1.10 1.00 0.90 0.20 0.70 0.60 H 0.50 Design Response Spectrum Period, T (sec) 0.40 0.30 0.20 0.10 0.00 Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. this tool is not a substitute for technical subject -matter Comment #14 MUMS Design Maps Summary Report User -Specified Input Report Title 201 27TH AVE SE Vded April 30, 2014 20:20:22 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.474°N, 122.285°W Site Soil Classification Site Class E - "Soft Clay Soil" Risk Category i/II/III Vashon 0 mapquest USGS-Provided Output Ss = 1.489 g Si = 0.558 g Whi Center OBu fie GSeaTat �11 SHS = 1.340 g SM1 = 1.338 g II oTukwila enton Sos = SD1 = r_ 141 1.,.0 0.894 g 0.892 g ONewcastle East Ren 0Highland N0 R T MERICA 0 MapQesst For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 1.40 1.26 1.12 0.99 a 0.94 11 0.70 0.56 0.42 0.29 0.14 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 Period, T (sec) 1.60 1.20 2.00 Design Response Spectrum 0.99 0.90 0.91 0.72 0.63 IA 0.54 y 0.45 0.36 0.27 0.19 0.09 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 Period, T (sec) 2.00 Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -natter Comment #15 N P K 91.4�)[4 ri 2I; t S p' SHCre-w tL ''. A •() 22f e 1p Comment #15 Davido Consulting Group civil I structural { land use Project: Description: Date: Made By: Tukwila Village Commons Diaphragm Shear Design 5J1/2014 JN Seismic Use Group = 1 Design Response Spectrum (Short), SDs = 0.993 Building Height, hn = 22.0 ft Building Period Coefficient, Cr = 0.020 Approx. Fundamental Period = 0.203 = C r (b) ° rs Response Modification Factor, R = 8.5 Occupancy Impotence Factor, I = 1.0 fainlasssierlailisid C• _ SDs✓RiI Billiskalistastaftslislistaidamm C. MN = 0.044SDgl Vw. Cs = 0.153 Cs, !AN = 0.044 C. ■ 11.183 Seismic Bess Sheer , V = 0.153 W LT xVa W = 133.1 lips V = 38.32 raps 1422 ka/s Diephrsjrrr •W/ Fora Story Total Story Story Diaphagn Stay Min Dtaphargm Outgo Level Height Height Weight Force Force Story ForteDae/rirs Max DlaPha doryFotos ha H h. w. w„h„�` Fi Fx Fx„" filsryfaros (ft) (ft) (laps) (k48) (kips) (kips) (kips) Fay. (Idps) Fe Mee) Roof 10.00 10.00 133.05 1330.5 14.22 14.22 18.49 38.98 16211 k= 1 133.1 1330.5 14.22 Oiselwarn Obey Roof Diaphragm diaphragm Area (earl Building Ares (eaftl /1 Toe DIaPIn Story Force (kips) Sub -Diaphragm Fora lrioal Sub -Diaphragm Width (R1 Shwa OFfeatileeStory _ Daghrsgra Capacity* (snit Caper* Cheek NoM 1973 5890 33.5% 18.49 6.19 73.00 a 64.11 316 OK South 3917 5890 88.5% 18.49 1230 73.00 10.4 XII OK • Diaphragm Shear Capacity taken from AWC SDPWS Table 4.2A for Blocked Wood Structural Panel Diaphragms, nominal capacity divided by 2 for ASO Toad per 4.2.3. Capacity shown for 19/32" Stunt 1 shsrlg ing.wilh 100 at8" o.c. naing Cllplf Feign. Leval Shear (FM) (DU) - Maxknum Moment (ibs-1U Depth at Max Moment R Mnkaum Chord Pelee Ms Tanabe Caw* Cheek et COM Me North South 84.86 168.45 13,900 43,700 28 20 498 2185 9487.5 9487.5 OK OK Comment #16 )AVIDO CONSULTING GROUP, Inu Made By: MRJ Date: 7/24/2014 Civil - Structural - Land Use 5029 Bothell Way NE, Lake Forest Pads, WA 9815 (206) 523-0024 Fare (206) 523-1015 Description: SOlirude Commotion Job Name: Tukwila Village - Commons Bldg Allowable Loads Species = Doug Fir limber Thickness = 1 1/2 Simian LTP4 or LTPS Per Plate = 670 Ibs at24"oc. = at10"oc. = at 12" oc. _ 335 plf 503 pH 070 plf at8"oc. = at 12" oc. Ea Side = at 8" oc. Ea Side = 1005 plf 1340 plf 2010 pit Per Plats = 695 bs at24"ec.= at16"ec.= at12"oc._ 348 plf 521 p11 O11p1 at8"oc. = at 12" oc. Ea Side = at 8" oc. Ea Side = 1043 Of 1390 plf 2085 plf 20% Decrease 536 bs 200 plf 402 plf SU plf $04 Of 1072 plf 1606 plf 556 bs 278 plf 417p1t 0!i pl 834 Of 1112 plf 1008 plf , 0% DE REASE IN CAPACITY ORRELATES TO A 25% INCREASE IN LOAD: 1/1.25 = 0.8 H L A K WA LL SCHEDULE PLATE CONNECTION MARK 4 W00D STRUCTURAL PANELS 1 PANEL EDGE NAILING -- --! , PANEL EDGE STUDS A. BOLT SPACING AND SILL PLATE TOP PLATE 15/32" SHEATHING ONE SIDE 10d AT 6" O.C. 2x , _. - .� 48" O.C. IN 2x PLATE LTP4 AT 16' O.C. W 15/32' SHEATHING ONE SIDE 10d AT 4" O.C. 2-2x 32' O.C. IN 2x PLATE LTP4 A 1 O. . W Plus. D4" 72 5 HeIra- LM 1%,34,2E.I'6" c r _--- Comment #17 9 L- (-Do f 1`‘I14, 5%9O }c, -(4 . 1 • IZ2 gooetzi Comment #17 DAVIDO CONSULTING GROUP, Inc. Made By MRJ Date: 7/24/2014 Civil - Structural - Land Use 15029 Bothell Way NE, Lake Forest Park, WA 98155 (206) 523-0024 Fax ,(206) 523-1015 Description Allowable Shear for Job Name: Tukwila Village - Commons Bldg Wood Structural Wall Panels 2012 IBC Panel Nominal Minimum Comon or Galv. Box Nail Spacing at Panel Edges Grade ThicknessPenetratior Nail Size 6" oc 4" oc 3" oc 2" oc C-D, C-C Values for Douglas Fir 5/16 1.25 3/82 7/162 1.375 15/32 15/32 1.5 19/32* 6d 8d 10d 180 270 350 450 220 320 410 530 240 350 450 585 260 380 490 640 310 460 600 770 340 510 665 870 * values from Table 2306.4.1 Stud Species = Doug Fir Specific Gravity 0.50 C-D, C-C Plywood Values for Given Species 5/16 1.25 3/82 7/162 1.375 15/32 6d 180 270 350 450 220 320 410 530 8d 240 350 450 585 260 380 490 640 15/32 1.5 10d f 310 460 I 600 770 19/32 340 510 685 870 Notes: 1) Allowable shear values in framing members other than douglas fir -larch shall be calculated by multiplying the shear capacities for nails in DF by 1-(0.5-SG) 2) Values for 3/8 and 7/16 ply may be increased to the values allowed for 15/32, if framing is spaced maximum of 16" o.c. or panels are applied long way across the studs. 3) shaded values require 3x framing or DbI 2x at abutting panel edges and foundation si 4) Values are allowed to be increased 40% for wind design (Section 2306.4.1) PRELIMINARY NOTICE OF INTENT TO CLAIM AGAINST BOND Notice of Furnishing — THIS IS NOT A CLAIM (Wash. Rev. Code Section 39.08.065 TO OWNER OR REPUTED OWNER: CERTIFIED MAIL: 7016 0750 0000 7278 3144 City of Tukwila 6200 Southcenter Boulevard Tukwila WA 98188 TO ORIGINAL OR REPUTED CONTRACTOR: CERTIFIED MAIL: 7016 0750 0000 7278 3151 Inter City Contractors, Inc. 17425 68th Avenue NE Kenmore WA 98028 TO LENDER, SURETY, BONDING CO., OR REPUTED LENDER, SURETY, BONDING COMPANY NOTICE TO PUBLIC ENTITY OR AGENCY PLEASE TAKE NOTICE THAT CONTRACTOR AND HIS BOND WILL BE HELD FOR THE PAYMENT OF SAID MATERIALS, SUPPLIES OR PROVISIONS. NO SUIT OR ACTION SHALL BE MAINTAINED IN ANY COURT AGAINST THE CONTRACTOR OR HIS BOND TO RECOVER FOR SUCH MATERIAL, SUPPLIES OR PROVISIONS OR ANY PART THEREOF UNLESS THE PROVISIONS OF WASH. REV. CODE SECTION 39.08.065 HAVE BEEN COMPLIED WITH. 1. The following is a general description of the Labor, service, equipment or materials furnished or to be furnished by the undersigned: BUILDING MATERIAL AND PROFESSIONAL SERVICES 2. Estimated Price: 3. The name of the person who furnished that labor, service, equipment or materials is: ProBuild Company, LLC 503 (Puyallup/South Hill) 4. The name of the person who contracted for purchase of that labor, service equipment or material is: Inter City Contractors, Inc. 5. Description of iob site is: 14350 Tukwila International Blvd, Tukwila, WA, Legally described as " " REQUEST FOR COPY OF PAYMENT BOND AND NAME OF SURETY COMPANY TO CONTRACTING BODY OWNER OR STATE COMPTROLLER The undersigned claimant hereby declares that he has supplied or will supply labor or materials as described above, that payment has not yet been made therefore, and that he hereby requests that the contracting body furnish a certified copy of the payment bond, if any, to the claimant at the address listed above, and the current address of the contracting public entity. I declare that I am authorized to file this claim on behalf of the claimant. 1 have read the foregoing document and know the contents thereof; the same is true of my own knowledge. I declare under penalty of perjury that the foregoing is true and correct. Executed at Bend, Oregon on the 9/19/16 for ProBuild Company, LLC 503 (Puyallup/South Hill). Signed by; , (Derrick Hillier) Agent for ProBuild Company, LLC 503 (Puyallup/South Hill). PROOF OF SERVICE BY MAIL AFFIDAVIT I declare that I served a copy of the above document, and any related documents, by certified mail, postage prepaid, or other certified delivery, addressed to the above named parties, at the addresses listed above on (date of mailing). I declare under penalty of perjury that the foregoing is true and correct. Executed at Bend, Oregon on the 9/19/16 for ProBuild Company, LLC 503 (Puyallup/South Hill). Prepared by:, - , (Derrick Hillier) Agent for ProBuild Company, LLC 503 (Puyallup/South Hill). Please direct inquries to RoHillCo Business Solutions, LLC — PO Box 2014, Lake Oswego, Oregon 97035. 541-633-7373. FILEN 533231 REF# 503 503-313600 8 WAYS TO PROTECT YOURSELF ARE: RECOGNIZE that this Notice of Right to Lien may result in a lien against your property unless all those supplying a Notice of the Right to Lien have been paid. LEARN more about the lien laws and the meaning of this Notice by contacting the Builders Board, an attorney, or the firm sending you this Notice. Ask for a statement of the labor, equipment, service, or material provided to your property from each party that sends you a Notice of Right to Lien. WHEN PAYING your contractor for materials, labor, equipment, or services you may make checks payable jointly to the contractor and the firm furnishing materials, equipment, labor, or services for which you have received a Notice of Right to Lien OR use one of the methods suggested in the "Information Notice to Owners." If you have not received such a Notice, Contact the Builders Board. GET EVIDENCE that all firms whom you have received a Notice of Right to Lien have been paid or waived the rights to claim a lien against your property. CONSULT an attorney, a professional escrow company or your Mortgage Banker. This Notice has been sent to you by ROHILLCO BUSINESS SERVICES, LLC PO Box 2014 Lake Oswego, Oregon 97035 If you have any questions about this Notice please call 1-541-633-7373 FiPRGBuiId Dear Property Owner, Thank you for your business. We are sending you the enclosed notice as part of the routine of conducting our business. We are required by law to send these notices via certified mail. We apologize for any inconvenience. THIS IS NOT A LIEN. It is a notice sent to you in compliance with the construction lien laws of the state in which materials are expected to ship. Please understand that this notice is not in anyway a reflection on you or your contractor's integrity or credit standing. We send these notices automatically on all jobs where we expect to furnish material upon the order of someone other than the owner of the property. We offer the advantages of national reach with the reassurance of local expertise to be able to supply materials to any size project. As one of the nation's largest supplier's of building materials to national builders, local contractors and do-it-yourselfers we are proud to be involved in your project. If you have any questions or concerns in connection with your job, we hope that both you and your contractor will make use of any help we might be able to give. Sincerely, Credit Department ProBuild Company, LLC (253) 922-8969 City of Tukwila Department of Community Development 8/31/2017 DIANA KEYS 15200 52 AVE S, STE 300 TUKWILA, WA 98188 RE: Permit No. D14-0178 TUKWILA VILLAGE BUILDING C 14350 TUKWILA INTERNATIONAL BL 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 10/17/2017. 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 10/17/2017, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D14-0178 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director August 12, 2016 Inter -City Contractors, Inc Attn: Greg Herring 17425 68th Ave NE PO Box 82405 Kenmore, WA 98028 gregh@intercitycontractors.com Re: Inspection protocol (D14-0178) Dear Greg Herring, I am writing to inform you that the City of Tukwila may have different inspection procedures than you have been accustomed to in the past. While there is no limit to how helpful we can be, there are limits to certain aspects of the inspection process that we cannot appropriately accept, not performing them is one. I understand that you poured the footing on Building C without an inspection. I understand the special inspector approved the footing however, the special inspector approval does not constitute inspection from the City of Tukwila per IBC 110. After the special inspection is approved the city will then perform the inspection. You are not to proceed without the City of Tukwila approved inspection. For your convenience I am including the text from IBC section 110. IBC SECTION 110 INSPECTIONS [A] 110.1 General. Construction or work for which a permit is required shall be subject to inspection by the building official and such construction or work shall remain accessible and exposed for inspection purposes until approved. Approval as a result of an inspection shall not be construed to be an approval of a violation of the provisions of this code or of other ordinances of the jurisdiction. Inspections presuming to give authority to violate or cancel the provisions of this code or of other ordinances of the jurisdiction shall not be valid. It shall be the duty of the owner or the owner's authorized agent to cause the work to remain accessible and exposed for inspection purposes. Neither the building official nor the jurisdiction shall be liable for expense entailed in the removal or replacement of any material required to allow inspection. To be clear, please be advised in the future if construction proceeds without approval from the City of Tukwila or cover any work performed prior to city inspection approval you will be directed to remove and replace all uninspected work. If you have any questions please contact me directly at 206-431-3675. Respectfully, Jerry E Hight MCP Building Official cc: File Jack Pace, Director of Department of Community Development Derek Speck, Economic Development 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 June 17, 2016 Diana Keys Johnson Braund Inc. 15200 52nd Ave S, Ste 300 Tukwila, WA 98188 RE: Request for Application Extension #5 - D14-0178 Tukwila Village Bldg C Dear Ms. Keys, This letter is in response to your written request for an extension to Application Number D14-0178. The Building Official has reviewed your letter and considered your request to extend the above referenced application. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional 180 days, through December 20, 2016 for the completion of application resubmittal and review. If you should have any questions, please contact our office at (206) 431-3670 extension 1. Sincerely, Bill Rambo Permit Technician File: Permit D14-0178 W:\Permit Center\Extension Letters\Applications\2014\D14-0178 App Extension Letter #5.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 JOHNSON BRAUND INC. June 13, 2016 Bill Rambo, Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Re: Permit Application Extension Request Site Address: 14350 Tukwila International Boulevard Project No. D14-0178 Dear Bill, We received your letter dated May 13, 2016 notifying us that the building permit application for the Tukwila Village Building C is set to expire on June 20th, 2016. At this point in time, we have received notice that the plans are approved and ready for permit issuance. However, permits cannot be issued until the Owner and the City of Tukwila negotiations for the purchase of the land are complete and approved by City Council. We are requesting a permit application extension for the maximum allowed period. This will insure that the City land purchase process is completed in time for issuance of building permits. Thanks for your consideration. Sincerely, JOHNSON BRAUND, INC. .7)64-14 Diana Keys, Director of Housing Request for Extension # Current Expiration Date: ( ,2Y—t0 Extension Request: (/ Approved for / D d days Attachments: ❑ Denied (provide explanation) City of Tukwila Letter, dated 5-13-2016 www.johnsonbraund.com Signature/Initials 1 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 AR( HI I EC I HRE INTERIOR DESIGN City of Tukwila Department of Community Development 5/13/2016 DIANA KEYS 15200 52 AVE S, STE 300 TUKWILA, WA 98188 RE: Permit Application No. D14-0178 TUKWILA VILLAGE BUILDING C 14350 TUKWILA INTERNATIONAL BL Dear DIANA KEYS, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 6/11/2014, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 6/20/2016. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, w—oJ Bill Rambo Permit Technician File No: D14-0178 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 December 10, 2015 Diana Keys Johnson Braund Inc. 15200 52nd Ave S, Ste 300 Tukwila, WA 98188 RE: Request for Application Extension #4 - D14-0178 Tukwila Village Bldg C Dear Ms. Keys, This letter is in response to your written request for an extension to Application Number D14-0178. The Building Official has reviewed your letter and considered your request to extend the above referenced application. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional 180 days, through June, 2016 for the completion of application resubmittal and review. If you should have any questions, please contact our office at (206) 431-3670 extension 1. Sincerely, Bill Rambo Permit Technician File: Permit D14-0178 W:\Permit Center\Extension Letters\Applications\2014\D14-0178App Extension Letter #4.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 JOHNSON BRAUND INC. December 07, 2015 Bill Rambo, Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Re: Permit Application Extension Request Site Address: 14350 Tukwila International Boulevard Project No. D14-0178 RECEIVED CITY OF TUKWILA DEC 0 8 2015 PERMIT CENTER Dear Bill, We received your letter dated November 4, 2015 notifying us that the building permit application for the Tukwila Village Building C is set to expire on December 20, 2015. At this point in time, we have received notice that the plans are approved and ready for permit issuance. However, permits cannot be issued until the Owner and the City of Tukwila negotiations for the purchase of the land are complete and approved by City Council. We are requesting a permit application extension for the maximum allowed period. This will insure that the City land purchase process is completed in time for issuance of building permits. Thanks for your consideration. Sincerely, JOHNSON BRAUND, INC. Diana Keys, Director of Housing Attachments: City of Tukwila Letter, dated 11-04-2015 www.johnsonibraund.corn Request for Extension # L f Current Expiration Date: 1)-)- sir -- Extension Request: Approved for / �U days Denied (provide explanation) Signature/Initials 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 ARCEII I LC I UR[ IN i ERIOR DESIGN City of Tukwila Department of Community Development November 4, 2015 DIANA KEYS 15200 52 AVE S, STE 300 TUKWILA, WA 98188 RE: Application No. D14-0178 TUKWILA VILLAGE BUILDING C 14350 TUKWILA INTERNATIONAL BLVD Dear DIANA KEYS: Jim Haggerton, Mayor Jack Pace, Director Permit application D14-0178 for the work proposed at TUKWILA VILLAGE BUILDING C (14350 TUKWILA INTERNATIONAL BLVD) has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire 12/20/2015. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D14-0178 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 May 6, 2015 Diana Keys Johnson Braund Inc. 15200 52nd Ave S, Ste 300 Tukwila, WA 98188 RE: Request for Application Extension #3 - D14-0178 Tukwila Village Bldg C Dear Ms. Keys, This letter is in response to your written request for an extension to Application Number D14-0178. The Building Official has reviewed your letter and considered your request to extend the above referenced application. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional 180 days, through December 20, 2015 for the completion of application resubmittal and review. If you should have any questions, please contact our office at (206) 431-3670 extension 1. Sincerely, '&60 qcvl--- Bill Rambo Permit Technician File: Permit D14-0178 W:\Permit CenterAExtension Letters\Applications\2014\D14-0178 App Extension Letter #3.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • JOHNSON BRAUND INC. May 5, 2015 Bill Rambo, Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Re: Permit Application Extension Request Site Address: 14350 Tukwila International Boulevard Project No. D14-0178 RECEIVED CITY OF TUKWILA MAY 0 5 2015 PERMIT CENTER Dear Bill, We received your letter dated May 01, 2015 notifying us that the building permit application for the Tukwila Village Building C is set to expire on June 20, 2015. At this point in time, we have received notice that the plans are approved and ready for permit issuance. However, permits cannot be issued until the approval of the BLA / Lot Consolidation plans. This must occur and the new lots recorded before any building permits can be issued. We are requesting a permit application extension for the maximum allowed period of 90 days. This will insure that the BLA process is completed in time for issuance of building permits. Thanks for your consideration. Sincerely, JOHNSON BRAUND, INC. .Dtieetit Diana Keys, Director of Housing Attachments: City of Tukwila Letter, dated 05-01-2014 1 Request for Extenssion # 3 Current Expiration Date: (0-/-�" 15— Extension Request: //II 3 Approved for /'V days Denied (provide explanation) �.r www.johnsonbraund.com Signature/Initials___417____ 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 AR(CIII HUE( MIRE INTERIOR DESIGN City of Tukwila Department of Community Development May 1, 2015 DIANA KEYS 15200 52 AVE S, STE 300 TUKWILA, WA 98188 RE: Application No. D14-0178 TUKWILA VILLAGE BUILDING C 14350 Tukwila Intl Bl Dear DIANA KEYS: Jim Haggerton, Mayor Jack Pace, Director Permit application D14-0178 for the work proposed at TUKWILA VILLAGE BUILDING C (14350 Tukwila Intl Bl) has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of UNDER REVIEW and is due to expire 06/20/2015. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, --pr. at/vj .12)2,te Bill Rambo Permit Technician File No: D14-0178 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 p LAstud ioLLC land planning landscape architecture land entitlement December 29, 2014 Moira Bradshaw City of Tukwila 6300 Southcenter Blvd. Suite #100 Tukwila, WA 98188 RE: Correction Letter #1 Development Permit Application Number D14-0178 Tukwila Village Building C —14350 Tukwila International Blvd. Dear Moira, Below you will find our responses to your review comments on the Landscape Plans from your Correction Letter #1 dated June 24, 2014: Sheet L01: "Provide a colored plan to show, and samples of, the eight paving finishes proposed..." Will be provided as a separate exhibit. "The bench shown to the west of the water area seems more of an obstacle. Does it face the lawn or the water?" Straight bench has been deleted. One additional circular bench has been added. "The snake piece reduces the lawn area, and the bands limit the lawns' functionality for games. Somewhat concerned about this new icon presented..." Snake design has been eliminated. Labyrinth design to be developed in collaboration with art coordinator and in coordination with other art pieces as they are further refined. Concrete band in lawn is a part of the overall pattern of circles and spiral arms, intended to create visual interest for pedestrians as well as upper floor residents of adjacent apartment buildings. "There seems to be room to add another chess piece — consider making that whole area a board." Instead of adding a second chessboard we have increased the size of the one from 8' to 12' square. "Add two additional bike racks." Added bike rack with two -bike capacity just south of Bldg. C front entry door. 15200 52nd Avenue South Suite 210 Seattle, Washington 98188 208.204.0507 www.thelestudio.net RECEIVED CITY OF TUKWILA JAN 0 2 2014 PERMIT CENTER CORREC 10N LTR# t?1L1 -ol'I10 Sheet L03 — Landscape Details: "Are there more natives that can be incorporated into plant palette to ensure low maintenance vegetation per Statement of Purpose and Design?" The proposed plant list on sheet L12 consists of native and non-native plant species that have been proven over time to be well -adapted to local climate and site conditions and easy to maintain. The goal is to have a planting design that reflects both the community's diversity and local character through plant materials with a variety of color, texture, and origin with multi - season interest. The inclusion of carefully chosen non-native as well as native plants helps to meet this goal. "Add an appropriate tree to the landscape bed on the west side of the lawn." Done. Added one Amold Promise Witch Hazel. "Add more plants to raised beds between Library and Building C." These planting beds are 100% planted. The Sedum 'Angelina' was changed to Firefly Heather, which has a little more height, and the Pink Muhly Grass was changed to Fountain Grass, which is more proven in this area. "Ensure plants chosen for landscape bed will provide softening and screening of pump house." Pump house is approx.. 3-4' high and is screened by Valley Valentine Japanese Pieris, an evergreen shrub with a mature height of approximately 5-7'. Add groundcover to the beds on the east and west window walls of Building C to ensure year round "seasonal" interest as well as resiliency because of the high traffic location." Done. Added Stella D'Oro Daylillies along front edge of beds and changed shrubs from deciduous Goldflame Spirea to evergreen Gulf Stream Heavenly Bamboo. "Climbing plants for trellis?" Done. Added one two vines at base of each trellis post (two Lonicera varieties) "Add a Rosa to the east end of the bed between Bldg C and the chess area." This planting bed has been revised. Roses have been deleted, replaced with Rhododendrons due to anticipated shade from trees. Sheet L12: "Detail #6 Planter curb — use a vertical pedestrian curb." Done. "Detail #4 — change the finished grade to a bermed finished so that the plants are more visible." Done. Added 4" high berm. "Detail #5 — reduce depth of first wall from 2 feet to 18 inches to create a more comfortable depth for sitting and a less comfortable place for camping. (consider modifying the width of the bands)" Upper tier is not intended to be a back rest for lower tier seating. Intent is to provide a more generous seating width than 18". In our opinion, reducing width of bands will result in them looking to narrow relative to surrounding space. Add a detail for the round areas outside Building C's stage area." Done. See detail 8 on sheet L12. 2 Sheet L05: "Add wall lights on the west walls of the lawn area." Done. See detail 4 on sheet L10. "Move wall lights from circular planters to seating walls around water area." Done. See sheets L02 and L05. Sheet L30: "Please confirm that brackets are available for the light poles to hold hanging flower baskets and/or banners." Pole selected will have available brackets. "Is there a bollard that would be more in keeping with the straight clean lines of the pole light and the bike rack? The baffling around the light seems extraneous." The baffling is an anti -glare feature, directing Tight down and away from pedestrians' eyes. General: "Supply description of Art review process per Condition #12 so that we may review the scope for the four focal points." Done. See attachment. The water area is very spare. (See condition #13) It's unclear what the paving will be outside of A9 or the scale of A9. Water feature has been changed from spray pad to 3-4' diameter rolling granite sphere water feature on a base to be artistically designed. "Please provide specifications for the other furnishings — there are a lot of tables and chairs indicated." Tables and chairs for outdoor cafe to be supplied by tenant. Plaza tables and chairs to be provided by Owner. "A soils inspection is required after amending the soil, but before any plants are installed." Soils inspection will be provided as requested. "Prior to requesting a City landscape inspection, please provide a Landscaping affidavit from the landscape architect, .... " Will provide landscaping affidavit as requested. "All signage is reviewed and permitted under a sign permit application." Signage permit submittal will be provided at the appropriate time. In addition to the responses above several other revisions to the drawings have been made in response to our ongoing discussions and in response to Owner VE. These revisions are listed below by sheet: Sheet L01: 1. Deleted lower tier seat wall at planter wall 'C' at west side of lawn area and lengthened adjacent stairs. 2. Revised and simplified pavement finishes (no alternating colors between circular bands) — see Paving Finish Legend. Specific colors for concrete and aggregate for exposed aggregate finish to be included on paving exhibit to be provided to City. 3 3. Added special paving as part of art piece on NW side of Building C — layout is approximate, and pattern is intended to be carried into entry foyer of Building C. To be coordinated with artist in the field. Special finishes TBD by artist. 4. Deleted tactile waming strip along roadway and replaced with grooved concrete with contrasting color. (Code does not require Tactile Warning Strips in this location.) 5. Squared off north end of planter wall west of Bldg. C main entry. 6. Shifted planter wall further south and deleted pavers in grass at south side of lawn to increase lawn area. 7. Adjusted wall and pavement layout to accommodate clock tower (exact clock tower footprint, location, and orientation to be coordinated with artist as the design is refined) 8. Mover stairs near chess area to south adjacent to trellis. 9. Deleted labyrinth from drawing — labyrinth design will be developed in coordination with artist and integrated with other art pieces as they are finalized. 10. Revised layout of pavement and green screens at east side of Building C. 11. Bollard lights along library are to be provided by library since they will be located in library's planting bed (per discussion with library design team). 12. Revised layout dimensioning. Sheet L02: 13. Revised water feature and surrounding pavement layout. 14. Revised layout dimensioning. 15. Deleted tactile warning strip along roadway and replaced with grooved concrete with contrasting color. (Code does not require Tactile Warning Strips in this location.) Sheet L03: 16. Revised planting in beds on west and south side of lawn. 17. Revised planting to accommodate new sliding roll gate and man gate and sidewalk extension adjacent to east property line. Sheet L04: 18. Miscellaneous irrigation revisions to reflect changes to site layout and planting. Sheet L05: 19. Bollard lights along library are to be provided by library since they will be located in library's planting bed (per discussion with library design team). 20. In Lighting Legend changed color of pole lights and bollard lights from black to bronze. 21. Deleted LED lights in stair handrails and added recessed wall lights at stairs. 22. Deleted LED rope lights at all stairs except for stairs in front of stage. 23. Deleted one pole light near library entry (library will add bollard lights along walkway). Sheet L10: 24. Detail 3 — Deleted lower tier seat wall at planter wall 'C' at west side of lawn area and lengthened adjacent stairs. 4 25. Details 1-4 - Deleted LED lights in stair handrails and added recessed wall lights at stairs. 26. Detail 3 — Revised fence detail to reduce height from 6' to 4' and to match guardrail detailing and finishes on building. Sheet L11: 27. Detail 1 — Modified layout of north wall of planter wall `E'. Sheet L12: 28. Detail 1 — Deleted LED lights in stair handrails; deleted LED rope lights at all stairs except for stairs in front of stage. 29. Detail 9 — Increased chessboard paver size from 12" to 18" square. 30. Detail 10 — Added callouts re. letter fonts and size; revised letter lighting callout. Sheet L13: 31. Details 1-3 — To match trellis on level 2 of Building A, trellis detailing was revised to replace tube steel with channel steel except for posts. Posts have been changed from 8x8 to 6x8 tube steel. Sheet L14: 32. Detail 1 — Revised note 5 and added note 7 to match current City Curb Ramp detail RS- 12. Sheet L15: 33. Deleted this sheet — water feature has been revised; these details are no longer applicable. If you have any questions regarding our responses please let us know. Sincerely, The LA Studio, Chris Petersen, PLA, ASLA Project Manager 5 • Diana Keys From: Allen Johannessen <AI.Johannessen©TukwilaWA.gov> Sent: Friday, June 20, 2014 1:11 PM To: Diana Keys Subject: RE: Tukwila Village Building C - type 1 hood Hi Diana, That would be acceptable, I am aware of that exception and it has been used before on other projects. I did make a correction note on the permit, all that is needed is a reply with this information. I have no other concerns at this time. Thanks, alien jcfjanneeoes& Building Plans Examiner City of Tukwila 206-433-7163 AI.JohannessenaTukwilaWA.clov From: Diana Keys [mailto:dianak@johnsonbraund.com] Sent: Friday, June 20, 2014 12:38 PM To: Allen Johannessen Cc: Brandon Francom Subject: Tukwila Village Building C - type 1 hood Al, Per our phone conversation on Wednesday, you noted that the proposed location of the type 1 hood up -blast fan for the cafe kitchen was not in compliance with IMC 506.3.13.3. The hood exhaust outlet is located less than 10 ft to adjacent building wall. I spoke with our mechanical consultant and he noted that we would be utilizing the exception to allow 5 ft. min. separation as long as the exhaust is directed away from the building wall. He is proposing the use of a utility fan BI-RM style to direct the exhaust up and away from the wall. See attached cut sheet. Please let me know if you have any further questions or concerns on this issue. Thanks, Diana Keys Director of Housing ( LEED AP JOHNSON BRAUND, Inc. 15200 52nd Ave S Seattle, WA 98188 T 206-766-8300 dianaktt'Diohnsonbraund.com www.iohnsonbraund.com RECEIVED CITY OF TUKWILA JAN022014 Total Control Panel To: dianak@)iohnsonbraund.com Remove this sender from my allow list From: al.johannessenakukwilawa.gov You received this message because the sender is on your allow list. PERMIT CENTS in CORRECTION LTR# Dlq°111 ELMINDUSTRIES INC. SERIES BI Uthity Blower BI-RM Restaurant Model 400 Seriet Exhauster 60Q Series FC Utility BloWer, 8I. 8c?BI-RM DIMENSIONS MODEL DIMENSIONS (Inches) MODEL BI and BI-RM Series MODEL • Tukwila Village Phase 1 Community Building & Outdoor Plaza Public Art Objectives Artist Selection and Artwork Approval Process Public Art Objectives: 1) In order for the art to satisfy its role as Focal Points within the project, the applicant must receive approval from the DCD Director for a process prior to issuance of building permit. 2) The four areas identified are: • the roof cistern — near the entry to the Community Building capturing runoff from the roof of the Community Building (the "Cistern"); • the clock tower — near the southwest pedestrian entry to the Outdoor Plaza adjacent to S. 144th Street and the crosswalk from Tukwila Village Phase 2 (the "Clocktower"); and • the two (2) columns framing the stage in front of the Community Building (the "Sister Sculptures" or the "Sisters"). 3) The scope of work for the artist shall include the following minimum objectives: • scale sufficient to act as focal points and in balance with the adjacent structural elements; and • illumination (internal and/or external). 4) The artist review process shall include the Tukwila Arts Commission approval. Artist Selection Process: 1) Engage SEEDArts to coordinate artist selection and artwork approval process on behalf of the Developer. 2) Select Lead Artist from SEEDArts Public Art Roster for overall conceptual plan design and themes for creation of artwork and artist roster to be in place before open calls and jury selection and to create one of the focal point artworks. [Mary Coss was recommended by SEEDArts and selected by the Developer as Lead Artist.] 3) Create a Project Roster of Artists through an open call focused on Tukwila and South King County. Create additional project specific open calls as necessary to widen the artist pool. RECEIVED CITY OF TUKWILA JAN022014 1 LTR# PERMIT CENTER oLi g 4) Establish a Design Committee to make recommendations on artist selection and artwork approval process on behalf of the Developer. The Design Committee consists of the Developer, the SEEDArts Program Director, the Project Architect, and the Landscape Architect. 5) The Lead Artist was assigned by the Developer and Design Committee to create a proposal for the Cistern sculpture. The artist selection for the other focal point artworks (the Clocktower and the Sister Sculptures) will be based on an open call and jury selection process. Based on an initial meeting with the Tukwila Arts Commission to discuss potential Arts Commission involvement in the artist selection and artwork approval process, it was determined that an Arts Commission representative would be included on the selection juries for the Clocktower and the Sister Sculptures. Two (2) Arts Commission members volunteered and one (1) was assigned to join each of the two selection juries. 6) Artist Selection for Clocktower • Open call posted: Request for Qualifications for artists in the Pacific Northwest (subsequently expanded to a national call due to initial limited response). • Submissions were screened and three (3) finalists were selected by an internal SEEDArts jury including the Program Director and the Lead Artist and approved by the Developer and Design Committee. • Finalists to present proposals to a jury made up of stakeholders: the Developer, the Design Committee, the Lead Artist, the assigned Arts Commission representative, and an unaffiliated Community representative. [Artist Stu Schechter was unanimously selected by the jury.] • An arrangement was made for the artist selected by the jury [Stu Schechter] to make a presentation in an open community meeting at the Tukwila Community Center to gather feedback and support from the community. 7) Artist Selection for Sister Sculptures • Open call posted: Request for Proposals from artists from the SEEDArts Project Roster of Artists. • Submissions were screened and three (3) finalists were selected by an intemal SEEDArts jury including the Program Director and the Lead Artist and approved by the Developer and Design Committee. • Finalists to present proposals to a jury made up of stakeholders: the Developer, the Design Committee, the Lead Artist, the assigned Arts Commission representative, and an unaffiliated Community representative. [Anderson Studios was unanimously selected by the jury. The assigned Arts Commission representative failed to participate, causing the Developer to doubt the seriousness of the Arts Commission and question the value of the future involvement of the Arts Commission in the process.] 2 Artwork Approval Process: 1) Cistern • The Lead Artist shall present an initial proposal to the Developer and the Design Committee conceptual approval. • The Developer and the Design Committee shall provide feedback to the Lead Artist to clarify the scale of the proposed artwork, the relationship of the proposed artwork with the adjacent structural elements (the Community Building), and the nature of the illumination of the proposed artwork. • The conceptually approved artwork proposal (as clarified by the Developer and the Design Committee) shall become the basis for entering into an Artist Contract among the Lead Artist, the Developer and SEEDArts as Agent on behalf of the Developer to administer the Artist Contract. • Artist Contract shall detail the milestones and performance criteria for the design, development, production and installation of the conceptually approved artwork (including the process and timing of check -in, review and final approval). [An executed copy of the Artist Contract is attached hereto.] • A presentation to the Tukwila Arts Commission shall be arranged during the design/development stage. A full scale model would be unwieldy and prohibitively expensive. Accordingly, scaled two dimensional drawings and preliminary color and material samples shall be presented to the Arts Commission for preliminary approval, which approval shall not be unreasonably withheld. • A similar presentation in an open community meeting at the Tukwila Community Center shall be arranged immediately following the presentation to the Tukwila Arts Commission in order to gather feedback and support from the community. • Another presentation to the Tukwila Arts Commission will be arranged after the completion of the design/development stage and prior to the production stage. Again, a full scale model would be unwieldy and prohibitively expensive. Accordingly, scaled two (and, if practical, three) dimensional working drawings and final color and material samples will be presented to the Arts Commission for final approval, which approval shall not be unreasonably withheld, conditioned or delayed. • Updates including photographs shall be provided to the Tukwila Arts Commission during the production stage at approximately 50%, 75% and 100% completion to demonstrate progress and to generate excitement in the community. Because the Lead Artist is local, an open house at the Lead Artist's studio might be possible after substantial completion. 2) Clocktower • The artist selection process included the presentation of a conceptual proposal to the selection jury. 3 • The selection jury shall provide feedback to the artist selected by the jury to clarify the scale of the proposed artwork, the relationship of the proposed artwork with the adjacent structural elements (the Community Building, the Library and the adjacent Outdoor Plaza elements), and the nature of the illumination of the proposed artwork. • The artwork proposal by the selected artist (as clarified by the selection jury) shall become the basis for entering into an Artist Contract among the selected artist, the Developer and SEEDArts as Agent on behalf of the Developer to administer the Artist Contract. • Artist Contract shall detail the milestones and performance criteria for the design, development, production and installation of the conceptually approved artwork (including the process and timing of check -in, review and final approval). [An executed copy of the Artist Contract is attached hereto.] • A presentation to the Tukwila Arts Commission shall be arranged during the design/development stage. A full scale model would be unwieldy and prohibitively expensive. Accordingly, a scaled model, scaled two dimensional drawings and preliminary color and material samples shall be presented to the Arts Commission for preliminary approval, which approval shall not be unreasonably withheld. • A similar presentation in an open community meeting at the Tukwila Community Center shall be arranged immediately following the presentation to the Tukwila Arts Commission in order to gather feedback and support from the community. • Another presentation to the Tukwila Arts Commission will be arranged after the completion of the design/development stage and prior to the production stage. Again, a full scale model would be unwieldy and prohibitively expensive. Accordingly, a final scaled model, scaled two (and, if practical, three) dimensional working drawings and final color and material samples will be presented to the Arts Commission for final approval, which approval shall not be unreasonably withheld, conditioned or delayed. • Updates including photographs shall be provided to the Tukwila Arts Commission during the production stage at approximately 50%, 75% and 100% completion to demonstrate progress and to generate excitement in the community. 3) Sister Sculptures • The artist selection process included the presentation of a conceptual proposal to the selection jury. • The selection jury shall provide feedback to the artist selected by the jury to clarify the scale of the proposed artwork, the relationship of the proposed artwork with the adjacent structural elements (the Community Building, the Library and the adjacent Outdoor Plaza elements), and the nature of the illumination of the proposed artwork. • The artwork proposal by the selected artist (as clarified by the selection jury) shall become the basis for entering into an Artist Contract among the selected artist, the 4 Developer and SEEDArts as Agent on behalf of the Developer to administer the Artist Contract. [An executed copy of the Artist Contract is attached hereto.] • Artist Contract shall detail the milestones and performance criteria for the design, development, production and installation of the conceptually approved artwork (including the process and timing of check -in, review and final approval). • A presentation to the Tukwila Arts Commission shall be arranged during the design/development stage. A full scale model would be unwieldy and prohibitively expensive. Accordingly, a scaled model, scaled two dimensional drawings and preliminary color and material samples shall be presented to the Arts Commission for preliminary approval, which approval shall not be unreasonably withheld. • A similar presentation in an open community meeting at the Tukwila Community Center shall be arranged immediately following the presentation to the Tukwila Arts Commission in order to gather feedback and support from the community. • Another presentation to the Tukwila Arts Commission will be arranged after the completion of the design/development stage and prior to the production stage. Again, a full scale model would be unwieldy and prohibitively expensive. Accordingly, a final scaled model, scaled two (and, if practical, three) dimensional working drawings and final color and material samples will be presented to the Arts Commission for final approval, which approval shall not be unreasonably withheld, conditioned or delayed. • Updates including photographs shall be provided to the Tukwila Arts Commission during the production stage at approximately 50%, 75% and 100% completion to demonstrate progress and to generate excitement in the community. Because the artist (Anderson Studios) is local, an open house at the artist's studio might be possible after substantial completion. 4) Dispute Resolution • The Developer and the Design Committee shall not be required to subordinate their artistic tastes and preferences to the Tukwila Arts Commission or to any subset of the community or to the City. The Developer shall have final approval of any and all artwork not in violation of the Design Review decision of the Board of Architectural Review or applicable zoning, land use or building codes, subject to the approval of the Tukwila Arts Commission, which shall not be unreasonably withheld, conditioned or delayed. • The Developer cannot be forced to adopt changes in the artwork which it disapproves. In the event of any dispute with the Tukwila Arts Commission or the City, the Developer may request mediation or binding arbitration to resolve such dispute. Subject to mutual agreement on the mediation or binding arbitration process, the Developer shall be responsible for the cost of such mediation or binding arbitration process. Alternatively, the Developer shall have the right of judicial review to protect its rights under the Design Review decision of the Board of Architectural Review. 5 JOHNSON BRAUND INC. December 29, 2014 Bill Rambo City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Re: Responses to Correction Letter #1 Site Address: 14350 Tukwila International Boulevard Project No. D14-0178 Dear Bill, Please find below our responses to your correction letter dated June 24, 2014. The correction letter is attached for reference. Landscape responses to correction letter are addressed under separate cover by the Landscape Architect. Structural responses have been directed to Reid Middleton. BUILDING DEPARTMENT (Allen Johannessen) 1. Per our email correspondence on 6-20-2014 (and attached here for reference), we are utilizing the exception to IMC 506.3.13.3 to allow the Type 1 hood exhaust to be within 5ft. of the adjacent building wall. The fan style specified will direct exhaust away from the wall. PLANNING DEPARTMENT (Moira Bradshaw) 1. See attached response from LA Studio. 2. See attached for requested Art Process Narrative, provided by Owner. In addition to the revisions made per City of Tukwila comments, the following items have been revised from the permit submittal set: 1. CS: Revision dates and numbers have been modified. 2. ASO1: Plaza Plan was updated per revisions made by Landscape Architect. Parking statistics corrected. 3. A 100: Plaza Plan was updated per revisions made by Landscape Architect. 4. A102: note regarding type 1 hood exhaust added to roof plan. The plans sets have been replaced in their entirety. Any changes on the sheets have been clearly identified by clouding the changes and denoted with a sheet specific delta, dated 12-29-2014. We hope that this satisfies all of your correction letter comments. Your timely review of the revised submittal would be greatly appreciated. Please contact me if you have any further questions or comments. RECEIVED CITY OF TUKWILA JAN022014 www.johnsonbraund.com 15200 52nd Avenue South, Suite 300, Setgtfrhibro8rioN LTR# } Phone 206.766.8300 ARCHH EC 1 URE IN DESIGN D1± oii1 Page 2 Sincerely, JOHNSON BRAUND, INC. Diana Keys, Director of Housing Attachments: City of Tukwila Revision Submittal Form Correction Letter # 1 LA Studio Letter, dated 12-29-2014. Email correspondence dated 6-20-2014. Art Process Narrative City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director March 17, 2015 Diana Keys Johnson Braund Inc. 15200 52nd Ave S, Ste 300 Tukwila, WA 98188 RE: Request for Application Extension D14-0178 Tukwila Village Bldg C Dear Ms. Keys, This letter is in response to your written request for an extension to Application Number D14-0178. The Building Official has reviewed your letter and considered your request to extend the above referenced application. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional 90 days, through June 20, 2015 for the completion of application resubmittal and review. If you should have any questions, please contact our office at (206) 431-3670 extension 1. Sincerely, Bill Rambo Permit Technician File: Permit D14-0178 W:\Permit Center\Extension Letters\9pplications\2014\D14-0178App Extension Letter#2.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 JOHNSON BRAUND INC. March 17, 2015 Bill Rambo, Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Re: Permit Application Extension Request Site Address: 14350 Tukwila International Boulevard Project No. D14-0178 RECEIVED CITY OF TUKWILA MAR 17 2015 PERMIT CENTER Dear Bill, We received your letter dated December 05, 2014 notifying us that the building permit application for the Tukwila Village Building C is set to expire on March 11 th, 2014. Thank you for your follow-up reminder call this afternoon. At this point in time all plan review comments have been addressed from our end (comment response plans submitted 12-29-2014). We have not yet received notice that the plans are approved and ready for permit issuance. As you know, this is an important project for the City of Tukwila and involves many issues, phases & buildings. One of those critical items is the resubmittal and approval of the BLA / Lot Consolidation plans. This must occur and the new lots recorded before any building permits can be issued. We are requesting a permit application extension for the maximum allowed period of 90 days. This will insure that the BLA process is completed in time for issuance of building permits. Thanks for your consideration. Sincerely, JOHNSON BRAUND, INC. Diana Keys, Director of Housing Attachments: City of Tukwila Letter, dated 12-05-2014 Request for Extension # 2- Current Expiration Date: r 10 13 Extension Request: ft Approved for ! d days ❑ Denied (provide explanation) www.johnsonbraund.com Signature/Initialsg97-- 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 ARC HII E{_ LURE INTERIOR DESIGN City of Tukwila Department of Community Development December 5, 2014 DIANA KEYS 15200 52 AVE S #300 TUKWILA, WA 98188 RE: Application No. D14-0178 TUKWILA VILLAGE BUILDING C 14350 TUKWILA INTERNATIONAL BLVD Dear DIANA KEYS: Jim Haggerton, Mayor Jack Pace, Director Permit application D14-0178 for the work proposed at TUKWILA VILLAGE BUILDING C (14350 TUKWILA INTERNATIONAL BLVD) has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of UNDER REVIEW and is due to expire 03/11/2015. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, c Q ----p__oiL Bill Rambo Permit Technician File No: D14-0178 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 1 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director December 5, 2015 Diana Keys Johnson Braund Inc. 15200 52nd Ave S, Ste 300 Tukwila, WA 98188 RE: Request for Application Extension D14-0178 Tukwila Village Bldg C Dear Ms. Keys, This letter is in response to your written request for an extension to Application Number D14-0178. The Building Official has reviewed your letter and considered your request to extend the above referenced application. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional 90 days, through March 11, 2015 for the completion of application resubmittal and review. If you should have any questions, please contact our office at (206) 431-3670 extension 1. Sincerely, ifer PII shall it Tec ician File: Permit D14-0178 W:".Permit Center\Extension Letters\Applications\2014\D14-0178 App Extension Letter#1.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 r JOHNSON BRAUND INC. November 26, 2014 Jerry Hight, Building Official City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Re: Permit Application Extension Request Site Address: 14350 Tukwila International Boulevard Project No. D14-0178 RECEIVED CITY OF TUKWILA DEC 0 3 2014 PERMIT CENTER Dear Jerry, We received your letter dated November 03, 2014 notifying us that the building permit application for the Tukwila Village Building C is set to expire on December 11th, 2014. At this point in time the plan review is not completed. There are outstanding comments from planning and structural. The response submittal has been delayed to allow for project bidding and to incorporate value -engineering items together with the resubmittal. We have been contact with Moira Bradshaw for design review approval of these items prior to the resubmittal. As you know, this is an important project for the City of Tukwila and involves many issues, phases & buildings. One of those critical items is the resubmittal and approval of the BLA / Lot Consolidation plans. This must occur and the new lots recorded before any building permits can be issued. We are requesting a permit application extension for the maximum allowed period of 90 days. This will insure that the BLA process is completed in time for issuance of building permits. Thanks for your consideration. Sincerely, JOHNSON BRAUND, INC. ZeienA Diana Keys, Director of Housing Attachments: City of Tukwila Letter, dated 11-03-2014 CC: Jennifer Marshall, Permit Technician www.johnsonbraund.com Request for Extension # 1 Current Expiration Date: 11-1 Extension Request: Approved for g days Denied (provide explanation) Signature/Initials thy 15200 52nd Avenue South, Suite 300, Seattle, Washington 98188 Phone 206.766.8300 ARC HI I LC RL INTERIOR DESIGN City of Tukwila Department of Community Development November 3, 2014 DIANA KEYS 15200 52 AVE S, STE 300 TUKWILA, WA 98188 RE: Application No. D14-0178 TUKWILA VILLAGE - BUILDING C 14201-14399 TUKWILA INTL BLVD Dear DIANA KEYS: Jim Haggerton, Mayor Jack Pace, Director Permit application D14-0178 for the work proposed at TUKWILA VILLAGE - BUILDING C (14201-14399 TUKWILA INTL BLVD) has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire 12/11/2014. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, kir014a Marshall Technician FileT+les'D14-0178 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development June 24, 2014 DIANA KEYS 15200 52 AVE S, STE 300 TUKWILA, WA 98188 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D14-0178 TUKWILA VILLAGE - BUILDING C - 14350 TUKWILA INTERNATIONAL BL Dear DIANA KEYS, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • 1. The Type I hood exhaust outlet shows to be located too close to the building upper window wall section of the kitchen cafe approximately six and a half feet. Exhaust outlets shall be located not less than 10 feet horizontally from parts of the same or contiguous buildings or as indicated in the Exception: Exhaust outlets shall terminate not less than 5 feet horizontally from parts of the same or contiguous building, an adjacent building, adjacent property line and air intake openings into a building where air from the exhaust outlet discharges away from such locations. The other concern is where the exhaust from the exhaust outlet located close to and below the overhang where grease vapors could overtime collects on that overhang as well as the windows below that overhang which would be potentially damaging to that portion of the buildings components and could potentially create a fire hazard. Revise the design or provide a method that meets mechanical codes for Type I hood exhaust outlet for this building. (2012 IMC 506.3.13) • PLANNING DEPARTMENT: Moira Bradshaw at 206-431-3651 if you have questions regarding these comments. • Civil Plans C5 of 14 — modify paving in "loading area" for Building C. Landscape Plans Sheet L01 — provide a colored plan to show, and samples of, the eight paving finishes proposed. It's more complicated than what was presented at BAR and have some concerns about the effect. The bench shown to the west of the water area seems more of an obstacle. Does it face the lawn or the water? The snake piece reduces the lawn area, and the bands also limit the lawns' functionality for games. Somewhat concerned about this new icon presented. It's significant enough that the plaza could become the "snake plaza." Is that okay? There seems to be room to add another chess piece — consider making that whole area a board. Add two additional bike rakes Sheet L03 — Landscape details Are there more natives that can be incorporated into plant palette to ensure low maintenance vegetation per Statement of Purpose and Design Add an appropriate tree to the landscape bed on the west side of the lawn. Add more plants to raised beds between Library and Building C. Ensure plants chosen for landscape bed will provide softening and screening of pump house. Add ground cover to beds on the east and west window walls of Building C to ensure year round "seasonal" interest as well as resiliency because of the high traffic location. Climbing plants for trellis? Add a rosa to the east end of the bed between Bldg C and the chess area. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Sheet L12 Drawing #6 Planter curb (around the north side of Building C) —use a vertical pedestrian curb Drawing #4 — change the finished grade to a bermed finished so that the plants are more visible Drawing #5 — reduce depth of first wall from 2 feet to 18 inches to create a more comfortable depth for sitting and a less comfortable place for camping. (consider modifying the width of the bands) Add a detail for the round areas outside Building C's stage area Sheet L05 Add wall lights on the west walls of the lawn area Move wall lights from circular planters to seating walls around water area. Sheet L30 Please confirm that brackets are available for the light poles to hold hanging flower baskets and/or banners; Is there a bollard that would be more in keeping with the straight clean lines of the Pole light and the bike rack? The baffling around the light seems extraneous. General Supply description of Art review process per Condition #12 so that we may review the scope for the four focal points The water area is very spare. (See condition #13) It's unclear what the paving will be outside of A9 or the scale of A9. Please provide specifications for the other furnishings — there are a lot of tables and chairs indicated. Notes All trees to be retained within the clearing limits must be flagged and have tree protection measures in place prior to the start of work on any permit. A soils inspection is required after amending the soil, but before any plants are installed Prior to requesting a City landscape inspection, please provide a landscaping affidavit from the landscape architect, stating that the landscaping was installed per approved plans. Landscape inspection can occur any time after the plants are planted. You do not need to wait until the end of the project to schedule the landscaping inspection. As part of the landscaping inspection you will need to verify that the irrigation system is working properly All signage is reviewed and permitted under a sign permit application. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, c Bill Rambo Permit Technician File No. D14-0178 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton CIVIL ENGINEERING STRUCTURAL ENGINEERIN e PLANNING SURVEYING February 4, 2015 File No. 262014.005/00503 Mr. Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Tukwila Village Commons — Building C (D14-0178) Dear Mr. Hight: MOWED CM OF TUKW LA FEB O62015 PERMff We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. The comments below do not require a response from the permit applicant. Individual revised structural sheets were submitted in response to our initial and second plan review for insertion into the original drawing sets. The other sets of drawings should be reconciled in preparation for permit issuance. These revised sheets are: S1, S1.1, S2, S3, S4, S5, S6, S6.1, and S7. Note that revised structural sheets were submitted for all of the original structural sheets. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect has been informed that the city of Tukwila may require the issuance of additional permits. The following is a summary: 1. Concrete mix designs. 2. Design drawings for prefabricated wood shear wall panels (e.g., Simpson Strong -Tie, see also ICC-ES AC130 and ESR-2652). Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by Associated Earth Sciences, Inc., dated March 18, 2013 and amended on April 23, 2014. See IBC Sections 1705.6 and 1803. The following is a summary: 1. Site excavation and grading. 2. Overexcavation for placement of structural fill, where applicable. 3. Construction dewatering, where applicable. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Hight, Building Official City of Tukwila February 4, 2015 File No. 262014.005/00503 Page 2 4. Placement of structural fill and soil compaction. 5. Verification of soil -bearing capacity. 6. Installation of site and foundation wall subsurface drainage system. 7. Placement and compaction of foundation wall backfill. Structural special inspections. Special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1705.11. We assume the prefabricated structural steel members, steel structure, and wood shear wall panels will be fabricated by registered and approved fabricators. See IBC Section 1704.2.5.2. The following is a summary: 1. Concrete placement at concrete construction: continuous. 2. Reinforcement at concrete construction: periodic. 3. Installation of steel anchor bolts/rods in concrete: periodic. 4. Installation of steel anchor bolts/rods in at hold-downs of wood -framed, lateral force -resisting system: periodic. 5. Installation of concrete expansion, adhesive, and screw anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). 6. Fabrication of structural steel other than prefabricated structural steel members: periodic. 7. Installation of structural steel: periodic. 8. Welding of structural steel members for single -pass fillet welds (maximum 5/16- inch): periodic. 9. Welding of structural steel members for other than single -pass fillet welds (maximum 5/16-inch), where applicable: continuous. . 10. Installation and fastening of prefabricated steel structure: periodic. 11. On -site welding of structural steel at prefabricated steel structure for single -pass fillet welds (maximum 5/16-inch): periodic. 12. On -site welding of structural steel at prefabricated steel structure for other than single -pass fillet welds (maximum 5/16-inch), where applicable: continuous. 13. Fastening at wood -framed, lateral force -resisting system: periodic. 14. Installation and fastening of prefabricated wood shear wall panels, where applicable: periodic. See also IBC Section 1705.11.2 Structural tests. Tests by qualified special inspectors should be conducted. The following is a summary: 1. Testing of concrete for specified compressive strength, fc', air content and slump. Reid iddleton Mr. Hight, Building Official City of Tukwila February 4, 2015 File No. 262014.005/00503 Page 3 Structural submittals. Reports, certificates and other documents related to structural special inspections and tests should be submitted by the contractor, owner, or owner's authorized agent to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See IBC Sections 107.1, 107.3.4 and 107.3.4.1. See also the structural comments below. The following is a summary: 1. Submittal of certificates of compliance from the fabricators of prefabricated structural steel members at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. 2. Submittal of certificates of compliance from the fabricators of the prefabricated steel structures at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2 Enclosed are two stamped sets of the revised structural drawings, one set of the original architectural and structural drawings, geotechnical report, correspondence with the structural engineer, and structural calculations. If you have any questions or need additional clarification, please contact us. Sincerely, Rexi Middleton Inc. Corbin Hammer, P.E., S.E. Senior Engineer Enclosures Alan D. Findlay, P.E. Project Engineer cc: Diana Keys, Johnson Braund, Inc. (by e-mail) Gregg L. Allwine, Johnson Braund, Inc. (by e-mail) Matt Schmitter, Davido Consulting Group, Inc. (by e-mail) Kurt D. Merrimann, Associated Earth Sciences, Inc. (by e-mail) Jennifer Marshall, City of Tukwila (by surface mail and by e-mail) Brenda Holt, City of Tukwila (by e-mail) i:\26\planreview\tukwila\14\t023r1.doc\adf Reid iddleton Reid iddieton July 11, 2014 File No. 262014.005/00501 Mr. Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Tukwila Village Commons — Building C (D14-0178) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The design team should address the comments below. Responses to the review comments below should be made in an itemized letter form. We recommend that the permit applicant have the structural engineer respond and resubmit two full-sized sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 1. Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by Associated Earth Sciences, Inc., dated March 18, 2013 and amended on April 23, 2014. See IBC Sections 1705.6 and 1803. The following is a summary: a. Site excavation and grading. b. Overexcavation for placement of structural fill, where applicable. c. Construction dewatering, where applicable. d. Placement of structural fill and soil compaction. e. Verification of soil -bearing capacity. f. Installation of site and foundation wall subsurface drainage system. g. Placement and compaction of foundation wall backfill. CIVIL ENGINEERING STRUCTURAL ENGINEERIN PLANNING SURVEYING EVERF1 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Hight, Building Official City of Tukwila July 11, 2014 File No. 262014.005/00501 Page 2 Architectural 1. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect should recognize that the city of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. See also structural general comments below. The following is a summary: a. Concrete mix designs. b. Design drawings for prefabricated wood shear wall panels (e.g., Simpson Strong -Tie, see also ICC-ES AC130 and ESR-2652). Structural General 1. Structural special inspections. Special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1705.11. We assume the prefabricated structural steel members, steel structure, and wood shear wall panels will be fabricated by registered and approved fabricators. See IBC Section 1704.2.5.2. The following is a summary: a. Concrete placement at concrete construction: continuous. See also IBC Section 1705.3. b. Reinforcement at concrete construction: periodic. See also IBC Section 1705.3. c. Installation of steel anchor bolts/rods in concrete: periodic. See also IBC Sections 1705.3 and 1705.11. d. Installation of steel anchor bolts/rods in at hold-downs of wood -framed, lateral force -resisting system: periodic. See also IBC Sections 1705.3 and 1705.11. e. Installation of concrete expansion, adhesive, and screw anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. f. Fabrication of structural steel other than prefabricated structural steel members: periodic. See also IBC Section 1704.2.5. g. Installation of structural steel: periodic. See also IBC Section 1705.2 and AISC 360-10 Section N5. Reid iddleton Mr. Hight, Building Official City of Tukwila July 11, 2014 File No. 262014.005/00501 Page 3 h. Welding of structural steel members for single -pass fillet welds (maximum 5/16-inch): periodic. See also IBC Sections 1704.2.5, 1705.2, and AISC 360-10 Section N5. i. Welding of structural steel members for other than single -pass fillet welds (maximum 5/16-inch), where applicable: continuous. See also IBC Sections 1704.2.5 and 1705.2. j. Installation and fastening of prefabricated steel structure: periodic. See also IBC Sections 1704.2.5 and 1705.2. k. On -site welding of structural steel at prefabricated steel structure for single - pass fillet welds (maximum 5/16-inch): periodic. See also IBC Section 1705.2. 1. On -site welding of structural steel at prefabricated steel structure for other than single -pass fillet welds (maximum 5/16-inch), where applicable: continuous. See also IBC Section 1705.2. m. Fastening at wood -framed, lateral force -resisting system: periodic. See also IBC Section 1705.11.2. n. Installation and fastening of prefabricated wood shear wall panels: periodic. See also IBC Section 1705.11.2. 2. Structural tests. Tests by qualified special inspectors should be conducted. The following is a summary: a. Testing of concrete for specified compressive strength, f ', air content and slump. See IBC Sections 1705.3, 1901.2, ACI 318 Section 5.6. 3. Structural submittals. Reports, certificates and other documents related to structural special inspections and tests should be submitted by the contractor, owner, or owner's authorized agent to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See IBC Sections 107.1, 107.3.4 and 107.3.4.1. See also the structural comments below. The following is a summary: a. Submittal of certificates of compliance from the fabricators of prefabricated structural steel members at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. b. Submittal of certificates of compliance from the fabricators of the prefabricated steel structures at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. Reid iddleton Mr. Hight, Building Official City of Tukwila July 11, 2014 File No. 262014.005/00501 Page 4 4. The extent of each type of special inspection in the section of the structural notes on special inspection, Sheet S 1.1, should be specified for review (e.g., periodic or continuous). See IBC Section 1704.3.1(5). Refer to Section 1702.1 for the definitions of continuous special inspection and periodic special inspection. Refer to Sections 1704 and 1707 and the structural comment above to determine when continuous or periodic special inspection is required for each type of special inspection. 5. The snow load design data in the section of the structural notes on design criteria, Sheet Sl, should be revised by also specifying the ground snow load, Pg, flat -roof snow load, Pf, snow exposure factor, Ce, thermal factor, C,, and snow importance factor, L. See IBC Section 1603.1.3. 6. The wind load design data in the section of the structural notes on design criteria, Sheet S1.1, should be revised by also specifying the basic wind speed (3-second gust) V„it and Vasd, and applicable internal pressure coefficient (or building enclosure classification). See IBC Section 1603.1.4, IBC Section 1609.1, and IBC Section 1609.3. Also see http://www.atcouncil.org/windspeed/ for further information. 7. The specified compressive strength, f is required to be the greater of the values determined for structural strength and durability. The requirements for durability are based on the exposure classes assigned to each concrete structural member and the structural engineer is required to assign the exposure classes, which are based on severity of anticipated exposure. The drawings, however, do not appear to specify these requirements. The section of the structural notes on concrete, Sheet S 1.1, should be revised by specifying f'„ for structural strength and the exposure classes for durability. We recommend a table listing f, and exposure classes for freezing and thawing (Fx), sulfate (Sx), permeability (Px) and corrosion (Cx) for each applicable type of concrete structural member. See IBC Section 1901.2 and Sections 4.1.1 and 4.2.1 of ACI 318-11. See www.nrmca.org/P2P for further information. Note that ACI 318-11 defines "licensed design professional," in part, as "an individual who is licensed to practice structural design...and who is in responsible charge of the structural design." 8. Sheet S 1 appears to indicate that concrete foundation shall have a 28-day compressive strength of 3,000 psi. It appears that parts of the foundation will be exposed to the environment and so appears to be in Exposure Class F l by ACI 318-11 Section 4.2.1. Hence, by ACI Table 4.2.1 and Table 4.3.1, the minimum Reid iddleton Mr. Hight, Building Official City of Tukwila July 11, 2014 File No. 262014.005/00501 Page 5 28-day concrete compressive strength should be 4,500 psi. Please provide justification for using a lower strength or revise and resubmit Sheet S 1 indicating the concrete exposed to freeze -thaw cycles and the elements shall have a minimum strength of 4,500 psi. See IBC 1902.1 and Section 4.2 of ACI 318-11. 9. Special inspection is required for the fabrication of structural steel members on the premises of a fabricator unless the fabricator is registered and approved to perform such work without special inspection. We assume such a fabricator will be utilized for this project. Please verify. A note should be added to the section of the structural notes under structural steel, Sheet S1, specifying submittal by the contractor, owner, or owner's authorized agent to the building official of certificates of compliance from the fabricators of the structural steel at the completion of fabrication. See IBC Sections 1704.2.5, 1704.2.5.2 and 1705.2. 10. Based on our review, the installation of prefabricated wood shear wall panels is proposed. Special inspection is required for their fabrication on the premises of a fabricator unless the fabricator is registered and approved to perform such work without special inspection. We assume such a fabricator will be utilized for this project. Please verify. A note should be added to the section of the structural notes on Wood Structural Connections, Sheet S1, specifying submittal by the contractor, owner, or owner's authorized agent to the building official of certificates of compliance from the fabricators of the wall panels at the completion of fabrication. See IBC Sections 1704.2.5 and 1704.2.5.2. 11. Special Inspection Note 1 on S 1.1 appears to indicate the Seattle Building Code (SBC). Please revise this note to indicate the International Building Code (IBC) instead of the SBC. Foundation 12. Section 6.4 on Page 9 of the submitted geotechnical report indicates the project soils to be Site Class "E". A conventional shallow foundation system appears to have been chosen for this project. Section 1809.13 of the IBC indicates that seismic ties shall connect individual spread footing on soil defined as Site Class E so that the individual footings are interconnected. Please provide justification for not including the seismic ties per the IBC or please revise and resubmit the foundation to include the seismic ties as required by IBC Section 1809.13 Reid iddleton Mr. Hight, Building Official City of Tukwila July 11, 2014 File No. 262014.005/00501 Page 6 Vertical 13. The drawings are unclear as to how the V2- inch thick knife plate is connected to the '/2 -inch by 14-inch plate that is shown in Detail 10/S6. Are the plates to be connected via fillet welds or through complete or partial penetration welds? Please clarify how the plates are to be connected to allow for review. Note, we are aware of Note 3 under Structural Steel Welding on Sheet S 1, but no welding is indicated in Detail 10/S6. See IBC Section 1604.2. Lateral 14. The earthquake load design data in the section of the structural notes on design criteria, Sheet Sl, should be revised with respect to the design spectral response acceleration, SD]. The value shown appears to be low for a structure on site class E soil. Our review indicates the Sim value may be as high as 0.892g. The design may need to be revised. Please verify. See IBC Section 1603.3, 1603.1.5, and http://earthquake.usgs.gov/designmaps/us/application.php for further information. 15. It is unclear from the drawings and calculations how the strut and chord forces are handled around the corners of the building. There does not appear to be any positive members or connections where the exterior wall and diaphragm steps - out. Please provide substantiating data that shows the proposed design has the capacity to resist the chord and strut forces as required by the IBC, or revise and resubmit the drawings and calculations indicating members and connections that will satisfy the IBC requirements. See IBC Sections 1604.2, 1609.1, and 1613.1 as well as ASCE 7-10 Section 12.3.3.4. 16. The proposed design appears to have reentrant corners. Per IBC Section 1613.1 and ASCE 7-10 Sections 12.3 and 12.3.3.4, the chord and collector forces shall be increased 25 percent due to the horizontal irregularity of the reentrant corner conditions. Please provide substantiating data, such as additional calculations, that indicate the proposed design has the design capacity to resist the required IBC requirements. The proposed design may need to be revised. Please verify. 17. The drawings and calculations are unclear as to the capacity of Detail 10/S6 to transfer the collector force from one 5 1/8 glued -laminated beam to another glued -laminated beam on its way to the shear wall below. Please provide substantiating data, such as additional calculations, that indicate the proposed design has the design capacity to resist the required IBC loadings. The proposed Reid iddleton Mr. Hight, Building Official City of Tukwila July 11, 2014 File No. 262014.005/00501 Page 7 design may need to be revised. Please verify. See IBC Sections 1604.2 and Section 1613.1 as well as ASCE 7-10 Section 12.3.3.4. 18. The drawings and calculations are unclear as to the connection of the 11/2 LSLs to each other so as to transfer the collector force on its way to the shear wall below. Please provide substantiating data, such as additional calculations, that indicate the proposed design has the design capacity to resist the required IBC loadings. The proposed design may need to be revised. Please verify. See IBC Sections 1604.2 and Section 1613.1 as well as ASCE 7-10 Section 12.3.3.4 Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. txxi Paul N. Crocker, P.E., S.E. Senior Engineer ozi Alan D. Findlay, P.E. Project Engineer cc: Diana Keys, Johnson Braund, Inc. (by e-mail) Gregg L. Allwine, Johnson Braund, Inc. (by e-mail) Matt Schmitter, Davido Consulting Group, Inc. (by e-mail) Kurt D. Merrimann, Associated Earth Sciences, Inc. (by e-mail) Jennifer Marshall, City of Tukwila (by surface mail and by e-mail) Brenda Holt, City of Tukwila (by e-mail) o:\doc\26\planrevw\bellevue\14\t005r1.doc\adf Reid iddleton City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director June 19, 2014 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D14-0178 Tukwila Village Community Commons — Building C Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2012 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670, extension 1. Sincerely, r . j,d? c, ivue encl File: D14-0178 W:\Permit CentersStructural Review\D14-0178 Structural Review.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Public Health La Seattle & King County SELE—KING CO. PUBLIC HEALTH ENVIRONMENTAL HEALTH SERVICES 05-23-2014 FRI #0 11 FOOD PLAN REV 804,00 HECK 804.00 JEANETTE N 6704 10:12TM ;ed? ❑ Less the 3 months ❑ 3 mos. to one year ❑Over one year ❑ Don't Know Plan to open by: 1st quarter 2016 Proposed Number of Seats: (24) cafe, (30) outdoor, (107) community rm. Sewage Treatment: 0 Sewer ❑ On -Site Septic For City of Seattle, DPD Project # 2014 Plan Review Application for a Permanent Food Service Business iobile food business or Limited Food Service business, use the Mobile Plan Review Application) (Please Print) ❖Service Request ffe(cafe tenant)/Tukwila Village Development. Assoc. LLC (catering kitchen) 350 Tukwila International Boulevard d service business? ® Yes, former name: City: Tukwila, WA Zip: 98188 C►; No ® Don't Know Plan Review Fee (see pg 2 in Plan Guide). (Make checks payable to: "SKCDPH") Fee is nonrefundable Q New Construction (includes installing a new kitchen OR re -permitting an existing kitchen that has not been used for one year or more) ($804 base fee covers the first 4 hrs of plan review) ❑ Remodel (changes or add to an existing kitchen) ($603 base fee covers the first 3 hrs of plan review) ❑ Multiple Permit Establishment ($603 base fee for each separate area covers the first 3 hrs of plan review for each area) Please note: plan review fees are non-refundable and plan review time beyond the base will be charged at the rate of $201 per hour. You will pay a separate permit fee before opening. Business Owner Information *Requester Owner Name(s): Tukwilla Village Development Associates, LLC Mailing Address: 201-27th Avenue SE, Bldg A, suite300 City: Puyallup State: WA Zip: 98374 Phone No.'s 253-231-5001 Email: bryanp@housing4seniors.com Fax (Optional): Applicant Information (If not the business owner) .'Plan Check Contact Person (Applicant or Agent) Name(s): Diana Keys Business Name: Johnson Braund, Inc. Phone No.'s 206-766-8300 Mailing Address: 15200 52nd Avenue South, suite 200 City: Seattle State: WA Zip: 98188 Email: dianak@johnsonbraund.com Fax (Optional): Office Use Only Date Submitted: Variance SR Approval Date: Notes:. Please submit your application to: DOWNTOWN SEATTLE 401 - 5th Avenue, Suite 1100 Seattle, WA 98104 (206) 263-9566 Available in alternative format upon request pursuant to ADA er PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0178 DATE: 01/02/14 PROJECT NAME: TUKWILA VILLAGE BUILDING C SITE ADDRESS: 14350 TUKWILA INTERNATIONAL BL Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: AT 4-WC Building Division mg Public Works Fire Prevention Structural ni 0 4 Planning Division 0. Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 01/06/15 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 02/03/15 [yf Notation: REVIEWER'S INITIALS: DATE: Permit CenterUse Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0178 DATE: 06/11/14 PROJECT NAME: TUKWILA VILLAGE - BUILDING C SITE ADDRESS: 14350 TUKWILA INTERNATIONAL BLVD X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: c'Y- Duet° .H'1 Building Division NE V WM /kIV (i o(D'it 4Ld Public Works S /6t/^ AU( (01 M 11 Fire Prevention II lak S to- Structura MOf, COS Cif 1'11,4 Planning Division r Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 06/17/14 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved n Corrections Required L (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 07/15/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: (0, 3144 LI Departments issued corrections: Bldg a Fire ❑ Ping PW ❑ Staff Initials: 1114 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 12/29/2014 Plan Check/Permit Number: D 14-0178 Response to Incomplete Letter # Response to Correction Letter # 1 Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Tukwila Village - Building C Project Address: 14350 Tukwila International Boulevard, Tukwila, WA 98188 Contact Person: Diana Keys - Johnson Braund Inc. Phone Number: (206) 766-8300 Summary of Revision: Revisions made were in response to correction letter dated June 24, 2014. "rrvilePritillb k'1M,�p JAN 02 2015 rIENMIT CENTER Sheet Number(s): Plan Set replaced in its entirety, and revisions identified by delta 1 dated 12-29-2014. "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: '/4, Entered in Permits Plus on H:\Applications\Fonns-Applications On Line\2010 Applications\7-2010 - Revision Submittal.doc Revised May 2011 City of Tukwila CERTIFICATE OF WATER AVAILABILITY Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: hopilwww.atukwila.waus PERMIT NO.: Part A: To be completed byapplicant Site address (attach map and legal description showing hydrant location and size of main): NEC & SEC of International Blvd. and S. 144th St. -Qwnerlaformatiaa Agent/Coutact Person Name: Tukwila Village Development Assoc., Inc. Name: Ali Sadr, Barghausen Consulting Engineers Address: 201-27th Ave. S.E., Puyallup, WA 98374 Address: 18215-72nd Ave. S., Kent, WA 98032 Phone: (253) 231-5001 Phone: (425) 251-6222 This certificate is for the purposes of: 0 Residential Building Permit 0 Preliminary Plat 0 Commercial/Industrial Building Permit 0 Rezone ❑ Short Subdivision 21 Other Mix -Use Residential/Comm Estimated number of service connections and water meter size(s): 6 connections with meter sizes ranging from 1-inch to 3-inch Vehicular distance from nearest hydrant to the closest point of structure is 40 ft. Area is served by (Water Utility District): King County Water District No. 125 2/8/2013 Date PartB: To be completed by water utility district 1. The proposed project is within 2. ❑ No improvements required. u K .u.-Pt K ► "'1 (City/County) 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: lJ E V a t_O PE -cis x re'N5 t.iae1 Li_ l3 F AEc .1kr1 Fc, Q. Ti , 5 PRcu-Ecr. ao A i LA- 8 LE i i LAMTE t t7 , smic r Q 7 ; cF , F AJ ,v /- r :p FD (Use separate sheet if more room Ls needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 3100 gpm at 20 psi residual for a duration of 2 hours at a velocity of Q , 5 fps as documented by the attached calculations. 5. Water availability: ❑Y —Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in hem B-2 are met. ❑ System is not capable of providing service to this project. 1 hereby certify that the above information is true and correct. Kaa C_ci..,)r L ATEA O tST A.icT'#(2'5 Agenc) Phone data- 2,42--7547 By P-I% 0 1 7 8 2-t1-i3 Date EA.paREs 6i-1(ty) RECEIVED ..ITY OF TUKWILA JUN 1 1 2014 Painted: 9.16-03 'wired: 8-2009 'ERMIT CENTER Certificat6 of Water Availability King County Water District N. . 12 5 The following tenns and conditions apply to the attached Certificate of Aveliability ("Certificate") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of Tukwila rCity). This Certificate is issued at the request of the City and Is not assignable or transferable to any other party. Further, no third person or party shah have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the Cky or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the Issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certlflcate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District uitlky service to the real property which is the subject of this Certificate shah be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature . _ _ Date aL' rl3 District Representative Maajd , 4.4.52j, Date 2 ! l 13 14816 Mill + Road South P.O. Box 6z�50 Tukwila, WA 98168 Phone: (206) 242-3236 Fax: (206) 242-1527 CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY Residential: $50 Commercial: $100 3 Certificate of Sewer Availability OR ❑ Certificate of Sewer Non -Availability Part A: (To Be Completed by Applicant) Purpose of Certificate: a Building Permit U Preliminary Plat or PUD ❑ Other U Short Subdivision ❑ Rezone Proposed Use: ❑ Residential Single Family ra Residential Multi -Family ES Commercial ❑ Other Applicants Name: Ali Sadr, Barghausen Consulting Engineers Phone: (425) 251-6222 Property Address or Approximate Location: Tax Lot Number: NEC/SEC International Blvd. & S. 144th St. See attached Legal Description(Attach Map and Legal Description if necessary): See attached plan Part B: (To Be Completed by Sewer Agency) 1. U a. Sewer Service will be provided by side sewer connection only to an existing size sewer feet from the site and the sewer system has the capacity to serve the proposed use. OR M b. Sewer service will require an improvement to the sewer system of: U (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) the construction of a collection system on the site; and/or. al (3) other (describe): Set l s' c17 c e, ryic-fi o', o f of ►De✓c. to" .- EXfGKJioh PC, Itorqy il.r I'"c, s^e(Oc-aT'iivet . 2. (Must be completed if 1.b above is checked) 14 a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR U b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. 1 a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ O, o f" / s L )`� b ✓, 41+1 a. District Connection Charges due prior to connection: aecq GFC: $ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) A King County/METRO Capacity Charge will be billed directly by King County after connection to the sewer system. b. Easements: INI Required U May be Required e c. Other. C k Q •.f 4-s '10 Lac. ca% c v f 4.1e•/ b o/t d v 0"7 I"i % hive - ex, 0 gni •S a etel 4.,t^.if CV vwf1 RECEIVED CITY OF TUKWI _A I hereby certify that the above sewer agency information is true. This certification shall be vaTiWibrrolle etr fro he date of signature. PERMIT CENTER R017R /Ii/2c7i 3 Date ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ("District") Certificate of Sewer Availability/Non-Availability ("Certificate"). 1. This Certificate is valid only for the real property referenced herein ("Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. Iacknowledge thatlhave received the Certificate of Sewer Availability/Non-Availability and this Auachment, and fully understand the terms and conditions herein. t) Applicant's Signature Date 2/8/2013 Art INTER -CITY CONTRACTORS INC Home Espanol Contact Search L&I Page 1 of 3 Safety & Health Claims & Insurance CIWashington State Department of Labor & Industries A-7; Index Help My I.8:I Workplace Rights Trades & Licensing INTER -CITY CONTRACTORS INC Owner or tradesperson Principals HERRING, GREGORY ROBERT, PRESIDENT Doing business as INTER -CITY CONTRACTORS INC WA UBI No. 602 278 639 PO BOX 82405 KENMORE, WA 98028 425-806-8560 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. ...................................... ............................ Meets current requirements. License specialties GENERAL License no. INTERCI977PZ Effective — expiration 10/09/2003-10/12/2017 Bond ..........._. CBIC Bond account no. LB9377 $12,000.00 Received by L&I Effective date 10/13/2004 10/08/2004 Expiration date Until Canceled Insurance ................. Indian Harbor Ins Co Policy no. ESG3000956 $1,000,000.00 Received by L&I Effective date 09/28/2015 10/08/2015 Expiration date 10/08/2016 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. LSI Tax debts No L&l tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602278639&LIC=INTERCI977PZ&SAW= 7/14/2016 INTER -CITY CONTRACTORS INC Workers' comp Page 2 of 3 Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 055,703-00 .............._.. Doing business as INTER -CITY CONTRACTORS INC Estimated workers reported Quarter 1 of Year 2016 "4 to 6 Workers" L&I account representative T4 / TERRI MADISON (360)902-4654 - Email: KIRT235@Ini.wa.gov Account is current. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 01/07/2016 Inspection no. 317938934 Location 19501 40th Ave West Lynnwood, WA 98036 Inspection results date 07/29/2015 Inspection no. 317937222 Location 5525 244th Street SW Mountlake Terrace, WA 98043 Inspection results date 08/07/2014 Inspection no 317403483 Location 1524 South 328th St. Federal Way, WA 98003 Inspection results date 08/16/2013 Inspection no. 316752245 Location 14002 Linden Ave North Seattle, WA 98133 Inspection results date 03/11/2013 Inspection no. 316579903 Location 14002 Linden Ave. North Seattle, WA 98116 Inspection results date 01/10/2013 Inspection no. 316396670 No violations No violations No violations No violations No violations Violations https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602278639&LIC=INTERCI977PZ&SAW= 7/14/2016 INTER -CITY CONTRACTORS INC Location 14027 Lake City Way NE Seattle, WA 98125 Page 3 of 3 Inspection results date 06/05/2012 Inspection no. 316251628 Location 14027 LakeCity WAY NE Seattle, WA 98125 Violations © Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602278639&LIC=INTERCI977PZ&SAW= 7/14/2016 COM UNI COM ONS TUKWILA VILLAGE - BUILDING C CAFE BUILDING PERMIT #: D14-0178 PHASE ONE TUKWILA, WASHINGTON of PROJECT TEAM PROJECT AGENCIES PROJECT SITE DATA SHEET INDEX PROJECT RENDERING ;NORTHWEST CORNS IEWED FROM PLAZA` `. VICINITY MAP OWNER: GENERAL CONTRACTOR: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 201-27TH AVENUE SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 TEL : (253) 231-5001 CONTACT: BRYAN PARK INTER -CITY CONTRACTORS, INC. 17425 68TH AVE NE KENMORE, WA 98028 TEL: (425) 806-8560 FAX: (425) 806-8566 CONTACT: GREG HERRING ARCHITECT: JOHNSON BRAUND, INC. 15200 52ND AVE SOUTH, SUITE 300 SEATTLE, WASHINGTON 98188 TEL : (206) 766-8300 CONTACT: DIANA KEYS STRUCTURAL DAVIDO CONSULTING GROUP, INC. ENGINEER: 15029 BOTHELL WAY NE, SUITE 600 LAKE FOREST PARK, WASHINGTON 98155 TEL : (206) 523-0024 CONTACT: MATT SCHMITTER CIVIL ENGINEER: GEOTECH ENGINEER: LANDSCAPE ARCHITECT: KITCHEN CONSULTANT: BARGHAUSEN ENGINEERS 18215 72ND AVE. S. KENT, WASHINGTON 98032 TEL: (425) 251-6222 FAX: (425) 251-8782 CONTACT: ALI SADR ASSOCIATED EARTH SCIENCES, INC. 911 FIFTH AVENUE, SUITE 100 KIRKLAND, WA 98033 TEL: (425) 827-7701 FAX: (425) 827-5121 CONTACT: KURT MERRIMAN, P.E. THE LA STUDIO,LLC 15200 52ND AVE SOUTH, SUITE 100 SEATTLE, WASHINGTON 98188 TEL: (206) 766-8300 FAX: (206) 766-8080 CONTACT: MEL EASTER / CHRIS PETERSEN BARGREEN ELLINGSON 6626 TACOMA MALL BLVD. TACOMA, WASHINGTON 98409 TEL: (253) 475-9201 FAX: (253) 671-8484 CONTACT: DAVID STOOPS ENERGY 360 ANALYTICS COMPLIANCE: 9750 3RD AVENUE NE, SUITE 405 SEATTLE, WASHINGTON 98115 TEL: (206) 557-4732 CONTACT: LUKAS HOVEE TRAFFIC ENGINEER: PARAMETRIX, INC. 411 108TH AVENUE NE, SUITE 180 BELLEVUE, WA 98004-5571 TEL: (425) 458-6200 FAX: (425) 458-6363 CONTACT: BRIAN WOODBURN PLANNING ZONING / LAND USE DEPARTMENT: BUILDING PERMIT: FIRE DEPARTMENT: PUBLIC WORKS DEPARTMENT: CITY OF TUKWILA COMMUNITY DEVELOPMENT DEPARTMENT PLANNING DIVISION 6300 SOUTHCENTER BLVD., SUITE 100 TUKWILA, WA 98188 TEL : (206) 431-3670 CONTACT: MOIRA BRADSHAW CITY OF TUKWILA COMMUNITY DEVELOPMENT DEPARTMENT PLANNING DIVISION 6300 SOUTHCENTER BLVD., SUITE 100 TUKWILA, WA 98188 TEL : (206) 431-3670 TUKWILA FIRE DEPARTMENT HEADQUARTERS - STATION 51 444 ANDOVER PARK EAST TUKWILA, WA 98188 TEL : (206) 575-4404 CITY OF TUKWILA PUBLIC WORKS ADMINISTRATION / ENGINEERING 6300 SOUTHCENTER BLVD. TUKWILA, WA 98188 TEL : (206) 433-0179 HEALTH KING COUNTY PUBLIC HEALTH DEPARTMENT: ENVIRONMENTAL HEALTH DIVISION FOOD & FACILITIES SECTION 401 5TH AVENUE, 11TH FLOOR SEATTLE, WA 98104 TEL : (206) 296-9750 CONTACT: DIANE AGASID ADDRESS: 14350 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA, WA 98188 LEGAL DESCRIPTION: NEW PARCEL C, PER LOT CONSOLIDATION FILE NO. L13-021 THAT PORTION OF SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, WILLAMETTE MERDIAN. SEE ARCHITECTURAL SITE PLAN AS01 FOR COMPLETE LEGAL DESCRIPTION ASSESSORS PARCEL NUMBER: TO BE RECORDED W/ LOT CONSOLIDATION SITE AREA: 31,863 S.F. (.73 ACRE) ZONING: NCC: NEIGHBORHOOD COMMERCIAL CENTER & URO: URBAN RENEWAL OVERLAY DISTRICT SEE ARCHITECTURAL SITE PLAN AS01 FOR DETAILED ZONING SUMMARY PROJECT DESCRIPTION LAND USE APPROVALS TUKWILA VILLAGE IS A 3 PHASE DEVELOPMENT OF A MIXED -USE NEIGHBORHOOD CENTER DESIGNED TO PROVIDE RESIDENCES AS WELL AS NEIGHBORHOOD RETAIL AND RESOURCES. THE PROJECT IS TO FULLFILL THE VISION FOR TUKWILA VILLAGE AND TERMS OF THE DISPOSITION AND DEVELOPMENT AGREEMENT FOR THE PROJECT. BUILDING C IS THE SECOND BUILDING IN PHASE ONE OF TUKWILA VILLAGE AND INCLUDES: THE INDOOR COMMUNITY COMMONS (DDA 2.8 C): CONSTRUCTION OF A ONE STORY BUILDING CONTAINING A LARGE COMMUNITY ROOM, A CAFE/COFFESHOP AND ACCOMPANYING SUPPORT KITCHENS & STORAGE. AS REQUIRED PER DDA SECTION 2.8.C, THE USEABLE AREA OF THE COMMUNITY SPACES SHALL BE A MINIMUM OF 2,000 SF. THE COFFESHOP IS TO SATISFY DDA SECTION 2.11 RESTAURANT RETAIL SPACE COVENANT. OUTDOOR PLAZA (DDA 2.8B) CONSTRUCTION OF OUTDOOR PLAZA AREA WITH A VARIETY OF LANDSCAPE, HARDSACPE AND ACTIVITY AREAS. AS REQUIRED PER DDA2.8.B THE PLAZA AREA SHALL BE A MINIMUM OF 20,000 SF. REFERENCE SHEET A001 CODE & DETAILED BUILDING/SITE STATISTICS. DEVELOPMENT AGREEMENT: TUKWILA VILLAGE DISPOSITION AND DEVELOPMENT AGREEMENT DATE: 10-30-2012 CITY COUNCIL APPROVAL DDA SECTION 2.8.B: EXHIBIT "R" OUTDOOR PLAZA STATEMENT OF PURPOSE & DESIGN DDA SECTION 2.8.C: EXHIBIT "S" INDOOR COMMONS STATEMENT OF PURPOSE & DESIGN SEPA: FILE NUMBER E13-011 DETERMINATION OF NON -SIGNIFICANCE DATE: 8-07-2013 APPROVAL BLA/LOT CONSOLIDATION: FILE NUMBER L13-021 IN PROCESS DATE: SPECIAL PERMISSION PARKING VARIANCE: FILE NUMBER L13-031 DATE: 10-09-2013 APPROVAL PHASE ONE BLDGS. A & C DESIGN REVIEW: FILE NUMBER L13-030 DATE: 11-27-2013 APPROVAL W/ STAFF RECOMMENDATIONS PLANNER: MOIRA BRADSHAW (206) 431-3651 SOu".>+C�r+ Mr 9,ts • Y PLANNING APPROVED • No changes .can be made. to these plans without approval from the Planning Division of DM Approved By: k )Y'tIk3I1iM) Date: 4- VP' I� REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. RATE MIT AND OVAL UIRED SHEET # SHEET TITLE ISSUE DATE REV # 0 - ARCHITECTURAL COVER SHEET CS COVER SHEET 12/29/2014 1 1 - SITE PLAN AS01 ARCHITECTURAL SITE PLAN & ZONING NOTES 6/16/14 1 2-SURVEY 1 ALTA/ACSM LAND TITLE SURVEY 9/01/11 2 ALTA/ACSM LAND TITLE SURVEY 9/01/11 3 ALTA/ACSM LAND TITLE SURVEY 9/01/11 3 - CIVIL C1 COVER SHEET 12/29/2014 C2 HORIZONTAL CONTROL PLAN 12/29/2014 C3 DEMOLITION PLAN 12/29/2014 C4 T.E.S.C. PLAN 12/29/2014 C5 GRADING PLAN 12/29/2014 C6 STORM DRAINAGE PLAN 12/29/2014 C7 STORM DRAINAGE PROFILES 12/29/2014 C8 TUKWILA INTL BLVD IMPROVEMENT PLANS 12/29/2014 C9 PLAZA DETAILED GRADING PLAN 12/29/2014 C10 DETENTION TANK PLAN & PROFILE 12/29/2014 C11 STORM DRAINAGE NOTES & DETAILS 12/29/2014 C12 STORM DRAINAGE NOTES & DETAILS 12/29/2014 C13 T.E.S.C. NOTES & DETAILS 12/29/2014 C14 CONSTRUCTION NOTES & DETAILS 12/29/2014 R1 S. 144TH ST. RDWAY IMPROVEMENTS PLAN & PROFILE 12/29/2014 R2 S. 144TH ST. CHANNELIZATION PLAN 12/29/2014 4-ARCHITECTURE A001 CODE DATA 6/16/14 A002 GENERAL NOTES 6/16/14 A003 ACCESSIBILITY NOTES & DETAILS 6/16/14 A004a ENERGY CALCULATIONS 6/16/14 A004b ENERGY CODE CALCULATIONS 6/16/14 A005 WALL, ROOF, & FLOOR ASSEMBLY TYPES 6/16/14 A100 FLOOR PLAN 6/16/14 A101 REFLECTED CEILING PLAN 6/16/14 A102 ROOF PLAN 6/16/14 1 A200 EXTERIOR ELEVATIONS 6/16/14 A201 EXTERIOR ELEVATIONS 6/16/14 A300 BUILDING SECTIONS 6/16/14 A301 BUILDING SECTIONS 6/16/14 A310 WALL SECTIONS 6/16/14 A311 WALL SECTIONS 6/16/14 A400 INTERIOR ELEVATIONS & FINISH SCHEDULE 6/16/14 A500 EXTERIOR DETAILS 6/16/14 A501 EXTERIOR PLAN DETAILS 6/16/14 A502 EXTERIOR SIDING & WINDOW FLASHING DETAILS 6/16/14 A503 EXTERIOR DETAILS - WEATHER BARRIER & FLASHING SYSTEMS 6/16/14 A510 INTERIOR DETAILS 6/16/14 A600 DOOR & WINDOW SCHEDULES & ELEVATIONS 6/16/14 A601 STOREFRONT SCHEDULE & ELEVATIONS 6/16/14 5-STRUCTURAL S1 GENERAL NOTES 12/29/2014 1 S1.1 GENERAL NOTES (CONT.) 12/29/2014 1 S2 FOUNDATION PLAN 6/16/14 S3 ROOF FRAMING PLAN 6/16/14 S4 SHEARWALL PLAN 6/16/14 S5 FOUNDATION DETAILS 12/29/2014 1 S6 ROOF FRAMING DETAILS 12/29/2014 1 S6.1 ROOF FRAMING DETAILS (CONT.) 6/16/14 S7 SHEARWALL DETAILS 6/16/14 6 - KITCHEN K1 FOODSERVICE EQUIPMENT PLAN 6/16/14 K2 EQUIPMENT SCHEDULE 6/16/14 K3 ELECTRICAL ROUGH -IN PLAN 6/16/14 K4 PLUMBING ROUGH -IN PLAN 6/16/14 7-LANDSCAPE LO1 SITE LAYOUT PLAN 12/29/2014 1 L02 PLAZA LAYOUT ENLARGEMENTS 12/29/2014 1 L03 LANDSCAPE PLAN 12/29/2014 • 1 L04 IRRIGATION PLAN 12/29/2014 1 L05 LIGHTING PLAN 12/29/2014 1 L10 SITE DETAILS 12/29/2014 1 L11 SITE DETAILS 12/29/2014 1 L12 SITE DETAILS 12/29/2014 1 L13 SITE DETAILS 12/29/2014 1 L14 SITE DETAILS 12/29/2014 1 L15 SITE DETAILS 6/16/11 REMOVED L16 LANDSCAPE DETAILS, LEGEND, & NOTES 12/29/2014 1 L20 PLAZA IRRIGATION DETAILS 6/16/14 L21 IRRIGATION DETAILS, LEGEND, & NOTES 12/29/2014 1 L22 IRRIGATION SPECIFICATIONS 6/16/14 L30 LIGHTING DETAILS 12/29/2014 1 rand total: FILE COPY Parmft o. 9[4- 011E Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Cop I'c ditions is acknowledged: By: Date: 07 6 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 0 2 2015 PERMIT CENTER SEPARA; F PERMIT REQUIRED FOR: L1ecnanical Ly Electrical C,r,Plumbing Lh Gas Piping City of Tukwila , BUILDING DIVISION JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT =REG L. ALLWINE ATE OF WASHINGTON 0 .c 0 VE/PERMIT COMMENTS O "zr �r 00 CV CV NCO r r in O O 0 N O) N ISSUE DATE: 12/29/2014 co N Z 0 0 V 1 IMMO Op•' BID SE1 z w iL U z z z z In z 0 0 z wW 0. a w g 12/31/2014 3:37:40 PM \ \\\\C \ \\', \ • \\\ \ \\ wax \ \\\�>\ \ C:\Users\BrandonF\Documents\1026-Tukwila Village Community Commons_BrandonF.rvt FILE NAME: \ BUILDING A / PARCEL A \\,\ \s. 6-STORY/84 MIXED -USE UNIT 163 ts, Al( \-17 -12 • PROPOSED LIBRARY KCLS PARCEL D ZONING: NCC/UROD / / \X7 \ Vx \\ /: \ l!'--/'</\ X >X. \7' SHARED PARKING ON ADJACENT PARCEL B / BUILDING C COMMONS PARCEL C ZONING: NCC/UROD EL. 294.00 FF BUILDING AREA: 4,099 SF q. / i/////‘'(>74 / 7 •;..,<.\' '::: 2 ‘„,- ..2> \ • zz • / '.. \'1\::::'&\::':,</,,// +°04, //\\\\/\< / > \ 2\ //\\ • PROPOSED (FUTURE) BUILDING B ZONING: NCC/UROD / Nv /X PLAZA \.0 \ i!i: \ ,‹C‘ \K \‘.• ////////://x, • / \/\, t. \\ PARCEL C PROPERTY LINE - \\\\-\ :?/\"; \ • • • 1:: \ ..<N> \ /1\-::::"\\\'\1:711\./\\ x \ii \ /,‘,/,\ \ xx ,,,,>:// \\,,,,,,1 z,11\::: \-4:/:: \//. \ ::N::: k/r. 11155/<‘‘,/, \i/X72/.\iir, 1/..\‘72/. r,..2/ N.,/‘V....:;>:;,\-/;11'.>\ /.\-.'‘I‘ 1 ' '/: 1.°/- / r,k‘l \ ,,,_zy xv7,7, 77 /7\ 72 77 / PROPOSED BUILDING Es ARCHITECTURAL SITE PLAN • PROJECT DATA OWNER: TUKVVILA VILLAGE DEVELOPMENT ASSOCIATES, LLC. PROJECT LOCATION: ASSESSOR'S PARCEL NUMBERS: TO BE ASSIGNED UNDER NEW BOUNDARY LOT LINE ADJUSTMENT, FILE NO. SITE AREA: 31,863 S.F. (73 ACRES) DESCRIPTION: CITY OF TUKVVILA, KING COUNTY, WASHINGTON - SEE COMPLETE LEGAL DESCRIPTION BELOW PARKING PARCEL C: (11) SURFACE STALLS PROVIDED ON -SITE SEE SHEET A001 FOR SHARDED STALLS ON OFF -SITE PARCELS ZONING: NEIGHBORHOOD COMMERCIAL CENTER (NCC)(TMC 18.22.080) URBAN RENEWAL OVERLAY DISTRICT (UR0)(TMC 18.43) & TUKWILA INTERNATIONAL BLVD. DESIGN MANUAL DEVELOPMENT STANDARDS: 1. BUILDING HEIGHT: 65 FT. 2. NCC SETBACK STANDARDS FRONT: 6 FT SIDE: 10 FT. REAR (VV/IN 50 FT OF MDR): 1ST FLOOR 10 FT. 2ND FLOOR & ABOVE: 20 FT. THE URO DEVELOPMENT STANDARDS APPLY (TO ALL OF TUKVVILA VILLAGE DEVELOPMENT) VVHERE ALL OF THE FOLLOWING CRITERIA ARE MET (TMC 18.43.070.B): - AT LEAST 100 FEET OF DEVELOPMENT PARCEL FRONTS ONTO TUKWILA INTERNATIONAL BOULEVARD. - AT LEAST 75% OF PARKING IS PROVIDED IN AN ENCLOSED GARAGE AND SCREENED FROM VIEW FROM PUBLIC ROW. - THE GROUND FLOOR ALONG T.I.B. MUST CONTAIN ACTIVE USES. - DEVELOPMENT MUST PROVIDE AMENITIES FOR HIGH QUALITY PEDESTRIAN - THE PROPERTY OWNER SHALL PREPARE A TRANSPORTATION MANAGEMENT PLAN TO ENCOURAGE ALTERNATIVES TO AUTOMOBILE USE. - PROVIDE CAR SHARING PROGRAM FOR RESIDENTAL DEVELOPMENT. - PROVIDE BICYCLE PARKING FOR RESIDENTIAL USE. REVIEWED FOR CODE COMPLIANCE APPROVED City of Tulcwila BUILDING DIVISION RECEIVED CITY OF TUKWILA PEnwa CENTER LEGAL DESCRIPTION (NEW BLA) PARCEL C LEGAL DESCRIPTION: That portion of Southeast quarter of the Southwest quarter of Section 15, Township 23 North, Range 4 East, WIlamette Meridian, more particularly described as follows: COMMENCING at the Southeast comer of said Southwest quarter; THENCE North 87°35'31" West, 586.32 feet along the South line of said Southwest quarter; THENCE at right angles, North 02°24'29" East, 44.25 feet to the North margin of South 144th Street as conveyed to the City of Tukwila by King County Recording No. TRUE POINT OF BEGINNING; THENCE North 20° curve, the radius of which bears North 03°55'17" West; THENCE northeasterly along the arc of a curve concave to the northwest, having a radius of 40.00 feet, through a central angle of 37° 11'17", and an arc length of 25.96 feet to a point of reverse curvature; THENCE southeasterly along the arc of a curve to the right, having a radius of 64.00 feet, through a central angle of 132°33'59", and an arc length of 148.08 feet; THENCE South 01°27'33" West, 155.53 feet to said North margin; THENCE North 87°35'31" West, 31.40 feet along said North margin; THENCE North 02°27'55" East, 2.40 feet along said North margin; THENCE North 84°49'09" West, 141.70 feet along said North margin; THENCE North 87°35'35" West, 16.29 feet to along said North margin the TRUE POINT OF BEGINNING. 41> JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED A.R CH IT ECT REG L. ALLWINE ATE OF WASHINGTON cc VE/PERMIT COMMENTS 115 CI ISSUE DATE: 12/29/2014 co 0 0 0 0 w co co OWNER APPLICANT a. LU co Z so ci cc o. ELI LCO 0 CO CC CI ill PROJECT #: DRAWN BY: CHECKED BY: 1026 BTF DVVK ARCHITECTURAL SITE PLAN & ZONING NOTES SURVEY I FOR ATION BASIS OF BEARING - NAD83/91 PER CITY OF TUKWILA THE BASIS OF BEARINGS FOR THIS SURVEY IS NAD 83/91 PER CITY OF TUKWILA. CITY OF TUKWILA HORIZONTAL CONTROL POINT NO. 17 (S. 1/4 CORNER OF SEC. 15) WAS HELD FOR POSITION AND A LINE BETWEEN SAID POINT NO. 17 AND CITY OF TUKWILA HORIZONTAL CONTROL POINT NO. 1925 WAS HELD FOR ROTATION BEING NORTH 87 35' 22* WEST. VERTICAL DATUM - NAVD 88 PER CITY OF TUKWILA THE VERTICAL DATUM FOR THIS PROJECT IS NAVD88 PER CITY OF TUKWILA. CITY OF TUKWIILA CONTROL POINT NO. 17 (S. 1/4 CORNER OF SEC. 15) WAS HELD FOR ELEVATION, BEING 288.757'. PROCEDURE / NARRATIVE: A FIELD TRAVERSE USING A "TRIMBLE 5600" ROBOTIC TOTAL STATION, TRIMBLE "S6" ROBOTIC TOTAL STATION AND TOPCON GR3 GPS SUPPLEMENTED WITH FIELD NOTES WAS PERFORMED, ESTABLISHING THE ANGULAR, DISTANCE, AND VERTICAL RELATIONSHIPS BETWEEN THE MONUMENTS, PROPERTY LINES, AND TOPOGRAPHIC FEATURES AS SHOWN HEREON. THE RESULTING DATA MEETS OR EXCEEDS THE STANDARDS FOR LAND BOUNDARY SURVEYS AS SET FORTH IN WAC 332-130-090. REFERENCE MAPS: 1. RECORD -OF -SURVEY REC.N0.20050725900010 2. RECORD -OF -SURVEY REC.N0.20010711900012 3. RECORD -OF -SURVEY REC.N0.20050603900013 4. RECORD -OF -SURVEY REC.N0.20011 02990001 4 5. PLAT OF JAMES CLARKS GARDEN ADDITION VOL13, PG.12 6. PLAT OF ADAMS HOME TRACTS VOL.10, PG.31 TOTAL AREA: 254,514±S.F. (5.843±ACRES) SURVEYOR NOTES: 1. THERE ARE NUMEROUS UTILITIES ALONG THE WEST LINES OF TITLE PARCELS A, B AND C NOT CONTAINED WITHIN EASEMENTS 2. THERE ARE A FEW ENCROACHMENTS ALONG THE BOUNDARIES. SEE SHEET 2 AND 3. 3. THERE ARE A FEW OVERLAPPING LEGAL DESCRIPTIONS AS SHOWN. 4. THERE ARE TWO SIGNIFICANT GAPS IN DESCRIPTIONS. ONE IN THE NORTH PORTION OF THE SITE AND THE OTHER IS IN THE SOUTH PORTION OF THE SITE. SEE SHEETS 2 AND 3. TAX PARCEL NOS: 152304-9242, 152304-9096, 152304-9092, 155420-0005, 155420-0010, 155420-0015, 155420-0020, 155420-0025, 155420-0030, 155420-0036, 155420-0037, 155420-0033, 155420-0035, 155420-0034, 004000-0180, 004000-0194, 004000-0146, 004000-0145, 004000-0191, 004000-0196, 004000-0198. LEGAL DESCRIPTIONS: (PER PACIFIC NORTHWEST TITLE COMPANY ORDER NO. 1164187, SECOND REPORT DATED FEBRUARY 28, 2012 AT 8:00 A.M.) TILE PARCEL A: THAT PORTION OF LOT 9 IN BLOCK 3 OF JAMES CLARK'S GARDEN ADDITION TO THE CITY OF SEATTLE, AS PER PLAT RECORDED IN VOLUME 13 OF PLATS, PAGE 12, RECORDS OF KING COUNT( AUDITOR; AND OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF THE SOUTH 812.6 FEET OF THE EAST 425.5 FEET OF SAID SOUTHEAST 1/4; THENCE SOUTH 01'27'30" WEST 200 FEET TO THE TRUE POINT OF BEGINNING OF THIS DESCRIPTION; THENCE SOUTHWESTERLY TO A POINT ON THE EASTERLY LINE OF PACIFIC HIGHWAY SOUTH (STATE ROAD NO. 1), DISTANT SOUTHERLY 250.50 FEET (AS MEASURED ALONG SAID EASTERLY LINE) FROM THE INIERSECTION OF SAID EASTERLY UNE WITH THE NORTH UNE OF THE SOUTH 812.6 FEET OF SAID SOUTHEAST 1/4; THENCE SOUTHERLY ALONG SAID EASTERLY HIGHWAY LINE TO THE SOUTH UNE OF SAID LOT 9; THENCE EASTERLY ALONG SAID SOUTH LINE TO THE SOUTHEAST CORNER THEREOF; THENCE SOUTHERLY TO A POINT ON THE NORTHERLY LINE OF A TRACT CONVEYED TO ZIBA HUNTINGTON BY DEED RECORDED UNDER KING COUNTY RECORDING NO. 412377; THENCE EASTERLY ALONG SAID NORTH LINE TO A POINT WHICH BEARS SOUTH 01'27'30" WEST FROM THE TRUE POINT OF BEGINNING; THENCE CONTINUING EAST TO A POINT 405.04 FEET WEST FROM THE EAST UNE OF SAID SOUTHEAST 1/4 OF SOUTH SOUTHWEST 1/4; THENCE NORTH PARALLEL WITH SAID EAST LINE 65 FEET; THENCE NORTHWESTERLY TO THE TRUE POINT OF BEGINNING. TITLE PARCEL A-1: A NON-EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS OVER A STRIP OF LAND 20 FEET IN WIDTH THE SOUTHERLY UNE OF WHICH IS DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE NORTH LINE OF THE NORTH 398.1 FEET OF THE EAST 525.5 FEET OF THE SOUTH 812.6 FEET OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., 100 FEET DISTANT EAST OF THE NORTHWEST CORNER OF SAID SUBDIVISION; THENCE SOUTH 01'27'30" WEST 200 FEET TO THE TRUE POINT OF BEGINNING OF THE SOUTHERLY UNE OF THE EASEMENT HEREIN DESCRIBED; THENCE SOUTHWESTERLY TO A POINT ON THE EASTERLY MARGIN OF PACIFIC HIGHWAY SOUTH (STATE ROAD NO. 1) WHICH POINT IS 250.50 FEET SOUTHERLY AS MEASURED ALONG SAID HIGHWAY FROM A POINT IN THE EAST MARGIN OF SAID HIGHWAY DISTANT 23.40 FEET, MORE OR LESS, WEST OF THE WEST UNE OF THE SUBDIVISION HEREIN DESCRIBED AND ON THE NORTH UNE THEREOF AS THE SAME IS PRODUCED WESTERLY; SITUATE IN THE CITY OF TUKWILA COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL 8: THE NORTH 185.90 FEET OF THE SOUTH 430.9 FEET OF THE WEST 505 FEET OF THE EAST 1,031 FEET OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., LYING EASTERLY OF WASHINGTON STATE HIGHWAY NO. 1 (PACIFIC HIGHWAY SOUTH); SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING , STATE OF WASHINGTON. TITLE PARCEL C: LOTS 1 THROUGH 6 INCLUSIVE, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; TITLE PARCEL D: THE SOUTH 245 FEET OF THE WEST 505 FEET OF THE EAST 1031 FEET OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., LYING EASTERLY OF THE STATE HIGHWAY NO. 1; EXCEPT THE SOUTH 20 FEET THEREOF CONVEYED TO KING COUNTY FOR ROAD BY INSTRUMENT RECORDED UNDER RECORDING NO. 1158645; AND EXCEPT THAT PORTION OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., LYING SOUTHWESTERLY OF THE ARC OF A CIRCLE HAVING A RADIUS OF 12.5 FEET WHICH IS TANGENT TO THE NORTH RIGHT OF WAY UNE OF SOUTH 144TH STREET AND THE EAST RIGHT OF WAY UNE OF PACIFIC HIGHWAY SOUTH, CONVEYED TO KING COUNTY BY DEED RECORDED UNDER RECORDING NO. 7409040396; SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL E LOT A OF SHORT PLAT NO. 90-9-SS, RECORDED UNDER RECORDING NO. 9010240314, BEING A PORTION OF LOT 7, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; TITLE PARCEL F. LOT B OF SHORT PLAT NO. 90-9-SS, RECORDED UNDER RECORDING NO. 9010240314, BEING A PORTION OF LOT 7, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; TITLE PARCEL G: THE NORTH 220 FEET OF LOT 7, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; EXCEPT THE NORTH 132 FEET THEREOF; TILE PARCEL H: LOT 7, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; EXCEPT THE NORTH 220 FEET THEREOF; AND EXCEPT THE SOUTH 84 FEET THEREOF; TITLE PARCEL I: THE SOUTH 84 FEET OF LOT 7, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; TILE PARCEL J: THE SOUTH 65 FEET OF THE NORTH 185 FEET OF THE SOUTH 414.5 I•LEI OF THE WEST 100 I -LEI OF THE EAST 120 FEET OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST W M, EXCEPT 42ND AVENUE SOUTH RIGHT-OF-WAY, AS WIDENED BY DEED RECORDED UNDER RECORDING NO 5596214, SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL K: THAT PORTION OF THE NORTH 105.12 ±Li OF LOT 13 LYING EASTERLY OF STATE ROAD NO 1 IN BLOCK 2 OF ADAMS HOME TRACTS, AS PER PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY, EXCEPT THOSE PORTIONS OF LOT 13 CONVEYED FOR ROAD PURPOSES TO KING COUNTY, STATE OF WASHINGTON, RECORDED UNDER RECORDING NO 7501150141 AND TO THE STATE OF WASHINGTON RECORDED UNDER RECORDING NO 9603260430, RECORDS OF KING COUNTY, SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL L' THE WEST 60 FEET OF THE NORTH 83 FEET OF LOT 14 IN BLOCK 2 OF ADAMS HOME TRACTS, AS PER PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY, SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL M: THAT PORTION OF LOTS 13 AND 14 IN BLOCK 2 OF ADAM HOME TRACTS DESCRIBED AS FOLLOWS: BEGINNING AT A POINT 60 FEET EAST AND 159 FEET NORTH OF THE SOUTHWEST CORNER OF TRACT 14; THENCE WESTERLY 100 FEET; THENCE NORTHERLY 26 FEET; THENCE WESTERLY 78.51 FEET TO THE EASTERLY MARGIN OF PACIFIC HIGHWAY SOUTH; THENCE NORTHEASTERLY ALONG SAID HIGHWAY 23.74 FEET; THENCE EASTERLY 109.85 FEET; THENCE NORTHERLY 22.20 FEET; THENCE EASTERLY 60 FEET; THENCE SOUTHERLY 70.60 FEET TO POINT OF BEGINNING; SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL N: THAT PORTION OF LOTS 12, 13 AND 14 IN BLOCK 2 OF ADAMS HOME TRACTS DESCRIBED AS FOLLOWS: BEGINNING 60 FEET EAST AND 125 FEET NORTH OF THE SOUTHWEST CORNER OF TRACT 14; THENCE WESTERLY 198.14 FEET TO THE EASTERLY MARGIN OF PACIFIC HIGHWAY SOUTH; THENCE NORTHEASTERLY ALONG SAID HIGHWAY 63.02 FEET; THENCE EASTERLY 78.51 FEET; THENCE SOUTHERLY 26 FEET; THENCE EASTERLY 100 FEET; THENCE SOUTHERLY 34 FEET TO POINT OF BEGINNING. SITUATE IN THE COUNT( OF KING, STATE OF WASHINGTON. TITLE PARCEL 0 LOT 14 IN BLOCK 2 OF ADAMS HOME TRACTS, AS PER PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY; EXCEPT THE WEST 60 FEET THEREOF, SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL P: THE WEST 28.6 FEET OF LOT 15 IN BLOCK 2 OF ADAMS HOME TRACTS, AS PER PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY; SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL Q: LOT 15, BLOCK 2, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 11 OF PLATS, PAGE 31, IN KING COUNTY, EXCEPT THE WEST 29.5 FEET THEREOF; AND EXCEPT THE SOUTH 11.5 FEET THEREOF; AND EXCEPT THE EAST 3.0 FEET THEREOF. SPECIAL EXCEPTIONS: (PER PACIFIC NORTHWEST TITLE COMPANY ORDER NO. 1164187, SECOND REPORT DATED FEBRUARY 28, 2012 AT 8:00 A.M.) 1. LIEN OF THE REAL ESTATE EXCISE SALES TAX AND SURCHARGE UPON ANY SALE OF SAID PREMISES, IF UNPAID. AS OF THE DATE HEREIN, THE EXCISE TAX RATE FOR THE CITY OF TUKWILA IS AT 1.78%. LEVY/AREA CODE: 2413 AND 2401 (NOT-PLOTTABLE) GENERAL TAX NOTE 2. THE PROPERTY HEREIN DESCRIBED IS CARRIED ON THE TAX ROLLS AS EXEMPT; HOWEVER, IT WILL BECOME TAXABLE FROM THE DATE OF TRANSFER TO A TAXABLE ENTITY. (NOT-PLOTTABLE) GENERAL TAX NOTE 3. GENERAL TAX EXCEPTION FOR YEAR 2012 (NOT-PLOTTABLE) 4. GENERAL TAX EXCEPTION FOR YEAR 2012 (NOT-PLOTTABLE) 5. GENERAL TAX EXCEPTION FOR YEAR 2012 (NOT-PLOTTABLE) 6. MEMORANDUM OF LEASE: LESSOR: FREDRICK W. MCCONKEY DBA MCCONKEY ENTERPRISES LESSEE: BRIAN SINGH HARE AND JASWINDER PABLE DBA INTERNATIONAL INDIAN CUISINE DATED: AUGUST 13, 1999 RECORDED: AUGUST 16, 1999 RECORDING NO.: 19990816000531 AFFECTS: PARCELS K AND L (NOT-PLOTTABLE) 7. UNRECORDED LEASEHOLDS, IF ANY, RIGHTS OF VENDORS AND SECURITY AGREEMENT ON PERSONAL PROPERTY AND RIGHTS OF TENANTS, AND SECURED PARTIES TO REMOVE TRADE FIXTURES AT THE EXPIRATION OF THE TERM. (NOT-PLOTTABLE) 8. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: GRANTEE: THE STATE OF WASHINGTON PURPOSE: TO EXTEND SLOPES, GRADES OR EMBANKMENTS AREA AFFECTED: PORTION OF PARCEL N RECORDED: MARCH 08, 1930 RECORDING NO.: 2591475 (PLOTTED HEREON) ONLY OVER LOT 12 9. AN EASEMENT AFFECTING THE PORTION OF SAID PREMISES AND FOR THE PURPOSES STATED THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: FOR: DRAINAGE PIPES AREA AFFECTED: PORTION OF PARCEL M DISCLOSED BY INSTRUMENT RECORDED: JULY 03, 1947 RECORDING NO.: 3702188 (NOT-PLOTTABLE) BLANKET IN NATURE OVER A PORTION THE WEST 60' OF LOT 14, AREA GENERALLY PLOTTED HEREON. 10 EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: GRANTEE: KING COUNTY WATER DISTRICT #38 PURPOSE.: SEWERS AREA AFFECTED: PORTION OF PARCEL P RECORDED: NOVEMBER 18, 1947 RECORDING NO.: 3745751 (NOT-PLOTTABLE) BLANKET IN NATURE OVER A THE WEST 28.6' PF LOT 15 11. EASEMENT PROVISIONS, COVENANTS, CONDITIONS, RESTRICTIONS, DEDICATIONS, AGREEMENTS, NOTES AND OTHER MATTERS AS CONTAINED IN THE PLAT OF CHERRY LANE RECORDED IN VOLUME 48 OF PLATS, PAGES 21, IN KING COUNTY, WASHINGTON. AFFECTS: PARCELS C, E, F, G, H AND I (NOT-PLOTTABLE) 12. AN EASEMENT AFFECTING THE PORTION OF SAID PREMISES AND FOR THE PURPOSES STATED THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: FOR: DRIVEWAY AREA AFFECTED: WEST 10 FEET OF PARCEL 0 DISCLOSED BY INSTRUMENT RECORDED: MARCH 25, 1948 RECORDING NO.: 3785994 (PLOTTED HEREON) 13. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BY AND BETWEEN: F. M. LONG, ET UX, AND KING COUNTY WATER DISTRICT #38 DATED: JANUARY 31, 1948 RECORDED: OCTOBER 10, 1952 RECORDING NO.: 4280075 REGARDING: CONNECTION TO DRAINAGE LINE AFFECTS: PARCEL P (NOT-PLOTTABLE) 14. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BY AND BETWEEN: WILLIAM MANNING, ET AL, AND KING COUNTY WATER DISTRICT #38 DATED: MAY 28, 1949 RECORDED: OCTOBER 10, 1952 RECORDING NO.: 4280076 REGARDING: SEWER LINE MAINTENANCE AFFECTS: PARCEL P (NOT-PLOTTABLE) BLANKET OVER SOUTHERLY PORTION OF LOT 15 15. DRAINAGE RELEASE AND THE TERMS AND CONDITIONS THEREOF: BY AND BETWEEN: JOHN A. DEAN, ET UX, AND KING COUNTY DATED: FEBRUARY 03, 1953 RECORDED: FEBRUARY 11, 1953 RECORDING NO.: 4314485 REGARDING: CONSENT TO THE NATURAL FLOW OF SURFACE WATER FROM THE PLAT OF CHERRY LANE TO BE CARRIED IN ITS NATURAL CHANNEL ACROSS THE SUBJECT PROPERTY AND TO HOLD KING COUNTY BLAMELESS FOR ANY DAMAGE THAT MAY BE CAUSED BY SAID DRAINAGE FLOW. AFFECTS: PARCELS E THROUGH I (APPROXIMATELY SHOWN) SEE THE LOCATION OF THE DRAINAGE CHANNEL ON SHEET 2 16. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: GRANTEE: VAL VUE SEWER DISTRICT PURPOSE: A GRAVITY SANITARY SEWER UNE OR LINES AREA AFFECTED: PORTION OF PARCEL D RECORDED: JANUARY 02, 1958 RECORDING NO.: 4862270 (PLOTTED HEREON) 17. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: GRANTEE: VAL VUE SEWER DISTRICT PURPOSE: A GRAVITY SANITARY SEWER UNE OR LINES AREA AFFECTED: PORTION OF PARCEL A RECORDED: JANUARY 08, 1958 RECORDING NO.: 4863932 (PLOTTED HEREON) 18. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: GRANTEE: VAL VUE SEWER DISTRICT PURPOSE: A GRAVITY SANITARY SEWER LINE OR LINES AREA AFFECTED: PORTION OF PARCEL A RECORDED: JANUARY 08, 1958 RECORDING NO.: 4863933 (PLOTTED HEREON) 19. RIGHT TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS UPON PROPERTY HEREIN DESCRIBED AS GRANTED IN DEED: RECORDED: JUNE 13, 1963 RECORDING NO.: 5593214 GRANTEE: KING COUNTY AFFECTS: PORTION OF PARCEL J (NOT-PLOTTABLE) BLANKET SLOPES OVER TITLE PARCEL J, WHICH IS NOT A PART OF THIS ALTA 20. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: GRANTEE: KING COUNTY PURPOSE: SLOPES AREA AFFECTED: PORTION OF PARCEL 0 RECORDED: JUNE 19, 1974 RECORDING NO.: 7406190219 (PLOTTED HEREON) 21. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: GRANTEE: KING COUNTY PURPOSE: SLOPES AREA AFFECTED: PORTION OF PARCEL Q RECORDED: JUNE 19, 1974 RECORDING NO.: 7406190221 (PLOTTED HEREON) 22. RIGHT TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS UPON PROPERTY HEREIN DESCRIBED AS GRANTED RECORDED: SEPTEMBER 04, 1974 RECORDING NO.: 7409040396 GRANTEE: KING COUNTY AFFECTS: PORTION OF PARCEL D (NOT-PLOTTABLE) BLANKET IN NATURE 23. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: GRANTEE: KING COUNTY PURPOSE: SIDEWALK AREA AFFECTED: PORTION OF PARCEL D RECORDED: SEPTEMBER 04, 1974 RECORDING NO.: 7409040397 (PLOTTED HEREON) 24. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: GRANTEE: THE CITY OF SEATTLE PURPOSE: ELECTRIC TRANSMISSION AND DISTRIBUTION LINE FACILITIES AREA AFFECTED: PORTION OF PARCEL D RECORDED: NOVEMBER 01, 1974 RECORDING NO.: 7411010445 (DOESN'T AFFECT) DESCRIPTION IS WEST OF INTERNATIONAL BLVD. 25. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: GRANTEE: KING COUNTY PURPOSE: SLOPES AREA AFFECTED: PORTION OF PARCEL L RECORDED: NOVEMBER 12, 1974 RECORDING NO.: 7411120163 (PLOTTED HEREON) 26. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: GRANTEE: KING COUNTY PURPOSE: SLOPES AREA AFFECTED: PORTION OF PARCEL K RECORDED: NOVEMBER 13, 1974 RECORDING NO.: 7411130393 (DOESN'T AFFECT) AREA NOW IS WITHIN PUBLIC R/W 27. RIGHT TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS UPON PROPERTY HEREIN DESCRIBED AS GRANTED RECORDED: JANUARY 15, 1975 RECORDING NO.: 7501150141 GRANTEE: KING COUNTY AFFECTS: PORTION OF PARCEL K (NOT-PLOTTABLE) BLANKET IN NATURE 28. CONDITIONS, NOTES, EASEMENTS, PROVISIONS AND/OR ENCROACHMENTS CONTAINED OR DELINEATED ON THE THE SURVEY RECORDED UNDER RECORDING NUMBER 7611029008, IN KING COUNTY, WASHINGTON. AFFECTS: PARCELS 0 AND P (PLOTTED HEREON) 29. CONDITIONS, NOTES, EASEMENTS, PROVISIONS AND/OR ENCROACHMENTS CONTAINED OR DELINEATED ON THE THE SURVEY RECORDED UNDER RECORDING NUMBER 8001239002, IN KING COUNTY, WASHINGTON. AFFECTS: PARCELS B AND C (NOT-PLOTTABLE) 30. RIGHT OF ENTRY AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BY AND BETWEEN: TCI CABLEVISION OF WASHINGTON, INC., AND LEO MALFAIT RECORDED: JULY 01, 1988 RECORDING NO.: 8807010903 AFFECTS: PARCEL D (NOT-PLOTTABLE) 31. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BY AND BETWEEN: VAL VUE SEWER DISTRICT AND THOMAS M. AND BARBARA L. WHITLEY DATED: SEPTEMBER 06, 1988 RECORDED: SEPTEMBER 26, 1988 RECORDING NO.: 8809260958 AFFECTS: PARCELS G, H AND 1 (NOT-PLOTTABLE) 32. COVENANTS, CONDITIONS, RESTRICTIONS AND EASEMENTS CONTAINED IN SHORT PLAT NO. 90-9-SS : RECORDED: OCTOBER 24, 1990 RECORDING NO.: 9010240314 AFFECTS: PARCELS E AND F (NOT-PLOTTABLE) 33. CONDITIONS, NOTES, EASEMENTS, PROVISIONS AND/OR ENCROACHMENTS CONTAINED OR DELINEATED ON THE THE SURVEY RECORDED UNDER RECORDING NUMBER 9210079005, IN KING COUNTY, WASHINGTON. AFFECTS: PARCEL J (NOT-PLOTTABLE) 34. EASEMENT AND THE TERMS AND CONDITIONS THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: PURPOSE: GAS LINE AREA AFFECTED: PORTION OF PARCEL I RECORDED: MARCH 21, 1994 RECORDING NO.: 9403212327 (PLOTTED HEREON) 35. UNRECORDED AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BY AND BETWEEN: KING COUNTY LIBRARY SYSTEM AND SCOTT BURDINE DATED: OCTOBER 1, 1992 DISCLOSED BY INSTRUMENT RECORDED: DECEMBER 22, 2000 RECORDING NO.: 20001222000514 AFFECTS: PARCEL J (NOT-PLOTTABLE) AFFECTS TITLE PARCEL J, WHICH IS NOT A PART OF THIS ALTA. IN DEED: IN DEED: FACE OF FACE OF FACE OF VICINITY MAP N.T.S S 140TH ST S 141ST ST S 142ND ST i my S 144TH ST S 146TH ST SITE RE.N. W W1=D FOR CODE COMPLIANCE APPROVED APR 28 2015 City Of Tukwila BUILDING DIVISION 36. EASEMENT AND THE TERMS AND CONDITIONS REFERENCED THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: RESERVED BY: THE HOUSING AUTHORITY OF THE COUNTY OF KING PURPOSE: PARKING AREA AFFECTED: PORTION OF PARCEL Q RECORDED: JUNE 14, 2002 RECORDING NO.: 20020614001446 SAID EASEMENT IS FURTHER CLARIFIED BY INSTRUMENT RECORDED UNDER RECORDING NO. 20070330001697. (PLOTTED HEREON) SURVEYOR'S CERTIFICATION: TO: THE CITY OF TUKWILA, A MUNICIPAL CORPORATION Sc PACIFIC NORTHWEST TITLE COMPANY: THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY ON WHICH IT IS BASED WERE MADE IN ACCORDANCE WITH THE 2011 MINIMUM STANDARD DETAIL REQUIREMENTS FOR ALTA/ACSM LAND TITLE SURVEYS, JOINTLY ESTABLISHED AND ADOPTED BY ALTA AND NSPS AND INCLUDES ITEMS 5, 7(B1)(C), 8, 9, 11(A)(B), 16, 17 AND 18 OF TABLE A THEREOF. THE FIELD WORK WAS COMPLETED IN MARCH, 2012 DATE OF PLAT OR MAP: MARCH 15, 2012 BRIAN D. GILLOOLY, P.L.S. WASHINGTON REGISTRATIO NO. 46315 c 0 > a) n. Q v 0 0 0 0 z N U co cts 1.6 z T z T U w u) H co d" ott CC cr 1- 0 CO N n. z 0 co >- 1- 0 z RECEIVED CITY OF T UiV+ll!_tk. JAM 0 2 2015 PEriivilT CENTER w Q —J J Q J 1- LI- L� 0 ui 0 0 In 0 c O N M .L 0 2 0 (1) c CD CO 0) 0 0 0 m 0 0 0 0 v ax 0 c 0 a 0 0 72ND AVENUE SOUTH L47 N 00 251-8782 FAX z CC w w z z w J U Job Number LO CV T 0 a) s CO 0 T Fi le: P:\ 15000s\ 15255\survey\ 15255tA01.d wg ALTA / ACSM LA D TITL SURVEY S. 142ND ST. CB20 P(OH) POWER VAULT GATE_G� - -- --x__ LLOW--- PAINT LIGHT POLE W/JBOX W 0 J 0 TEL. JBOX LIGHT POLE W/JBOX C622 << - POWER -POLFJJ — — ssIGN W/ANCHOR LOT 7 PUT OF &AMES /AMMMDON VOLLIIL Pa.12 FIRE HYDRANT i W/VALVE BOLLARD TEL. JBOX LIGHT POLE W/JBOX TREE WELL (TYP) TEL. MANHOLE LIGHT POLE W IJBOX LIGHT POLE W/JBOX FIRE HYDRANT IV/VALVE — WATER METER LIGHT POLE W/JBOX TREE WELL (TYP) SIGNAL POLE JBOX LIGHT POLE W/JBOX JBOX POWER VAULT FIRE HYDRANT W/VALVE BOLLARD JBOX GAS VALVE LIGHT POLE W/JBOX TREE WELL (TYP) POWER CABINET SHEET3 LIGHT POLE W/JBOX POWER MANHOLE POWER VAULT TEL. JBOX TEL. JBOX LIGHT POLE W/JBOX JBOX XWALK SIGN ) I1� JBOX B1 0 w 0 TREE WELL (TYP) TREE WELL (TYP) I � TREE WELL (TYP) i to 20' APPURTENANT INGRESS + i & EGRESS EASEMENT REC.N0.20021113002063 I - TREE -WELL:_ - j _ SIGNALPOLE ALK J SIGN __ ___ `-__- _-BOLLARDS= -_ (TYP) - — - . , 1 NO ' TRESSPASS Y 'SIGN • • JBO VALLi - = I • covIG FOUND 1" IRON PIPE/NO CAP 0.08' S. & 0.16' E. OF COR. 'CONC: RETAINING • .WALL W/,CHAINLINK ..•: -'' • •. •1 4-*' • 1 * .� . • POWER : S8T35'49"E 105.11' •' \.: POLE. .:( • ..:/ . DECIDU.OUS- .2.2" \1.1 -1) FOUND 1- .3/4" : / . \ . •-�01.• :IRON -PIPE/-1 +�. + ' - NO .CAP 0.1'•-:S. I • • • I •_-. .OF••COR.:1 —�- • -ono! AA Z'i" i•:i' 1 32" MAPLE 28" 30.00' / I _ 1_-a= FOUND 5/8" REBAR/CAP LS#23504 0.35' N. & 0.35' E. OF COR. // FOUND 1/2"2e8-----r�\ =REBAR/N0 CAP .27' N. • E- C R: - NO —_PARK 9 SIGN SSMH2: E 0 15 20 SCALE: 9"=30' FOUND +1 "2" REBAR/CAP •. • e=82491092' • .• : • R=40.00' - • ' L=57.82' :.. +�,�'•: - �o ECO. BLOCK .. . . '.•:• 16 STALLS 60 N8735'3.1'W LOT ..'• • �'. `LIGHT • LOT LIGHT - ON PROP.' LINE •• ...EFR- 'CEDAR(3) (TP) - . DECIDUOUS(3) 5"%3"/3" ..:. • -#:1 . s CEDAR 6" • *� CEDAR U.11 2" • CONC.: CULV • • I - 284.96' - • • ECIDUOUS(2). 4" . DEcIDuouS . : .DECIDUOUS-'5". -DECIDUOUS- w, .. 05 • 12." - C IE=284 .ECO. • -(TYP) C. CULVERT 89' �9I 0 cid UD 7'35'31-141-117.92'- : CEDAR. - . I �288- I " o .I co S FIR • 1 I+'9'e FIR N8735'311W 117.9217 290-- BLOCKr. 1 T ,� r- 1•/ , / \ I I 1 1-- I L_ /-, \, I G I ,♦ T r, I I I I / L_ ., I \ r- -I 1-F- Fe 1• • r \/ 1 1 L_ 1\ 1 \ I \ / /•1 I / /\ / I1 / Al 12" CONC. CULVERT IE=284.85' r . IN IN /1 I. I / I I • L I r- I / \ I.I I-- N87'35'31]'W 117.92' ,00 H CEDAR MAPLE 24" / / / / /( FOUND 1/2" REBAR/CAP LS#6422 0.14' N. OF COR. BLD. 4.9' E. OF PROP. LINE FOUND 1/2" IRON PIPE/NO CAP 0.27' E. OF COR. BLD. 4.9' E. OF PROP. LINE co 0 in oP 0 t1„ Y N + b14 0(7 SHEET3 L J NOT A PART L ANC 7/9/12 0 ce a 0 0 0 0 z CV U co -47 Z T z otf r W co 1-7 Q W z cc 1- cc 0 co N 1- U EVIEWED FOR Cr. DE COMPLIANCE APPROVED APR 28 2015 C City of Tukwila UILDING DIVISION Ft CE VED ITV OF TUKWILA JAN 0 2 2015 PERMT CENTER J J J_ H 1 0 LL 0 c o 0 0 M 0 0 U cu c 0 0 m a) U a) -c 0 0 0 v a) 0 a 0 Date 9/1/11 72ND AVENUE SOUTH u) N 00 O 00 z W 251-8782 FAX 0 z FE w w J U Job Number LO a a) Co 0 CV Fi I e: P:\ 15000s\ 15255\survey\ 15255tA01. d wg 0 15 20 60 \O\ SCALE: 1"=3O' TEL. VAULT R/W PER 20060501 000631 R/W PER 9510190955 LIGHT POLE W/JE1OX SIGNAL I JBOX LIGHT POLE W/JBOX WATER VAULT WATER METER TREE WELL (TYP) LIGHT POLE W/JBOX SIGNAL BOX POWERVAULT ; JBOX / POWER POLE CB JBOX JB0 PEDESTRIFAN POLE TEL. RISER SIGNAL JBOXES SIGNAL POLE JBOXES(2) TEL. MANHOLE LIGHT POLE W/JBOX TEL. MANHOLE 77/ / LIGHT POLE W/JBOX TREE WELL (TYP) SHEET2 POWER CABINET WATER METER POWER GROUND RODS LIGHT POLE W/JBOX SIGNAL PEDESTAL CONC WAL LIGHT POLE W/JBOX POWER MANHOLE POWER VAULT /LIGHT POLE W/JBOX LIGHT POLE W/JBOX POWER MANHOLE POWER VAULT TEL. JBOX TEL JBOX LIGHT POLE W/JBOX GAS VALVE T- POL f'iJBO' B3 PI:_ 466+31.06 IGNAL-BOXES SIG kL=POLE_ TEL RISE FIRS HYDRANT W/VALVE LIGHT POLE W/JBOX TREE WELL (TYP) I 10'ISLOPE EASEMENT REd.N0.2591475 SIGNAL (ONLY OVER LOT 12) JBOX JBOX CABLE RISER TEL. VAULT POWER VAULT LIGHT POLE W/JBOX WATER + VALVE I POWER / MANHOLE POWER D MANHO�E ROWE VAUL A=1 T42'23' R=12. ' =23. 0+11 ALTA / ACSM LAND TITLE SURVEY 5' SEWER ISEMENT/ REC.N0.48 2270. POWER METER •f . • &. TEL. CABINET- ON POST • • • ' ••- 1 -• - : • SBT. 35i50'E 1.05.11' • - • \ --r----Nj' DECIDUOUS .6." :'• 0.57'•.: o GAP • •- ` - co . - • -,..---• - ,,, ---W. LINE in PLAT. >ni- SIDE WALK EASE\N8T-35'.81' N1�O'e TRES/SPASS .N0.74090403 7 SIGN LIGH �1]POLEn ,� W/J OX +'Ls`0.57'//+6�" TEL. J 1 W00/��_ C� / WM TEERRD E+C 3ID2U" OP CB54n ��_ NE yTER METERS+.0' 1.1 + K FENCE I 777i/777/T77-/1777/Trl/ 77/777//// /77,77T7/7777� 0 11 0 -S8735'54'E '105,11' . POWER' A=90'57'05' POLE R=20.00' +� STOP L=31.75' \ SIGN JPLPR + DECIDUOUS 6" DECIDUOUS 17" S 31'IDECID000 35'31 "W 84.78`' - POWER� -_- _- MANHO BUILDING 13.0' S. OF PROP. UNE EXISTING BUILDING CHAINLINK FENCE 0.7 S. OF PROP. LINE RETAI / EXISTING / BUILDING / FOOTPRINT // FF=286.67' 895±S.F. /1.//LUJ +1 + 10' DRIVEWAY EASEMENT f1 33785994 & 10' SEWEASEMENf REC.N0.761T029008 FENCE 10. E. OF PROP. LINE 90 CH ' NLINK FENCE -0N8T39'54'W 97.3 '1•0' '//777/777/// //// INK FENCE SIGN +'gin WATER METER 3' SLOPE EASEMENT �NO.7406190221 P 11'JER POLE-m --`(A3ANDONED) POWER-' CB51 POLE M Lai ui 0 0 z E. LINE W. 28.6' -, 'r+ -r Ar- I - I I • I •l -=L_sl-1 i,. 114. ILA 2" C C. CULVERT +" IE=* 89' . ECO- BLOCK__ - _ - -_ • • (TYP) • r�1 /•\I 11F `- 1 L_ / • 1 . I ,s r ry L 1`i 1 , 1 1 1r-r♦rl / 1 r r- t ; i ; T . 1 1 L_ L _ . - t \ 1 , , . t _ • • I r- I it I\Ir- mmismiTmms ;R N8735'31 117.92' 12" CONC. CULVERT IE=284.85' In c0 SEWER STUB 4P42 STLIRS + i rOUND FOUND CASED 3/8" ' EBAR 0.1' COPPER NAIL /WPUNCH At. OF COR. DOWN 0.8' HELD FOR CENTERLINE 41ST AVE S z ce SPEED BUMP ED N 0 ID CE PARKING = EASEMENT +1�-- REC.N0.20020f b01446 AMENDED 6Y-REC.NO. - FOUND 207 .3002.1397 ` TACK/WASHER 10 STALLS 0 POP. LINE 8.61' - - FOUND 1/2" REBAR/CAP LS#6012 BASKET BALL COURT 1.8' S. OF PROP. LINE CO 0 0 z 51 eTrV111IO IC FE 61VVt H/C SIGNS {Pa w BASKET =BALL =-- 491 COURT' Y+` ,E.- + N8739'54"W 96.22' CSSMH12 1 I' (h t U5 m SS' SSM N6 + CBS 0 0 d FO ND RE R C Vi 0 FOUND REBAR SSMH13 0 0 I% IVI I I 1 L_ \/ I A ,` I :; +10 CEDAR --I A CV N MAPLE 24"• CEDAR 43'' 3X DECIDUOUS 8 J^ SEE EXCEPTION NO. 13 / REC.N0.4314485, REGARDING \ EASEMENT & ,"LEASE 0 DAMAGES FOR NATURAL LOW OF THE DRAINAGE CHAI)INEL GAS t (CB 8 VALVE - ` I--11 IIVI r- 1 rf /\1 1 1 •/ 1 1 L_ 1 1•/-• S/ 1 sI • I I A A I/ I 11 I I . L_ • 1 1 I RETAINING WALL ON PROP. LINE SSMH17 r�es esA r/ I:' I NAME 1YPE jRIM SPEED LIMIT 0 OD /FENCE 1.5' OF PROP. UNE POPLAR 45" POPLAR 48" FOUND 1/2" CABLE VAULT REBAR/CAP TEL. LS#22341 VAULT SIGN POWER JBOX (EMPTY) WATER METER TEL. JBOX INVERT 2 INVERT 1 L SHEET2 o= -_ o WATER w =� � �� METERS - om-n re-_- oncc RAIEY�-RtVEWAY . >S� PEDSTRIAN SIGN INVERT 3 + INVERT 4 INVERT 5 CBi CB (SOLUD) 288.01 6' ADS SW=284.96' 8' ADS W=284.59' ' CB2 C8 (SOLL/D) 300.58 12" ADS N=296.58' 12' ADS S=296.58' I CB3 CB (SOLUD) 301.11 18' ADS N=29691' 18' ADS S=296.91' 12' DI W=297.91' I C84 CB (SOLLID) 1502.06 CB5 CB (SOLLID) [504.04 UNABLE 70 OPEN I CB6 CB (SOLUD) 1304.24 12" ADS N=300.92' 12" ADS SE=300.92' 12" ADS W=300.93' 6' PVC W=300.94' 6' /M' W=300.94' CB7 CB (SOLUD) 1303.15 8' DI NW=300.7' 12' ADS E=299.8' 8' DI SW=299.85' CB8 CB (SOUJD) 410.64 12' ADS E=307.29' 8' PVC W=307.79' 8' D/ S=307.39' 8' ADS NW=307.64' CB9 CB (SOLUD) ;305.90 18" ADS N=301.6' 12' ADS S=302.25' 12' DI SW=303.05' I CBIO CB (57D) ;290.92 FULL OF DIRT I CBI1 CB (STD) 1288.08 8' D/ E=286.48' I CB12 CB (STD) 1287.16 I CB13 CB (STD) 1286.70 12' CMP S=284.92' 8' CMP NE=285.1' CB14 CB (S7D) 1287.76 CB15 CB (SID) ; 286.77 12' CMP N=284.98' 12' CMP 5=284.94' CB16 CB (S7D) ; 289.88 12' ADS N=28848' 12" ADS S=286.48' I CB17 CB (STD) ' 28Z95 12' ADS N=284.12' 12' ADS S=284.12' 8" ADS E=284.25' CB18 CB (STD) 1285.33 24' ADS N=280.58' 24' ADS S=280.58' I CB19 CB (STD) 1283.95 24' ADS N=279.3' 24" ADS S=279.3' 1 CB20 CB (57D) 1288.91 12' ADS E=286.56' 12" ADS W=286.56' 1 CB21 CB (57D) 1289.15 12' ADS S=286.18' ' CB22 CB (STD) F 288.48 I CB2J CB (STD) ; 286.64 12' ADS SE=283.41' 12' ADS W=283.41' 6' PVC SW=284.12' I CB24 CB (STD) 1 287.01 12' ADS NW=282.09' 24' ADS N=282.09' 18' ADS SW=28301' I C925 CB (SID) 1293.91 12' ADS N=290.49' 12' ADS S=290.49' I C826 CB (STD) 1290.17 18' ADS N=28639' 18" ADS S=286.42' 8' ADS W=286.47' I CB27 CB (STD) 1292.14 18' ADS N=28134' 18' ADS S=288.34' 12' ADS NW==288.44' , CB28 CB (STD) 1299.11 12' ADS N=295.66' 12' ADS S=295.66' ' 14..., CB29 CB (S7D) 297.02 12' ADS N=293.52' 12' ADS 5=293.52' 12' ADS E=293.62' COO CB (STD) ! 301.93 8' CONC N=295.22' 8' CONC S=29528' 8' CONC W=295.58' CB31 CB (S7D) 1298.34 18' ADS N=294.44' 18' ADS S=294.44' 12' ADS W=294.99' C832 CB (51D) ! 294.27 18' ADS N=290.82' 18' ADS S=290.82' 12" ADS SW=290.97' CB33 CB (STD) 303.32 8' DI SE=301.02' 12' D/ NW=301.02' , CB34 CB (STD) 302.41 18' ADS N=299.06' 18" ADS 5E=299.06' 12' ADS W=299.53' C835 CB (STD) 309.92 12' ADS N=30647' 12" ADS S=306.47' 12' ADS W=306.47' I C836 CB (STD) 307.39 12' ADS N=304.01' 12' ADS S=304.04' I CB37 CB (SID) 303.75 18' ADS N=300.52' 18' ADS S=300.52' 1 CB38 CB (SID) 308.86 12' ADS N=305.86' 12' ADS 5=305.86' CB39 CB (S7D) 306.98 12' ADS N=303.78' 12' ADS S=303.78' 12" ADS E=303.88' I C840 CB (STD) 304.98 12' ADS N=301.48' 12' ADS S=301.58' 1 C841 CB (S7D) 302.28 12' ADS N=29873' 12' ADS S=29873' CB42 CB (STD) 291.06 8' PVC N=289.46' 12' CMP S=288.98' I C843 CB (STD) . 288.32 12' CMP N=286.27' 12' CUP S=286.27' I CB44 CB (S7D) ' 287.98 12' D/ S=285.58' 12' CONC N=285.58' 12' CONC E=285.48' I CB45 CB (STD) + 288.47 12' CONC SSE=286.77 I CB46 CB (STD) 1 288.93 12" D/ E=286.89' I CB47 CB (57D) I 288.59 12' CMP W=285.04' 12' CONC NNW=285.04' 18' ADS SE=284.44' 1 CB48 CB (STD) 1 287.57 12' CMP E=285.62' 12' CUP W=285.62' 12' CONC N=285.62' I CB49 CB (STD) ; 287.80 18' CONC N=283.35' 18" CONC 5=283.25' I CB50 CB (S7D) ' 287.62 12' ADS N=285.84' 12" CONC S=285.84' I C851 CB (STD) I 285.96 FULL OF DIRT I C852 CB (57D) I 284.99 8' CONC NW=282.19' 12' CONC W=281.89' 12' CONC E=281.81' 8' CONC S=28209' CB53 CB (STD) 1 291.04 12' CMP N=288.42' 12' CMP £=288.42' I CB54 CB (57D) I 291.08 8" PVC S=289.65' CB55 CB (5TD) ; 289.19 12' CMP E=28&41' 12' CMP W=286.49' 12' CMP NE=286.41' CB56 CB (VD); 285.33 8' CONC 5=283.08' I CB57 CB (SID)! 296.97 12' ADS W=2931' I CB58 SOMH I 28Z65 18" CONC N=282' 8' CONC SE=283.25' 18' CONC S=281.9' SSA1H1- -• SSMTI-j -293.60- -8' CONC_E=2Z8,38' 8' CONC N=278.27' 1 SSMH2 SSMH I 287.70 8' CONC W=278.88' 8' CONC S=278.96' -- - ` - - -' - - - - SSMH3 SSMH 1 291.73 8' CONC N=277.22' 8" CONC S=277.34' ' SSMH4 SSMH , 288.66 8' CONC N=276.62' 8' CONC S=276.69' I SSMH5 SSMH 286.39 8' CONC N=279.19' 8' CONC S=279.44' 8' CONC W=279.24' I SSMH6 SSMH 1 289.37 8' CONC N-282.23' 8" CONC S=282.29' 6' PVC W=283.67' SSMH7 SSMH I 294.67 8' CONC N=28693' 8' CONC S=287.01' I SSMH8 SSMH I 291.50 8' CONC N=283.95' 8" CONC S=284.03' 1 SSMH9 SSMH I 301.77 18' ADS N=297.47' 18' D/ S=298.67' S5WH10 SSW/ I 309.36 8' CONC N=301.36' 8' CONC S=301.44' I SSMH11 SSMH ; 289.26 12' CLAY E=279.04' 12' CLAY N=278.76' 12' CLAY W=279.04' I SSMHI2 SSMH 1 28Z57 8' PVC S=275.42' 8' PVC E=275.52' I SSMH13 SSMH I 288.41 8' PVC N=275.95' 8' PVC W=275.85' I SSMH14 SSMH I 294.03 12' CONC S=281.03' 15' CONC E=280.93' 6' CONC W=281.66' I SSMH15 SSW I 289.19 15' CONC W=280.64' 12' CLAY E=280.53' 8' CONC S=281.29' 8' CONC N=280.64' SSMH16 SSMH 1 286.10 6' PVC E==278.06' 8" PVC S=277.98' SSMH17 SSMH , 288.43 8' PVC N=282.13' 12' CONC E=281.96' 8' PVC S=283' I STOP• SIGN POWER JBOX SIGNAL BOX POWER GROUND ROD WI�1 ow.�7 + > - IGNAL + WII,L.OW.'7".. •.. . POLEes: �4 • ;. +*TEL:. e IVHOL'ES. • t ' RAI/. PER STOP SIGN SIGNAL BOX SIGNAL POLE AND SIGNAL BOX 0178 REVIEWED FOR CODE Rov�� cE APPAPR 2 8 2D15 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKVV JAN 0 2 2015 PERMIT CENT 7/9/12 ,o a a -0 0 W cr (� LU -J 1- H AMERICAN LAND TITLE ASSOCIATION / AMERICAN CONGRESS ON SURVEYING & MAPPING AND NATIONAL SOCIETY OF PROFESSIONAL SURVEYORS 0 co d v! S H 0 1- N r W�/� co d\ iZ T Z T egs iri C"U co 3i V! W CC CC 0 a. i- IL,n 4 J J J_ 1- L 0 0 0 0 U) ID a� IT to a» 0 0 0 () 0 LC) N 00 N O 00 0) Z Ld N N Cfl L() N LC) LC) (NJ CN d- 2 z w w z 0 z w J U Jo co 1 co 0 Fi le: P:\ 15000s\ 15255\survey\ 15255tA01.dwg UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE © 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. LEGAL DESCRIPTIONS: (PER PACIFIC NORTHWEST TITLE COMPANY ORDER NO. 1164187, SECOND REPORT DATED FEBRUARY 28. 2012 AT 8:00 A.M.) TITLE PARCEL A: THAT PORTION OF LOT 9 IN BLOCK 3 OF JAMES CLARK'S GARDEN ADDITION TO THE CITY OF SEATTLE, AS PER PLAT RECORDED IN VOLUME 13 OF PLATS, PAGE 12, RECORDS OF KING COUNTY AUDITOR; AND OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF THE SOUTH 812.6 FEET OF THE EAST 425.5 FEET OF SAID SOUTHEAST 1/4; THENCE SOUTH 01'27.30" WEST 200 FEET TO THE TRUE POINT OF BEGINNING OF THIS DESCRIPTION; THENCE SOUTHWESTERLY TO A POINT ON THE EASTERLY LINE OF PACIFIC HIGHWAY SOUTH (STATE ROAD NO. 1), DISTANT SOUTHERLY 250.50 FEET (AS MEASURED ALONG SAID EASTERLY LINE) FROM THE INTERSECTION OF SAID EASTERLY LINE WITH THE NORTH LINE OF THE SOUTH 812.6 FEET OF SAID SOUTHEAST 1/4; THENCE SOUTHERLY ALONG SAID EASTERLY HIGHWAY LINE TO THE SOUTH LINE OF SAID LOT 9; THENCE EASTERLY ALONG SAID SOUTH LINE TO THE SOUTHEAST CORNER THEREOF; THENCE SOUTHERLY TO A POINT ON THE NORTHERLY LINE OF A TRACT CONVEYED TO ZIBA HUNTINGTON BY DEED RECORDED UNDER KING COUNTY RECORDING NO. 412377; THENCE EASTERLY ALONG SAID NORTH LINE TO A POINT WHICH BEARS SOUTH 01'27'30" WEST FROM THE TRUE POINT OF BEGINNING; THENCE CONTINUING EAST TO A POINT 405.04 FEET WEST FROM THE EAST LINE OF SAID SOUTHEAST 1/4 OF SOUTH SOUTHWEST 1/4; THENCE NORTH PARALLEL WITH SAID EAST LINE 65 FEET; THENCE NORTHWESTERLY TO THE TRUE POINT OF BEGINNING. TITLE PARCEL A-1: A NON-EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS OVER A STRIP OF LAND 20 FEET IN WIDTH THE SOUTHERLY LINE OF WHICH IS DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE NORTH LINE OF THE NORTH 398.1 FEET OF THE EAST 525.5 FEET OF THE SOUTH 812.6 FEET OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., 100 FEET DISTANT EAST OF THE NORTHWEST CORNER OF SAID SUBDMSION; THENCE SOUTH 01'27'30" WEST 200 FEET TO THE TRUE POINT OF BEGINNING OF THE SOUTHERLY LINE OF THE EASEMENT HEREIN DESCRIBED; THENCE SOUTHWESTERLY TO A POINT ON THE EASTERLY MARGIN OF PACIFIC HIGHWAY SOUTH (STATE ROAD NO. 1) WHICH POINT IS 250.50 FEET SOUTHERLY AS MEASURED ALONG SAID HIGHWAY FROM A POINT IN THE EAST MARGIN OF SAID HIGHWAY DISTANT 23.40 FEET, MORE OR LESS, WEST OF THE WEST LINE OF THE SUBDMSION HEREIN DESCRIBED AND ON THE NORTH LINE THEREOF AS THE SAME IS PRODUCED WESTERLY; SITUATE IN THE CITY OF TUKWILA COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL E: THE NORTH 185.90 FEET OF THE SOUTH 430.9 FEET OF THE WEST 505 FEET OF THE EAST 1,031 FEET OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., LYING EASTERLY OF WASHINGTON STATE HIGHWAY NO. 1 (PACIFIC HIGHWAY SOUTH); SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING , STATE OF WASHINGTON. TITLE. PARCEL C: LOTS 1 THROUGH 6 INCLUSIVE, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; TITLE PARCEL D: THE SOUTH 245 FEET OF THE WEST 505 FEET OF THE EAST 1031 FEET OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., LYING EASTERLY OF THE STATE HIGHWAY NO. 1; EXCEPT THE SOUTH 20 FEET THEREOF CONVEYED TO KING COUNTY FOR ROAD BY INSTRUMENT RECORDED UNDER RECORDING NO. 1158645; AND EXCEPT THAT PORTION OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15. TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., LYING SOUTHWESTERLY OF THE ARC OF A CIRCLE HAVING A RADIUS OF 12.5 FEET WHICH IS TANGENT TO THE NORTH RIGHT OF WAY LINE OF SOUTH 144TH STREET AND THE EAST RIGHT OF WAY LINE OF PACIFIC HIGHWAY SOUTH, CONVEYED TO KING COUNTY BY DEED RECORDED UNDER RECORDING N0. 7409040396; SITUATE IN THE CITY OF TUKWILA. COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL E: LOT A OF SHORT PLAT NO. 90-9-SS, RECORDED UNDER RECORDING NO. 9010240314, BEING A PORTION OF LOT 7, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; TITLE PARCEL F: LOT B OF SHORT PLAT NO. 90-9-SS, RECORDED UNDER RECORDING NO. 9010240314, BEING A PORTION OF LOT 7, CHERRY LANE. ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; TITLE PARCEL G: THE NORTH 220 FEET OF LOT 7, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; EXCEPT THE NORTH 132 FEET THEREOF; TITLE PARCEL H: LOT 7, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS, PAGE 21, IN KING COUNTY, WASHINGTON; EXCEPT THE NORTH 220 FEET THEREOF; AND EXCEPT THE SOUTH 84 FEET THEREOF; TITLE PARCEL 1: THE SOUTH 84 FEET OF LOT 7, CHERRY LANE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 48 OF PLATS. PAGE 21, IN KING COUNTY, WASHINGTON; TITLE PARCEL J: THE SOUTH 65 FEET OF THE NORTH 185 FEET OF THE SOUTH 414.5 FEET OF THE WEST 100 FEET OF THE EAST 120 FEET OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST W M, EXCEPT 42ND AVENUE SOUTH RIGHT-OF-WAY. AS WIDENED BY DEED RECORDED UNDER RECORDING NO 5596214, SITUATE IN THE CITY OF TUKWILA. COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL K: THAT PORTION OF THE NORTH 105.12 FEET OF LOT 13 LYING EASTERLY OF STATE ROAD NO 1 IN BLOCK 2 OF ADAMS HOME TRACTS, AS PER PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 31. RECORDS OF KING COUNTY, EXCEPT THOSE PORTIONS OF LOT 13 CONVEYED FOR ROAD PURPOSES TO KING COUNTY, STATE OF WASHINGTON, RECORDED UNDER RECORDING NO 7501150141 AND TO THE STATE OF WASHINGTON RECORDED UNDER RECORDING NO 9603260430. RECORDS OF KING COUNTY, SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL L: THE WEST 60 FEET OF THE NORTH 83 FEET OF LOT 14 IN BLOCK 2 OF ADAMS HOME TRACTS, AS PER PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 31. RECORDS OF KING COUNTY, SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL f : THAT PORTION OF LOTS 13 AND 14 IN BLOCK 2 OF ADAM HOME TRACTS DESCRIBED AS FOLLOWS: BEGINNING AT A POINT 60 FEET EAST AND 159 FEET NORTH OF THE SOUTHWEST CORNER OF TRACT 14; THENCE WESTERLY 100 FEET; THENCE NORTHERLY 26 FEET; THENCE WESTERLY 78.51 FEET TO THE EASTERLY MARGIN OF PACIFIC HIGHWAY SOUTH; THENCE NORTHEASTERLY ALONG SAID HIGHWAY 23.74 FEET; THENCE EASTERLY 109.85 FEET; THENCE NORTHERLY 22.20 FEET; THENCE EASTERLY 60 FEET; THENCE SOUTHERLY 70.60 FEET TO POINT OF BEGINNING; SITUATE IN THE COUNTY OF KING. STATE OF WASHINGTON. TITLE PARCEL N: THAT PORTION OF LOTS 12, 13 AND 14 IN BLOCK 2 OF ADAMS HOME TRACTS DESCRIBED AS FOLLOWS: BEGINNING 60 FEET EAST AND 125 FEET NORTH OF THE SOUTHWEST CORNER OF TRACT 14; THENCE WESTERLY 198.14 FEET TO THE EASTERLY MARGIN OF PACIFIC HIGHWAY SOUTH; THENCE NORTHEASTERLY ALONG SAID HIGHWAY 63.02 FEET; THENCE EASTERLY 78.51 FEET; THENCE SOUTHERLY 26 FEET; THENCE EASTERLY 100 FEET; THENCE SOUTHERLY 34 FEET TO POINT OF BEGINNING. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL 0 LOT 14 IN BLOCK 2 OF ADAMS HOME TRACTS. AS PER PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY; EXCEPT THE WEST 60 FEET THEREOF, SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL P: THE WEST 28.6 FEET OF LOT 15 IN BLOCK 2 OF ADAMS HOME TRACTS, AS PER PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF SITUATE IN THE CITY OF TUKWILA. COUNTY OF KING, STATE OF WASHINGTON. TITLE PARCEL Q: LOT 15, BLOCK 2, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 11 OF PLATS, PAGE 31, IN KING COUNTY, EXCEPT THE WEST 29.5 FEET THEREOF; AND EXCEPT THE SOUTH 11.5 FEET THEREOF; AND EXCEPT THE EAST 3.0 FEET THEREOF. KING COUNTY; • 2- • • / • r, „ 4 ,• 40 4 4 4 4 / I ri / 4172J 4 4 / f 4 / 4 4 2. 4 ,Y /0 44 f1 4 4 4 4 4 4 4 4� / FOR TUK ILA VILLA ASE1 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON NEW LIBRARY (BY OTHER _4 NEW BUILDIN C r , EX. LJ 1 I 1 I — L 1 — L J NOTES: 1. SITE DEVELOPMENT PLAN SHALL COMPLY WITH ENGINEERING REPORT BY ASSOCIATED EARTH SCIENCES INC. DATED MARCH 18, 2013 AND SUBSEQUENT GEOTECHNICAL REPORTS / EVALUATIONS. 2. CONSTRUCT AND INSTALL ALL DEVELOPMENT INFRASTRUCTURE UNDER A PUBLIC WORKS PERMIT. 0 30 1"=60' 60 120 \\\ _J CALL BEFORE YOU DIG: 1-800-424-5555 VICINITY MAP N.T.S S 140TH ST S 141ST ST S 142ND ST 1 S 144TH ST 0 1:78f S 146TH ST SITE z m BUILDING RESUBMITTAL SET BUILDING A BID SET REVISED PER BUILDING C PERMIT SUBMITTAL FOR BUILDING PERMIT SUBMITTAL c N 0 V 0. U 0. O. 0. U 0 () 0 V 0 'd 0 c.) m 0 0 m 0 m m a; N N 0; iri ai O tri 0 4, 0 0 m M N 0 z I— COVER SHEET BASIS OF BEARING - NAD83/91 PER CITY OF TUKWILA THE BASIS OF BEARINGS FOR THIS SURVEY IS NAD 83/91 PER CITY OF TUKWILA. CITY OF TUKWILA HORIZONTAL CONTROL POINT NO. 17 (S. 1/4 CORNER OF SEC. 15) WAS HELD FOR POSITION AND A LINE BETWEEN SAID POINT NO. 17 AND CITY OF TUKWILA HORIZONTAL CONTROL POINT NO. 1925 WAS HELD FOR ROTATION BEING NORTH 8T 35' 22" WEST. VERTICAL DATUM - NAVD 88 PER CITY OF TUKWILA THE VERTICAL DATUM FOR THIS PROJECT IS NAVD88 PER CITY OF TUKWILA. CITY OF TUKWIILA CONTROL POINT NO. 17 (S. 1/4 CORNER OF SEC. 15) WAS HELD FOR ELEVATION. BEING 288.757'. PROCEDURE / NARRATIVE: A FIELD TRAVERSE USING A -TRIMBLE 5600" ROBOTIC TOTAL STATION, TRIMBLE "S6" ROBOTIC TOTAL STATION AND TOPCON GR3 GPS SUPPLEMENTED WITH FIELD NOTES WAS PERFORMED. ESTABLISHING THE ANGULAR, DISTANCE. AND VERTICAL RELATIONSHIPS BETWEEN THE MONUMENTS, PROPERTY LINES, AND TOPOGRAPHIC FEATURES AS SHOWN HEREON. THE RESULTING DATA MEETS OR EXCEEDS THE STANDARDS FOR LAND BOUNDARY SURVEYS AS SET FORTH IN WAC 332-130-090. REFERENCE MAPS: 1. RECORD -OF -SURVEY REC.N0.20050725900010 2. RECORD -OF -SURVEY REC.N0.20010711900012 3. RECORD -OF -SURVEY REC.N0.20050603900013 4. RECORD -OF -SURVEY REC.N0.20011029900014 5. PLAT OF JAMES CLARKS GARDEN ADDITION VOL.13, PG.12 6. PLAT OF ADAMS HOME TRACTS VOL.10, PG.31 TOTAL AREA: 254,514±S.F. (5.843±ACRES) SURVEYOR NOTES: 1. THERE ARE NUMEROUS UTILITIES ALONG THE WEST LINES OF TITLE PARCELS A, B AND C NOT CONTAINED WITHIN EASEMENTS 2. THERE ARE A FEW ENCROACHMENTS ALONG THE BOUNDARIES. SEE SHEET 2 AND 3. 3. THERE ARE A FEW OVERLAPPING LEGAL DESCRIPTIONS AS SHOWN. 4. THERE ARE TWO SIGNIFICANT GAPS IN DESCRIPTIONS. ONE IN THE NORTH PORTION OF THE SITE AND THE OTHER IS IN THE SOUTH PORTION OF THE SITE. SEE SHEETS 2 AND 3. TAX PARCEL NOS: 152304-9242, 152304-9096, 152304-9092, 155420-0005, 155420-0010, 155420-0015, 155420-0020, 155420-0025, 155420-0030, 155420-0036, 155420-0037, 155420-0033, 155420-0035, 155420-0034, 004000-0180, 004000-0194, 004000-0146, 004000-0145, 004000-0191. 004000-0196, 004000-0198. EARTHWORK VOLUMES CUT: 3,930 CY FILL: 31.210 CY NET: 27,280 CY (F) LEGEND: REVIEWED FOR CODE COMPLIANCE APPROVED SHEET INDEX Cl - COVER SHEET C2 - HORIZONTAL CONTROL PLAN C3 - DEMOLITION PLAN C4 - T.E.S.C. PLAN C5 - GRADING PLAN C6 - STORM DRAINAGE PLAN C7 - STORM DRAINAGE PROFILES C8 - TUKWILA INTERNATIONAL BOULEVARD IMPROVEMENTS PLAN C9 - PLAZA DETAILED GRADING PLAN C10 - DETENTION TANK PLAN AND PROFILE C11 - STORM DRAINAGE NOTES AND DETAILS C12 - STORM DRAINAGE NOTES AND DETAILS C13 - T.E.S.C. NOTES AND DETAILS C14 - CONSTRUCTION NOTES AND DETAILS R1 - S. 144TH ST. ROADWAY IMPROVEMENTS PLAN AND PROFILE R2 - S 144TH ST. CHANNELIZATION PLAN P El 0 0 0 83 c> EXISTING SURVEY MONUMENT (AS NOTED) BENCHMARK SECTION CORNER (AS NOTED) FOUND REBAR/CAP (AS NOTED) POWER VAULT LUMINAIRE (LUM.) YARD LIGHT POWER METER POWER POLE JUNCTION BOX (AS NOTED) TELEPHONE MANHOLE CATCH BASIN (CB) STORM MANHOLE (SDMH) SANITARY SEWER MANHOLE (SSMH) SANITARY SEWER CLEANOUT (SSCO) GAS METER GAS VALVE WATER VALVE (WV) FIRE HYDRANT (FH) WATER MANHOLE WATER METER SIGN MONITOR WELL DIRECTION OF VEHICLE TRAVEL — -/- -J- APR ? 8 2015 City of i'ukvvild BUILDING DIVISION — WATER LINE ss SANITARY SEWER LINE STORM DRAINAGE LINE GAS LINE EXISTING CONTOUR — GAS GAS --304-- PROPOSED - ---304---- SWALE SEWER MANHOLE SEWER CLEANOUT SEWER LINE WATER LINE STORM PIPE CATCH BASIN PROPOSED CONTOUR PROPOSED CURB PROPOSED CURB AND GUTTER PROPOSED ASPHALT THICKENED EDGE RECEIVED CITY OF TUKWILI'. JAN022015 PERT CENTER CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. P.Q. BOX 47060 OLYMPIA, WASHINGTON 98504-7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED. OR DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. 0 J J co uJ V Q 0 -I Q Q J z 0_2 0 -J W W 0 O LL 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 12/29/2014 0 c 0 0 x O co sn U z 0 0 0 72ND AVENUE SOUTH N M) O 03 CY) 1- Z W 251-8782 FAX (1) w w V) —) z W Z 0 c z W z w v m 0 UTILITY CONFLICT NOTE: CAUTION: A THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. 0 to L=54.87', R=33.20' A=94.69 ACCESS EASEMENT L=21.55', R= ...........'L_______________............. — — S80' 15'52"E . 8b.83' 0 n i INTERSECTION TUKWILA INT'L BLVD. STA 472+17.35 ROAD 'A' STA 20+00.00 O 0 a u ACCESS EASEMENT TO BE PROVIDED ACCROSS PROPOSED 26' ROAD 'A' FOR ADJOINING PROPERTIES \,\\\\\\\\\-\\\,\.\.\\ 2.84 - S1'27'24"W,-135.99' - w- DRAINAGE EASEMENT c /1 UK FOR ILA VILLA E - 'HAS PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, ' & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON Alp Itil -\\\\\c\\ \ :23 ts3 INTERSECTION ROAD 'A' STA 24+71.84 ROAD 'B' STA 32+84.61 0 0 — — — i1w -1 iittp x . x0418 117 INTERSECTION TUKWILA INT'L BLVD. STA 469+15.38 ROAD 'B' STA 35+35.59 .osr 1P L .IOS .\ \,\\•• PROPOSED 26 ROAD B FOR ADJOINING PROPERTI 31 :1'1,85:: R/W EX. SOUTH 144TH ST. t ------------- 11 \\\\. \\\\\\\:t-'" \ \ 17 2.5' / i co co CV W 0 M In M 0) 00 END CONST. c S. 144TH ST STA 17+78.27 OFFSET=2.5' RT i / a a a EX. 30' EX. 20' R/W 42ND AVE. S. ▪ SOUTH 144TH ST. CONSTRUCTION END CONST. TAPER S. 144TH ST STA 15+35.79 OFFSET=2.5' RT ♦ F tX. 20' R/W INTERSECTION S. 144TH ST. CONST. STA 13+83.59 ROAD 'B' STA 30+00.00 00 W DEDICATION VARIES BEGIN CONSTRUCTION TAPER S. 144TH ST STA 12+16.39 U W 5.75' R/W DEDICATION HorororE marEX. 30' R W 5.75' R W DEDICATION f INTERSECTION — �o TUKWILA INT'L BLVD. STA-466+31.06-'z ., S. 144TH ST. CONST. Q STAT0+QQ.00 '• CALL BEFORE YOU DIG: 1-800-424-5555 0 20 40 p FOR DEICo COMPLIANCE CODE APR 2B2015 C1©INGuIcNila Burl DIVISION 80 w BUILDING RESUBMI BUILDING A BID SET 0 a 0 0 0 a 0. 0 0 0 0 0. 0 0 0 0 to 0 N 0 0 Cn 0 0 0 a, N N cri 0 tf) ai 0 ti v 0 to M N z 0 HORIZONTAL CONTROL PLAN 0 LL RECEIVED CITY OF TUKWILA JAN022015 PERMIT CENTER TUKWILA VILLAGE 0 U 8 J W W co Q Q 0 O 0 co cp Z CO W • • g4. O J W C CI 5 GV PUYALLUP, WA 98374 12/29/2014 0 N 0 c 0 N 0 x O 0 z 18215 72ND AVENUE SOUTH csi 0 0 g z �o CO ccoo cco 12z I I Lai z C; Ca z_ W >- Z N N cr Y U V) S' al Lf) N N m 0 0 CJ 0 -J -J W CC 0 V) File:P:\ 15000s\ 15255\engineering\Phase UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. DEMOLITION SCHEDULE 0 REMOVE EXISTING BUILDING AND DISPOSE OF OFFSITE REMOVE EXISTING ASPHALT AND DISPOSE OF OFFSITE REMOVE EXISTING CONCRETE DRIVEWAY AND DISPOSE OF OFFSITE REMOVE EXISTING CONCRETE SIDEWALK AND DISPOSE OF OFFSITE DEMOLISH EXISTING CONCRETE AND/OR KEYSTONE WALL AND DISPOSE OF OFFSITE REMOVE EXISTING CONCRETE CURB AND DISPOSE OF OFFSITE REMOVE EXISTING CONCRETE PAD AND DISPOSE OF OFFSITE REMOVE EXISTING CB, SD PIPE & APPURTENANCES AND DISPOSE OF OFFSITE REMOVE EXISTING SSMH & APPURTENANCES AND DISPOSE OF OFFSITE REMOVE EXISTING WATER LINE & APPURTENANCES AND DISPOSE OF OFFSITE. DO NOT REMOVE WITHOUT APPROVAL FROM KING COUNTY WATER DISTRICT #125 AND THE TUKWILA FIRE DEPARTMENT. REMOVE EXISTING TREES AND DISPOSE OF OFFSITE REMOVE EXISTING POWER/TEL & STRUCTURES AND DISPOSE OF OFFSITE REMOVE EXISTING BOLLARDS AND DISPOSE OF OFFSITE REMOVE EXISTING SIGNS AND DISPOSE OF OFFSITE REMOVE EXISTING CONCRETE ECOLOGY BLOCKS AND DISPOSE OF OFFSITE REMOVE EXISTING FENCE AND DISPOSE OF OFFSITE REMOVE EXISTING GRAVEL AND REUSE AS FILL DURING CONSTRUCTION IF POSSIBLE. REMOVE EXISTING MONITORING WELL AND DISPOSE OF OFFSITE FOLLOWING ALL STATE, FEDERAL AND LOCAL REQUIREMENTS. REMOVE EXISTING TREES AND TREE WELL AND DISPOSE OF OFFSITE REMOVE EXISTING CONCRETE HANDICAP RAMP AND DISPOSE OF OFFSITE EX. LIGHT POLE TO BE RELOCATED. CONTRACTOR TO COORDINATE WITH CITY SAWCUT LINE SAWCUT AND REMOVE EXISTING PEDESTRIAN WARNING SYSTEM. LIMITS OF DEMOLITION J LIMITS OF DEMOLITION J O 14am o \ EX. d EXITING DRNBY TO RE • ' — ••WL NEW'.LAMP ON S0 StD�-____ a �-- ,yi x N ul a • ±01 SIGN A N U Z 716 flCiJ = EX. TREE r \ mamao� •�\\ \\\\\\ -. \\\\\\\\\\\ LIMITS -0 DEMOfTION EX. ASPHAL & PARKIN TO REMAI EX. TREE,/ 0 Li) am 3� a-, W g W cc f• 0 Vl • EX. TREE OLITI•f �LA �w FOR TUKWILA VILLAGE -PHASE 1 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CfTY OF TUKWILA, KING COUNTY, WASHINGTON 42ND AVE. SOUTH POWER VAULT Z EX. DITCH TO REMAIN W 0 a Wx J 0 0 CO CL 2 Z= Q i 011 EX. WATER SAWCUT ALONG FACE OF GUTTER & REMOVE ASPHALT NECESSARY FOR WATERLINE REPLACEMENT. CONTRACTOR TO RESTORE AFFECTED AREA TO ORIGINAL CONDITION. LOCO h: 1-)- Q W la ea LIMITS OF 03af1 DEMOLITION e g�a a X 5 GRIND 2" ASPHALT PAVEMENT OUTSIDE SAWCUT LINE EX. CURB TO REMAIN EX —SD- — — EX. WATER EX. SIDEWALK EX. CB EX. CURB TO REMAIN EX. CURB END CURB REMOVAL ON SOUTH SIDE OF S. 144TH ST. EX. WATER W z N fN er \ X. CURB l M \• J1IMITS OF DEMOLITION i 0 0 20 1 i 40 80 CALL BEFORE YOU DIG: 1-800-424-5555 GENERAL DEMOLTTION NOTES: 1. CONTRACTOR SHALL ASSURE THAT ALL NECESSARY PERMITS HAVE BEEN OBTAINED PRIOR TO COMMENCING WORK, INCLUDING DEMOLITION AND ANY SEWER CAPPING PERMITS. FIRE PROTECTION DEMOLITION PERMIT IF REQUIRED, IS ISSUED BY FIRE DEPARTMENT. SEPARATE PERMITS ARE REQUIRED FOR EACH BUILDING AS WELL AS SEPARATE SEWER CAPPING PERMIT 2. DISASSEMBLE AND REMOVE INTERIOR OPERATIONAL EQUIPMENT FOR SALVAGE AS DIRECTED BY OWNER 3. DISMANTLE AND DEMOLISH BUILDING STRUCTURES. DEMOLITION DEBRIS AND MATERIALS TO BE STOCKPILED AND DISPOSED OF AT AN APPROVED SITE. FOUNDATIONS BELOW SLAB AND BELOW ADJACENT SURFACES WILL REMAIN. REMOVE ALL STEM WALLS, ANCHOR BOLTS, ETC. TO LEAVE THE AREA FREE FROM ANY PROTRUSIONS (STRUCTURAL OR UTILITY). 4. ANY HAZARDOUS SUBSTANCES AND/OR MATERIALS ENCOUNTERED SHALL BE HANDLED AND DISPOSED OF BY QUALIFIED PERSONNEL ACCORDING TO COUNTY, STATE AND FEDERAL REGULATIONS. 5 ANY ENCOUNTERED UNDERGROUND TANKS, VAULTS, ETC., SHALL BE REMOVED PER COUNTY/STATE REGULATIONS. CRAWL SPACES, TUNNELS, TANK HOLES, ETC., SHALL BE BACKFILLED AND COMPACTED PER SOILS ENGINEERS RECOMMENDATIONS. 6. DISCONNECT ALL POWER, TELEPHONE, GAS FROM BLDG. CONTRACTOR SHALL CONTACT AND COORDINATE WITH THE FIELD ENGINEER AND ANY APPROPRIATE UTILITY COMPANIES ON REQUESTING DISCONNECTION'S, REMOVALS AND/OR RELOCATION OF EXISTING SERVICE. CONTRACTOR SHALL COORDINATE WITH THE OWNERS ENGINEER, AND APPROPRIATE UTILITY PURVEYORS TO VERIFY SERVICE LOCATIONS TO EXISTING BUILDING. CONTRACTOR IS CAUTIONED THAT PERIMETER UTILITIES OUTSIDE OF THE BUILDING ARE TO REMAIN OPERATIONAL. THE CONTRACTOR WILL BE SOLELY RESPONSIBLE FOR ANY DAMAGES AS A RESULT OF A DISRUPTION OF UTILITY SERVICE ASSOCIATED WITH AND/OR DUE TO HIS ACTIVITIES. 7. PLUG AND CAP ALL EX. FIRE SPRINKLER, DOMESTIC WATER LINES, AND STORM DRAINS AT BLDG. CAP ALL UTILITIES TO THE BUILDING, DISCONNECT ELECTRICAL AND REMOVE ANY WATER METERS AND CAP LINES 8. CONTRACTOR SHALL CONFIRM AND VERIFY WORK SCOPE ITEMS AND BUILDING UTILITY SERVICES TO DEMOLISH WITH THE OWNERS AUTHORIZED REPRESENTATIVE. TEMPORARY DUST CONTROL MEASURES: 1. THE CONTRACTOR SHALL MAINTAIN A SUFFICIENT NUMBER OF WATER TRUCKS AT THE SITE AND WATER THE GRADED OR GRUBBED SITE AS REQUIRED TO CONTROL DUST. 2. THE CONTRACTOR SHALL CONDUCT HIS OPERATIONS SO THAT ALL EXCAVATION, EMBANKMENT, AND IMPORTED MATERIAL IS SPRINKLED WITH WATER DURING HIS GRADING OPERATIONS. 3. REFER TO THE CITY OF TUKWILA STANDARD CONSTRUCTION SPECIFICATIONS. TEMP. EROSION/SEDIMENT CONTROL CALLOUTS BUILDING RESUBMITTAL SET BUILDING A BID SET REVISED PER BUILDING C PERMIT SUBMITTAL FOR BUILDING PERMIT SUBMITTAL c a U a 0 0 m a Q a U a U a U a U Y U 0 V) 0 V) • ai N ai tri of 0 O 0 N 0 z a DEMOLITION PLAN 0 CONTRACTOR TO INSTALL TEMPORARY SILT FENCE (MIRAFI 100X, OR EQUIVALENT) AROUND PERIMETER OF SITE AS REQUIRED TO PREVENT SILT —LADEN RUNOFF FROM LEAVING SITE, AND AS DIRECTED BY CITY INSPECTOR. (PER THE CITY OF TUKWILA STANDARD CONSTRUCTION SPECIFICATIONS.) CONTRACTOR TO INSTALL TEMPORARY CATCH BASIN PROTECTION AT ALL EXISTING AND PROPOSED L."4-I CATCH BASINS AS REQUIRED TO PREVENT SILT —LADEN WATER FROM ENTERING STORM DRAINAGE SYSTEM, AND AS DIRECTED BY CITY INSPECTOR. (PER THE CITY OF TUKWILA STANDARD CONSTRUCTION SPECIFICATIONS.) SPECIAL NOTE CONTRACTOR TO MAINTAIN ALL—WEATHER EMERGENCY VEHICLE ACCESS TO NORTHERN ADJACENT PROPERTY THROUGHOUT THE DURATION OF THE PROJECT. CONTRACTOR TO COORDINATE WITH CITY OF TUKWILA TO DETERMINE LOCATION AND SUITABILITY NOTES: 1. SEE SHEET C14 FOR EXISTING STRUCTURE TABLE. 2. SEE SHEET C4 FOR T.E.S.C. PLAN 3. ALL EXISTING UTILITIES WITHIN AND ONSITE ALONG TUKWILA INTERNATIONAL BOULEVARD RIGHT OF WAY TO REMAIN UNLESS OTHERWISE NOTED. CONTACT ENGINEER IF CONFLICT EXISTS. 4. REMOVE ALL EXISTING PAVEMENT MARKINGS WITHIN LIMITS OF DISTURBANCE REVIEWED FOR MODE COMPLIANCE APPROVED CE APR 28 2015 City of Tukwila BUILDING DIVISION T.E.S.C. LEGEND DESCRIPTION PROPOSED FILTER FABRIC FENCE LIMITS OF DEMOLITION CATCH BASIN PROTECTION • • • • RECE11,sED CITY OF TUKWILA JAN 0 2 2015 PERM T CENTER 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 12/29/2014 6 0 c N 0 t(( < v O I 0 n. O 0 U 0 .D c c v °' 3 O 0 U ml Y 0 0 a 18215 72ND AVENUE SOUTH x CN N CO CO I I N N N (1) Z Cir) U CC Of W La 10r.. UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. OUTLET PLAN OVERFLOW ELEV. = 290.0\ WELD ALL AROUND IE= 288.5 4'-0" X 4'-0' CONC. PAD ELEVATION NOTE: CONTRACTOR SHALL USE CAUTION WHEN EXCAVATING TO CONSTRUCT AND LATER REMOVE OUTLET STRUCTURE SO AS NOT TO DAMAGE NEW PLASTIC POND LINER. 4'X4' CONC. PAD 36" 0 CMP PERFORATED STANDPIPE 0"-10" 31.-50' (TYP) 36" 0 CMP PERF. STANDPIPE 1" 0, TYP. AT 10" 0-C 10 PER ROW TOTAL 40 PERF. 2"-4" WASHED ROCK GRAVEL CONE 4" TEMPORARY SEDIMENT POND OUTLET CONTROL STRUCTURE POND BOTTOM MIN. 1.5' DEAD STORAGE FOR SEDIMENTATION TRAP NOT TO SCALE 4) = X z 0 to LT FENCE CLEARING LIMITS kuG, SD D ILT FENCE CLEARING LMITS EX. ASPHAL / PARKIN V TO REMAI \ \ \� C ` PROTEk ON CB INSERT PROTECTION (TYP.) FOR UK ILA VIL A AS PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON TEMP STOCKPILE AREA RELOCATE AS CONSTRUCTION PROGRESSES (PER CITY OF TUKWILA SIDS.) EX. BUILDING f sn V us CONTRACT R TO PROVIDE 12' WIDE ALL WEATHER ACC SS U TIL NEW ACCESS IS PROVIDED FROM ,-T1dK ILAL-s ItITERNATIONAL BLVD. p, SD EX. DITCH TO REMAIN CB INSERT PROTECTION (TYP.) ILT FENCE NGPE FENCE FOR TREE P-R4TECTIQN'- SHALL BE SET AT TREE DRIP LINES PROTtCTION I NGPE FE CE FOR \ II TREE P TECTION SHALL E SET AT TREE RIP LINp, _J 65 LF 12" TEMP. S I.E.=290.5 GRAVEL CONE TEMPORARY CONTROL STRUCTURE TOP OF -RISER EL.= 291.0 /� I.E.-288.5 BOTTOM EL.-287.0 SILT FENCE BAFFLE &TEMP SE IM NT TRAP\ CITY OF 'TUKWILA SIDS.) 1 TOP EL.=292.0 MAX WATER SURFACE EL. = 291. " BOTTOM EL. = 287.0 CB INSERT PROTECTION (TYP.) /ILT FENCE /'1" SD I 42 AVE. SOUTH NGPE FENCE FOR TREE PROTECTION SHALL BE SET AT TREE DRIP LINES CLEARING UM 1"S - PCI H) O 0 20 ( 40 _40' 80 CALL BEFORE YOU DIG: 1-800-424-5555 CONSTRUCTION SEQUENCE: 1. A PRE -CONSTRUCTION MEETING IS NOT REQUIRED BY CITY OF TUKWILA. 2. FLAG ALL CLEARING LIMITS. 3. POST SIGN WITH NAME AND PHONE NUMBER OF TESC SUPERVISOR. 4. PROVIDE PROTECTION FOR ALL EXISTING STORM DRAINAGE SYSTEMS WHICH MIGHT BE EFFECTED BY GRADING OPERATIONS. 5. INSTALL TEMPORARY CONSTRUCTION ENTRANCES. 6. INSTALL PERIMETER PROTECTION INCLUDING SILT FENCE, HAY BALES ETC. PER THESE PLANS. 7. PROTECT SURROUNDING PROPERTY & ROW FROM ANY SEDIMENT LADEN WATER DURING EARTHWORK OPERATION. 8. CONTACT BUILDING INSPECTOR TO INSPECT INITIAL EROSION PRACTICES. 9. DEMOLISH EXISTING ONSITE STRUCTURES AS SPECIFIED ON DEMOLITION PLAN. 10. CLEAR, ROUGH GRADE AND AMEND TESC FACILITIES AS NEEDED. 11. INSTALL UTILITIES. A. WHERE FEASIBLE, NO MORE THAN 250 LF OF TRENCH SHALL BE OPENED AT A TIME. B. WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS, EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. TRENCH AND FOUNDATION DEWATERING DEVICES SHALL DISCHARGED THROUGH A FILTER BAG, GEOTEXTILE FABRIC OR SHALL BE CONTAINED IN A SMALL SEDIMENT TRAP AND RELEASED IN A MANNER SUCH THAT THE DISCHARGE DOES NOT VIOLATE CONSTRUCTION WATER QUALITY STANDARDS SET BY THE TYPICAL NPDES GENERAL PERMIT. IN NO CASE WILL DEWATERING BE DIRECTLY DISCHARGED FROM THE SITE. 12. PAVE AREAS INDICATED PER PLAN. 13. MAINTAIN TESC MEASURES IN ACCORDANCE WITH CITY OF TUKWILA STANDARDS. 14. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST,PLASTIC SHEETING OR EQUIVALENT. 15. STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. 16. SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 17. COMPLETE FINAL GRADING WHILE MAINTAINING TESC MEASURES. 18. HYDROSEED AND MULCH EXPOSED AREA. 19. MAINTAIN TESC FACILITIES UNTIL ALL RISK OF EROSION/SEDIMENTATION HAS PASSED AND STORM SYSTEM IS INSTALLED AND FUNCTIONAL. DO NOT CONVEY SEDIMENT LADEN WATER INTO STORM SYSTEM. 20. UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMP'S REMOVED IF APPROPRIATE. TEMPORARY DUST CONTROL MEASURES: 1. THE CONTRACTOR SHALL MAINTAIN A SUFFICIENT NUMBER OF WATER TRUCKS AT THE SITE AND THE GRADED OR GRUBBED SITE WITH WATER AS REQUIRED TO CONTROL DUST. 2. THE CONTRACTOR SHALL CONDUCT HIS OPERATIONS SO THAT ALL EXCAVATION, EMBANKMENT, AND IMPORTED MATERIAL IS SPRINKLED WITH WATER DURING HIS GRADING OPERATIONS. 3. REFER TO THE CITY OF TUKWILA STANDARD CONSTRUCTION SPECIFICATIONS. BUILDING RESUBMITTAL SET BUILDING A BID SET REVISED PER BUILDING C PERMIT SUBMITTAL FOR BUILDING PERMIT SUBMITTAL c 0 y a 0 a 0 a a a 0 a U a 0 a 0 Y 0 V 0 0 m 0 m 0 0 m ai N ai O -4- a; O N. O t 0 0 m d• N C z T.E.S.C. PLAN cc 0 LL 1 W Q i 0.. V Q 5: Q J TEMP. EROSION/SEDIMENT CONTROL KEYNOTES CONTRACTOR TO INSTALL TEMPORARY SILT FENCE (MIRAFI 100X, OR EQUIVALENT) AROUND PERIMETER OF SITE AS REQUIRED TO PREVENT SILT -LADEN RUNOFF FROM LEAVING SITE, AND AS DIRECTED BY CITY INSPECTOR. (PER THE CITY OF TUKWILA STANDARD CONSTRUCTION SPECIFICATIONS.) CONTRACTOR TO INSTALL TEMPORARY CATCH BASIN PROTECTION AT ALL EXISTING AND PROPOSED CATCH BASINS AS REQUIRED TO PREVENT SILT -LADEN WATER FROM ENTERING STORM DRAINAGE SYSTEM, AND AS DIRECTED BY CITY INSPECTOR. (PER THE CITY OF TUKWILA STANDARD CONSTRUCTION SPECIFICATIONS.) CONTRACTOR TO INSTALL TEMPORARY INTERCEPTOR DITCHES W/ROCK CHECK DAMS EVERY 25' ALONG DITCH AS REQUIRED TO DIRECT SILT -LADEN RUNOFF TO SEDIMENT TRAPS TO KEEP IT FROM LEAVING SITE, AND AS DIRECTED BY CITY INSPECTOR. (PER THE CITY OF TUKWILA STANDARD CONSTRUCTION SPECIFICATIONS.) CONTRACTOR TO INSTALL TEMPORARY SEDIMENT TRAP AS REQUIRED TO STORE SILT -LADEN RUNOFF AND KEEP IT FROM LEAVING SITE, AND AS DIRECTED BY CITY INSPECTOR. (PER THE CITY OF TUKWILA STANDARD CONSTRUCTION SPECIFICATIONS.) CONTRACTOR TO INSTALL TEMPORARY CONSTRUCTION ENTRANCE AS DIRECTED BY INSPECTOR. (PER THE CITY OF TUKWILA STANDARD CONSTRUCTION SPE NOTES: 1. SEE SHEET C 14 FOR EXISTING STRUCTURE TABLE. 2. SEE SHEET C3 FOR ALL DEMOLITION AND CLEARING OF SITE WITHIN CLEARING LIMITS. 3. SEE SHEET C13 FOR T.E.S.C. DETAILS SPECIAL NOTE CONTRACTOR TO MAINTAIN ALL-WEATHER EMERGENCY VEHICLE ACCESS TO NORTHERN ADJACENT PROPERTIES THROUGHOUT THE DURATION OF THE PROJECT. CONTRACTOR TO COORDINATE WITH CITY OF TUKWILA TO DETERMINE LOCATION AND SUITABILITY DFOR RE sic CODE COMPLIANCE APPROVED APR 2 8 2015 City of Tukwila BUILDING DIVISION RECEMEO CITY OF TUKWILA. ILO'. JAN 0 2 2615 PERiVi T CENTEc-1 T.E.S.C. LEGEND DESCRIPTION PROPOSED FILTER FABRIC FENCE TEMPORARY CONSTRUCTION ENTRANCE TEMPORARY DRAINAGE DITCH LIMITS OF CLEARING CHAIN -LINK CONSTRUCTION FENCE ROCK CHECK DAM CATCH BASIN PROTECTION DIRECTION OF SURFACE FLOW 0 0 0 • XXXXXXXXX W J J S J LL DEVELOPMENT ASSOCIATES, LLC 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 12/29/2014 ai 0 N 0 0 x i1 0 z alI 0 0 0 co y C c Y N 0 0 00 col0 2 a 0 0 0 18215 72ND AVENUE SOUTH x CV • CV CV ODD • N I, CO co OD 111 N N LJ CV CV a s m File:P:\ 15000s\ 15255\engineering\Phase UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE @ 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. _ c 1 SD --Pfum Pew) y SS 47 '\ \\.„ A 1 7 \ / ` NEW. CONCRETE SIDEWALK ":. .. BW 9 / / / / / / / / / / / / / / / / F 1 ' r NEW -� NCRETE 6 AINING W= 89.0 pp WALL B - 90.0 `I BW=' :9.0 WERNISM InaSMSER SD 0+00.00: GRADING PLAN FOR TUKWILA VILLAGE - PHASE 1 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, :& NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON 1! , i 1 r / ;. - i / - / - 1 !- 1`k 0 1 1 20 ✓ C7 40 80 CALL BEFORE YOU DIG: 1-800-424-5555 GRADING PLAN W to a_ cc 0 W 0 J J 5: a KEYNOTE LEGEND 0 0 0 0 0 0 0 0 c> co SINGLE DIRECTION CURB RAMP PER WSDOT STD. F-40.16-01 CURB RAMP PER CITY OF TUKWILA STD. RS-12 DRIVEWAY PER CITY OF TUKWILA STD. RS-09 CEMENT CONCRETE TRAFFIC CURB & GUTTER PER WSDOT STD. F-10.12-02 ADA COMPLIANT PARKING AREA. GRADE TO NOT EXCEED 2.0% IN ANY DIRECTION REFER TO LANDSCAPE PLANS FOR DETAILED PLAZA DESIGN BOLLARD, TYP. REFER TO LANDSCAPE PLANS FOR DETAIL TRASH COLLECTION AREA ASPHALT THICKENED EDGE PER DETAIL ON SHEET C14 2' WIDE DETECTABLE WARNING SURFACE, SEE LANDSCAPE DRAWINGS PROPOSED PAVEMENT LEGEND bee 40ee 4)04004eeesee eisoe eeseeoeeeweee ♦�ee�►eeo4e eeae+emeeee4�r�es�dee�e�o. eoeeeaeoa�feseeeeee�► „-,,,,,,,,,,,,,,,, ,iia.,,-i,i,,,,,,,,, <,,,,i,i,,,,,/ -i PROPOSED STANDARD ASPHALT PAVEMENT PROPOSED PEDESTRIAN CONCRETE PAVEMENT/PAVERS PROPOSED VEHICULAR CONCRETE PAVEMENT PROPOSED POROUS PEDESTRIAN CONCRETE PAVEMENT/PAVERS PROPOSED POROUS VEHICULAR CONCRETE PAVEMENT/PAVERS NOTES: 1. REFER TO LANDSCAPE PLANS FOR DETAILED PAVEMENT TREATMENT. 2. SEE SHEET C14 FOR PAVEMENT SECTIONS 17 NOTES: 1. REFER TO SHEET C6 FOR STORM DRAINAGE PLAN. 2. REFER TO SHEET C14 FOR EX. UTILITY STRUCTURE DETAILED INFORMATION. 3. ALL ONSITE SIDEWALK TO BE MONOLITHIC CEMENT CONCRETE CURB & SIDEWALK PER WSDOT STD. F-30.10-01 UNLESS OTHERWISE NOTED. 4. WHERE ONSITE CURB IS NOT ADJACENT TO CONCRETE SIDEWALK, CURB SHALL BE 6" EXTRUDED CONC. CURB PER DETAIL, SHEET C14. 5. RETAINING WALLS BY OTHERS. RECEIVED CITY OF TUKWILA JAN 0 2 2015 PERRI CENTER nage\15255 0 0 0 CC 5255\engineering\Phase 0 0 0 UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. YARD DRAIN TABLE YARD DRAIN 0 RIM ELEV. IE ELEV. 1 293.35 290.35 2 291.95 288.95 3 292.00 288.70 4 293.65 288.60 5 286.50 283.50 6 291.25 289.00 CB DRAINS TO SEWER 46 LF 8 10\PUBLIC STORM DRAINAGE EASEMENT 46 SDMH #1 DUPLEX STORM DRAINAGE SUMP PUMP SYSTEM WITH FLOAT CONTROL IN A TYPE -II 48" STRUCTURE WITH SOLID LOCKING LID. RIM = 293.21 I.E. = 281.40 (8" W) I.E.. 289.00 (1.5" E) EA. PUMP SHALL BE CARABLE Ofr DISCHARGI MIN. 2 GPM 0 15' bF\TDH. 64 LF 12" / / / / - 49 LF�" �- - .:�111111 11111a- CB121 45 LF 2" PVC- SD_ ta r.:... • •• . Pfil "�f�`, .i- -�----- 1. 6 PERFORATED � 8" PVC ROOF DRAIN mils PVC FOOTING DRAIN 0 1.0% MIN. I GARAGE --1- _L__-T-� ENTRY \ `- - - .jti 8" PVC ROOF DRAIN `- '� - -00.00 \ \\ \\ e � FF VARIES -'--- -�.� L • G STORM DRAINAGE PLAN FOR TUKWILA VILLAGE - PHASE 1 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON .1 NOTES: 1. REFER TO SHEET C 1 1 FOR MODULAR WETLAND SYSTEM DETAILS. 2. REFER TO SHEET C14 FOR EX. UTILITY STRUCTURE DETAILED INFORMATION. 3. SEE SHEET R1 FOR SOUTH 144TH STREET IMPROVEMENTS 4. REFER TO SHEET C7 FOR STORM DRAINAGE PROFILES. 5. ALL CATCH BASINS SHALL BE MARKED WITH A STAINLESS STEEL DISK THAT READS "NO DUMPING, DRAINS TO STREAM" AS MANUFACTURED BY ALMETEK. 6. REFER TO SHEET C12 FOR YARD DRAIN DETAIL. 2 L , 36" RCP SD ' / /BLDG C ROOF RUNOFF / COLLECTION POIt�T" SYMI__E SNVEYS ROOF & PLAZA RUNOFF TO YD#1 BLDG C ROOF RUNOFF 69 LF 8" COLLECTION POINT NEW BLDG. C FF-29,4.OO 103 IF 8" PVC SD NEW LIBRARY CALL BEFORE YOU DIG: 1-800-424-5555 I� 0 0 20 40 80 CATCH BASIN TABLE CB #10A, TYPE 2-48" W/ SOLID LOCKING LID STA: 14+36.47, 5.27' LT RIM = 288.50 IE = 283.04 (12" W) IE - 283.21 (8" N) IE = 283.04 (12" E) EX. CB #13, EX. TYPE 1 STA: 23+ 17.80, 64.45' LT RIM = 286.70 IE = 285.10 (8" NE) IE = 285.10 (12" W) CB #16, TYPE 1 W/ STANDARD GRATE STA-. 21 +04.79, 0.01' LT RIM = 290.70 IE = 287.03 (8" W) IE = 286.70 (12" E) CB #17, TYPE 1 W/ STANDARD GRATE STA: 21 +39.50, 28.81' LT RIM = 290.46 IE = 286.73 (8" S) CB #18, TYPE 1 W/ STANDARD GRATE STA: 21 +39.50, 0.00' RIM = 290.76 IE = 286.53 (12" W) IE - 286.53 (8" N) IE = 286.86 (8" S) IE = 286.53 (12" E) CB #19, TYPE 1 W/ SOLID LOCKING LID STA: 21+76.92, 13.67' LT RIM = 291.83 IE = 286.35 (12" W) IE = 286.35 (12" S) CB #19A, TYPE 1, W/STANDARD GRATE STA: 22+27.90. 0.00' LT RIM = 290.92 IE = 285.93 (12" N) IE - 285.93 (12" S) IE - 287.21 (8" E) CB #19B, TYPE 1, W/STANDARD GRATE STA: 22+27.87. 26.78' LT RIM = 290.14 IE = 285.71 (8" W) CB #20, TYPE 1 W/ STANDARD GRATE STA: 22+49.77, 19.79' LT RIM = 291.37 IE - 285.70 (8" SW) CB #21, TYPE 1 W/ STANDARD GRATE STA: 22+72.73. 0.00' LT RIM = 291.75 IE = 285.60 (12" N) IE a 285.60 (8" NE) IE = 285.60 (12" S) CB #22, TYPE 2-48" W/ STANDARD GRATE STA: 23+17.80. 0.00' LT RIM = 291.73 IE = 284.78 (12" N) IE = 284.78 (12" E) IE = 285.11 (8" W) IE = 284.78 (12" S) CB #23, TYPE 1 W/ STANDARD GRATE STA: 30+44.68. 28.83' RT RIM = 289.56 IE = 285.83 (8" W) CB #24, TYPE 1 W/ STANDARD GRATE STA. 30+44.77, 7.57' RT RIM = 289.97 IE = 285.77 (8" E) IE a 285.77 (12" N) CB #25, TYPE 1 W/ STANDARD GRATE STA: 31+74.89, 28.83' RT RIM = 292.03 IE = 288.33 (8" W) CB #26, TYPE 2-48" W/ STANDARD GRATE STA: 31+74.86, 7.97' RT RIM = 292.56 IE = 285.38 (12" 5) IE = 285.71 (8" E) IE - 285.71 (8" SW) IE = 285.38 (12" N) CB #26A, TYPE 1. W/ STANDARD GRATE STA: 31+46.86. 28.36' LT RIM = 287.68 IE = 286.97 (8" SW) IE = 286.97 (8" NE) IE = 286.97 (8" NW) CB #27, TYPE 2-48" W/ STANDARD GRATE STA: 32+41.31. 28.47' RT RIM = 291.85 IE = 285.13 (12" S) IE = 285.13 (12" W) CB #28, TYPE 1 W/ STANDARD GRATE STA: 33+60.53, 29.29' RT RIM = 293.76 IE = 289.65 (12" E) IE = 289.94 (8" N) CB #29, TYPE 1 W/ STANDARD GRATE STA: 33+25.51. 0.00' RIM = 293.45 IE = 288.98 (8" S) IE = 288.65 (12" W) IE = 288.65 (12" E) CB #30, TYPE 2-48" W/ STANDARD GRATE STA: 32+84.61, 0.00' RIM = 293.70 IE = 284.95 (12" E) IE = 284.95 (12" W) IE = 284.95 (12" N) CB#31, TYPE 1 W/ STANDARD GRATE STA: 24+01.67, 28.82' LT RIM = 292.04 IE = 288.33 (8" W) CB #32, TYPE 2-48" W/ STANDARD GRATE STA: 24+01.67. 0.00' RIM = 292.91 IE = 284.76 (12" 5) IE = 284.93 (8" E) IE = 284.76 (12" N) CB #33, TYPE 2-48" W/ STANDARD GRATE STA: 23+47.42, 0.00' RIM = 292.53 IE a 284.62 (12" S) IE - 284.62 (12" N) IE = 284.62 (18" E) CB #34, TYPE 2-72" W/ SOLID LOCKING LID STA: 23+45.93. 72.96' LT RIM = 291.76 IE = 283.40 (18" W) IE = 283.40 (36" 5) IE = 283.40 (36" E) CB #35, TYPE 2 - 72" W/ SOLID LOCKING LID STA: 23+53.25, 73.34' LT RIM = 291.80 IE = 283.40 (36" N) IE = 283.40 (36" E) CB #36, TYPE 2-72" W/ SOLID LOCKING LID STA: 23+50.83, 147.24' LT RIM a 291.50 IE = 283.40 (36" W) IE = 283.40 (36" S) CB #37, TYPE 2-72" W/ SOLID LOCKING LID STA: 23+44.98, 156.93' LT RIM = 291.50 IE = 283.40 (36" S) IE = 283.40 (36" W) CB #38, TYPE 2-60" W/ SOLID LOCKING LID STA: 14+96.36, 87.42' LT RIM = 291.50 IE = 283.40 (36" N) IE . 283.40 (18" W) CB #39, TYPE 2-60" W/ SOLID LOCKING LID & FLOW RESTRICTOR STA: 14+86.31, 70.79' LT RIM = 291.50 IE = 283.40 (36" N) IE = 283.40 (18" E) IE = 283.40 (12" 5) CB #40, TYPE 2-48" W/ SOLID LOCKING LID STA: 14+92.09, 6.17' LT RIM = 287.85 IE = 282.97 (12" N) IE = 282.97 (12" W) CB #41, TYPE 2-48" W/ SOLID LOCKING LID CONNECT TO EX. SD STA: 14+81.01, 5.41' LT RIM = 287.71 IE = 282.91 (12" E) IE = 283.74 (8" N) IE a 282.91 (12" W) IE . 282.91 (18" S) BUILDING RESUBMITTAL SET BUILDING A BID SET REVISED PER BUILDING C PERMIT SUBMITTAL c 0 r, °7 co 1_ a 0 z J 5 m 0 0. U a 0 m 0 m P. 1G'< a C..) a 0 a 0 a Ti Y U 0 VI 0 0 0 0 m ai N ai 0 ai O 0) P.: 0° Fr) N z z a. W 0 z Q cr 0 cr O 1 0 LL W co o_ W 0 Q -J S J TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 CB #42, TYPE 1 W/ STANDARD GRATE STA: 471+76.15, 34.41' RT RIM = 291.98 IE = 288.78 (8" NE) IE - 288.89 (8" E) CB #43, TYPE 1 W/ STANDARD GRATE STA: 20+58.71, 0.00' RIM = 291.46 IE = 287.78 (8" SW) IE - 287.78 (8" E) SDMH#1, TYPE 2-54" W/SOLID LOCKING LID STORM DRAINAGE SUMP PUMP STA. 23+41.65, 19.40' RT RIM a 293.21 IE = 281.40 (8" W) IE = 289.00 (4" E) REVIEWED FOR CODE COMPLIANCE AI,PIROVED AP' 28 2015 Ci / of Tukwila BUIL ING DIVISION 0 t/) 0 C 0 0 0 M s11 12/29/2014, 0 z ✓ V) O 0 0 c 0' N 0) 0 c 0 0 111%-, 017 RECEIVED CITY OF TUKWILA JAN 02 2015 PERMT CENTER EX. FH 72ND AVENUE SOUTH I":LC) LC) N N ist r 0 J J IJ Q 0 4) 0 0 0 UTILITY CONFLICT NOTE: CALMON: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE CAD 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. 300 295 290 285 280 275 270 265 285 280 275 270 265 FOR UKVVILA VIL A ASE1 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON CALL BEFORE YOU DIG: 1-800-424-5555 EXGRADE-15) PROPOS D-GRADE -r - - .. /i.._ l __ �9J,F 8-SIT_O • �" % " - i �.0 J/i�/ WA -Tr, y �1:744t%l%////% 1� fi ■� 1 - 1 + /////MAW !// /� r' 1 ;,�r�i/ - ■t7E C CB 1 _ ai':Le,,w„/liA? 7 % ./ II "R ■ _/����////!//// � ii✓u�/�//����I����/ 4%��/A jTQ•�_- f .. j/- ANDARD-GRA1 - � ///,ill/ i:21-'1 i/.i /////////// ///p//I//�//I,//�// /�/,//// t: �..s�j.0�r it %////////////.!�/. .%�ir�1.��J/.C:'/:F'rj1�'m!� J r ////////f'��%/.T�//�%'i:"l/.:�1/i///// 15-34:41f2T { oT CD-@ 6. fine �� ■ 1■ 986 _51�- E/B-#2A - 1M 3 VV-STANDARD-GRATE �El "Z8 ; • .=t; ■ -, -WA-STANDARD-GRA R M • '�� =-29 .3 c ce T �. It = lti/ id (8 MI CB #21 _RIM . 2• t 3-Yi = 33 :lF k $ 8 IE = 2> 7.38-(8-E a ; R -E TYPE 1 " (W%STANDA3D-GRATE-- 2 4:" lYPE-2-4s= tE = 28fr70-F1 E B #17 STA--= 22+?�'-?3;-4-00 Li �1�:10 - • 1 -WrSTANDARD GRATA ANDARD_ = 3Z F$4.61, 2fl3.70 GRATE-. r . L C8- ,i3 �TYPE`fi RfAT = 29T T• 3+�#3:42 0.00. STA. = 24-+01:6-7-288�LT A. 0.00 ; 'ay�D G E IE 285.60 (12" N) I RIAA=992 53 RIM=292 t14 R = 17.80,-64.45-,-LT--1 a CTA = 21 + 3 8 81'. LT IE _ 285.6 r($`NE)�STA 2'3+ -I - 84 62 (12 S) -tom= 28t 33-(8iW) 1E-6 284.95 aOEADAPao1IEE f -285:6b-(-1-2-5)- RIM = 286.70 • ) -20 1l ��-284,95 (12" (RIM-=-290�1G W)- r-Ni - IE-= tE �2R5 10 (8" N1: i♦ LF 8" ;D 0 11, 2 1J: 2148,73 _ = • • • WILY B`#32 IE 2.8 3a 23-15 8 8 D 0 0,714--A It 185.TD 11`W � -HORIZONTAL -1 D =' ' W CI3#18 •4 F • • �r.. V�kTI�gL�l'°=5• --TYPE-1 CB #1s W-f-STANDARD-GRATE MODULAR-WETCANi B #22 = 4+nLR7. Ail t _1:111Di _ j TYPE 2H48 W 11 FIC-RATED-LID 1N/-SOLID-LOCKING-LID -GRATE RtM=292 1 21 +39:5 , . W/ STANDARD STA. = 23+47 03 14 88' LT IF IF = 784 76 (12" S RI = 290 76 STA = 21 +76.92 13.6 ' STA = 3+ 17.80, 0 00'-L-T RIM=2 RIM 86:53 -1M=291:83' 2.76 1F=-284:93-(8" E) 2 (t2-N) -tM 291:73 IE _ 284.55 (18- W) 1E_=-2:4,76 (12" W' PROPOSED-GF�ADE-AT Ai- tE = 286.53_(8" N) �' �J IE - 284) 78 (12-n) -286:86 1 1:-�2.83:58-I 18" E) EX. -GRADE -A- IE (Er-S) E=`286.35-(12 -5) IE 284 78 2"5 IE 286. 53 (12" E) ►r - 2 11 (8" W) CD 00 N O O N N O N 291.68 291.1 .. - 291.44 291.1 N N Q) O N N co c0� 0 �Q O O (V N O� -p 01 O N N to O O O) N N 291.35 290.2 291.57 290.3 M(Op O� O N (NJ O� w?1 O N N 0. Olen' O O N N 291.28 Fri i 289.7 6,1 .78 (112" S) tb O 00 p) co- co N N (V N 291.78 289.2 COLo �pOj N ON O) ix)CV N N cON COM O) c0 N N • �t 6) O 00 N N I�� N O)rj a, 00 N N �j OM ca O N `1 cfl O O O (V N 293.57 290.8 293.79 19+60 20+00 22-I-0 23+00 PPE MATERAL NOTE ALL PVC SD PIPE SHALL BE SDR-35 WHERE PIPE COVER IS > 3'. PVC SD PIPE SHALL BE SDR-21 IN CASES WHERE PIPE COVER IS < 3'. 24+00 290 285 280 275 270 265 25+00 25+20 -GRADE PROPOSED >i Wil- ■ �/� - _ L , 2,. PVC 50 C am- l _ MI /////. ///////f////�1!A �� .! /� : //� /// %////////////1/////// J////��//i //ice' ii .� �_ i o �� • ����.��i i//�fl J�r�/I i�J i //////O///////./////./��////�/_ !t�////%%r.���i :ff�/oi ii�i�U f /i.' �_ /////////,�///////�///// DARITGRATE- ' STA = 3360.53, 25`29•; R -� " ,' .,_ • Eir{i 1MIMI_� � F�289 65-{ 12" E) � �f li►1 _ __�1i7 38 LF 12" SD-0-2.65% B-#2 CB#23 . _ ST DARD-GRA E -TYPE-W/ TA. - 33+-2-5. t /ci `ItLI: t= :�_T STAND • -D-GRATE .00', RtM 3 45 sT - 0+-44:6: , 28:83'; R 111:i r:IIIMINl"3,llf 1151 •1.11LI CB-#27 E-=-288.98__(; " : TM; 11•� RIM 'Y PE 2 48 -1 = 292.03 iC IE=-288;65 (12" ) -IF= 2; 5.83 (8" ) ►4;f; MAIO 11 NDARD ;t ar -er A Si'A = - 8"-S 4I a.>:• tall KR• •7. RIIA = 291 8-- 12" tE - 385.13 (12" 0 LF SD-0--9. 0% IE = 285.13 (-1-2" W -CB #2 ' B-#26-I TYKE 1 TYPE-2--4p" 48" -1-YPE-2 W/-ST DARD-GRATE -W/-STANDARD-GRATE- ' A;iL1b13:Iti -1111MINIMMIMMIIIMMI STA. 0+44.77. 7 57-I.-RI -STA 3.97'-RT - 31*74:86-, -STA. = 32+84.61, • . a = • Am Et = M� RIM=28 :97 :I TEM • .114.7• RIM 29" 70 1 iZ �1lip IE_=_.2 8_E IE--=-285-.- (-12---S)- . - tE L 284:95-02" E) -t 577112 ) 1 = 2855 (tom) i IF = 284.95412-.r'U) HORIZON U' tE_=-285 8-SW)1 ,t�'=5' PROPOSED-GR DE-AT-i, -IE = 284:9511D I) VERTICAAL: tE = 285 =-✓r12.t t) -EX-GRAD AAT- . -- rn co N ` to a0 c0 N N N co O o0 Cp 00 (V N 290.03 -'-- 288.7 03 c0 O 06 O c0 (y N 291.25 288.8 cx c0 O c0 N N (O t� N 06 O) 00 N N 293.14 288.4 pOj N (y c0 O c0 (V N 292.84 288.0 MO rn t,.j r O) c0 N N 293.08 288.5 OMO 'f) (y rn c0 (V N p (p t7 O 01 rn (N N 293.57 291.3 293.66 292.0 r- Ni N O) O N N cn •'- rj �) (T (V N 294.21 293.7 294.59 293.8 0 O O N N 295.49 293.9 295.93 294.2 296.37 296.2 296.93 296.9 t� N (o O (Na' N 29+80 3)+00 31+00 32+00 33+00 34+00 35+00 30) 295 290 1- W V'1 BUILDING RESUBMITTAL BUILDING A BID SET REVISED PER BUILDING C PERMIT SUBMITTAL FOR BUILDING PERMIT SUBMITTAL c 0 a U a v m a a a V a U a U a V Y 0 N N N 0 U N Cl O) N O tr.; O O Ki 0 0 u% M O z co W J 0 CC W z 3 CC 0 v, cc 0 u_ TUKWILA VILLAGE - PHASE 1 REVEWED FOR CODE COMPLIANCE 285 APPROVED APR 28 2015 275 270 265 35+40 City of Tukwila ILDING DIVISION RECEIVED CITY OF TUKWILA TUKWILA VILLAGE 0 J J co 0 0 co W 0 0 J W W 0 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 12/29/2014 0 U G C 0 0 0 c11 6 u 0 0 2 co re) 18215 72ND AVENUE SOUTH IN N 0000 N O) (O • In to N N 11) LC) z N CV N CO N co z z 1a z Cf' 0 0 J J w 0 (/) JAN 0 2 2015 PERMIT CENTER E to o UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. TUK ILA T ' OF J&IJUIIt S GMIDEN ATIO AL :•UL p w I POVE T PLA FOR TUKWILA VILLAGE- - PHASE 1 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON TEL. JBOX LIGHT POLE W/JBOX TREE WELL (TYP) TEL. MANHOLE DDmom LIGHT POLE W/JBOX L01 39 P i LIGHT POLE W/JBOX FIRE HYDRANT W/VALVE WATER METER — LIGHT POLE W/JBOX TREE WELL (TYP) SIGNAL POLE JBOX HT POLE W/JBOX JBOX D OX / /: Gl JBOX / //1/ 1 1 / I 1 1 , / ' II 11 / 1/ / II 1/ II / / 11 I, n II ,1; 1/ / 'LIGHT / POL / / / JBO N DETECTABLE AING SURFACE WAY / / 2� NEW -. / 1 00 / DETECABLE WARNING U FACE / i/ / LI ,>✓ i Po /! 1 // GA VALVJBO / / j / 1 / • LIGHT POL m /1/" / ' �l1.002 / Q �l Z fel 4 CB25 JBdX / / / LIGHT POLE :mil 1 y ;1,/ 1 II 1 11 1I II ,I /1 11 11 ,/ 11 1I /1 ,I // ,I /I 11 / ,• � 'jlfj�fl�1 / LIGHT i POLE l► � / / 0 to i\, 1 296.40 296.40 296.40 •.4i 295.00 20' APPURTENAN I IIVt,KLJJ & EGRESS EASEMENT // REC.N0.20021113002063 14-42 I- J 7 M 77 1 J 1 / L; / %UMW, / 4 CALL BEFORE YOU DIG: 1-800-424-5555 10 1"=20' 20 KEYNOTE LEGEND 0 0 0 0 SINGLE DIRECTION CURB RAMP PER WSDOT STD. F-40.16-01 CURB RAMP PER CITY OF TUKWILA STD. RS-12 PLANTING AREA. REFER TO LANDSCAPE PLANS INSTALL PEDESTRIAN WARNING SYSTEM INCLUDING RAPID FLASH BEACON / ADVANCED WARNING AT CROSSWALK. DESIGN SHALL MEET CITY ENGINEER APPROVAL. 40 PPE MATERIAL NOTE ALL PVC SD PIPE SHALL BE SDR-35 WHERE PIPE COVER IS > 3'. PVC SD PIPE SHALL BE SDR-21 IN CASES WHERE PIPE COVER IS < 3'. IRE.VONED FOR CODE COMPLIANCE APPROVED APR 2B 2015 City of Tukwila BUILDING DIVISION BUILDING RESUBMITTAL SET BUILDING A BID SET REVISED PER BUILDING C PERMIT SUBMITTAL FOR BUILDING PERMIT SUBMITTAL a U a 0 0 a Q a 0 a 0 a 0 a 0 v 0 0 N 0 V) 0 0 u) Co 0 N m Oi N 0 0 0 Ki 4) 0 M N 0 z z J J �' < CO Z 0W Q Z CC CC tL I— J0 W cc 0 LL RECEIVED CITY OF TUKVVIL A JAN 0 2 2015 PERP I T CENTER W 0 Q J J J L! ENT ASSOCIATES, LLC 0 J W 0 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 12/29/2014 U 0, O C O N O x 0 N u U z _2) O 0 18215 72ND AVENUE SOUTH v 4) 0 co 0 File:P:\ 15000s\ 15255\engineering\Phase UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE @ 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. \Z 93. PLAZA DETAILED GRADING PLAN FOR TUKWILA VILLAGE - PHASE 1 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON • \ \ o • ••• y w zl J WI t9- II •, I■■■■It■■ \ W1A11111111XMII■■ • ^: oo°00000000°o• num 1I!i • • Nil MEI 111111111111 MUM ■■8s■ main man N■ omen ■■■id :::': mums II LINN 11111111011 LUNN RCiiilNi rii • :$: MUNN iui•X MINX IfIlUN XXXIInimults mums '.1 It 1111117 ijjj imam ■ / / / / 0 5 10 0 20 CALL BEFORE YOU DIG: 1-800-424-5555 BUILDING RESUBMITTAL SET BUILDING A BID SET REVISED PER BUILDING C PERMIT SUBMITTAL FOR BUILDING PERMIT SUBMITTAL N cc a U m m 0 V a C.) a V a V Y U cn U 0 U 0 m N O O O Pei 0 M N z -J V z 0 0 W J_ 0 Q a. cc 0 LL TUKWILA VILLAGE - PHASE 1 KEYNOTE LEGEND 1 CURB RAMP PER CITY OF TUKWILA STD. RS-12 Q ADA COMPLIANT PARKING AREA. GRADE TO NOT EXCEED 2.0% IN ANY DIRECTION O BOLLARD, TYP. REFER TO LANDSCAPE PLANS FOR DETAIL NOTES: 1. REFER TO SHEET C6 FOR STORM DRAINAGE PLAN. 2. REFER TO LANDSCAPE PLANS FOR PAVEMENT AND WALL DETAILS. 3. STAIRS ARE 54" RISER x 15" TREAD WIDTH WITH 1 % SLOPE, TYP. 1*- REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 8 2015 City of Tukwila BUILDING DIVISION RECFR FD CITY OF TUKWILA DEVELOPMENT ASSOCIATES, LLC LL 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 12/29/2014 0 N 0 0 x in CO 0 0 O 0 18215 72ND AVENUE SOUTH x N N N 00 CID 0• 000 I 1 n n N N N • N X J J w LL' U a) 0 0 JAN 0 2 2015 PERMIT CENTER UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. — I V 295 285 280 275 270 2 LF 36" RCP S CB186 2 LF 36" RCP S 64 LF 60 I?' SAD ® 0.00% 0 ••_\\ \\\t \•\ \\ \• \\\ \ \\\_\ \\ \•-\\\\ \\ \\_ \ \ \•\\•\►�.<. \ \\ \ // DETENTION TANK PLAN AND PROFILE \ r— 284 LF 6II" RCE -SD 274 LF 60" RCP SD NEW BUILDING C FFE=294.00 FOR TUKWILA VILLAGE - PHASE 1 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15,& NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M CITY OF TUKWILA, KING COMM', WASHINGTON // \�\ \\ -\\\\ \N \\\\.'.\ \\- \\-\\•:\\ °\\ \ \ \ \ // /= 2$7.73 lk—� ° ° • ��- -. L<.. , .55,5, ,•,A ,.. 4 • BUILDING B DETENTION SYSTEM PLAN 1 "=20' - ` • PR0E0SEI T"GRADI~ -131P1`c, EX G • 0-PIPE-}c. �.• ill - I_. -__- --_ - :_iII1ItI_II_I___1 1ipptT:rT i _ _ -r- 4, 3 # ',dry # ' ' er#ff" ' .17-f"rir i 7 # iff z ir y y / lar��--—— //� 4%/ ` !4 iiii 151/Z �',Ai" � 7 i� i% // //,7 / r1 ..- i � • _ fez // A" ii/i i� i Af PAPA eti /�� tilif " j." v: -ff. Azi ',mix, 4 AeA .....10./..a007Arez# IA. Ai rA ....1"Ar.rWill-'/. 16.-7I'''r .. A eif . .. A ### # ### # # Ar .," r F Y ..1 49'd(A i�e_%��%�/�!,%7/74110% ///� /`refA#ARAi d A 17#;"`fri#M7.#7.071:Ar/rAf/!//!!//./'./6# err r r/1� ill �;f � A!!/ f'/- 17.4fr,;70/####_ffd // !/i/!f' %/.�###Ar#!!!�/AFA � 2 L-36LSD-0-0:00%--� --- 2 LF-36" 'bD-0 0.00% III F- ° Al7 • t - Lk - SIT 03 U U0 a CB 2�60 CB #34,-TYPE-2-72" 280 275 " T+L8, P L T L . 3 :1F:_ al 64- ' {• r • r i• W 5CL D-L� tNGL�iD RIM-=-291.50 RIM-= 291.76 RIM =-29-1 50 E - 283:40-061-N) IE = 2$3.40-( 6 S) lE- = 283.40 (1$=Wj ■ $3; • r 3_5"S}- E--=--283:40- fr- 1621112111tt: • .. e r • - -IE-=-283 40 t36" E) CB-#39, TYPE-2-60" - CB-t#35-TYRE - 2" p f RESTRiCTOf�� {k; - 1Af/ SOLID L KING-L-ID WI•SOLID-LOCKING-LI s ?U1LDING- - r� -GRAD -O-PIPE- FLC) .8� - " RIM=291:5r ■ EXISTING DEllE ITION-SYSTEM- p } flOFILE EIM-2$3�1. 0-0 361'-N -� 3:40 IF-=--283.40-(36-N) IE--=-283. ° 0 (36-W "-S " - e e eRADE I -POPE �=�83 40-(36-E) �E _ L6 , -IE-®2 (18"-E)-� i I -1" =20-V -1==5=- ' 3.40 (1-2" S) IE - 270 M r co (V N o0 • t9 O o0 N CV 292.79 287.2 61 Lo O) co N N 291.50 287.5 t N O) a0 N N tr N •r • � O co N N -; N O o0 N N 291.50 288.2 291.50 288.9 -F- 291.50 - -- 289.5 (73. O) O N N al ,- O O O N N al .- O O rn N N 291.50 290.5 tt) cfl O a1 O N N d • O.- CA a) N N to O O a) O N N to ,n .- O O O N N 291.50 288.9 ,n ,f ) 00 Q) oo N N 291.50 9+9010+00 11+00 12+00 13+00 14+00 14+10 fI ( SD - CB8 9P 1 a O 0 ROUND SOLID COVER MARKED "DRAIN" WITH LOCKING BOLTS SEE KCRS DWG'S 2-022 & 2-023. FRAME AND LADDER OR STEPS OFFSET. SEE NOTE 8. RIM=291.5 3" MIN. OVERFLOW EL=288.40 PIPE SUPPORTS 3"x.090 GAGE BOLTED OR IMBEDDED 2" IN WALL AT MAXIMUM 3' SPACING. MINIMUM ONE SUPPORT. 10 O / N ti 20 4" MIN. 16" MAX. 40 n PIPE COUPLING ADAPTOR INVERT OUTLET PIPE i 1I I ? 1.0' MIN. EL=283.40 CLEANOUT GATE: 8" SHEAR GATE . SEE KCRS DWG NO 2-026 RESTRICTOR PLATE ORIFICE 0=3-5/16" EL.=281.40 12 MAX. W.S. 0 N 50101111111110111111111111 0 N CALL BEFORE YOU DIG: 1-800-424-5555 100 YR. W.S.=288.37 36" INLET PIPE STANDARD GALVANIZED STEEL LADDER/STEPS SEE KCRS DWG NO 2-006 CATCH BASIN TYPE 2 DIAMETER AS REQUIRED SEE KCRS DWG NO 2-005 SEE ELBOW DETAIL AND NOTE 10. RESTRICTOR PLATE ORIFICE 0=2-13/16 IE.=286.90 INVERT EL=283.40 6" MIN. ELBOW ELBOW DETAIL BUILDING RESUBMITTAL SET BUILDING A BID SET REVISED PER BUILDING C PERMIT SUBMITTAL FOR BUILDING PERMIT SUBMITTAL a U a 0 CO 0 a 0. a U a U a V a U 0 U V) C.) V) L) N L) c/) m o N sh Q) O tt) O tf) st O 4) 0 0 tf) M N G Z W < o zer 0 w a z 0� REVIEWED FOR CODED AD �op�LEIANCE APR 282015 City of Tukwila BUILDING DIVISION REMOVABLE WATER -TIGHT COUPLING PLATE WITH ORIFICE AS SPEC. ABOVE. W J J 5 J 0 J J W 0 0 (1) 4 1- z W a. 0 •W W 0 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 12/29/2014 c C 0 0 0 w O Z Q 0 0 111 CO 0 w 0 NZ 00 4) a+ to 4) 0 0 0 c 0 0 a 0 4▪ ) 4) L 0 RECEIVED CITY OF TUKWIL! 18215 72ND AVENUE SOUTH N M 0 00 C3) 1- Z w x NI NI NI N 0 CO co I I to) tC) N N dN- N C' z� zct z aJ 1- 0z gw C� O z� ILO Z O w — U V) 42 L X -J J w 0 0 0 (1) KING COUNTY STANDARD 72" FLOW CONTROL STRUCTURE - CB #39 NOT TO SCALE JAN 0 2 2015 PERIL T CENTER r 0 O UTLETY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE © 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. Al A w FOR TUKWILA VILLAGE - - PHASE 1 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON U t `ibJ ly FLOWRATES PEAK TREATMENT FLOW RATE 0.051 CFS OR 22.80 GPM PEAK BYPASS FLOW RATE =: OPTIONAL SPECIFICATIONS INSTALL AT SURFACE 0.D. DIMENSIONS 4.7' X 4.7' X 4.7' TOP OF CURB TO INVERT OUT = 4.13' SEDIMENT STORAGE CAPACITY = 1000 LBS OR 23.5 GF' 1 '--0" MIN. OVER EXCAVATION AROUND ALL SIDES LEGEND 6" MIN°GRAVEL BEDDING )r r '17-1 me LEFT END VIEW WETLAND MEDIA PLANT/ROOT MOISTURE RETENTION LAYER MANHOLE / ACCESS HATCH MODULAR ACCESS - HATC11- PARKWAYCOVER' �i I ct w. 284.05 IL- OUT ETLAND SYSTEMS - LINEA.R' 4-4 VAULT TYPE 4.-8" 4' 0"- LLL.L LLLL, t�LL • -LL LL LL LL L LL .'` 2' 8". WEIR WALL / � a 1' 0" OUTLET PIPE - PLAN .war/ 8"PVC FIBERGLASS' COVER ` ap a. In BAFFLE WALL INLET PIPE 8" PVC B/oMediaGREEN CARTRIDGE, MEDIA FILTER t i ELEVATION VIEW 284.30 /E IN IM BIOFILTRATION CHAMBER SURFACEAREA CALLS SIDES := 2 1.5'Lx3.4'H=5.1SF SIDE SURFACE AREA = 10.2 SF ENDS = 1 3:7' LI x3.4'11= 12:6SF END SURFACE AREA - 12.6 SF TOTAL WETLAND •MEDIA .SURFACE AREA =2Z.80SF WETLAND MEDIA LOADING RATE 22.80 GPM / 22.80 SF 1.00 GPM/SF PRETREATMENTFILTER SURFACEAREA CALCS TOTAL PRETREATMENT SURFACE AREA �20SF PRETREATMENT FILTER. LOADING RATE 22.80GPM /'20.00 SF L14GPM/SF: RIGHT END VIEW INSTALLATION NOTES: 1. INSTALL UNIT ON LEVEL BED OF GRAVEL OF AT LEAST 6'. IN DEPTH WITH 1' MINIMUM OF OVER. EXCAVATION AROUND ENTIRE MWS UNIT 2. ONCRE L .28 DAY. COMPRESSIVE STRENGTH fc=5,000 c 1. 3. REINFORCING.' ASTM A-615, GRADE 60. .. 4. RATED FOR PARKWAY LOADING 300 PSF. 5. JOINT SEALANT BUTYL RUBBER SS-S-00210 MODULAR WETLAND SYSTEMS INC. P_O:: BOX '669 OCEANSIDE,: CA .92049 w w w. Mo du la rWe Ilan ds. corn NAME DATE DRAWN John Boyden 5/20/13 EDITED PROPRIETARY AND CONFIDENTIAL THE INFORMATION CONTAINED IN THIS DRAWING' IS THE SOLE PROPERTY OF MODULAR WETLAND SYSTEMS INC. ANY REPRODUC110N IN PART OR AS A. WHOLE. WITHOUT THE WRITTEN PERMISSION OF MODULAR WETLAND SYSTEMS. INC. IS PROHIBITED.:. TITLE.• MWS LINEAR T TYPE VAULT- COMMENTS: CATCH BASIN MW#2 TUKWILA VILLAGE PUYALLUP, WA SIZE DWG. NO. MWS-L 4 4 -V REV SCALE NTS UNITS = INCHES SHEET 1 ` OF 1: TAILS CALL BEFORE YOU DIG: 1-800-424-5555 VeCARbc FLOWRATES PEAK TREATMENT FLOW RATE = 0.062 CFS OR 27.98 GPM PEAK BYPASS FLOW RATE = DEPENDANT ON PIPE SIZE SPEC/F/CAT/ONS INSTALL AT :SURFACE aD.: DIMENSIONS 6.67' X 3.67': X 542' TOP OF CURB TO INVERT OUT 4.83' LEGEND MODULAR WETLAND SYSTEMS - LINEAR ,3-6 UNDEftGROUIVD VAULT TYPE INLET PIPE 4" BioMedioGREEN CARTRIDGE MEDL4 FILTER FLOW CONTORL RISER (2) 12" PIPES 256.90 1E OUT INLET PIPE a : � OUTLET PIPE 6' 8" -.is-- 3' 0 MANHOLE COVER INDIRECT TRAFFIC : LOADING ADA COMPLIANT SHIPPED LOOSE AND GROUTED IN BY CONTRACTOR TO: MATCH FINISHED GRADE 292.49 FS/RIM 288.23 lE IN C',4 6'-0" PLAN VIEW MANHOLE COVER INDIRECT TRAFFIC LOADING ADA COMPLIANT SHIPPED LOOSE. AND GROUTED IN BY CONTRACTOR TO MATCH FINISHED" GRADE Mir LEFT END vox/ PRETREATMENT/DISCHARGE CHAMBER WETLAND MEDIA MANHOLE / ACCESS HATCH .a. 12" PIPE ELEVATION VIEW RIGHT END VIED/ BIOFILTRATION CHAMBER BIDFIL TTeA I7ON CHAMBER SURFACEAREA CALLS SIDES = 2 2.33'L x 2.70 H = 6.29 SF PER SIDE ENDS = 2, 270'L x 270 H = 7.29 SF PER END TOTAL':WETLAND MEDIA SURFACE AREA =1Z16 SF WETLAND MEDIA LOADING RATE 27 98 GPM / 27.16 SF =1.03 GPM/SF INSTALLATION NOTES: 1. INSTALL UNIT ON LEVEL BED OF GRAVEL OF AT LEAST 6" IN DEPTH, 2. CONCRETE 28 DAY COMPRESSIVE STRENGTH fc=5,000 PSL 3. REINFORCING. ASTM A-615, GRADE 60. 4. RATED FOR PARKWAY LOADING 300 PSF. 5. ALL WALLS ARE 6" THICK BAFFLES ARE 4" THICK, BOTTOM 8" THICK 6. JOINT SEALANT. BUTYL RUBBER SS-S-00210 MODULAR WETLAND SYSTEMS INC. P.O. SOX 869 OCEANSIDE,, CA 92049 www.ModularWetlands.com NAME. _ DATE. DROWN John, Hoyden 5/16/13 EDITED PROPRIETARY AND : CONFIDENTIAL THE INFORM4I70N CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF MODULAR WETLAND SYSTEMS INC. ANY REPRODUCTION 1T1 PART OR AS A WHOLE WITHOUT 771E 1tiRlliLN PERMISSION OF MODULAR . WETLAND SYSTEMS INC.;IS PROHIBITED.. TITLE U V ,,WS -LINE/ R VA 11L T TYPE COMMENTS: SIZE DWG. MWS NO, L-3-6-UG-- V REV SCALE NTS UNITS = INCHES SHEET 1 MODULAR WETLAND #3 DETAIL NOT TO SCALE BUILDING A BID SET REVISED PER BUILDING C PERMIT SUBMITTAL FOR BUILDING PERMIT SUBMITTAL oc 0 c 0 0 CO 0 CO Q 0 0 0 0 0 (1, 0 N 0 V) m 0 v 0 0 S N 0 z W CO CA Q z w 1 _ Q cc 0 �0 0 Q Q J Er co O CO 0 J 4) REVIEWED FOR CODE COMPLIANC APPROVED APR 2 8 2015 WLNb FLOWRATES. PEAK TREATMENT FLOW RATE = 0.317 CFS OR 142.27 GPM PEAK BYPASS FLOW RATE DEPENDENT ON PIPE SIZE SPECIFICATIONS INSTALL AT SURFACE 0.D DIMENSIONS 13'X9'X7.5' RIM ELEVATION TO IE OUT: = 9.21' I ineC c/L OUTLET WATER TRANSFER SYSTEM MANHOLE COVER TRAFFIC RATED SHIPPED LOOSE AND GROUTED IN BY CONTRACTOR TO MATCH FINISHED GRADE_ 146. 6" -« 4n 3' 8" BIOFiLTRATION :DISCHARGE CHAMBER 8' 0„ CHAMBER LEGEND LEFT END VIEW WETLAND MEDIA PLANT ,ROOT: MOISTURE RETENTION LAYER MANHOLE / ACCESS HATCH: MANHOLE COVER. TRAFFIC: RATED SHIPPED. LOOSE AND GROUTED IN BY CONTRACTOR- TO MATCH FINISHED _GRAD E INLET WATER TRANSFER SYSTEM CHAMBER SEPARATION BAFFLE" CARTRIDGE MEDIA FILTER 3EACH „---INFLOW PIPE' OUTFLOW PIPE DRAIN DOWN LINE MANHOLE COVER TRAFFIC RATED BYPASS WEIR FLAN VIEW 5035 1/2" PVC PIPE WITH FLOW 'CONTROL ORIFICE 92.71: FS RIM OUTLET FLOW- CONTROL ORIFICE & RISER 283.50 lE OUT C/L SHIPPED LOOSE AND GROUTED IN BY CONTRACTOR TO MATCH FINISHED GRADE BYPASS, • • `• i ♦, • • • • 18" PIPE 6 DISCHARGE CHAMBER • 22 PRETREATMENT UMBER 12' 0- 13' 0" ELEVATION VIEW 284.50 lE IN 18" PIPE N. a B10F1LTRATIoN CHAMBER SURFACEAREA CALCS ity of Tukwila BUI DING DIVISION TUKWILA VILLAGE • LL DEVELOPMENT ASSOCIATES, LLC 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 SIDES = 4 3.7'L x:3.11'H = 11.51 SF 11.51 SF X 4 SIDES = 46.04 CELLS = 3 46.04 X 3.CELLS = 138.13 TOTAL WETLAND MEDIA SURFACE AREA 138.13 SF WETLAND MEDIA LOADING RATE 142.27 GPM / 138.13 SF r. 1.03 GPMI5F PRETREATMENT FILTER SURFACE AREA CALCS TOTAL PRETREATMENT SURFACE AREA =75SF PRETREATMENT FILTER LOADING RATE 142.27 GPM / 75 SF =:1.90 GPMISSF C/L : PRETREATMENT 3BIOFILTRATION CHAMBER 8, 0 CHAMBER �.. RIGHT END VIEW INSTALLATION NOTES: 1., INSTALL UNIT ON LEVEL BED OF GRAVEL OF AT LEAST 6" IN DEPTH WITH 1' MINIMUM OVER EXCAVATION_ AROUND ENTIRE UNIT. 2. CONCRETE 28 DAY COMPRESSIVE STRENGTH fc=5,000 PSL 3. REINFORCING: ASTM A-815,, GRADE 60. 4. RATED' FOR PARKWAY LOADING 300 PSF. 5. JOINT SEALANT: BUTYL RUBBER SS-S-00210 MODULAR WETLAND SYSTEMS INC P.O. BOX 869 OCEANSIDE,, CA 92049 www.MoclulorWeflands.com NAME DATE` DROWN REVIEWED PROPRIETARY AND CONFIDENTIAL THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF MODULAR WETLAND SYSILAIS INC. ANY REPRODUCTION IN PART OR AS A WHOLE WITHOUT THE WRITTEN PERMISSION OF MODULAR WETLAND SYSTEMS INC. IS PROHIBITED.. APPROVED TITLE: MWS L INE A R 2.0 UNDERGROUND VAULT TYPE COMMENTS .: SIZE DWG. NO. MWS-L-8-:12-U - G V SCALE :NTS UNITS = INCHES REV C C'EIVED SHEET 4OTY2OF TUKVU1LI", 12/29/2014 L N 0 c 0 x0 1- O z 0 L. tU w 0 z U U) a 4,3 ) 0 18215 72ND AVENUE SOUTH X LL IJj N N CD CN CO N CO CO CO I N(NI cs4 J U w C.) > w V) J z w z O cc z w z w 0 ai 0 U MODULAR WETLAND #2 DETAIL NOT TO SCALE MODULAR WETLAND #4 DETAIL NOT TO SCALE JAN 0 2 2015 PERIM" CENTER E zCNI or 4) N 0 U UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. WOOD BEAM ANCHOR TANK.. TO WOOD BEAM W/GALV, STEEL BRACKET BUILDING -r EXTERIOR T.� ROOF OVERHANG SOFFITT METAL GUI1t0, SEE: ARCH.:: GALV STL ECCENTRIC FUNNEL 3", DIA. GALV. STL.. DOWNSPOUT PIPE WITH 45' BEVELED OUTLET REMOVABLE 12"H X 12" SO, GAL V STL INLET W/45' TOP OPENING GALV. METAL SCREEN, 12" SO. WA`. SO- OPENINGS - REMOVABLE GALV METAL CAP, PAINT TO MATCH CORRUGATED METAL SIDING ON BLDG. 4' tflA. GALV. CORRUGATED METAL PIPE CISTERN WITJ+ RUSTPROOF , INTERIOR COATING, PAINT EXTERIOR. TO MATCH CORRUGATED METAL -SIDING. ON BLDG, 4" SCH., -40 PVC OVERFLOW PIPE, 'SECURE TO TOP -OF -TANK 1" LSCH, 40 PVC .CONDUIT FOR FLOAT .CABLE(S).:SECi1RE TO TOP ;OF :TANK IN.. TYP FOR ALL PIPES ._SCH 40' PVC;ELL. 1-1/2` x' 12" SCH. 40 PVC SLOT[ED WELL SCREEN WITH END CAP 1--1 /2' SCH. 40 PVC SUCTION UNE FOR IRRIGATION PUMP METAL DRAIN _GRATE": CONC. APRON 4 eAR. CONT. 4" PVC BALL VALVE IN LOOKING;: VALVE , BOX W/ EXTENSIONS .AS RE4'D. j I I I TO STORM "GRAIN I I CONC. FILI, 6" DEPTH" :MINUS CRUSHED ROCK RASE WELL COMPACTED UNDISTURBED EARTH TO IRRIGATION PLImP 1 '- SCH 40 PVC LONG SWEEP ELL TO CONTROL PANEL '-SCH 40 PVC ELL RAINWATER CISTERN SCALE::1112" . i'4" CAPILLARY BREAK SEE GEOTECH SPECIFICATIONS CONCRETE SLAB MATERIALS' AlST A FOR T A DETAILS TUKWILA VILLAG -PHASE 1 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15,' L NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON Concrete Pipe Division STC 4501 Precast Concrete Stormceptor (450 U.S. Galion .Capacity) Cover and Grate \1\«fit\ti\\Sly\' • Grade Adjusters To Suit Finished Grade 24t1 Inlet: 4" .0 PVC Pipe Min.15` High w/ 4" Cap L1. 1 - T 8" 1 Varies To Match Grade /—Stormceptor6 Insert Outlet 12"0 Inlet 4"0 Outlet Down Pipe Riser Pipe (Removable)' 48"Q 18" Section Thru Chamber 50" Min: " It * If Required 4"0 Oil Port See Note.2 Insert Tee Here (Tee Opening to Face Side Wall) Plan View Notes: 1. The Use Of Flexible _Connection is Recommended at The Inlet and Outlet Where. Applicable. 2. The Cover Should be Positioned Over The Inlet Drop Pipe and The Oil Port- 3. The Stormceptor System is protected by one or more of the following U.S Patents: 985148 #54498331 #5725760, #5753115, #5849181,:46068765, #6371690. 4 Contact a Concrete Pipe Division representative for further details not listed on this drawing STORMCEPTOR DETAIL NOT TO SCALE 4"0 Outlet Riser Pipe Rinker 027 20' O.C. CALL BEFORE YOU DIG: 1-800-424-5555 NYLOPLAST 15' DRAIN BASIN: 2815AG _ _ X (1, 2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. (3) -VARIABLE INVERT HEIGHTS AVAILABLE(ACCORDINGTO PLANS/TAKE OFF): i MINIMUM PIPE BURIAL DEPTH PER PIPE: MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING RE°: SAME AS I1N. SUMP) (5) ADAPTER ANGLES VARIABLE 0` -360' ACCORDING TO PLANS (4) VARIOUS TYPES OF INLET & OUTLETADAPTERS AVAILABLE 4" - 15" FOR CORRUGATED HDPE (ADS N-12IHANCOR DUAL WALL, ADS1HANCOR SINGLE WALL), N•12 HP, PVC SEWER (EX: SDR35), PVC DWV (EX; SCH 40), PVC C900/C005 CORRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) nhnn.�9P,RlPI, GRATE OPTIONS LOAD RATING PART # DRAWING # - -PEDESTRIAN MEETS H-10 :1599CGP 7001410-207 STANDARD MEETS H-20 1599CGS 7001-110-2JE SO1JD COVER -. MEETS H-20 1599CGC - 7001.110.209, PEDESTRIAN BRONZE WA 1599CGPB 7001-110-210 DOME WA 1599CGD 7001.110-211 DROP IN GRATE LIGHT DUTY 1501111 7001-110-072 1& MIN WIDTH GUIDELINE N THICKNESS GUIDEUNE TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR = GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS: TRAFFIC LOADING. & OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING NO 7001-110.111' FOR NON TRAFFIC INSTALLATION.. THE BACKFILL MATERIAL_ SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS II MA i LHIAL AS DEFINED IN ASTM D2321.; BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. {3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (& MIN. BASED ON MANUFACTURING RED.) 1 G.RATESSOUDCOVER SHALL BEDUCTILE IRON PERASTM A536GRADE 70,50.05, WITH THE EXCEPTION OF THE BRONZE GRATE. 2-FRAMES SHALL BEDUCTILE IRON PER ASTMA5,'•6GRADE 70.5003 3 - DRAIN RARIN TO BE CUSTOM MANUFACTURED ACC©RDINGTO PLAN DUALS. RISERS ARE NEEDED FOR BASINS OVER84' WE TO SHIPPING RESTRICTIONS. SEEDRAWINGNO 7001.110.65 4 - DRAINAGE CONNECTION STUB JOINT; TIGHTNESS SHALL CONFORM TO ASTM D32i2 FOR CORRUGATED HDPE{ADS N-12'HANCOR DUAL WALL), N-12 HP & PVC SEWER. 5 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0" TO 360". TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-11 0-012. TITS PRINT DISCI RSFS SUBJECT MATTER IN W11I 1{ DRAWN BY EEC MATERIAL NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION 0 THIS PRINT DOESNOTCONFER, DATE_ 3-30.06 TRANSFER, OR LICENSE THE USE OF THE DES ICA OR TECHAICAL IN} 0RMATION SHOWN HEREIN REVISED EY EEC REPRODUCTION OF THIS PRINT ORANYJNFORMATION _ - CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREEROM, FOR THE DISCLOSURE TO OTHERS- IS FORBIDDEN. EXCEPT BY SPECIFIC WRITTEN PERA1SS14N FROM NYLOPLAST.- > Toiniov[4s1 DWG SIZE 3-1040 PROJECT NWNAIME 3130 VERONA AVE BUFORD. GA 30518 +1y1last, PHN (770) 832 2u3 FAX TM 932-2490 wWitnyktpla.st.US.COrn 1ttLE' 15 IN DRAIN BASIN QUICK SPEC INSTALLATION DETAIL A'• SCALE 125- SHEET JOF1 DWG N0,_ 7001-110-190 REV C 15N YARD DRAIN DETAIL NOT TO SCALE '- 4 .6 •d • 4• • d. .a p d 4 . d• ' a. oQ000QoQo5oQoQoocDo o oQoQoQoQo niTh — — —_ -- - 4 0.59 __ —171 — H I —III—III—III—I I I -I I I -I I .� -III—I I I —I I I —I I I —I I I —I I I —I I —I I I —I I I —I I I —I I I —I I •�_:III II—IIIElll III —III —II —III—III—III-I I -III-III-I i -III-III-III-IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII=IIII -)II-III-III-III-III-IIIIIIIII—III II-IIIIIIII-III-III-III-III-III-III-III-III—III—IIIIIIIIIIII—III—III-IIIII-III—)II--III-I I -III —III —III —III — 4 NEW 6" PERFORATED PVC SCHEDULE 80 SUB -DRAIN PIPE BUILDING A 6" PERFORATED PVC SUB -DRAIN DETAIL SCALE: V: 1 "=1 ' H: 1"=2' NEW 6" PERFORATED PVC SCHEDULE 80 SUB -DRAIN PIPE SUBGRADE TO SLOPE TOWARD DRAIN LINE 00.5% BUILDING RESUBMITTAL SET BUILDING A BID SET REVISED PER BUILDING C PERMIT SUBMITTAL FOR BUILDING PERMIT SUBMITTAL 0 f/f CD a V 0 U 0. o. a (-3 0 c.) 0 0 a 0 v Y 0 N 0 rn 0 1n N 0 Qi N 0 1ri of 0 1ri 0 0 1', M N 0 Z W to Ll! co = ©C (1— _ (� 'Q DC 0 00 0LL Q Z{.ice co > L;5!5 J z REViE\D FOR CODE COMPLIANCE APPROVED APR 2 8 2015 City of Tukwila BUILDING DIVISION TUKWILA VILLAGE ENT ASSOCIATES, LLC a. 0 J W ICI 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 12/29/2014 0 v N O C N 0 x 0 0 Z O 0 W O cn 0 0 0 18215 72ND AVENUE SOUTH N M 0 00 1) 1- z Lil X N N CNI CO 00 I I LJ7 Ln N N CNI d' d' J J w 11 0 7. ai 0 0 RECEIVED CITY OF TUKWILA JAN 0 2 2015 PER TCENTER 1 .0 N .014) 0 I, — "I" UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE © 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. FILTER FABRIC FENCE INSTALLATION NOTES: EROSION AND SEDIMENT CONTROL NOTES: 1. APPROVAL OF THIS TEMPORARY EROSION AND SEDIMENTATION CONTROL (TESC) PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.G., SIZE AND LOCATION OF ROADS, PIPES, RESTRICTORS, CHANNELS, RETENTION FACILITIES, UTILITIES, ETC.). 2. THE IMPLEMENTATION OF THESE TESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE TESC FACILITIES IS THE RESPONSIBILITY OF THE APPLICANT/TESC SUPERVISOR UNTIL ALL CONSTRUCTION IS APPROVED. 3. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED BY A CONTINUOUS LENGTH OF SURVEY TAPE (OR FENCING, IF REQUIRED) PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPLICANT/TESC SUPERVISOR FOR THE DURATION OF CONSTRUCTION. 4. THE TESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED PRIOR TO OR IN CONJUNCTION WITH ALL CLEARING AND GRADING SO AS TO ENSURE THAT THE TRANSPORT OF SEDIMENT TO SURFACE WATERS, DRAINAGE SYSTEMS, AND ADJACENT PROPERTIES IS MINIMIZED. 5. THE TESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED AS NEEDED FOR UNEXPECTED STORM EVENTS (E.G., ADDITIONAL SUMP PUMPS, RELOCATION OF DITCHES AND SILT FENCES, ETC.). 6. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT/TESC SUPERVISOR AND MAINTAINED TO ENSURE CONTINUED PROPER FUNCTIONING. WRITTEN RECORDS SHALL BE KEPT OF WEEKLY REVIEWS OF THE TESC FACILITIES DURING THE WET SEASON (OCT. 1 TO MARCH 31) AND OF MONTHLY REVIEWS DURING THE DRY SEASON (APRIL 1 TO SEPTEMBER 30). 7. ANY AREA OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON OR SEVEN DAYS DURING THE DRY SEASON SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED TESC METHODS (E.G., SEEDING, MULCHING, PLASTIC COVERING, ETC.). 8. ANY AREA NEEDING TESC MEASURES, NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN FIFTEEN (15) DAYS. 9. THE TESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN THE 48 HOURS FOLLOWING A STORM EVENT. 10. AT NO TIME SHALL MORE THAN ONE (1) FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT -LADEN WATER INTO THE DOWNSTREAM SYSTEM. 11. STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS WASH PADS, MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. 12. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE PERMANENT FACILITY IS TO FUNCTION ULTIMATELY AS AN INFILTRATION SYSTEM, THE TEMPORARY FACILITY MUST BE GRADED SO THAT THE BOTTOM AND SIDES ARE AT LEAST ONE FOOT ABOVE THE FINAL GRADE OF THE PERMANENT FACILITY. 13. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 2 INCHES. SEEDING NOTES 1. SEED MIXTURE SHALL BE EROSION CONTROL SEED MIXTURE, AND SHALL BE APPLIED AT THE RATE OF 120 POUNDS PER ACRE. 2. SEED BEDS PLANTED BETWEEN MAY 1 AND OCTOBER 31 WILL REQUIRE IRRIGATION AND OTHER MAINTENANCE AS NECESSARY TO FOSTER AND PROTECT THE ROOT STRUCTURE. 3. FOR SEED BEDS PLANTED BETWEEN OCTOBER 31 AND APRIL 30, ARMORING OF THE SEED BED WILL BE NECESSARY (E.G., GEOTEXTILES, JUTE MAT, CLEAR PLASTIC COVERING). 4. BEFORE SEEDING, INSTALL NEEDED SURFACE RUNOFF CONTROL MEASURES SUCH AS GRADIENT TERRACES, INTERCEPTOR DIKES, SWALES, LEVEL SPREADER, AND SEDIMENT BASINS. 5. THE SEED BED SHALL BE FIRM WITH A FAIRLY FINE SURFACE, FOLLOWING SURFACE ROUGHENING. PERFORM ALL OPERATIONS ACROSS OR AT RIGHT ANGLES TO THE SLOPE. 6. FERTILIZERS ARE TO BE USED ACCORDING TO SUPPLIERS' RECOMMENDATIONS. AMOUNTS USED SHOULD BE MINIMIZED, ESPECIALLY ADJACENT TO WATER BODIES AND WETLANDS. FOR EROSION CONTROL SEED MIXTURE NAME PROPORTIONS BY PERCENT PURITY PERCENT WEIGHT GERMINATION REDTOP (AGROSTIS ALBA) 10 PERCENT 92 90 ANNUAL RYE (LOLIUM MULTIFLORUM) 40 PERCENT 98 90 CHEWING FESCUE (FESTUCA RUBRA COMMUTATA)(JAMESTOWN, BANNER, SHODOW, OR KOKET) 40 PERCENT 97 80 WHITE DUTCH CLOVER (TRIFOLIUM REPENS) 10 PERCENT 96 90 NOTES 1. SEE WSDOT STANDARD SPECIFICATIONS SECTION 7-08.3(3) FOR PIPE ZONE BACKFILL. 2. SEE WSDOT STANDARD SPECIFICATIONS SECTION 9-03.12(3) FOR GRAVEL BACKFILL FOR PIPE ZONE BEDDING 3. SEE WSDOT STANDARD SPECIFICATIONS SECTION 2-09.4 FOR MEASUREMENT OF TRENCH WIDTH. RIP RAP SPECIFICATIONS ALL RIP RAP PADS SHALL BE 7' WIDE X 8' LONG X 1' DEEP, USING THE GRADATION SPECIFIED BELOW: RIP RAP SHALL BE IN ACCORDANCE WITH SECTION 9-1 STANDARD SPECIFICATIONS. RIP RAP TO BE REASONABLY WELL GRADED WITH ROCK PASSING 8 INCH SQUARE SIEVE 100% OR PASSING 6 INCH SQUARE SIEVE 40-60% OR PASSING 2 INCH SQUARE SIEVE 0-10% OR 3.1 OF THE WSDOT/APWA GRADATION AS FOLLOWS: MAXIMUM STONE SIZE 8" MEDIUM STONE SIZE 6" MINIMUM STONE SIZE 2" STOCKPILES 2. 3. 4. 5. 6. 7. 8. 9. 1 INSTALL BIO BERM OR SEDIMENT FENCING/BARRIERS AT TOE OF SLOPE. 2 STOCK PILES ON SITE SHALL BE COVERED WITH POLYETHYLENE PLASTIC SHEETING 6 MIL MINIMUM THICKNESS. 3 COVERING SHALL BE INSTALLED AND MAINTAINED TIGHTLY IN PLACE BY USING SANDBAGS ON ROPES WITH A MAXIMUM 10' GRID SPACING IN ALL DIRECTIONS. ALL SEAMS SHALL BE TAPED OR WEIGHTED DOWN FULL LENGTH AND THERE SHALL BE AT LEAST A 12" OVERLAP OF ALL SEAMS. FOR SEAMS PARALLEL TO THE SLOPE CONTOUR, THE UPHILL SHEET SHALL OVERLAP THE DOWNHILL SHEET. NO RUNOFF SHALL BE ALLOWED TO RUN UNDER THE PLASTIC COVERING. 4 CONSTRUCTION MATERIALS CONTAINING TOXIC CONTAMINANTS SHALL NOT BE STORED WITHIN 25 FEET OF ANY STORM DRAIN INLET STRUCTURE OR DESIGNATED PROTECTED AREA. 5 DEBRIS, WASTE AND GARBAGE PILES SHALL NOT BE PLACED WITHIN 25 FEET OF ANY STORM DRAIN INLET STRUCTURE OR DESIGNATED PROTECTED AREA. 6 LOCATION OF CONSTRUCTION MATERIAL STORAGE AREAS AND DEBRIS, WASTE AND GARBAGE PILE AREAS SHALL BE PROVIDED BY THE CONTRACTOR AT THE TIME OF THE INITIAL ESC CONTROL INSPECTION. TUK THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 6-INCH OVERLAP, AND BOTH ENDS SECURELY FASTENED TO THE POST. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 30 INCHES). A TRENCH SHALL BE EXCAVATED, ROUGHLY 8 INCHES WIDE AND 12 INCHES DEEP, UPSLOPE AND ADJACENT TO THE WOOD POST TO ALLOW THE FILTER FABRIC TO BE BURIED. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. WHEN EXTRA STRENGTH FILTER FABRIC AND CLOSE POST SPACING ARE USED, THE WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS WITH ALL OTHER PROVISIONS OF STANDARD NOTE 5 APPLYING. THE TRENCH SHALL BE BACKFILLED WITH 3/4-INCH MINIMUM DIAMETER WASHED GRAVEL. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. 2"x2"x14 GA. WELDED WIRE FABRIC OR EQUAL STAPLES OR WIRE RINGS (TYP) FILTER FABRIC MATERIAL MIRAFI 100 X OR EQUAL 2"x4" DOUG. FIR AT 4' 0.C. 1+1 i a a a a • •p 0 �O a_o0_ _ _ ' o- 'O o o CI I I„1 I I„I I I 111` F1 ICI I I -I I I"I 11=iI� I vl ll,,,ll II , ,I11.�lIVI11i,IIITili ;TT - ' ELEVATION V 2"x4" DOUG. FIR OR EQUAL FILTER FABRIC MATERIAL 2"x2"x14 GA. W.W.F. 3/4"-1 1/2" WASHED ROCK OR PEA GRAVEL. 6"x6" TRENCH 2" EXCESS OVERLAP M N �00 0 O 0 Op o0 'l11 (i1-1„ TI-1 11=1 11=I I I� V 6"x6" TRENCH FOR ILA VIL PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON NOTES: 1. PLACE 1' OF 3/4"-1 1/2" WASHED ROCK OR PEA GRAVEL ON BOTH SIDES OF FENCE TO CREATE A BEVEL SHAPE. 2. FABRIC SHALL COVER BOTTOM OF 6"x6" TRENCH AND EXTEND BEYOND THE LIMITS OF THE GRAVEL IN ORDER TO MAINTAIN AN EXCESS OVERLAP OF 2" MINIMUM AS SHOWN IN TYPICAL CROSS-SECTION. TYPICAL CROSS SECTION FILTER FABRIC SILT FENCE DETAIL NOT TO SCALE STABILIZED CONSTRUCTION ENTRANCE 1 ESTABLISHED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT IN A CONDITION THAT WILL PREVENT TRACKING OR FLOWING OF SEDIMENT INTO PUBLIC RIGHT OF WAY. 2 ADDITIONAL GRAVEL SHALL BE ADDED PERIODICALLY, IF NECESSARY, TO MAINTAIN PROPER FUNCTION OF THE PAD. 3 IF THE GRAVEL PAD DOES NOT ADEQUATELY REMOVE DIRT AND MUD FROM VEHICLE WHEELS SUCH THAT MUD AND DIRT TRACKING IS EVIDENT OFF SITE, ADDITIONAL MEASURES MUST BE TAKEN. SUCH MEASURES MAY INCLUDE HOSING OFF WHEELS BEFORE VEHICLES LEAVE THE SITE OR OTHER CONSTRUCTION TECHNIQUES/WORK OPERATION MODIFICATIONS. WHEEL WASHING SHOULD BE DONE ON THE GRAVEL PAD AND WASH WATER SHOULD DRAIN THROUGH A SILT -TRAPPING STRUCTURE PRIOR TO LEAVING THE CONSTRUCTION SITE. 4 REFER TO DETAIL 3 ON THIS SHEET FOR MORE INFORMATION. 20' MIN RADIUS OR 2"-0 GRAVEL SUBGRADE IN I' N GEOTEXTILE, AS REQUIRED PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA STABILIZED CONSTRUCTION ENTRANCE NOT TO SCALE A ASE1 NOTICE BOARD CONSTRUCTION SPECIFICATIONS: THE NOTICE BOARD SHALL BE CONSTRUCTED WITH 4' X 4' X 1/2" PLYWOOD, EXTERIOR GRADE, GOOD SURFACE ONE SIDE. PROFESSIONALLY PREPARED PLASTIC BOARD OVERLAYS, PERMANENTLY AFFIXED TO THE BOARD ARE PERMISSIBLE. THE NOTICE BOARD SHALL DISPLAY THE INFORMATION AS SHOWN IN THE FIGURE ON PAGE TWO AND AS SPECIFIED AT THE PRE -CONSTRUCTION MEETING. NOTICE BOARDS MAY BE REUSED, BUT THEY MUST BE CLEAN AND SHOW NO EVIDENCE OF FORMER WORDING. 1. LETTERING STYLE HELVETICA OR SIMILAR TYPEFACE 2. LETTERING SIZE TITLE SHOULD BE 3" CAPITAL LETTERS (NOTICE OF PROPOSED CONSTRUCTION ACTIVITY). OTHER LETTERS SHOULD BE 2" LETTERS AND THE 'EMERGENCY' TEXT AND PHONE MAY BE 1-1/2" LETTERS. SEE ILLUSTRATION ON PAGE TWO FOR USE OF CAPITAL AND LOWERCASE LETTERS. THE SIZE OF THE COUNTY LOGO WITH DDES ADDRESS (LETTERING HEIGHT 1") SHALL FIT THE AVAILABLE SPACE AS SHOWN. BORDER AREA AND LINES OF TEXT SHALL BE EVENLY SPACED TO APPROXIMATE THE SAMPLE SHOWN. 3. LETTERING BLACK (PERMANENT INK OR SILK-SCREEN) 4. BACKGROUND COLOR WHITE 5. LOGO KING COUNTY EMBLEM, IN BLACK THE APPLICANT/DEVELOPER SHALL ERECT THE NOTICE BOARD BY SOLIDLY SETTING TWO 4" X 4" POSTS TO 12 TO 24 INCHES INTO THE GROUND; OR STRUCTURALLY ATTACHING IT TO AN EXISTING BUILDING. POST LENGTH SHALL BE AT LEAST 7 FEET ABOVE THE GROUND. TWO 2" X 4" DIAGONAL BRACES SHOULD BE NAILED TO THE INSIDE BACK OF THE POSTS AND STAKED AT THE GROUND TO PROVIDE STABILITY AGAINST WIND OR SOFT SOIL CONDITIONS IF POSTS ARE LESS THAN 24 INCHES INTO THE GROUND. THE NOTICE BOARD SHALL BE ATTACHED TO THE POSTS WITH FOUR LAG BOLTS AND WASHERS (3/8-INCH DIAMETER AND 3" LONG). NOTICE BOARD LOCATION: THE NOTICE BOARD SHALL BE LOCATED: • AT THE MIDPOINT ON THE SITE STREET FRONTAGE OR AS OTHERWISE DIRECTED BY DDES STAFF TO MAXIMIZE VISIBILITY. • AT A LOCATION 5 FEET INSIDE THE STREET PROPERTY LINE; A NOTICE BOARD STRUCTURALLY ATTACHED TO AN EXISTING BUILDING SHALL BE EXEMPT FROM THE SETBACK PROVISIONS, PROVIDED THAT THE NOTICE BOARD IS LOCATED NOT MORE THAN 5 FEET FROM THE PROPERTY LINE WITHOUT APPROVAL FROM DDES STAFF. • SO THAT THE TOP OF THE NOTICE BOARD IS BETWEEN 7 TO 9 FEET ABOVE GRADE. • SO THAT IT IS TOTALLY VISIBLE TO PEDESTRIANS. MAINTENANCE AND REMOVAL OF NOTICE BOARD: THE APPLICANT/DEVELOPER SHALL MAINTAIN THE NOTICE BOARD IN GOOD CONDITION THROUGHOUT THE SITE IMPROVEMENT CONSTRUCTION PERIOD, WHICH SHALL EXTEND THROUGH THE TIME OF FINAL CONSTRUCTION APPROVAL BY KING COUNTY DDES OR ITS SUCCESSOR AGENCY OR JURISDICTION. THE NOTICE BOARD SHALL BE REMOVED WITHIN 14 DAYS AFTER FINAL CONSTRUCTION APPROVAL. EARLY REMOVAL OF THE NOTICE BOARD MAY RESULT IN ENFORCEMENT ACTIONS AUTHORIZED UNDER KING COUNTY CODE, TITLE 23 AND MAY DELAY FINAL CONSTRUCTION APPROVAL. TEMPORARY CONSTRUCTION NOTICE SIGN NOT TO SCALE CATCH BASIN INSERT MAINTENANCE STANDARDS 1. ANY ACCUMULATED SEDIMENT ON OR AROUND THE FILTER FABRIC PROTECTION SHALL BE REMOVED IMMEDIATELY. SEDIMENT SHALL NOT BE REMOVED WITH WATER, AND ALL SEDIMENT MUST BE DISPOSED OF AS FILL ON SITE OR HAULED OFF SITE. 2. ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED WHEN THE SEDIMENT HAS FILLED ONE-THIRD OF THE AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY. 3. REGULAR MAINTENANCE IS CRITICAL FOR BOTH FORMS OF CATCH BASINS PROTECTION. UNLIKE MANY FORMS OF PROTECTION THAT FAIL GRADUALLY, CATCH BASIN PROTECTION WILL FAIL SUDDENLY AND COMPLETELY IF NOT MAINTAINED PROPERLY. GRATE NOTE: ONLY TO BE USED WHERE PONDING OF WATER ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW WILL NOR RESULT IN EROSION OF SLOPES. CATCH BASIN CATCH BASIN INLET FILTER NOT TO SCALE /STANDARD STRENGTH FILTER FABRIC 3.5' -7 FLAT BOTTOM 1' MIN NATIVE SOIL OR COMPACTED BACKFILL 3:1 �1I=I I I=I H (' 3/4"-1 1/2" WASHED GRAVEL CALL BEFORE YOU DIG: 1-800-424-5555 4' MIN J 3:1 NOTE: TRAP MAY BE FORMED BY BERM OR BY PARTIAL EXCAVATION CROSS SECTION 6' MIN w BUILDING RESUBMITTAL BUILDING A BID SET REVISED PER BUILDING C PERMIT SUBMITTAL FOR BUILDING PERMIT SUBMITTAL 0 cn a c.) 0 C.) m 0 5- 0. 0. 0 0 0 0 0 0 0 0 •0 0 0 cn 0 0 0 0 cn Cr; N a; Lei a; 0 IL, 0 0 N 0 z Q) T.E.S.C. NOTES AND DETAILS REVIEWED FOR CODE COMPLIANCE APPROVED APR 28 2015 City of Tukwila BUILDING DIVISION 1' MIN OVERFLOW r 1' MIN RIP RAP 2"-4" ROCK GEOTEXTILE 1' MIN DEPTH OVERFLOW SPILLWAY GEOTEXTILE DISCHARGE TO STABILIZED CONVEYANCE, OUTLET OR LEVEL SPREADER MIN 1' DEPTH 2"-4" ROCK MIN 1' DEPTH 3/4"-1.5" WASHED GRAVEL TRAP OUTLET MAINTENANCE STANDARDS 1. SEDIMENT SHALL BE REMOVED FROM THE TRAP WHEN IT REACHES 1 FOOT IN DEPTH 2. ANY DAMAGE TO THE TRAP EMBANKMENTS OR SLOPES SHALL BE REPAIRED SEDIMENT TRAP OUTLET DETAIL NOT TO SCALE PIECE9t.7ED CITY OF TUKWILA JAN 0 2 2015 PERM* CENTER 0 J J O LL 0 J 0 co co W 0 0 J W 0 0 0 co d 0 0 -J ua to CV O tV 12/29/2014 cn 0 c 0 0 x w 0 z a 0 0 0 z 0 0 2 0 M N .-0 0 0 18215 72ND AVENUE SOUTH N N N N >< N 00 N 03 N if) CN d' In _w c' U z5 zc zLa d 1- z zW ,^ 0 zy w z z W J V z w to a 0 N 44. 0 Cr) 0 J J w 0 a) 0 0 a) 0 0 cn C a) 0 c 0 N i 0 0 0 a a; UTILITY CONFLICT NOTE: CAUTION- THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE @ 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. O, CC 35.75' R/W & SECTION LINE NEW PAVEMENT SECTION PER GEOTECHNICAL REPORT - THICKENED ASPHALT EDGE PER DETAIL THIS SHEET SOUTH 144TH STREET STA. 10+60.37 TO STA. 12+16.39 NOT TO SCALE R/W WIDTH VARIES 44.25' R/W 22.75' NEW CONCRETE SWALE PER DETAIL THIS SHEET NEW CONST. c. /- EX. q. & SECTION LINE �---VARIES 8' 13.5' 1-2% MAX. i NEW 4" CONCRETE SIDEWALK PER TUKWILA STD. PLAN RS-11 NEW CONCRETE CURB AND GUTTER PER TUKWILA STD. PLAN RS-09 NEW PAVEMENT SECTION - PER GEOTECHNICAL REPORT R/W WIDTH VARIES CC cki 25' WIDTH VARIES WIDTH VARIES 8' 13.5' 3:1 MAX. 'NW\ \:fs .�.a\/ i THICKENED ASPHALT EDGE PER DETAIL THIS SHEET 0 EX. CURB & GUTTER 5.5' . E.B.L. BIKE 1 (WIDTH VARIES) LANE NEW PAVEMENT SECTION PER GEOTECHNICAL REPORT 2% CONC. MEDIAN (WIDTH VARIES) NEW CEMENT CONCRETE CURB & GUTTER PER WSDOT STD. PLAN F-10.18-00 SOUTH 144TH STREET STA. 12+16.39 TO STA. 14+02.36 NOT TO SCALE EX. 20' R/W el z 0 0 W z W z J z 0 1- 0 w N X w VARIES 35' R/W W.B.L. 6' .J LOAD/UNLOAD (WIDTH VARIES) BIKE LANE 2% NEW CONCRETE SWALE PER DETAIL THIS SHEET 0 OJ 1' 16.5' 17' 8' WIDTH VARIES 5.5' 11' 11' 6' BIKE LANE E.B.L. W.B.L. 2% 2" OVERLAY NEW PAVEMENT SECTION PER GEOTECHNICAL REPORT BIKE LANE NEW CONCRETE SWALE PER DETAIL THIS SHEET SOUTH 144TH STREET STA. 14+02.36 TO STA. 15+35.40 NOT TO SCALE 0 d' EX. CURB & GUTTER EX. 20' R/W EX. CONST. SECTION LINE 2.5' EX. 20' R/W LOAD/UNLOAD STALL 1% 1' 16.5' 16.5' _, 5.5' _ 5.5' 11' 11' 5.5' BIKE LANE E.B.L. W.B.L. BIKE LANE EX. ASPHALT PAVEMENT SOUTH 144TH STREET STA. 15+35.40 TO STA. 17+78.27 NOT TO SCALE EX. CONC. SIDEWALK 0 d' i1-2% MAX. STALL 2% _1-2% MAX. NEW 4" CONCRETE SIDEWALK PER TUKWILA STD. PLAN RS-11 NEW CONCRETE CURB AND GUTTER PER TUKWILA STD. PLAN RS-09 NEW PAVEMENT SECTION - PER GEOTECHNICAL REPORT NEW 4" CONCRETE SIDEWALK PER TUKWILA STD. PLAN RS-11 NEW CONCRETE CURB AND GUTTER PER TUKWILA STD. PLAN RS-09 NEW PAVEMENT SECTION -PER GEOTECHNICAL REPORT 0.5' NEW ASPHALT THICKEND EDGE 3" 2%± ASPHALT THICKENED EDGE ROADWAY SECTION NOT TO SCALE FOR TK_ILAVILA 1 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON 6" WIDE STEEL TROWEL FINISH 3' MIN.I 18" (MIN) 18" fl G p P FLOWLINE OF CONCRETE SWALE 4" (MIN.) COMPACTED DEPTH AGGREGATE BASE (95% COMPACTED) ).a`C ., Tf-C8r °o. NOTE: INSTALL EXPANSION JOINTS CAD 20'-0" 0.C. MAX. 12" MIN. (95% COMPACTED) COMPACTED SUBGRADE OR STRUCTURAL FILL MATERIAL COMPACTED AND PLACED IN ACCORDANCE W/ SOILS ENGINEER'S RECOMMENDATIONS CONCRETE SWALE DETAIL NOT TO SCALE 3" COMPACTED DEPTH CLASS 'B' A.C. PAVEMENT 2" COMPACTED DEPTH 5/8" CRUSHED SURFACING TOP COURSE 4" COMPACTED DEPTH 1-1/4" CRUSHED SURFACING BASE COURSE 0a° °Oa ° °o0 080 °° oo��aopl' 0 0 o n ao nn non 00n no 00 40-b0 Gi 12" SUBGRADE COMPACTED TO 95% HEAVY DUTY ASPHALT PAVING SECTION PER GEOTECHNICAL REPORT BY ASSOCIATED EARTH SCIENCES DATED 3/18/13 12"- 2" W. 4" COMPACTED DEPTH PERMEABLE CONCRETE J t,umrAw cu ucr i n CHOKER COURSE 18" COMPACTED DEPTH kSHED RAILROAD BALLAST h. ADo•o•oeoso•o o�•,_o•oeoso•o•o i►-01110 O111►0al0ll0* 11%l4111!4111!,•!T!T!41!11 - Gi . G G5 Gti _ - . 12" SUBGRADE COMPACTED TO 95% PARKING AREA PERMEABLE PAVING SECTION PER GEOTECHNICAL REPORT BY ASSOCIATED EARTH SCIENCES DATED 3/18/13 1, 9" 7" ASPHALT • 6" EXTRUDED CONCRETE CURB DETAIL NOT TO SCALE CALL BEFORE YOU DIG: 1-800-424-5555 EX. STRUCTURE TABLE NAME TYPE RIM INVERT 1 INVERT 2 INVERT 3 INVERT 4 INVERT 5 CB1 CB (SOLLID) 288.01 6" ADS SW=284.96' 8" ADS W=284.59' CB2 CB (SOLLID) 300.58 12" ADS N=296.58' 12" ADS S=296.58' CB3 CB (SOLLID) 301.11 18" ADS N=296.91' 18" ADS S=296.91' 12" DI W=297.91' CB4 CB (SOLLID) 302.06 CB5 CB (SOLLID) 304.04 UNABLE TO OPEN CB6 CB (SOLLID) 304.24 12" ADS N=300.92' 12' ADS 5E=300.92' 12" ADS W=300.93' 6" PVC W=300.94' 6' PVC' W=300.94' CB7 CB (SOLLID) 303.15 8" DI NW=300.7' 12" ADS E=299.8' 8' DI SW=299.85' CB8 CB (SOLLID) 310.64 12" ADS E=307.29' 8" PVC W=307.79' 8" DI 5=307.39' 8" ADS NW=307.84' C39 CB (SOLLID) 305.90 18" ADS N=301.6' 12" ADS S=302.25' 12" DI SW=30305' CBJO CB (STD) 290.92 FULL OF DIRT CB11 CB (STD) 288.08 8" DI E=286.48' CB12 CB (STD) 287.16 CB13 CB (STD) 286.70 12' CMP S=284.92' 8" CMP NE=285.1' CB14 CB (STD) 28Z76 CB15 CB (STD) 286.77 12" CMP N=284.98' 12" CMP S=284.94' CB16 CB (STD) 289.88 12" ADS N=286.48' 12" ADS S=286.48' CB17 CB (STD) 28Z95 12" ADS N=284.12' 12" ADS S=284.12' 8" ADS E=284.25' CB18 CB (STD) 285.33 24" ADS N=280.58' 24 ° ADS S=280.58' CB19 CB (STD) 283.95 24" ADS N=279.3' 24" ADS S=279.3' CB20 CB (STD) 288.91 12" ADS E=28656' 12" ADS W=286.56' CB21 CB (STD) 289.15 12" ADS S=286.18' CB22 CB (STD) 288.48 CB23 CB (STD) 286.64 12" ADS 5E=283.41' 12" ADS W=283.41' 6" PVC SW=284.12' CB24 CB (STD) 28Z01 12" ADS NW=282.09' 24" ADS N-282.09' 18' ADS SW=283.01' CB25 CB (STD) 293.91 12" ADS N=290.49' 12' ADS S=290.49' C826 CB (STD) 290.17 18" ADS N=286.39' 18" ADS S=286.42' 8" ADS W=286.47' C827 CB (STD) 292.14 18" ADS N=288.34' 18" ADS S=288.34' 12" ADS NW=288.44' CB28 CB (STD) 299.11 12" ADS N=295.66' 12" ADS S=295.66' CB29 CB (STD) 29Z02 12" ADS N=293.52' 12" ADS S=293 52' 12" ADS E=293 62' C830 CB (STD) 301.93 8" CONC N=295.22' 8' CONC S=295.28' 8' CONC W=295.58' CB31 CB (STD) 298.34 18" ADS N=294.44' 18" ADS S=294.44' 12" ADS W=294.99' CB32 CB (STD) 294.27 18" ADS N=290.82' 18" ADS S=290.82' 12" ADS SW=290.97' CB33 CB (STD) 30332 8" DI S£=301.02' 12' DI NW=301.02' CB34 CB (STD) 302.41 18" ADS N=299.06' 18" ADS 5E499.06' 12" ADS W=299.53' CB35 CB (STD) 309.92 12" ADS N=306.47' 12" ADS S=306.47' 12' ADS W=306.47' C836 CB (STD) 30Z39 12" ADS N=304.01' 12" ADS S=304.04' CB37 CB (STD) 303.75 18" ADS N=300.52' 18" ADS S=300.52' CB38 CB (STD) 308.86 12" ADS N=305.86' 12" ADS S=305.86' CB39 CB (STD) 306.98 12" ADS N=303.78' 12" ADS S=303.78' 12" ADS E=303.88' CB40 CB (STD) 304.98 12" ADS N=301.48' 12" ADS S=301.58' CB41 CB (STD) 302.28 12" ADS N=298.73' 12" ADS S=298.73' CB42 CB (STD) 291.06 8" PVC N=289.46' 12" CMP S=288.98' CB43 CB (STD) 288.32 12" CMP N=286.27' 12" CMP S=286.27' C544 CB (STD) 287.98 12" DI S=285.58' 12" CONC N=285.58' 12" CONC E=285.48' CB45 CB (STD) 288.47 12" CONC SSE=286.77 CB46 CB (STD) 288.93 12' DI E=286.89' C847 CB (STD) 288.59 12" CMP W=285.04' 12" CONC NNW=285.04' 18" ADS 5E=284.44' CB48 CB (STD) 287.57 12" CMP E=285.62' 12" CMP W=285.62' 12" CONC N=285.62' CB49 CB (STD) 287.80 18" CONC N=283.35' 18" CONC S=283.25' CB50 CB (STD) 287.62 12" ADS N=285.84' 12" CONC S=285.84' CB51 CB (STD) 285.96 FULL OF DIRT CB52 CB (STD) 284.99 8' CONC NW=282.19' 12" CONC W=281.89' 12" CONC E=281.81' 8" CONC S=282.09' CB53 CB (STD) 291.04 12" CMP N=28842' 12" CMP E=288.42' CB54 CB (STD) 291.08 8" PVC S=289.65' CB55 CB (STD) 289.19 12" CMP £=286.41' 12" CMP W=286.49' 12' CUP NE=286.41' CB56 CB (STD) 285.33 8" CONC S=283.08' CB57 CB (STD) 296.97 12" ADS W=293.1' CB58 SDMH 287.65 18" CONC N=282' 8" CONC 5E=283.25' 18" CONC 5=281.9' SSMH1 SSMH 293.60 8" CONC E=278.38' 8" CONC N=278.27' SSMH2 SSMH 287.70 8" CONC W=278.88' 8" CONC S=278.96' SSMH3 SSMH 291.73 8' CONC N=277.22' 8' CONC S=277.34' SSMH4 SSMH 288.66 8" CONC N=276.62' 8' CONC S=276.69' SSMH5 SSMH 286.39 8" CONC N=279.19' 8" CONC S=279.44' 8" CONC W=279.24' SSMH6 SSMH 289.37 8" CONC N=282.23' 8' CONC S=282.29' 6" PVC W=283.67' SSMH7 SSMH 294.67 8' CONC N=286.93' 8' CONC S=287.01' SSMH8 SSMH 291.50 8" CONC N=283 95' 8" CONC S=284.03' SSMH9 SSMH 301.77 18' ADS N=297.47' 18" DI S=298.67' SSMH10 SSMH 309.36 8' CONC N=301.36' 8" CONC S=301.44' SSMH11 SSMH 289.26 12' CLAY E=279.04' 12" CLAY N=278.76' 12" CLAY W=279.04' SSMH12 SSMH 28Z57 8" PVC S=275.42' 8" PVC E=275.52' SSMH13 SSMH 288.41 8" PVC N=275.95' 8" PVC W=275.85' SSMH14 SSMH 294.03 12" CONC S=281.03' 15" CONC E=280.93' 6" CONC W=281.66' SSMH15 SSMH 289.19 15" CONC W=280.64' 12" CLAY E=280.53' 8" CONC S=281.29' 8" CONC N=280.64' SSMH16 SSMH 286.10 6' PVC £==278.06' 8' PVC S=277.98' SSMH17 SSMH 288.43 8" PVC N=282.13' 12- CONC £=281.96' 8" PVC S=283' 7.5" COMPACTED DEPTH 4,000 PSI PCC 6" COMPACTED DEPTH 1-1/4" CRUSHED SURFACING BASE COURSE GRADE 40 STEEL #4 BARS AT 24" 0.C. MAX WITHIN UPPER 1/2 OF SLAB AND MIN. 2" OF CONC. COVER •0• D •v • 0 D 0 v• SUo DODO 8 0 `ci $ 0 000 0 00O°O0 O Ogo a o0 00 0° ° m °1� °° oso 0 A 0 o 0 o n nn nOn 0 0n 00 000 G7 12" SUBGRADE COMPACTED TO 95% CONCRETE PAVING SECTION w L) BUILDING RESUBMITTAL BUILDING A BID SET REVISED PER BUILDING C PERMIT SUBMITTAL FOR BUILDING PERMIT SUBMITTAL c 0 y a) a 0 a 0 0 0 0 0 o. a a 0 0 0 a 0 0 0 0 0 cn 0 0 0 0 m ai N ai 0 0; Sri -4r 0 Ki 0 0 d N 0 z REVIEWED FOR OODACOMPLIANCE APR 2S 2015 Cited NG DIVISIO'� wila BUIW NOT TO SCALE PAVEMENT SECTION PER RECOMMENDATIONS BY ASSOCIATED EARTH SCIENCES, INC. DATED AUGUST 12, 2013. REFER TO PORTLAND CEMENT PAVING RECOMMENDATIONS MEMO FOR FURTHER DETAIL HHECEIVE° CITY OF Ur WI'__;; /W 0 44( J Q J LL 0 J ``J^^ VJ 0 0 co a. 0 J 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 12/29/2014 0 N 0 c N 0 x 0 w 0 z Q 0 .` \ z 00 0 C 0 0 m 0 0 m U 0 0 O csi 0 0 18215 72ND AVENUE SOUTH V) O CO 0) 1= z Lil x CN N N- (.0 CO I I LC) LC) N N LC) LC) � N 0 X J J w CC 0 0 0 0 JAN 0 2 2015 PEflM;� CENTER d' UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. (- 0 310 305 300 290 285 275 270 265 260 6?/ 10+ / 467 ri 0 c0 0 c0 rn 0) N S. 144T ST. A PPE MATERIAL NOTE ALL PVC SD PIPE SHALL BE SDR-35 WHERE PIPE COVER IS > 3'. PVC SD PIPE SHALL BE SDR-21 IN CASES WHERE PIPE COVER IS 3'. ►, AYI:PROV FOR TUKWILA VILLAG TS PLA PHASE 1 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON iII`� .�,c'.` ems / -„ N LIBR Y1 % i II (B ;OTHE 4 s I 1 / 1 ' ► I' /PiOPOSED : � 1' �'�►���® :�'� II i 1 S�T;' ) ` M ETd AND ATCH ��► %/iii �_i: I®�. _ / XIS ING S I EWALKrilj /1 ► �� ....„ •�l� V�'i . !®�i�warir�_1 / e vow - n.3i.'. .. �'s�t.��.�.61rri�� .....,.w^" ®•% / / IS itilir- ' . r .r ...::.::� f:�1. �O�A1r..A.�� ....Y.i Z►....U�� �..elt /►J���` w. ,�' L3:r;E�o. .:••P !_ Li;:..'�i..11��Jp�•�I!/�ai.' _. ���miamiri�iiiiiiiiimi-awl- 1 I PROPOSED R/W LINE NOTES: 1. REFER TO SHEET C 1 4 FOR PROPOSED SOUTH 144TH STREET TYPICAL SECTIONS. 2. REFER TO SHEET C 11 FOR MODULAR WETLAND DETAILS 3. REFER TO SHEET C12 FOR STORMCEPTOR DETAIL 4. REFER TO SHEET C 14 FOR EX. UTILITY STRUCTURE DETAILED INFORMATION. 5. CONTRACTOR TO RELOCATE AND/OR RAISE/LOWER ALL EX. UTILITIES TO FINISHED GRADE IN COORDINATION WITH UTILITY PURVEYORS. REFER TO SHEET C4 FOR DEMOLITION PLAN. 6. CONTRACTOR TO REMOVE ALL EXISTING STRIPING ON S. 144TH ST. FROM TUKWILA INTL. BLVD. TO 42ND AVENUE SOUITH //, / /-/ / /,/i/ S 1 44th Construction CL PROFILE {•ssssasl i 1 I /1 II1I IC 1 A D PROFIL KEYNOTE LEGEND 0 0 0 0 SINGLE DIRECTION CURB RAMP PER WSDOT STD. F-40.16-01 CURB RAMP PER CITY OF TUKWILA STD. RS-12 REFER TO LANDSCAPE PLANS FOR DETAILED PLAZA DESIGN INSTALL PEDESTRIAN WARNING SYSTEM INCLUDING RAPID FLASH BEACON / ADVANCED WARNING AT CROSSWALK. DESIGN SHALL MEET CITY ENGINEER APPROVAL. ASPHALT THICKENED EDGE PER DETAIL ON SHEET C14 PPOSED R/W LINE " SECTION LINE 0 CONST. W 16+00 A� CALL BEFORE YOU DIG: 1-800-424-5555 1"=30' 15 30 AMIN 0 CON • • P' .•a. apaaaaa x1x sa aaxxx xxxxa - qr - •': _sass I' Pft1Qs- • - S• 144TH ST PLANS MOWN CONCEPTUALLY OILY, NOT FOR CONSTRUCTION. 30' • •10 111 a 111 1- w BUILDING RESUBMIT BUILDING A BID SET FOR BUILDING PERMIT SUBMITTAL 0. 0 a_ 0 m Y 0 0 0. Q 2.52" SECTION LINE } TO CONST.c, a c.0 a. 0 0 0 c.) cn 0 N 0 c.0 0 0 ai N N ai O L ai O N. O 1-) PO N 0 z W J LL CC pz as oz cc a co °J- co w ai cr a. cc 0 u_ TUKWILA VILLAGE - PHASE 1 REVIEWED FOR CODE COMPLIANCE APPROVED APR 28 2015 City of Tukwila BUILDING DIVISION II 1.11.1.111.1 to 11111.1111011111111111 °'D Q-1- N O '� - CO PROPOS D-GRAD @ 1f z BEGIN-R8 DWAY CC. CONSTRUCTION �O�STfiITC?IOIL - t 1 )� `c _ CU CL 5 MEM. In co 1--� -CONSTRUCTION- --- ro MAT H EX. EL . ®-CONST •. 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EX f2_E_04- ��� -lE�=-28 28b AT134,37-:42, 15 57-' LT RIM =-289 65 . f 12`E - • " i ?2 STA. =-12+32 14; 15.52'. RT 41n,�:11•40i•MIL.:r. lE- m-287_40 8=S) -5 E-= 285 8+ N) - _ :: • E-= 2.e 5-03 ■--IE -{12" 285.-04-{1-2-W} �� ,.- , E-=-285 84 (12-S) - - CB-#41 CB #15- = N B ' 1 �� T PE--2-48" t. OUD " S ORMC PS OCKIN6-i f s IE 284 44-( f. 8-S E STANDARD 5 A 16.2-3 RT- Wf Sf LItrtOCKIN LID -GRAT 1a-13+4 .19, N IEC C[O-E aI? 5T1L a 1 4-6 0D . RT [+03.87-21:07 ,_. RII�= 289 A-= 14+81.01, 5.41', LT )?IM=287.96 « -1E • : : = 286 60-1(8`N I� IE-= 82:9-1-(-12-E 5� • EX TYPE 1 C� 287.80-(-1 [� #¢(� E =�85 (i2 �f} STA. 17+21.70-1 1E-=-286.27 (12" S) lE = 28374 (8``N TYPE-2-48" = .51', LT _ - tE- _ 82:9.1_(1. " W)- -W- -LOCKING -LID- -RllX=288'' T ST F L ��� � e :. i • �. SOLID �� E - 286:77-(12=5 MW #1 _ � a - IE_. 282-9 L{EX _ 8_S7 - -T - .- ,PR , .. �� � ,• _ STA-=-14+92 09.-6:i-7'; uoe R1r8r$ 1• HORIZO�JT'' - . - .� , . VERTICAL:--1-:=-5 SOE11� EX.STA E14+82.77 E_� 28? 97 (1= EI •x-286 24 t;12" N) L(, KING D 20.05', R a SC-{ -N) T2 5 53-5.92'. RT -1 .-•� . GRADE -AT-CON UCTION- ��•-286'fA R1M� 289 73 IE 283 25 SE) T¢RMCEPTOR 1a 1 82.9 K 0r'.1 i CONSi'UGT10N � -IM=287.4. IE 286 18 (t 2=S) lE = O0 (' 282�0-(T8 N � • . OSED�RAD � -1 IE--=-286:i8-(42L' E•)- E � 2$4.11 (8'- ) tE-- 281.90-�(-18ES) j (-C! O I'-) N O r'l CO O CD I') CO a;cd N c0 al N 1n 05 t` a) Q) N N 297.57 296.4 CO rt7 6 a) a) N N 295.63 294.4 0,ca) CO ..4:Ki a) Ol N N 1---.N r) N a) CP N N 293.30 292.1 292.64 291.6 CO (V - a) O) N N t0 CON O a) Ol N N tr) -- O al a) N N ^ 0l 0 ai 0o N N 290.25 289.8 289.78 289.5 ^ N ai a; p0 CO N N 288.96 288.8 288.88 —I 288.8 CO O 00 N EX. GRAD: V- W 00 N AT CONSTRUCTION CO CO N o5 co N N cc;00 co N CO (-NJ 00 1: CO N cc;00 00 N r7 CO N 't 00 00 N 1f) 00 CO N i-- 00 CO N 00 00 00 N Ol 00 00 N 1� 0 00 N N a;0 00 N r7 Oi 00 N 9+80 10+00 11+00 12+00 13+00 14+00r PROPOSED GRADE AT I NORTH FLOWLINE 15+00 16+00 17+00 305 300 295 290 285 280 275 270 265 260 18+00 1 287.60 288.2 287.76 288.1 c0 N CO CO CO 1C) d- CO - CO 1- .--• c0 N CO 10 0) CO 10 N CO CO 288.6, 288.6 ,- <t CO CO In - CO N r7 rt) N- 00 IT N N 1.7 :11 0 0 0 0 0) 06 r- CO Iri 4 1"6 N CV - - 0) 0 m 0 0) co 0) co co a) 0o 06 0 co 06 m CO 1" 1` CO Co 03 00 CO CO 06 00 06 CO 06 CO CO (0 Co CO CO m CO m 06 00 m CT; CO CITY M 1•o r7 N N CV N N N N N N CV N N N N N N N CV N N N N CV N N N N N N CV N N N N N N - �-- Jp `.'`.sFIVED �F T Ur;V(JL_11 N 0 2 2015 PERM:T CENTER DEVELOPMENT ASSOCIATES, LLC 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP. WA 98374 12/29/2014 0 0 N 0 C O N •0 O s(1 z 0 0 0 18215 72ND AVENUE SOUTH 003 N 01 CO w U ce N J z w z 0 z w z z a 0 w w z z w N 0 J J Ct 0 a) a 0 Date/Time:1 1 / 19/2014 4:58 PM rn v 10 1n N 1n 0 an 0 0 0 0 0 0 0_ N O d rn 1 av IU 0 0 In 1±7 N 1I') 0 0 0 1n a; 1 UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. 10+ Ziw yr EX. R/W LINE PAVEMENT MARKING CONSTRUCTION NOTES 01 INSTALL AN 8" WHITE GORE STRIPE WITH TYPE 2W RPMS AT 10' O.C. PER CITY STD. 02 INSTALL WHITE THERMOPLASTIC CROSSWALK PER CITY STD. 03 INSTALL DOUBLE YELLOW CENTER (DYC) STRIPE WITH TYPE 2YY RPMS AT 20' O.C. PER CITY STD. INSTALL WHITE THERMOPLASTIC ARROW PER CITY STD. CENTER LANE AT THE STATION SHOWN. INSTALL 4" WHITE PAINTED EDGE LINE PER WSDOT STANDARD LAN M-20.10. © INSTALL WHITE PAVEMENT MARKER "ONLY" PER CITY STD. 0 INSTALL 24" WIDE STOP BAR PER CITY STD. n c0 1- J u� w a w n. '- N 0a W 0 LA UJ W too Z Z C.D m m OfX J n tr) t(i tries Q_ <v) m PROPOSED R/W LINE Q: w Q rs tri Lai CD a O f�- cD 0 CA + U —0 0 (~/) w ID tr) tr) (D cc; a a 1—&) w (.7 0 w LA 11-- S CL] W W CO J Q_' J i1) ir) icy CV 1- 1. t!) tr) LA W W W W a. H H 4C 4 Z Z Z Z Z 0 w LL' CDOC-D(D W W W CO CO CO CO i FOR K 'ILA VILE A _ AS 1 PORTION OF THE SE 1/4, SW1/4 OF SEC. 15, & NE1/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON PROPOSED R/W LINE as -� LE W V) W W IXLA LA H F U = Z W Z Z CO W W ,-:, //el CC J M N O w O N W W 4 CD ix W V) 0 } _ Cr C) Z Z Z W W W Q] CO 3 a (~/) W C9 0 W UJ 1-- S Z_ w CO Q: J tt ir) OQ O O IX 0 cc tai CO 01 Ci Li; Li ca UJ 00 LsJ X X LA LA CO C/3 /— PROPOSED R/W LINE tri cn LaJ 2.52" SECTION LINE TO CONST. 16+00 CALL BEFORE YOU DIG: 1-800-424-5555 0 15 30 60 a 144TH ST PLANS SHOWN CONCEPTUALLY OILY, NOT FOR CONSTRUCTION. NOTES: 17+00 SOUTH 144TH STREET BUILDING RESUBMITTAL SET BUILDING A BID SET REVISED PER BUILDING C PERMIT SUBMITTAL FOR BUILDING PERMIT SUBMITTAL co a. tei 0 144TH ST. CHANNELIZATION PLAN co cr 0 TUKWILA VILLAGE - PHASE 1 42ND AVENUE SOUTH 2.52" SECTION LINE TO CONST. 1. REFER TO SHEET C14 FOR PROPOSED SOUTH 144TH STREET TYPICAL SECTIONS. 2. CONTRACTOR TO REMOVE ALL EXISTING STRIPING ON S. 144TH ST. FROM TUKWILA INTL. BLVD. TO 42ND AVENUE SOUITH REVEVVED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION RECEVED crry OF 'TUKWILA JAN 0 2 2015 PERET CENTER -J 5: -J DEVELOPMENT ASSOCIATES, LLC 201 27TH AVE. SE, BLDG A, SUITE 300 PUYALLUP, WA 98374 12/29/2014 75 0 pp 18215 72ND AVENUE SOUTH Lo cv 1-7 La Et LNI co z La tN CC -J -J CC Date/Time:11/19/2014 4:58 PM File:P:\15000s\15255\engineering\Phase 1 Road & Drainage\15255—rl.dwg BUILDING CODE INFORMATION PLUMBING FIXTURE CALCULATIONS (IBC TABLE 2902.1) COORDINATION NOTES MEANS OF EGRESS OCCUPANT LOAD CALCULATIONS FILE NAME: GOVERNING CODES: CITY OF TUKWILA, WASHINGTON STATE 2012 INTERNATIONAL BUILDING CODE (IBC) W/ WASHINGTON STATE AMENDMENTS 2012 INTERNATIONAL FIRE CODE (IFC) W/ WASHINGTON STATE AMENDMENTS 2012 INTERNATIONAL MECHANICAL CODE (IMC) W/ WASHINGTON STATE AMENDMENTS 2012 UNIFORM PLUMBING CODE W/ WASHINGTON STATE AMENDMENTS 2012 IECC/ WASHINGTON STATE ENERGY CODE 2013 NFPA 13 FIRE SPRINKLERS 2013 NFPA 72 FIRE ALARM 2012 NFPA 54 NATIONAL GAS FUEL CODE 2014 NFPA 70 NATIONAL ELECTRICAL CODE REFERENCE DEPT. OF L & I FOR AMENDMENTS 2009 ICC/ANSI A117.1 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN CITY OF TUKWILA CODE/ ORDINANCES: TUKWILA MUNICIPAL CODE (TMC) TITLE 18 - ZONING REQUIREMENTS PER A-2 OCCUPANCY REFERENCE OCCUPANT LOAD CALCULATIONS THIS SHEET FOR BOTH INTERIOR SPACES AND OUTDOOR SPACES (OUTDOOR DINING & ADJACENT PLAZA HARDSCAPE) TOTAL OCCUPANT LOAD WATER CLOSETS LAVATORIES DRINKING FOUNTAINS REQUIRED PROVIDED REQUIRED PROVIDED REQUIRED PROVIDED (50% FEMALE / 50% MALE) 1 PER 75 2 / FEMALE 2 /MALE 1 PER 200 1 / FEMALE 1 /MALE 1 PER 500 2 (HIGH / LOW) 150 FEMALE 150 MALE (300) TOTAL 2 / FEMALE 2 / MALE 1 / FEMALE 1 / MALE 1 SERVICE SINKS REQUIRED PROVIDED 1 1 OCCUPANCY GROUPS PARKING REQUIREMENTS SINGLE USE OCCUPANCY: ASSEMBLY A-2 (PER IBC 303.3): A-2: CAFE & BANQUET HALL ACCESSORY USAGES: OFFICE, MECH., AND STORAGE. ACCESSORY USE =<10% TOTAL AREA (IBC 508.2.1). 328SF<10% OF 4,094SF CONSTRUCTION TYPES / CODE NOTES CONSTRUCTION TYPE: TYPE VB -FULLY SPRINKLERED BUILDING PER NFPA 13 (IBC 903.2.1.2) FOR A-2 OPCCUPANCY -FIRE ALARM FOR SPRINKLER SYSTEM SUPERVISION PER IBC 903.4 ALLOWABLE BUILDING HEIGHT AND AREA ALLOWABLE BUILDING HEIGHT: 40 FT. ACTUAL BUILDING HEIGHT: 23' +/- (SEE ELEVATIONS SHEETS A200 SERIES) ALLOWABLE NUMBER OF STORIES: 1- STORY - ACTUAL NUMBER OF STORIES: 1 STORY ALLOWABLE BUILDING AREA: 6,000 SF ACTUAL BUILDING AREA: 4,994 SF TOTAL (SEE TABLE BELOW) PROPOSED BUILDING AREA BUILDING AREA, PER IBC 502: THE AREA INCLUDED WITHIN SURROUNDING EXTERIOR WALLS EXCLUSIVE OF VENT SHAFTS AND COURTS. AREAS OF THE BUILDING NOT PROVIDED WITH SURROUNDING EXTERIOR WALLS SHALL BE INCLUDED IN THE BUILDING AREA IF SUCH AREAS ARE INCLUDED WITHIN THE HORIZONTAL PROJECTION OF THE ROOF OR FLOOR ABOVE. BLDG. AREAS EXTERIOR COVERED AREAS TOTAL FLOOR AREA ALLOWABLE FLOOR AREA 4,099 SF 895 SF 4,994 SF 6,000 SF PROPOSED BUILDING AREAS BY OCCUPANCY OCCUPANCY GROUP (NET SF) TOTAL AREA A-2 (ENCLOSED BUILDING AREA) A-2 (UNENCLOSED HORIZONTAL ROOF PROJECTION PER IBC 502) B S-1 3,739 895 64 296 4,994 ENERGY CODE COMPLIANCE 2012 WASHINGTON STATE ENERGY CODE - COMPONENT PERFORMANCE METHOD SEE SHEETS A004 SERIES FOR ENERGY CODE COMPLIANCE FORMS / CALCULATIONS. FIRE RESISTIVE CONSTRUCTION REQUIREMENTS NON -RATED CONSTRUCTION FOR PRIMARY STRUCTURAL FRAME, INTERIOR BEARING & NON -BEARING WALLS, FLOOR & ROOF CONSTRUCTION FOR TYPE VB CONSTRUCTION (IBC TABLE 601). NON -RATED CONSTRUCTION FOR EXTERIOR LOAD BEARING & NON -LOAD BEARING WALLS. FIRE SEPARATION DISTANCE FOR EXTERIOR WALLS IS GREATER THAN 10 FEET AND LESS THAN 30 FT. ASSEMBLY OCCUPANCY/TYPE VB = 0 RATING (IBC TABLE 602). SEE SITE PLAN SHEET AS01 FOR FIRE SEPARATION DIMENSIONS. FIRE SPRINKLER, ALARM, & HOOD REQUIREMENTS AUTOMATIC FIRE SPRINKLER SYSTEM REQUIRED FOR A-2 OCCUPANCY WITH OCCUPANT LOAD GREATER THAN 100 OCCUPANTS (IBC 903.2.1.2) SEE OCCUPANT LOAD CALCULATIONS THIS SHEET. AUTOMATIC FIRE SPRINKLER SYSTEM SHALL COMPLY WITH NFPA 13 (SEE IBC 903.3.1.1) SPRINKLER SYSTEM SUPERVISION & ALARMS SHALL BE CONNECTED TO EACH AUTOMATIC FIRE SPRINKLER SYSTEM (IBC 903.4). CAFE KITCHEN AND CATERING KITCHEN TO HAVE A TYPE I EXHAUST HOOD & DUCT SYSTEM. TYPE I HOODS SHALL BE PROTECTED WITH AN AUTOMATIC FIRE - EXTINGUISHING SYSTEM (IBC 904.2.1) SPECIAL PERMISSION PARKING VARIANCE FILE NUMBER: L13-031 DATE: 10-09-2013 APPROVAL RESTAURANT & COMMUNITY CENTER USES (TMC FIGURE 18-7) RESTAURANT / FAST FOOD: 1 SPACE PER 50 SF OF UFA + 50% OF OUTDOOR DINING COMMUNITY ROOM: 1 SPACE PER 100 SF OF ASSEMBLY AREA (ASSUME 85% USEABLE FLOOR AREA FOR RESTAURANT) 1131 x .85 = 961 SF OF CAFE 685/2 = 343 SF OF OUTDOOR DINING 1,598 SF OF ASSEMBLY AREA REQUIRED PROVIDED = 19 STALLS = 07 STALLS = 16 STALLS 42 x.90 = 38 STALLS* 38 STALLS SHARED USES** *APPROVED 10% REDUCTION FOR COMPLIMENTARY USES ** APPROVED SHARED PARKING STRAGEY WITH ADJACENT PHASE 1 (PARCELS A&C), PHASE 2 (PARCEL E) AND PHASE 3 (PARCEL B). NOTE LIBRARY PARKING ALSO UTILIZES SHARED PARKING FOR ADDITIONAL 29 STALLS (TOTAL SHARED STALLS REQUIRED = 38 +29 = 67 STALLS) TEMPORARY PARKING TO BE PROVIDED ON PHASE 3 (PARCEL B) UNTIL THIS LAST PHASE IS COMPLETED. ON -SITE STALLS PROVIDED OFF -SITE SHARED STALLS (PHASE 1) OFF -SITE SHARED STALLS (PHASE 2) OFF -SITE SHARED STALLS (PHASE 3) GRAND TOTAL OF ON -SITE & SHARED OFF -SITE STALLS ON -STREET PARKING ON -SITE ACCESSIBLE STALLS (PER TABLE 1106.1) 11 (1 - 25 STALLS) PROVIDED = 1 REQUIRED SHARED ACCESSIBLE PARKING STALLS (PER TABLE 1106.1) SURFACE STALLS PARCELS A & B 41 (26 - 50 STALLS) PROVIDED = 2 REQUIRED GARAGE STALLS PARCEL E 25 (1-25 STALLS) = 1 REQUIRED 11 SURFACE (PARCEL C) 11 SURFACE (PARCEL A) 25 GARAGE (PARCEL E) 30 SURFACE (PARCEL B) 77 STALLS PROVIDED 09 (144TH - PHASE 1) 04 (144TH - PHASE 2) 13 ON -STREET STALLS 1 PROVIDED 4 PROVIDED (2 VAN) 1 PROVIDED (VAN) VAN STALLS (IBC 1106.5) 1 VAN STALL FOR EVERY SIX OR FRACTION OF SIX ACCESSIBLE SPACES VAN STALLS PROVIDED IN SHARED PARKING ON ADJACENT PARCELS A & B = 1 REQUIRED 3 PROVIDED ON -SITE STALL TYPES: (SEE SHEET AS01) SURFACE STALLS (05) STANDARD STALLS (05) COMPACT STALLS* (01) ACCESSIBLE STALL (11) TOTAL SURFACE STALLS *COMPACT STALLS PERCENTAGE BASED ON ENTIRE DEVELOPMENT SITE NORTH OF 144TH (PHASE 1 & PHASE 3) SURFACE PARKING PROVIDED (SHARED PARKING). SHARED PARKING STALL LOCATION & SIZES: (SEE SHEET AS01) SURFACE STALLS (NORTH OF 144TH) = 53 (A) + 11 (C) + 34 (B) = 98 STALLS (69) STANDARDS STALLS (23) COMPACT STALLS* (06) ACCESSIBLE (98) TOTAL SURFACE STALLS *23% COMPACT STALLS THE FOLLOWING NOTES SHALL SERVE AS A GUIDE TO THE CONTRACTOR TO VERIFY EACH CONDITION WITH THE PRODUCT MANUFACTURER OR SUPPLIER AND/OR LOCAL JURISDICTION FOR THEIR REQUIREMENTS PRIOR TO SUBMITTING A BID TO THE OWNER OR PROCEEDING WITH WORK. THE ITEMS OUTLINED BELOW ARE NOT INTENDED TO BE AN EXHAUSTIVE ANALYSIS OF ALL POSSIBLE AREAS OF CONCERN OR CONFLICT, BUT RATHER SERVE AS A BEGINNING POINT IN IDENTIFYING COMMONLY OVERLOOKED AREAS IN THE CONSTRUCTION PROCESS. 1. REVIEW MANUFACTURER'S PRODUCT LITERATURE FOR INSTALLATION INSTRUCTIONS UNIQUE TO THE PROJECT CONSTRUCTION TYPE. A. GAS APPLIANCES AND CHASE REQUIREMENTS B. HVAC EQUIPMENT AND DUCTING C. ALL EXHAUST FANS AND DUCTING D. RECESSED AND SEMI -RECESSED ELECTRICAL EQUIPMENT E. RECEPTACLE BOXES (I.E.: TELEVISION, TELEPHONE, ELECTRICAL, PLUMBING) F. ANY OTHER BUILT-IN OR RECESSED EQUIPMENT WHICH MAY PENETRATE A FLOOR/CEILING, ROOF/CEILING OR WALL ASSEMBLY. 2. REVIEW LOCAL JURISDICTIONAL REQUIREMENTS FOR COMPLETE INSTALLATIONS OF THE FOLLOWING: A. BUILDING FIRE ALARM SYSTEM (NFPA 72A) B. FIRE EXTINGUISHER SIZE, TYPE AND LOCATION C. FIRE SUPPRESSION SPRINKLER SYSTEM - VERIFY NFPA SYSTEMS D. EMERGENCY AND EXIT LIGHTING 3. COORDINATE WITH THE FOLLOWING UTILITIES AND COMPLY WITH LOCAL JURISDICTIONAL REQUIREMENTS: A. TELEPHONE UTILITY B. CABLE TELEVISION UTILITY C. POWER UTILITY, VAULT AND EASEMENTS D. GAS UTILITY E. TRASH SERVICE AND RECYCLING SERVICE F. POSTAL AUTHORITY G. DEPARTMENT OF PUBLIC WORKS FOR: SANITARY SEWER ii. STORM SEWER WATER SUPPLY 4. THE FOLLOWING ITEMS SHALL BE BIDDER DESIGN/BUILD SYSTEMS. THE SUB- CONTRACTOR SHALL PROVIDE A COMPLETE SYSTEM TO THE OWNER WHICH COMPLIES WITH ALL JURISDICTIONAL REQUIREMENTS: A. FIRE SPRINKLER SYSTEM B. FIRE ALARM SYSTEM C. ELECTRICAL D. PLUMBING E. MECHANICAL THE BIDDER DESIGN/BUILD SYSTEMS SHALL BE SUBMITTED TO THE APPROPRIATE JURISDICTION(S) FOR REVIEW AND APPROVAL. DEFERRED SUBMITTALS SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER OF RECORD WHO SHALL REVIEW THEM AND STAMP THEM WITH A NOTATION INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. DEFERRED SUBMITTALS WILL BE RETURNED TO THE CONTRACTOR, WHO WILL IN TURN SUBMIT THEM TO THE BUILDING DEPARTMENT. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING DEPARTMENT. THE FOLLOWING ITEMS ARE DEFERRED SUBMITTALS: 1. FIRE SUPPRESSION SYSTEM (NFPA 13) 2. FIRE ALARM SYSTEM 3. PRE -MANUFACTURED ROOF JOIST SHOP DRAWINGS 4. SIGNAGE 1. AREAS INCLUDED FOR OCCUPANT LOAD CALCULATION DO NOT INCLUDE CORRIDORS, STAIRS, RESTROOMS AND UNOCCUPIED AREAS. 2. THE NUMBER OF OCCUPANTS HAVE BEEN ROUNDED UP. 3. DESIGN OCCUPANT LOAD PER IBC TABLE 1004.1.2: SEE CALCS. BY OCCUPANCY ON THIS SHEET. A. ACCESSORY STORAGE AREA & MECH. ROOM = 300 SF / OCCUPANT (GROSS) B. ASSEMBLY WITHOUT FIXED SEATS = 15 SF / OCCUPANT (NET) C. ACCESSORY BUSINESS AREAS = 100 SF / OCCUPANT (GROSS) 4. OUTDOOR AREAS (IBC 1004.5): A. OUTDOOR AREAS (I.E. OUTDOOR DINING) ARE INCLUDED IN THE TOTAL OCCUPANT LOAD FOR PLUMBING FIXTURE CALCULATIONS ONLY (NOT EGRESS). 5. NUMBER OF EXITS (IBC 1015): TWO EXITS SHALL BE REQUIRED FROM ANY SPACE WHERE THE OCCUPANT LOAD EXCEED THE FOLLOWING VALUES PER IBC TABLE 1015.1: SEE EXITING PLAN ON THIS SHEET. A. GROUP A, B, M = 49 OCCUPANTS B. GROUP S = 29 OCCUPANTS 6. SEPARATION OF EXITS (IBC 1015.2.1): WHERE TWO EXITS ARE REQUIRED THEY SHALL BE PLACED A DISTANCE APART EQUAL TO NOT LESS THAN 1/3 THE DIAGONAL DIMENSION OF THE AREA SERVED ( EXCEPTION 2 SPRINKLERED BUILDING). SEE EXITING PLANS ON THIS SHEET FOR SEPARATION DIMENSIONS. 7. COMMON PATH OF EGRESS TRAVEL (IBC 1014.3): A. 75 MAXIMUM, EXCEPT: B. B/S OCCUPANCIES: 100 FT. MAXIMUM (SPRINKLERED) 8. ASSEMBLY MAIN EXIT (IBC 1028): NOT USED OCCUPANT LOAD LESS THAN 300. 9. EXIT ACCESS TRAVEL DISTANCE (IBC 1016): A. GROUP A, S-1 B. GROUP B = 250 FT (SPRINKLERED) = 300 FT (SPRINKLERED) 10. DEAD-END CORRIDORS (IBC 1018.4): A. WHERE MORE THAN ONE EXIT IS REQUIRED, MAX. DEAD-END LENGTH = 20 FT. 11. EGRESS WIDTH (IBC 1005.3.2, EXCEPTION): SHALL NOT BE LESS THAN THE TOTAL OCCUPANT LOAD SERVED BY THE MEANS OF EGRESS MULTIPLIED BY: A. .15 INCHES PER OCCUPANT FOR OTHER COMPONENTS (SPRINKLERED) PROPOSED 36" DOOR = 34"/.15 = 226 OCCUPANTS ACCOMMODATED B. SEE EXITING PLANS FOR ACTUAL NUMBER OF OCCUPANTS. 12. MEANS OF EGRESS ILLUMINATION (IBC 1006): A. ILLUMINATION SHALL BE PROVIDED AT EVERY POINT IN THE MEANS OF EGRESS. THE ILLUMINATION LEVEL SHALL NOT BE LESS THAN 1 FOOT- CANDLE (11 LUX) AT THE WALKING SURFACE AT ALL TIMES THE SPACE SERVED BY THE MEANS OF EGRESS IS OCCUPIED. LUMINARIES SHALL BE INSTALLED WHENEVER EXIT SIGNS ARE REQUIRED. B. POWER SUPPLY TO BE PROVIDED BY PREMISES' ELECTRICAL SUPPLY. IN EVENT OF POWER SUPPLY FAILURE, AN EMERGENCY POWER SYSTEM SHALL AUTOMATICALLY ILLUMINATE AREAS REQUIRED PER IBC 1006.3 INCLUDING: CORRIDORS, EXIT ENCLOSURES, EXIT PASSAGEWAYS, INTERIOR EXIT DISCHARGE ELEMENTS AND EXTERIOR LANDINGS FOR EXIT DISCHARGE DOORWAYS. C. EMERGENCY POWER SYSTEM SHALL PROVIDE POWER FOR A DURATION OF NOT LESS THAN 90 MINUTES AND SHALL CONSIST OF STORAGE BATTERIES, UNIT EQUIPMENT OR AN ON -SITE GENERATOR. REFER TO ELECTRICAL BIDDER/DESIGN PLANS FOR SYSTEM DESIGN. 13. EXIT SIGNS (IBC 1011): A. PROVIDE AN APPROVED EXIT SIGN AT ALL EXITS AND EXIT ACCESS DOORWAYS (FROM SPACES REQUIRING TWO EXITS) IN A LOCATION THAT IS READILY VISIBLE FROM ANY DIRECTION OF EGRESS TRAVEL. PLACE SIGNS SUCH THAT NO POINT IN CORRIDOR OR EXIT PASSAGEWAY IS MORE THAN 100 FT FROM THE NEAREST VISIBLE EXIT SIGN. SEE BUILDING PLANS FOR SIGN LOCATIONS. B. EXIT SIGNS SHALL BE INTERNALLY OR EXTERNALLY ILLUMINATED PER IBC 1011.3, 1011.5, AND 1011.6. C. PROVIDE A TACTILE EXIT SIGN STATING "EXIT" AND COMPLYING WITH ICC A117.1 ADJACENT TO EACH DOOR TO AN AREA OF REFUGE, EXTERIOR AREA FOR ASSISTED RESCUE, EXIT STAIRWAY, EXIT RAMP, EXIT PASSAGEWAY AND EXIT DISCHARGE. 14. POSTING OF OCCUPANT LOAD (IBC 1004.3): EVERY ROOM OR SPACE THAT IS AN ASSEMBLY OCCUPANCISHALL HAVE THE OCCUPANT LOAD OF THE SPAPOSTED SHALL BE OF AN APPROVED LEGIBLE PERMANEDESIGN AND SHALL BE MAINTAINED. SEE OCCUPANCY & EGRESS PLAN THIS SHEET FOR OCCUPANT LOADS. EXAMPLE: NOTICE FOR YOUR SAFETY OCCUPANCY S LJYITED TO: 428 GEASCCS BY ORDER OF THE CODE OFFICIAL Keep Posted Under Penalty Of Law OUTDOOR DINING E II J L II II II II II II II II II COVERED ENTRY I I u EGRESS LEGEND # OCCUPANT LOAD PER EXIT DOOR EGRESS WIDTH TOTAL NUMBER OF OCCUPANTS SERVED ✓) REQUIRED DOOR WIDTH (.2) PROVIDED DOOR WIDTH MAXIMUM TRAVEL DISTANCE TO NEAREST EXIT AND COMMON PATH OF TRAVEL EGRESS PLAN 3/32" = 1'-0" LINE OF ROOF ABOVE, TYP. OUTDOOR SEATING 33 ROOM NAME OCCUPANT LOAD CLASSIFICATION AREA (SF) OLF OCC/SF # OF OCC EXITS EXITS REQ'D PROVD COMMUNITY ROOM ASSEMBLY WITHOUT FIXED SEATS UNCONCENTRATED (TABLES & CHAIRS) 1,598 15 (NET) 107 2 4 CAFE ASSEMBLY WITHOUT FIXED SEATS UNCONCENTRATED (TABLES & CHAIRS) 461 15 (NET) 31 1 2 CAFE SERVING KITCHENS, COMMERCIAL 146 200 1 1 2 CAFE KITCHEN KITCHENS, COMMERCIAL 360 200 2 1 2 DRY STORAGE KITCHENS, COMMERCIAL 106 200 1 1 1 WALK-IN COOLER KITCHENS, COMMERCIAL 60 200 1 1 1 CATERING KITCHEN KITCHENS, COMMERCIAL 343 200 2 1 1 STORAGE ACCESSORY STORAGE AGREAS, MECH. EQUIP. RM. 178 300 1 1 1 MECH. ACCESSORY STORAGE AGREAS, MECH. EQUIP. RM. 91 300 1 1 1 OFFICE BUSINESS AREAS 59 100 1 1 1 COMMONS RECEPTION N/A - ACCESSORY TO MAIN USE 230 N/A 0 1 1 RESTROOMS N/A - ACCESSORY TO MAIN USE N/A 0 1 1 GRAND TOTAL: 148 OUTDOOR AREAS - CALCULATED FOR PLUMBING FIXTURE COUNT ONLY (NOT EX TING) AREA NAME OCCUPANT LOAD CLASSIFICATION AREA (SF) OLF OCC/SF # OF OCC OUTDOOR DINING ASSEMBLY WITHOUT FIXED SEATS UNCONCENTRATED (TABLES & CHAIRS) 805 15 (NET) 54 OUTDOOR SEATING AREA ASSEMBLY WITHOUT FIXED SEATS UNCONCENTRATED (TABLES & CHAIRS) 1,470 15 (NET) 98 L GRAND TOTAL: 152 REV!E.VVED FOR CODE COMPLIANCE APPROVED APR 2 8 2015 City of Tukwila BUILDING DIVISION SERVICE YARD :OVERHEAD SECTIONAL DOORS ! i (FULL VERTICAL TRACK)'' OUTDOOR "STAGE" JIL II II II IL II LL r-- R=`C'EF rFD CITY OF T I:Vill JAN 0 2 2015 PERM T C MAX.TRAVEL DISTANCE: 69' (250 FT. ALLOWED) NTE LA R JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA REG L. ALLIVINE ATE OF WASHINGTON Decsription BUILDING PERMIT SUBMITTAL BID SET Date 1 00 N N N_CChl3 u5 00 2 ix ISSUE DATE: 12/29/2014 z J 5 co (I/ Z 0 rW J 5 0 W -J 0 Q z 0 z W 03 zc0 �Y OWNER APPLICANT TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC O 0 co W H m Q 0 0 0 u s M J N mLo u.1 .. W M zoo LU Q 0 a N N. J } Na- I- PROJECT #: DRAWN BY: CHECKED BY: 1026 BTF DWK CODE DATA BID SET 001 L a) L cIs 0 O E E O 0 0 O cy) 1- N O N C a) E 0 0 0 L 05 a) ca t U a) U GENERAL NOTES A. GENERAL 1. NOTIFY THE ARCHITECT OF ANY DISCREPANCIES THAT EXIST WITHIN THE DRAWINGS 2. ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE GOVERNING CODES LISTED SHEET A001. 3. COMPLY WITH ALL APPLICABLE CODES & ORDINANCES. 4. UNLESS OTHERWISE NOTED, PLAN DIMENSIONS ARE TO FACE OF STUDS. 5. DO NOT SCALE DRAWINGS 6. VERIFY ALL ROUGH -IN DIMENSIONS FOR EQUIPMENT PROVIDED IN THIS CONTRACT OR BY OTHERS. 7. REPETITIVE FEATURES ARE OFTEN DRAWN ONLY ONCE AND SHALL BE COMPLETELY PROVIDED AS IF DRAWN IN FULL. 8. ALL DOORS NOT LOCATED BY DIMENSIONS ON PLANS, INTERIOR ELEVATIONS, OR DETAILS SHALL BE 3" (2 STUDS) FROM FACE OF ADJACENT STUD WALL TO EDGE OF DOOR ROUGH OPENING. 9. REFER TO INTERIOR ELEVATIONS FOR CABINET, COUNTER LENGTHS, DIMENSIONS, COUNTERTOP MATERIALS AND DETAIL REFERENCES. FIELD VERIFY ALL DIMENSIONS. B. SITE ISSUE 1. VERIFY GRADES SHOWN ON DRAWINGS PRIOR TO CONSTRUCTION. 2. ADDRESS IDENTIFICATION: 4" MIN. HEIGHT LETTERS, 1/2" MIN. WIDTH LETTERS, CONTRASTING BACKGROUND, PLAINLY VISIBLE FROM THE STREET (IBC 501.2). C. MOISTURE CONTROL 1. EXTERIOR WALLS WEATHER PROTECTION (IBC 1403.2): THE EXTERIOR WALL SHALL PROVIDE WEATHER PROTECTION FOR THE BUILDING. THE MATERIALS OF THE MINIMUM NOMINAL THICKNESS SPECIFIED IN TABLE 1405.2 SHALL BE ACEPTABLE AS APPROVED WEATHER COVERINGS. 2. VENTILATION (IBC 1203):BUILDINGS SHALL BE PROVIDED WITH NATURAL VENTILATION IN ACCORDANCE 1MTH SECTION 1203.4, OR MECHANICAL VENTILATION IN ACCODANCE WITH THE IMC. 3. ATTIC SPACES(IBC 1203.2): ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRCTLY TO THE UNDERSIDE OF ROOF FRAMING MEMBERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATION OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN AND SNOW. UNVENTED ATTIC ASSEMBLIES (SPACES BETWEEN CEILING JOISTS OF THE TOP STORY AND THE ROOF RAFTERS) ARE PERMITED ACCORDANCE WITH IBC 1203.2 #4. SEE ROOF PLAN SHEET A102 FOR UNVENTILATED ROOF REQUIREMENTS. 4. VAPOR RETARDERS (IBC 1405.3) CLASS I OR CLASS II VAPOR RETARDERS SHALL BE PROVIDED ON THE INTERIOR SIDE OF FRAME WALLS IN ZONES 5,6,7,8 AND MARINE 4. MATERIAL VAPOR RETARDER CLASS SHALL BE ACCORDANCE WITH IBC 1405.3.2. A. CLASS I: SHEET POLYEHYLENE, NONPERFORATED ALUMINUM FOIL B. CLASS II: KRAFT-FACED FIBERGLASS BATTS OR PAINT WITH A PERM RATING GREATER THAN 0.1 AND LESS THAN OR EQUAL TO 1.0 C. CLASS III: LATEX OR ENAMEL PAINT. (CLASS III VAPOR RETARDERS SHALL BE PERMITTED PER IBC 1405.3.1.) 5. AIR LEAKAGE (WSEC C402.4) THE THERMAL ENVELOPE OF BUILDINGS SHALL COMPLY WTH SECTIONS C402.4.1 THROUGH C402.4.8. 6. AIR LEAKAGE OF FENESTRATION (WSEC 402.4.3) THE AIR LEAKAGE OF FENESTRATION ASSEMBLIES SHALL MEET THE PROVISIONS OF TABLE C402.4.3. 7. RECESSED LIGHTING FIXTURES (WSEC 402.4.8) RECESSED LUMINAIRES INSTALLED IN THE BUILDING THERMAL ENVELOPE SHALL BE SEALED TO LIMIT AIR LEAKAGE BETWEEN CONDITIONED AND UNCONDITIONED SPACES. ALL RECESSED LUMINAIRES SHALL BE IC - RATED AND LABELED AS HAVING AN AIR LEAKAGE RATE OF NOT MORE THAN 2.0 CFM WHEN TESTED IN ACCORDANCE WITH ASTM E 283 AT A 1.57 PSF PRESSURE DIFFERENTIAL. ALL RECESSED LUMINAIRES SHALL BE SEALED WITH A GASKET OR CAULK BETWEEN THE HOUSING AND INTERIOR WALL OR CEILING COVERING. 8. AIR BARRIER (WSEC 402.4.1) A CONTINUOUS AIR BARRIER SHALL BE PROVIDED THROUGHOUT THE BUILDING THERMAL ENVELOPE. THE AIR BARRIERS SHALL BE PERMITTED TO BE LOCATED ON THE INSIDE OR OUTSIDE OF THE BUILDING ENVELOPE, LOCATED WITHIN THE ASSEMBLIES COMPOSING THE ENVELOPE, OR ANY COMBINATION THEREOF. THE AIR BARRIER SHALL COMPLY WITH SECTION C402.4.1.1 AND C402.4.1.2. D. HAZARD 1.SAFETY GLAZING (IBC 2406) IS REQUIRED IN HAZARDOUS LOCATIONS. REFER TO WINDOW SCHEDULE SHEET A600 & A601 FOR SPECIFIC LOCATIONS. E. FIRE SAFETY ISSUES 1. AUTOMATIC SPRINKLER SYSTEMS (IBC 903): PROVIDE AN APPROVED SPRINKLER SYSTEM DESIGNED AND INSTALLED IN ACCORDANCE W/ IBC 903.3.1.1. SPRINKLERS SHALL BE INSTALLED THROUGHOUT IN ACCORDANCE WTH NFPA 13, EXCEPT AS PROVIDED IN 903.3.1.1.1. 2. STANDPIPE SYSTEMS (IBC 905)_: NOT REQUIRED PER 905.3. 3. PORTABLE FIRE EXTINGUISHERS (IBC 906): FOR BUILDINGS UNDER CONSTRUCTION PROVIDE PORTABLE FIRE EXTINGUISHERS PER 3315 OF THE INTERNATIONAL FIRE CODE. FOR GROUP A OCCUPANCIES PROVIDE PORTABLE FIRE EXTINGUISHERS SELECTED, INSTALLED AND MAINTAINED IN ACCORDANCE WITH IBC 906.2 AND NFPA 10. ORDINARY HAZARD OCCUPANCY: 2-A RATED EXTINGUISHER, MAX. TRAVEL 75 FEET (IBC TABLE 906.1) SEE PLAN FOR LOCATIONS OF 2A 10BC FIRE EXTINGUISHERS. INSTALL PORTABLE FIRE EXTINGUISHERS WITHIN 30 FEET OF COMMERCIAL COOKING EQUIPMENT. 4. FIRE ALARM & DETECTION SYSTEMS (IBC 907) NOT REQUIRED PER IBC 907.2.1, GROUP A LESS THAN 300 OCCUPANTS. 5. FIRE DEPARTMENT CONNECTIONS (IBC 912) PROVIDE FIRE DEPARTMENT CONNECTIONS DESIGNED AND INSTALLED IN ACCORDANCE WITH NFPA 13 AND IBC 912.2 - 912.5. FULLY VISIBLE AND RECOGNIZABLE FROM THE STREET OR NEAREST POINT OF FIRE DEPARTMENT VEHICLE ACCESS. 6. FIRE PUMPS (IBC 913) WHERE PROVIDED SHALL BE INSTALLED IN ACCORDANCE 1MTH NFPA 20 AND IBC 913. 7. CONCEALED SPACES (IBC 718) PROVIDE FIREBLOCKING PER IBC 718.2. F. MATERIALS 1. THERMAL AND SOUND INSULATING MATERIALS (IBC 720): REQUIRED FLAME SPREAD INDEX OR SMOKE -DEVELOPED INDEX SHALL BE DETERMINED IN ACCORDANCE WITH ASTM E 84 OR UL 723. A. INSULATION MATERIALS IN A CONCEALED INSTALLATION SHALL HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 25 AND A SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450. (IBC 720.2) B. INSULATION MATERIALS IN AN EXPOSED INSTALLATION SHALL HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 25 AND A SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450. (IBC 720.3) C. CELLULOSE LOOSE -FILL INSULATION SHALL COMPLY WITH CPSC 16 CFR, PART 1209 AND PART 1404 (IBC 720.6) D. INSULATION COVERING ON PIPE AND TUBING SHALL HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 25 AND A SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450. (IBC 720.7) 3. WALL AND CEILING FINISHES (IBC 803): INTERIOR WALL AND CEILING FINISHES SHALL BE CLASSIFIED IN ACCORDANCE WITH ASTM E 84 OR UL 723. THE MAXIMUM FLAME -SPREAD CLASS OF FINISH MATERIALS USED ON INTERIOR WALLS AND CEILINGS FOR OCCUPANCIES IN GROUP A IN A SPRINKLERED BUILDING SHALL BE CLASS C FOR ROOMS AND ENCLOSED SPACES (IBC TABLE 803.9). CLASS C: FLAME SPREAD INDEX 76-200, SMOKE DEVELOPED INDEX 0-450. (IBC 803.1.1) 4. TOILET AND BATHROOM REQUIREMENTS (IBC 1210) A. FLOORS AND WALL BASE (IBC 1210.2.1): IN TOILET ROOMS, FLOOR FINISH MATERIALS SHALL HAVE A SMOOTH HARD, NON-ABSORBANT SURFACE. THE INTERSECTION OF FLOORS AND WALLS SHALL HAVE A SMOOTH, HARD, NON-ABSORBANT VERTICAL BASE THAT EXTENDS UP THE WALL AT LEAST 4 INCHES. B. WALLS AND PARTITIONS WITHIN 2 FEET OF URINALS AND WATER CLOSETS SHALL HAVE A HARD, NON-ABSORBANT SURFACE TO A HEIGHT OF 4 FEET ABOVE THE FLOOR. THE MATERIAL SHALL BE OF A TYPE THAT IS NOT ADVERSELY AFFECTED BY MOISTURE. TOILET ROOM ACCESSORIES PROVIDED ON OR WITHIN WALLS SHALL BE INSTALLED AND SEALED TO PROTECT STRUCTURAL ELEMENTS FROM MOISTURE. (IBC 1210.2.2) 5. PROTECTION AGAINST DECAY OR TERMITES (IBC 2304.11): PROVIDE NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD IN THE FOLLOWING LOCATIONS: A. JOISTS, GIRDERS AND SUBFLOOR AND SUPPORTING FLOOR CONSTRUCTION: JOISTS OR WOOD STRUCTURAL FLOORS CLOSER THAN 18 INCHES OR WOOD GIRDERS CLOSER THAN 12" TO THE EXPOSED GROUND IN CRAWL S PACES OR UNEXCAVATED AREAS WITHIN THE PERIMETER FOUNDATION (IBC 2304.11.2.1) B. WOOD SUPPORTED BY EXTERIOR FOUNDATION WALLS: WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING THAT REST ON EXTERIOR FOUNDATION WALLS AND ARE LESS THAN 8" FROM EXPOSED EARTH (IBC 2304.11.2.2) C. EXTERIOR WALLS BELOW GRADE: WOOD FRAMING MEMBERS ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR MASONRY OR CONCRETE WALLS BELOW GRADE (IBC 2304.11.2.3) D. SLEEPERS AND SILLS ON A CONCRETE SLAB THAT IS IN DIRECT CONTACT WITH THE EARTH. (IBC 2304.11.2.4) E. POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB OR FOOTING THAT IS IN DIRECT CONTACT WTH THE EARTH. (IBC 2304.11.2.7) F. THE PORTIONS OF GLU-LAMINATED TIMBERS THAT FORM STRUCTURAL SUPPORTS OF A BUILDING / STRUCTURE AND ARE EXPOSED TO THE WEATHER SHALL BE PRESSURE TREATED WITH PRESERVATIVE OR NATURALLY DURABLE OR PRESERVATIVE - TREATED WOOD (IBC 2304.11.3) G. WOOD STRUCTURAL MEMBERS SUPPORTING MOISTURE -PERMEABLE FLOORS OR ROOFS THAT ARE EXPOSED TO THE WEATHER, SUCH AS CONCRETE SLABS, SHALL BE OF NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD UNLESS SEPARATED FROM SUCH FLOORS OR ROOFS BY AN IMPERVIOUS MOISTURE BARRIER. (IBC 2304.11.4.2) H. NATURALY DURABLE OR PRESERVATIVE -TREATED WOOD SHALL BE UTILIZED FOR THOSE PORTIONS OF WOOD MEMBERS THAT FORM THE STRUCTURAL SUPPORTS OF BUILDINGS, BALCONIES, PORCHES OR SIMILAR WHICH ARE EXPOSED TO WEATHER. (IBC 2304.11.5) 6. GYPSUM CONSTRUCTION (IBC 2508) A. GYPSUM BOARD SHALL BE INSTALLED IN COMPLIANCE WITH ASTM C 840 & GA 216, GYPSUM SHEATHING: ASTM C 1280.(IBC 2508.1) B. GYPSUM WALLBOARD OR GYPSUM PLASTER SHALL NOT BE USED IN ANY EXTERIOR SURFACE WHERE EXPOSED TO THE WEATHER. GYPSUM SHEATHING SHALL BE INSTALLED ON EXTERIOR SURFACES IN ACCORDANCE WITH ASTM C 1280. (IBC 2508.2) C. GYPSUM WALLBOARD, GYPSUM LATH OR GYPSUM PLASTER SHALL NOT BE INSTALLED UNTIL WEATHER PROTECTION FOR THE INSTALLATION IS PROVIDED. (IBC 2508.2.1) D. WHEN APPLIED DIRECTLY ON FRAMING, ALL EDGES AND ENDS OF GYPSUM WALLBOARD IN SINGLE -PLY APPLICATIONS SHALL OCCUR ON THE FRAMING MEMBERS, EXCEPT THOSE EDGES WHICH ARE PERPENDICULAR TO THE FRAMING (IBC 2508.3) E. WOOD SUPPORTS FOR GYPSUM WALLBOARD SHALL BE NO LESS THAN 2" NOMINAL IN THE SMALLEST DIMENSION, EXCEPT THAT 1" NOMINAL BY 2" NOMINAL FURRING STRIPS MAY BE USED OVER SOLID BACKING. (IBC 2504.1.1). F. WATER RESISTANT GYPSUM BACKING BOARD SHALL BE USED AS A BASE FOR TILE IN WATER CLOSET COMPARTMENT WALLS AND WET KITCHEN AREAS. (ASTM C 840, GA- 216). REGULAR GYPSUM WALLBOARD IS PERMITTED UNDER TILE OR WALL PANELS IN OTHER WALL AND CEILING AREAS.(IBC 2509.2) G. WATER RESISTANT GYPSUM BACKING BOARD SHALL NOT BE USED IN DIRECT EXPOSURE TO WATER OR AREAS SUBJECT TO HIGH HUMIDITY OR ON CEILINGS WHERE FRAMING EXCEED 12" O.C. FOR 1/2" BOARD OR 16" O.C. FOR 5/8" BOARD.(IBC 2509.3) G. MISCELLANEOUS 1. PROVIDE BLOCKING AT ALL ENTRANCE DOOR KNOB STRIKER POINTS. 2. PROVIDE BACKING TO 12" ON BOTH SIDES OF WINDOWS FOR INSTALLATION OF DRAPERIES. 3. PROVIDE BLOCKING FOR ALL WALL MOUNTED ACCESSORIES AND LIGHT FIXTURES. 4. PROVIDE BLOCKING FOR ALL WALL MOUNTED DOOR STOPS. 5. PROVIDE BLOCKING FOR ALL GRAB BARS. 6. PROVIDE BLOCKING FOR ALL WALL MOUNTED AND RECESSED CABINETS. 7. PROVIDE VENTILATION & EXHAUST IN ACCORDANCE WITH INTERNATIONAL MECHANICAL CODE. RENEWED FOR CODE COMPLIANCE APPROVED APR 282015 City of Tukwila BUILDING DIVISION JOHNSON BRAUND 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA ,REG L. ALLWINE ATE OF WASHINGTON Decsription BUILDING PERMIT SUBMITTAL BID SET w 0 .4-Tr E; E. N (O T 1 2 fY ISSUE DATE: 12/29/2014 0 co J 5 V♦ Z 0 �0 V 1 0 J 0 W J 0 ca J z 0 z fY z� O rn `n � H OWNER APPLICANT TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC BUILDING A, SUITE 300 (253) 231-5010 WD co M ZOO !1 N N J C) %¢.,N CN 0 z w w 1 0 z 0 z z 0 In z x 0 Y z v w 0 o_ a iv 5 5 wF x▪ W 0▪ 0 LL � oa CZ it itw Q}" wo iLZ wa >0 w 0(.0 zce K0 00 wz f°w PROJECT #: DRAWN BY: CHECKED BY: 1026 BTF DWK GENERAL NOTES FILE NAME: 2. FOAM PLASTIC INSULATION SHALL CONFORM TO THE REQUIREMENTS OF IBC 2603: UNLESS OTHERWISE INDICATED IN THIS SECTION, FOAM PLASTIC CORES OF MANUFACTURED ASSEMBLIES SHALL HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 75 AND A SMOKE DEVELOPMENT INDEX OF NOT MORE THAN 450 TESTED IN ACCORDANCE WTH ASTM E 84 OR UL 723. RECEIVED CITY OF T UKWILf! JAN 0 2 2015 PERRT CENTER BID SET 12/29/2014 12:15:28 PM a) (.)I 0 E O E O a) ca IT CD a) 0 cti a) FILE NAME: H z 5 co 2 u, FINISH FLOOR 1" MIN. OVERHANG 3/8" GALV. BOLT W/ NUT AND WASHER - PREDRILL AND COUNTERSINK STEEL BRACE WITH 2"X2" X 3/16" HSS LEGS 3/4" X 4" STONE SIDE APRON GLUED TO WD FRAME W/ WATERPROOF MASTIC POLISHED EASED EDGE STONE COUNTERTOP AS SCHEDULED: STONE UNDERSIDE TO BE POLISHED BACK MIN. 1" AROUND BOWL OR SINK OPENING AND AT FRONT EDGE MALLEABLE GALV. WASHER (16- COUNTERTOP EDGE DETAIL a BRACE 6" = 1'-0" 3/4" X 4" STONE FRONT APRON GLUED TO WD FRAME W/ WATERPROOF MASTIC * DIMENSION IS 46" MAX. A.F.F. AND LOCATED 36" MIN. FROM INSIDE CORNERS IN KITCHENS (SIDE REACH OVER COUNTERTOP), TYPICAL ! 19� RECEPTACLE MOUNTING HEIGHTS 18 EXTERIOR DOOR FRAME & DOOR AS SCHEDULED LOW PROFILE MTL. THRESHOLD & COMP. WEATHER STRIP W. SEALANT F.F. 5 DOORS TO ACCESSIBLE SPACES SHALL HAVE A DOOR THRESHOLD WITH A MAXIMUM HEIGHT OF 1/2" PER PER ICC/ANSI 117.1 SEC. 404.2.4. CHAGES IN LEVEL GREATER THAN 1/4" IN HEIGHT AND NOT MORE THAN 1/2" MAX. IN HEIGHT SHALL BE BEVELED WITH A SLOPE NOT STEEPER THAN 1:2 PER ICC/ANSI A117.1 SEC. 303.3 INTERIOR F.F. ACCESSIBLE DOOR THRESHOLD 1 1/2" = 1'-0" GALV. IRON WASHER COORD DOUBLE WALL STUD WITH VANITY BRACE LOCATION r PREDRILL FOR 1/2" DIAM GALV. MACH BOLT WITH NUT WITH WASHER. -APPLY "LOCKTITE" OR SIMILAR STEEL BRACE WITH 2"X2" X 3/16" HSS LEGS STONE TOP EDGE DETAIL - 15 LAVATORY COUNTER POLISHED EASED EDGE GRANITE COUNTERTOP AS SCHEDULED: STONE UNDERSIDE TO BE POLISHED BACK MIN. 1" AROUND BOWL OR SINK OPENING AND AT FRONT EDGE SANITARY SEALANT UNDERMOUNTED PORCELAIN BOWL AT VANITY SECURED TO UNDERSIDE OF STONE TOP 1. GRAB BARS SHALL HAVE AN OUTSIDE DIAMETER OF NOT LESS THAN 1-1/4" OR MORE THAN 1-1/2" AND SHALL PROVIDE A CLEARANCE OF 1-1/2" BETWEEN THE GRAB BAR AND THE WALL. 2. TOP OF GRAB BARS SHALL BE LOCATED NOT LESS THAN 33"AND NOT MORE THAN 36" ABOVE THE FLOOR OF THE ADJACENT CLEAR SPACE. 3. THE STRUCTURAL STRENGTH OF GRAB BARS, TUB AND SHOWER SEATS, FASTENERS AND MOUNTING DEVICES SHALL MEET THE FOLLOWING REQUIREMENTS: A. BENDING STRESS INDUCED IN A GRAB BAR OR SEAT INDUCED BY THE MAXIMUM BENDING MOMENT FROM THE APPLICATION OF 300 POUNDS SHALL BE LESS THAN THE ALLOWABLE STRESS FOR THE MATERIAL OF THE GRAB BAR OR SEAT. B. SHEAR STRESS INDUCED IN A G.B. OR SEAT BY THE APPLICATION OF 300 POUNDS SHALL BE LESS THAN THE ALLOWABLE SHEAR STRESS FOR THE MATERIAL OF THE G.B. OR SEAT. IF THE CONNECTION BETWEEN THE G.B. OR SEAT AND ITS MOUNTING BRACKET OR OTHER SUPPORT IS CONSIDERED TO BE FULLY RESTRAINED, THEN THE DIRECT AND TORSIONAL SHEAR STRESSES SHALL BE TOTALED FOR THE COMBINED SHEAR STRESS, WHICH SHALL NOT EXCEED THE ALLOWABLE SHEAR STRESS. C. SHEAR FORCE INDUCED IN A FASTENER OR MOUNTING DEVICE FROM THE APPLICATION OF 300 POUNDS SHALL BE LESS THAN THE ALLOWABLE LATERAL LOAD OF EITHER THE FASTENER OR MOUNTING DEVICE OR THE SUPPORTING STRUCTURE, WHICHEVER IS THE SMALLER ALLOWABLE LOAD. D. TENSILE FORCE INDUCED IN A FASTENER BY A DIRECT TENSION FORCE OF 300 POUNDS PLUS THE MAXIMUM MOMENT FROM THE APPLICATION OF 300 POUNDS SHALL BE LESS THAN THE ALLOWABLE WITHDRAWAL LOAD BETWEEN THE FASTENER AND THE SUPPORTING STRUCTURE. (12 GRAB BAR REQUIREMENTS FOR MORE INFORMATION FOLLOW SINK AND STONE TOP MANUFACTURER DIRECTIONS MOUNTING CLIP SCREW BRASS INSERT IN PRE - DRILLED HOLE 6" = 1'-0" NOTCH 2x4 @ HSS MEMBER PREFABRICATED STEEL BRACE WITH 2"x2"x3/16" HSS LEGS (2) 3/8" DIA. BOLTS 2x4 FRAME, TYP. 3/4" X 4" STONE FRONT APRON GLUED TO WD FRAME W/ WATERPROOF MASTIC PREDRILL DBL STUD FOR (3) 1/2" DIAM GALV. MACH BOLT WITH NUT WITH WASHER. - APPLY "LOCKTITE" OR SIMILAR DASHED LINE REPRESENTS ADA KNEE CLEARANCE REQUIREMENT. 14 8" CV 11" 6" COUNTER SECTION AT BRACE 1 " = 1'-0" 0 2x4 LEDGER BACK & SIDE SPLASH (AT WALL ONLY) EDGE AND UNDERSIDE OFI) VANITY TO BE POLISHED BACK L 1" MIN AROUND OPENING 3/4" x 4" STONE APRON, ATTACH TO WD W/ WATERPROOF MASTIC WRAP WASTE & SUPPLY PIPES WITH INSULATING MATERIAL DASHED LINE REPRESENTS ADA KNEE CLEARANCE REQUIREMENT. ll 6" r- 2 TOP OF G.B. X 5 `ao \ \ NOTES: 1. FLUSH CONTROL SHALL BE MOUNTED FOR USE FROM THE OPEN SIDE OF THE WATERCLOSET AREA. 2. DOOR SHALL NOT SWING INTO REQUIRED MINIMUM AREA OF THE COMPARTMENT. 5 v 11 ACCESSIBLE WATER CLOSET 1'-3" 1-3" FLUSH CONTROL WITHIN REACH RANGE io ACCESSIBLE URINAL GV 5 5 =c.o M x 36" MIN '112" 24" /MIN/ MIN / NOTE 1 42" LR MIN 60" MINJ, 5 0) *16"MIN -18'' MAX NOTE 2 1/2" = 1'-0" ACESSIBLE FOUNTAIN 15" 30" 15" (MIN.) m 2 1. URINALS OF THE WALL HUNG TYPE SHALL HAVE A RIM THAT IS 17" MAX. ABOVE THE FLOOR. WALL HUNG URINALS SHALL BE 13.5" MIN. IN DEPTH MEASURED FROM THE OUTER FACE OF THE URINAL RIM TO THE WALL, PER ICC A117.1-2009, SECTION 605. 2. A CLEAR FLOOR SPACE SHALL COMPLY WITH SECTION 305 FOR A FORWARD APPROACH. 3. FLUSH CONTROLS SHALL BE HAND OPERATED OR AUTOMATIC AND SHALL BE 44" MAX. ABOVE THE FLOOR PER ICC A117.1- 2009, SECTION 309 & 305. BASIS OF DESIGN: HAWS ADA COMPLIANT HI -LOW DRINKING FOUNTAIN MODEL: 1011 MS 1. ACCESSIBLE DRINKING FOUNTAINS SHALL HAVE A 30" X 48" (MIN.) PROVIDED FOR A FORWARD APPROACH. SEE ICC A117.1 SECTION 602 & 305. 2. 27" KNEE CLEARANCE PER SECTION 306. 3. SPOUT OUTLET HEIGHT SHALL BE 36" MX. ABOVE THE FLOOR FOR WHEELCHAIR ACCESSIBLE DRINKING FOUNTAINS, AND SHALL BE 38 TO 43" MAX. ABOVE FLOOR FOR STANDING PERSONS. SEE SECTION 602. 4. SPOUT LOCATION SHALL BE LOCATED 15" MIN. FROM THE VERTICAL SUPPORT AND 5" MAX. FROM THE FRONT EDGE OF THE DRINKING FOUNTAIN. SEE SECTION 602. 48" (MIN.) UNOBSTRUCTED CLEAR SPACE 25" (MAX.) -J 0 w w z (MAX.) ACCESSIBLITY NOTES A. GENERAL 1. BUILDINGS AND FACILITIES SHALL BE DESIGNED AND CONSTRUCTED TO BE ACCESSIBLE IN ACCORDANCE WITH THE IBC CHAPTER 11: ACCESSIBILITY AND ICC/ANSI A117.1-2009, AS AMENDED AND THE 2010 AMERICANS WITH DISABILITIES (ADA) STANDARDS FOR ACCESSIBLE DESIGN. , 2. SCOPING: SITES, BUILDINGS, STRUCTURES, FACILITIES, ELEMENTS AND SPACES, TEMPORARY OR PERMANENT, SHALL BE ACCESSIBLE TO PERSONS WITH PHYSICAL DISABILITIES. (IBC 1103.1) 3. PARKING (IBC 1106): REFER TO SHEET A001 FOR ACCESSIBLE PARKING REQUIREMENTS AND STATISTICS. 4. ACCESSIBLE MEANS OF EGRESS (IBC 1007): ACCESSIBLE SPACES SHALL BE PROVIDED WITH NOT LESS THAN ONE ACCESSBILE MEANS OF EGRESS. WHERE MORE THAN ONE MEANS OF EGRESS ARE REQUIRED BY SECTION 1015.1 OR 1021.1 FROM ANY ACCESSIBLE SPACE, EACH ACCESSIBLE PORTION OF THE SPACE SHALL BE SERVED BY NOT LESS THAN TWO ACCESSIBLE MEANS OF EGRESS (IBC 1007.1). EACH REQUIRED ACCESSIBLE MEANS OF EGRESS SHALL BE CONTINUOUS TO A PUBLIC WAY AND SHALL CONSIST OF ONE OR MORE OF THE FOLLOWING COMPONENTS (IBC 1007.2): A. ACCESSIBLE ROUTE B. HORIZONTAL EXITS C. RAMPS 5. SIGNAGE (IBC 1110): PROVIDE SIGNAGE, DIRECTIONAL SIGNAGE AND OTHER SIGNAGE AS REQUIRED BY IBC SECTIONS 1110.1, 1110.2 AND 1110.3 AND ICC/ANSI CH.7. 6. THE FOLLOWING NOTES ARE PROVIDED AS A REFERENCE AND ARE NOT INTENDED TO REPLACE THE CODE. REFER THE REFERENCED CODES FOR COMPLETE TEXT AND FIGURES. B. BUILDING BLOCKS 1. A. B. FLOOR SURFACE (ICC/ANSI 302): SHALL BE STABLE, FIRM AND SLIP -RESISTANT. CARPET SHALL HAVE A FIRM CUSHION, PAD OR BACKING OR NO CUSHION OR PAD. CARPET SHALL HAVE A LEVEL LOOP, TEXTURED LOOP, LEVEL CUT PILE OR LEVEL CUT/UNCUT PILE TEXTURE. THE PILE SHALL BE 1/2" MAX. IN HEIGHT. OPENINGS IN FLOOR SURFACE SHALL NOT PERMIT THE PASSAGE OF 1/2" DIAM. SPHERE. ELONGATED OPENINGS SHALL BE PLACED WITH LONG DIRECTION PERPENDICULAR TO DOMINANT DIRECTION OF TRAVEL. 2. CHANGES IN LEVEL (ICC/ANSI 303): A. CHANGES IN LEVEL OF 1/4" MAXIMUM IN HEIGHT ARE ALLOWED TO BE VERTICAL. B. CHANGES IN LEVEL GREATER THAN 1/4" AND NOT MORE THAN 1/2" MAXIMUM HEIGHT SHALL BE BEVELED WITH A SLOPE NOT STEEPER THAN 1:2. 3 TURNING SPACE (ICC/ANSI 304): A FLOOR SURFACE OF TURNING SPACE SHALL HAVE A SLOPE NOT STEEPER THAN 1:48. B. CIRCULAR: 60" MIN. DIAMETER, PERMITTED TO INCLUDE KNEE & TOE CLEARANCE. C. T-SHAPED: REFER TO FIGURE 304.3. D. DOORS ARE PERMITTED TO SWING INTO TURNING SPACE UNLESS OTHERWISE SPECIFIED. 4. CLEAR FLOOR SPACE (ICC/ANSI 305): A. FLOOR SURFACE OF TURNING SPACE SHALL HAVE A SLOPE NOT STEEPER THAN 1:48 (2%). B. SIZE: 30" X 48" C. PERMITTED TO INCLUDE KNEE & TOE SPACE UNLESS OTHERWISE SPECIFIED. D. POSITIONED FOR EITHER A PARALLEL OR FORWARD APPROACH. E. ONE FULL, UNOBSTRUCTED SIDE SHALL ADJOIN OR OVERLAP AN ACCESSIBLE ROUTE. F. IF POSITIONED IN AN ALCOVE, ADDITIONAL MANEUVERING CLEARANCES ARE REQUIRED. 5. KNEE AND TOE CLEARANCES (ICC/ANSI 306): WHERE SPACE BENEATH AN ELEMENT IS INCLUDED AS PART OF A CLEAR FLOOR SPACE, CLEARANCE OR TURNING SPACE IT SHALL COMPLY AS FOLLOWS: A TOE CLEARANCE: SPACE BENEATH AN ELEMENT BETWEEN THE FLOOR AND 9" ABOVE THE FLOOR; 17" MIN /25" MAX. DEPTH UNDER AN ELEMENT; 30" MIN. IN VVI DTH. B KNEE CLEARANCE: SPACE BENEATH AN ELEMENT BETWEEN 9" AND 27" ABOVE THE FLOOR; 11" MIN / 25" MAXIMUM DEPTH UNDER AN ELEMENT AT 9" ABOVE THE FLOOR. 8" MIN. IN DEPTH AT 27" ABOVE THE FLOOR. BETWEEN 9" AND 27" THE KNEE CLEARANCE MAY BE REDUCED AT A RATE OF 1" FOR EACH 6" IN HEIGHT; 30" MIN. IN WIDTH. 6. PROTRUDING OBJECTS (ICC/ANSI 307) ON CIRCULATION PATHS: A. OBJECTS WITH LEADING EDGES MORE THAN 27" AND NOT MORE THAN 80" ABOVE THE FLOOR SHALL PROTRUDE 4" MAXIMUM INTO THE CIRCULATION PATH. B. GUARDRAILS OR OTHER BARRIERS SHALL BE PROVIDED WHERE OBJECT PROTRUDE GREATER THAN 4" AND/OR WHERE THE VERTICAL CLEARANCE IS LESS THAN 80" ABOVE THE FLOOR. THE LEADING EDGE OF SUCH BARRIER SHALL BE 27" MAXIMUM ABOVE THE FLOOR. C PROTRUDING OBJECTS SHALL NOT REDUCE THE REQUIRED CLEAR WIDTH OF ACCESSIBLE ROUTES. A. B. REACH RANGES (ICC/ANSI 308): FORWARD REACH: WHERE FORWARD REACH IS UNOBSTRUCTED, THE HIGH REACH SHALL BE 48" MAXIMUM AND LOW REACH SHALL BE 15" MINIMUM ABOVE THE FLOOR. WHERE HIGH FORWARD REACH IS OVER AN OBSTRUCTION, THE CLEAR FLOOR SPACE SHALL EXTEND BENEATH THE ELEMENT FOR A DISTANCE NOT LESS THAN THE REQUIRED REACH DEPTH. WHERE THE REACH DEPTH IS 20" MAXIMUM, THE HIGH REACH SHALL BE 48" MAXIMUM. WHERE THE REACH DEPTH IS GREATER THAN 20" TO 25" MAX., THE HIGH REACH SHALL BE 44" MAXIMUM. SIDE REACH: WHERE CLEAR FLOOR SPACE ALLOWS A PARALLEL APPROACH TO AN ELEMENT, AND THE SIDE REACH IS UNOBSTRUCTED, THE HIGH REACH SHALL BE 48" MAXIMUM AND LOW REACH SHALL BE 15" MINIMUM ABOVE THE FLOOR. WHERE THE HIGH SIDE REACH IS OVER AN OBSTRUCTION, THE HEIGHT OF THE OBSTRUCTION SHALL BE 34" MAXIMUM AND THE DEPTH SHALL BE 24" MAXIMUM. THE HIGH SIDE REACH SHALL BE 48" MAXIMUM FOR A REACH DEPTH OF 10" AND 46" MAXIMUM >10" TO 24" MAXIMUM REACH DEPTH. OPERABLE PARTS (ICC/ANSI 309): A CLEAR FLOOR SPACE SHALL BE PROVIDED AT OPERABLE PARTS. OPERABLE PARTS SHALL BE LOCATED WITH REACH RANGES. SHALL BE OPERABLE WITH ONE HAND AND SHALL NOT REQUIRE TIGHT GRASPING, PINCHING OR TWISTING OF THE WRIST. THE FORCE REQUIRED TO ACTIVATE OPERABLE PARTS SHALL NOT EXCEED 5.0 POUNDS. C. ACCESSIBLE ROUTE OF TRAVEL 1. ACCESSIBLE ROUTE (IBC 1104) A. SITE ARRIVAL POINTS (IBC 1104.1): ACCESSIBLE ROUTES WITHIN THE SITE SHALL BE PROVIDED FROM PUBLIC TRANSPORTATION STOPS; ACCESSIBLE PARKING, ACCESSIBLE LOADING ZONES AND PUBLIC STREETS OR SIDEWALKS TO THE BUILDING ENTRANCE SERVED. B WITHIN A SITE (IBC 1104.2): AT LEAST ONE ACCESSIBLE ROUTE SHALL CONNECT ACCESSIBLE BUILDINGS, ACCESSIBLE FACILITIES, ACCESSIBLE ELEMENTS AND ACCESSIBLE SPACES THAT ARE ON THE SAME SITE. C CONNECTED SPACES (IBC 1104.3): WHEN A BUILDING OR PORTION OF BUILDING IS REQUIRED TO BE ACCESSIBLE, AN ACCESSIBLE ROUTE SHALL BE PROVIDED TO EACH PORTION OF THE BUILDING, TO ACCESSIBLE BUILDING ENTRANCES CONNECTING ACCESSIBLE PEDESTRIAN WALKWAYS AND THE PUBLIC WAY. D. LOCATION (IBC 1104.5): ACCESSIBLE ROUTES SHALL BE LOCATED IN THE SAME AREA AS GENERAL CIRCULATION PATH. E. ACCESSIBLE ENTRANCES (IBC 1105): 60% OF PUBLIC ENTRANCES ARE REQUIRED TO BE ACCESSIBLE. REFER TO THE ARCHITECTURAL SITE PLAN AS01 FOR DESIGNATED ACCESSIBLE ROUTES OF TRAVEL AND ACCESSIBLE ENTRANCES. ACCESSIBLE ROUTES SHALL CONTAIN ONE OR MORE OF THE FOLLOWING COMPONENTS: A. WALKING SURFACE (ICC/ANSI 403): 1. SLOPE: SHALL HAVE A RUNNING SLOPE NOT STEEPER THAN 1:20 (5%) AND CROSS SLOPE NOT STEEPER THAN 1:48 (2%). 2. CLEAR WIDTH: THE MINIMUM CLEAR WIDTH OF AN ACCESSIBLE ROUTE OF TRAVEL SHALL BE 32" WIDTH FOR LENGTH </= 24" AND 36" WIDTH FOR LENGTH >/= 24". EXTERIOR ROUTES SHALL HAVE A CLEAR WIDTH OF 44" IBC 1101.2.2 (WA STATE AMENDMENT). WHERE AN ACCESSIBLE ROUTE INCLUDES A 180 DEGREE TURN AROUND AN OBJECT THAT IS LESS THAN 48 INCHES IN WIDTH, CLEAR WIDTHS SHALL BE 42 INCHES APPROACHING THE TURN, 48" MINIMUM DURING THE TURN, AND 42" LEAVING THE TURN. IF CLEAR WIDTH AT TURN IS 60 " MINIMUM, 36" WIDE ROUTE IS ALLOWED. 3 PASSING SPACE: AN ACCESSIBLE ROUTE WITH A CLEAR WIDTH LESS THAN 60" SHALL PROVIDE A 60" X 60" PASSING SPACE AT INTERVALS OF 200' MAXIMUM. C. ACCESSIBLE ROUTE OF TRAVEL (CONTINUED) B. 1. 2. 3. 4. 5. 2. 3. 4. 5. 6. D. E. DOORS AND DOORWAYS (ICC/ANSI 404): CLEAR WIDTH: DOORWAYS SHALL HAVE A CLEAR OPENING WIDTH OF 32" MINIMUM, MEASURED BETWEEN THE FACE OF THE DOOR AND THE STOP, WITH DOOR OPENED 90 DEGREES. OPENINGS WITHOUT DOORS MORE THAN 24" IN DEPTH SHALL PROVIDE A CLEAR WIDTH OF 36". THERE SHALL BE NO PROJECTIONS LOWER THAN 34". PROJECTIONS BETWEEN 34" AND 80" SHALL NOT EXCEED 4". (EXCEPTION DOOR CLOSERS AND STOPS ARE PERMITTED TO BE 78" ABOVE THE FLOOR.) MANEUVERING CLEARANCES AT DOORS: PER ICC/ANSI TABLE 404.2.3.2 AND FIGURE 404.2.3.2. THRESHOLDS: MAX. 1/2" IN HEIGHT, BEVELED NO STEEPER THAN 1:2. TWO DOORS IN SERIES: 48" MIN + DOOR WIDTH OPENING INTO SPACE. SPACE BETWEEN DOORS TO PROVIDE A 60" TURNING SPACE. REFER TO DOOR SCHEDULE NOTES FOR ACCESSIBLE REQUIREMENTS FOR DOOR HARDWARE, CLOSING SPEED, DOOR -OPENING FORCE, DOOR SURFACE AND VISION LITES. RAMPS (ICC/ANSI 405): SLOPE: MAX. RUNNING SLOPE NOT STEEPER THAN 1:12 (8.33%) AND CROSS SLOPE NOT STEEPER THAN 1:48 (2%). CLEAR WIDTH: 36" MIN. CLEAR BETWEEN HANDRAILS. RISE: 30" MAXIMUM. LANDINGS: REQUIRED AT TOP AND BOTTOM OF EACH RAMP. MAX. 1:48 SLOPE. CLEAR WIDTH OF LANDING AT LEAST AS WIDE AS RAMP AND 60" MIN. IN LENGTH. WHERE RAMP CHANGES DIRECTION MUST PROVIDE A 60" TURNING SPACE. HANDRAILS: RAMPS WITH RISE GREATER THAN 6" ARE REQUIRED TO HAVE HANDRAILS ON EACH SIDE. EDGE PROTECTION: PROVIDED ON EACH SIDE OF RAMP RUNS AND RAMP LANDINGS BY EITHER A 12" EXTENDED FLOOR SURFACE PAST THE INSIDE FACE OF RAILING OR BY CURB OR BARRIER WITHIN 4" OF THE FLOOR. CURB RAMPS TO COMPLY WITH ICC/ANSI 406 ELEVATORS (ICC/ANSI 407): NA D. SITE & BUILDING ELEMENTS: 1. A. B. C. D. PARKING SPACES (ICC/ANSI 502): SIZE: CAR: 96" MINIMUM IN WIDTH VAN: 132" MINIMUM IN WIDTH (MAY BE 96" MIN. IN WIDTH WITH AN ADJACENT ACCESS AISLE WIDTH OF 96"). VERTICAL CLEARANCE AT VAN STALL AND ROUTE TO/FROM STALL IS 98". ACCESS AISLE: SHALL ADJOIN AN ACCESSIBLE ROUTE. MAY BE SHARED BETWEEN TWO ACCESSIBLE SPACES. MIN. 60" IN WIDTH AND EXTEND FULL LENGTH OF PARKING STALL THEY SERVE. MARKED TO DISCOURAGE PARKING IN THEM. MAXIMUM SLOPE 1:48 IDENTIFICATION: REQUIRED TO BE IDENTIFIED BY SIGNS INCLUDING THE INTERNATIONAL SYMBOL OF ACCESSIBILITY (WHITE ON BLUE BACKGROUND (WA STATE AMEND.) VAN STALLS SHALL BE IDENTIFIED AS "VAN ACCESSIBLE." SIGNS SHALL BE MOUNTED 60" MIN. ABOVE THE SURFACE OF THE STALL TO THE BOTTOM OF THE SIGN. 2. PASSENGER LOADING TO COMPLY WITH ICC/ANSI 503. 5. WINDOWS (ICC/ANSI 506): A. ACCESSIBLE WINDOWS SHALL HAVE OPERABLE PARTS PER ICC/ANSI 309. E. PLUMBING ELEMENTS & FACILITIES 1. PLUMBING ELEMENTS AND FACILITIES REQUIRED TO BE ACCESSIBLE (OTHER THAN WITHIN ACCESSIBLE DWELLING UNITS SHALL COMPLY WITH IBC 1109.1 AND ICC/ANSI CHAPTER 6 WITH AMENDMENTS. 2. PLUMBING ELEMENTS WITHIN DWELLING UNITS SHALL COMPLY WITH ICC/ANSI CHAPTER 10 3. REFER TO ACCESSIBILITY DETAILS SHEET A511 FOR ACCESSIBLE WATER CLOSETS, LAVATORIES, URINALS, DRINKING FOUNTAINS, BATHTUBS AND GRAB BARS. F. COMMUNICATION FEATURES 1. ALARMS (ICC/ANSI 702): PROVIDE ACCESSIBLE AUDIBLE AND VISUAL ALARMS AND NOTIFICATION APPLIANCES INSTALLED IN ACCORDANCE WITH NFPA 72, POWERED BY A COMMERCIAL LIGHT AND POWER SOURCE, BE PERMANENTLY CONNECTED TO THE WRING OF THE PREMISES ELECTRIC SYSTEM, AND BE PERMANENTLY INSTALLED. 2. SIGNAGE (ICC/ANSI 703): INTERIOR AND EXTERIOR SIGNS IDENTIFYING PERMANENT ROOMS AND SPACES SHALL BE TACTILE. (IBC 2012 APPENDIX E107.2) TACTILE CHARACTER SHALL BE DUPLICATED IN BRAILLE. SIGNAGE SHALL COMPLY WITH ICC/ANSI SECTION 703. 3. TWO-WAY COMMUNICATION (IBC APPENDIX E105.6): WHERE TWO-WAY COMMUNICATION SYSTEMS ARE PROVIDED TO GAIN ADMITTANCE TO THE BUILDING, THE SYSTEM SHALL COMPLY WITH ICC/ANSI 708. REVIEWED FOR CODE COMPLIANCE APPROVED APR 28 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF T UKWILI\ JAN 0 2 2015 VD JOHNSON BRAUND 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 r REGISTERED ARCHITECT .REG L. ALLWINE ATE OF WASHINGTON Decsription BUILDING PERMIT SUBMITTAL BID SET Date m-v 00 N CD r r ui co 00 2 IY ISSUE DATE: 12/29/2014 0 Z 5 V♦ z 0 0 V 1 ,Wn V OWNER APPLICANT TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 O cM w 1- co 0 z 0 J O 0 N mLo w u) u_ w�� zO)0 Q< 0 a. N N J Ndt- 0 z w w 1- 0 0 z z 0 Q) z _ 0 0 a_ a g LU U 0LL oa <w WO w< Z w° 0� 00o 0 w ❑ wz PROJECT #: DRAWN BY: CHECKED BY: 1026 BTF DWK ACCESSIBILITY NOTES & DETAILS 17\ ADA - VANITY SUPPORT IN WALL 6" = 1'-0" (13' LAVATORY COUNTER CROSS SECTION ' 1" = 1'-0" ACCESSIBLE DRINKING FOUNTAIN 1/2" = 1-0" PEFI T CENTFR BID SET Envelope Summary Zones 4c/5b ENV -SUM Revised Oct 2013 Tukwila Village Building C 5/12/2014 Envelope Compliance Documentation 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Project Info Compliance forms do not require a password use. Instructional and calculating cells are write -protected. Project Address Tukwila International Boulevard & S 144th Street Date 5/12/2014 Tukwila, WA 99169 For Building Department Use Applicant Name: Johnson Braund Applicant Address: 15200 52nd Ave. South Suite 300, Seattle WA 99199 Applicant Phone: 206-766-9300 Project Description ❑ Change of Occupancy/Conditioning d New Building U Addition IN Alteration Compliance Path Selection required to enable forms. 0 Prescriptive ® Component Performance 0 Total Building Performance Occupancy Group Selection required to enable forms. Q Commercial 0 Group R - R2 & R3 over 3 stories and all R1 Vertical Fenestration Skylight Area Calculation If complying via the Prescriptive enter values for vertical skylights, gross walls and ENV -SUM worksheet. the Component Performance these values in the ENV-UA These values auto -fill from am wale -protected an and Total Vertical Gross Exterior Fenestration Above Grade % Vertical (rough opening) divided by Wall Area times 100 equals Fenestration path, fenestration, roof on this If complying via path, enter worksheet. ENV-UA and ENV -SUM. 1518.0 _ 4648.0 X 100 - 32.7% Gross Exterior Total Skylight divided by Roof Area times 100 equals % Skylight 0 . 0 - 3849.0 X 100 = 0. 0 % Fenestration Area Compliance Vertical VERTICAL FENESTRATION AREA COMPLIES Fenestration Area Skylight Area SKYLIGHT AREA COMPLIES Vertical Fenestration Alternates QQ 50% or more of the floor area is within a daylight zone per C402.3.1.1 0 High Performance Fenestration U-factors and SHGC per C402.3.1.3 Single Story Spaces Requiring Skylights Compliance Method C Skylight area 3% or greater, VT-0.40 or greater E Skylight effective aperture 1% or greater, provide calculation E Space eligible for exception Requires a minimum of 50% of floor area to be within a .skylight daylight zone for specific space types. Refer to C402.3.2 for requirements. Semi -Heated Spaces E Project has semi -heated spaces as defined per C402.1.4 E Applying wall exception to semi -heated spaces 1. Semi -heated spaces may comply under Prescriptive or Component Performance compliance path. 2. Semi -heated spaces shall be documented separately from other conditioned spaces- provide separate compliance forms for each conditioned space type. 3. Envelope elements separating semi -heated from other conditioned spaces shall comply with exterior thermal envelope requirements. Refrigerated Spaces E Walk-in Cooler ❑ Walk-in Freezer E Refrigerated Warehouse Cooler ❑ Refrigerated Warehouse Freezer Refrigerated spaces shall comply under the Prescriptive Path only. Compliance documentation for these areas may be combined with non -refrigerated areas in the ENV -PRESCRIPTIVE form. Refer to C402.5 and C402.6 for requirements. Mixed Occupancy and/or Space Conditioning Project includes more than one occupancy type and/or level of space conditioning. Multiple compliance forms may be required. Select all that apply to scope of project: E Commercial E! R2 & R3 over3 stories and all R1 0 Refrigerated Space Fully Conditioned C Semi -Heated ❑ Low Energy* R2 & R3 - 3 stones or less *Low energy areas are exempt from all thermal envelope provisions and compliance forms for these areas are not required. Refer to C101.5.2 for exemption. 3. Fenestration Performance Per 2009 SEC Procedural Requirements, building permit applications should include NFRC Certified Project Directory (CPD) number for all fenestration products, or in the case of site -built fenestration, simulation reports from an NFRC-accredited simulation laboratory for each product type. The Tukwila Village Building C project includes both manufactured and site - built (storefront) fenestration components, summarized in Appendix -A under Fenestration Schedule Tables. Manufactured windows/glazed doors: The Milgard 920 series windows has been chosen as the preferred manufactured fenestration product and its performance specifications have beenidentified and used in the envelope compliance forms . Copies of the online NFRC Certified Product Detail data are provided in Appendix.- B under NFRC Certified Product Data (CPD). Opaque doors: A basis of design and performance specifications for doors have been identified, however, the vendor has not been selected. Curries 707 series Polyurethane doors were selected as the basis of design. A Copy of the thermal performance specifications, including the ASTM C1363 U-factor, is provided in Appendix - B under NFRC Certified Product Data (CPD). A ASTM C1363 label, identifying the U-factor of the final, project specific, doors, indicating equivalent or better thermal performance than that stated in the attached envelope compliance forms, will be made available upon request for the building inspector at the construction site. Site built/Storefront: A basis of design and performance specificationsforsite built fenestration have been identified, however, the fenestration vendor has not been selected. Therefore, project -specific NFRC simulation reports for the site -built fenestration components have not yet been created. As an alternative, the design team has provided the component CPD numbers from another building project with the same product specifications proposed for the Tukwila Village Building C site -built fenestration performance. The performance of these products was calculated using NFRC's Component Modeling Approach (CMA) Program by an Approved. Calculation Entity (ACE). Product performance can be verified by searching the online NFRC CMA product certification website (http://cmast.nfrc.org%Product/Productfind.asox) for the site -built fenestration CPD numbers (prefix "P-") listed in building fenestration schedules. Copies of theonlineNFRC CMAST data are provided in Appendix - B under NFRC Certified Product Data (CPD). An NFRC Label Certificate for the final, project -specific, fenestration component selections, indicating equivalent or better thermal performance than that stated in the attached envelope' compliance forms, will be made available upon request for the building inspector at the construction site. ©2014 094-MEM01-v3 360 Analytics Tukwila Village Building C 5/12/2014 Envelope Compliance Documentation Envelope Compliance Documentation Project Name: Project Address(s): Prepared For: Date: Prepared By: Reviewed By: Reviewer Signature: Tukwila Village Building C 14200 Tukwila International Boulevard, Tukwila, WA. Johnson Braund 5/12/2014 Sandeep Doddaballapur - Energy Analyst, 360 Analytics Lukas Hovee - Principal, 360 Analytics Date: 05/12/2014 1. Project Description The Tukwila Village Building C project is a new commercial building to be constructed at 14200 Tukwila International Boulevard, Tukwila, WA. This is a single story new -construction 4,275 ft2 commercial space, containing a Community Room, Cafe, office and other supporting spaces. 2. Commercial Envelope Compliance Summary The building areas and related envelope components are associated with the commercial spaces and are included in the scope of Commercial compliance calculations. Table 1 provides a summary of Commercial building areas. Table 1. Tukwila Village Building C Commercial building and envelope areas. Commercial Spaces (ft2) 4,275 ed Building Envelope Area Above -Grade Walls (gross) (ft2) 4,648 Roof (ft2) 3,849 Slab -On -Grade (ft) 308 Opaque Doors (ft2) Vertical Window Area (ft2) 1,518 Fenestration Fraction 32.7% For these commercial building spaces, prescriptive envelope compliance is not possible for the following reasons: • Exterior Wall constructions do not meet the prescriptive requirements. • Roll up doors do not meet the prescriptive requirements. Therefore, envelope compliance has been determined via the Component (Target UA) Approach. Required ENV forms are included in Appendix - A under `COMMERCIAL Envelope Compliance Forms'. Based on the information provided and envelope performance assumptions reflected in this document, the current design COMPLIES with WSEC.envelope requirements. ©2014 094-MEM0I-v3 360 Analytics Tukwila Village Building C Envelope Compliance Documentation 5/9/2014 APPENDIX -A 1. COMMERCIAL Envelope Compliance Forms 2. Construction Assemblies o Construction Assembly Summary o Construction Assembly Details 3. Fenestration Schedule Table PRIMARY SIDELIGHTED AREA 443.43 + 51.50+ 186.59 + 189.214161.29 + 1.274,09 = 2.306.11 SF _] SECONDARY SIDELiGHTED AREA 7.71 + 26.07 + 58.51 +352.09+ 154.04 = 598.42 SF ® NON -CONDITIONED AREA 162.64 SF TOTAL AREA 4,094.O&SF CONDITIONED AREA 4,094.06 SF -162.64 SF-= 3.931.42 SF 154.04 SF 2.306.11 SF+598.42 SF X 100 = 73.87% 3,931,42 SF REVIEWED FOR CODE �P��P E© CE APR 2 8 2015 City of Tukwila BUILDING DIVISIO' j 114--op8 RECEBVED CITY OF TUKWILA A JAN 0 2 2015 JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT .REG L. ALLWINE ATE OF WASHINGTON Decsription BUILDING PERMIT SUBMITTAL BID SET ' G v� N N CV CO '-'- ui u; 00 2 cc ISSUE DATE: 12/29/2014 V z J 5 co Y) z 0 0 V 1 W 0 J t• 5 OWNER APPLICANT TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 0 C�) w 1- <4. 0 z 0 -J 0 z w Q y w F 0 z 0 z z 0 0 z 0 r O aY a iu I9 5 w� .W 00 LL � 0 a. W W a.I- WO w <C L0 �z w 0tO m 0 CI W CIO wz W W PROJECT #: DRAWN BY: CHECKED BY: 1026 BTF DWK ENERGY CALCULATIONS AO04a FILE NAME: ©2014 094-MEM01v3 360 Analytics DAYLIGHTING DIAGRAM PERiinlT CENTER BID SET Con ruction Assernbiv Details 141. No fra.rir8 Factors 6{ulsm-6100046e40k Ho snorts ration Piers, est sar 05Sbcvrd-,0.631r rxr"tx' PS 1x-57 2 (Mir ScEd Wood Shear aard 3 51.1 Gypsun board_0_52irt Airai m. irtl vest 1ui C.63 2.00 3.50 050 IkW - e2+1' ail e.l Mr fF.' 0.17 2.17 051 0.69 0,.C4 0.09 10 OD 286 3.?8 180 0.42 - 0.45 '45. 0.68. �<1 Actin, tit surf 089 boad_0.50u: eatiedm PS Ixc57 2-Cein G!a3:m aearo 5.1331 Aifarn, i+t vM s,rf 050 2_00 5-13 0:.9 4.21 inn 0.17 I.17 0.55 Y`ti 1003 1_0 S.65 5.es 06R r r:t Ixw P,ntrl 0.•4 Io Ul 01' W e:21 • a7.b_... wscci m-5 A544.35 HQF 2005 2154421t HOT 2CL5 AS1.4E HOF 2005 WSFCT.10.8 WS0 T. 10.8 WorCT. 10 8 AS48n£9Or2 5 AS43AE HOE 2005 AS40A7 n017:C5 WSSCT.10.8' Construction Assembly Details ` Axrr,Aager 9AI,:,4658 R001 . Poor, Ha`er Intal fate Airfary of sut ny..00d bo 7...55n Xot iso_3LZ:n Plywood b6.ita 8.754 9-1A2`TOI.2-3rn: 80.6 Closed tea spirytam- 6M-Lrr 607rd0.630* . . irr. In o surf, M3zv.p rn36o, ert/vf 142.•:,a3 board 2S0in Polyim_LW,n Flr,.1od board C.IEm 9-lJ2•T;2'(clr: 95.6 CLar4S-Cr8Sprayfmm C,ypsmbord_261n /451x, Oa; r.at we al now Up. Amcor, art vsl 058 boud061in 2.6 lard Fran, F-21 Cox ios Grpsum. board 0.55ra AY51m, Mt vcrt rat 0.50 3C0 075 3.25 0.63 0.50 3.00 an 9.25 0.63 a63 5.50 a50 21▪ ,1 ▪ ha 0*4 64 it -> 0.17 0.41 162 0-11 1807 062 0.93 13'60 0.52 0.56 0.61 017 0..41 0.62 9-11 19.30 0-62: 0.93 13.03 057 0.56 *61 i7 La. 60 i3G: i 2 1.62 181-0 ail 0.17. a.i% a51 0.69 0... 11.00 ?1 9.42 145 - 0.69 0 _- 1 Et 3t 5r. 0. P,"I rl ,ate t.kl h t� nil .a33...- .9 MAW- 90.1, 6;4.1 565E0 T.10.3 A913A 2 HOF 7005 ASHRAE HOP 2005 ASIIAr HOF 2005 WSICT. 10 A. 10 5 WSEC T. 10-3 Ws!C t 10.3- AS4+IA5 53.1- 82.4.1 Witt T.10.9 AS4RAt HOF 7C•w AR4TA2 HOF 2065 85.8 4AE HOE 2005 W5ftT.10-A, 104 3:56C T. 10.3 82596 T. 10-a WSEC 10-.2 . . . WSECL105 AS.Rrt HOF 2005 WSECT. 10.4. 10.8 WSEC T.103 WSECT.1a u Construction Assembly Summary' Cat. IROOF, Assbly Type Location Description Value Ref. Source/Notes Deck hl 9A2 All sloped roofs 9-1/2" T11 Truss @ 24a.c. with R-5.6 Cav Ins., Ext. 3"Cont. Rigid Ins. U-0.030 A005 Custom talc, see Construction Assembly Detail Deck 9A1 All flat roofs 9-1/2" T11 Truss @ 16o.c. with R-6.6 Cav Ins., Ext. 3" Cont. Rigid ins. U-0,030 A005 Custom calc, see Construction, Assembly Detail Wood 7A1 11, Exterior walls 2x6 wood studs, 16" o.c. with R-21 batt, Intermediate framing per WSECA103.2.1 U-0.057 A005 Custom calc, see Construction Assembly Detail Wood 7A2 11, Exterior Shear Walls 3-1/2" solid wood shear panel, with R-10 Ext, Cant. Ins. U-0.063 A005 Custom calc, see Construction Assembly Detail Wood Glulam Beam 11, Perimeter beams under sloped roof conditions 5-1/8" wood beam with R-10 Ext. Cont. Ins. U-0.059 A005 Custom calc, see Construction Assembly Detail Unheated SOG 11 slab on grade at all spaces R-10 Horizontal insulation 2ft wide, with R- Thermal Break - - - - F-0.54 A005 WSEC Table A106.1 A3'K7flf See Appendix, Fenestration Schedule Table, NFRC certified product data (CPD) COmponent,Peiformance Path pg, 2 Zones 4cl5b ENV-UA 2012- Washington -State Energy -Code Compliance Forms for Commercial Buildings -including R2 &R3 over: Revised Oct 2013. Project-Address- Tukwila_International Boulevard & S 144th_Street Date 05/12/2014 Fenestration. Area as %gross above -grade wall area 32..796 Max. Target; 40.•0?s- Skylight.Area as % gross roof area Max: Target: 5,0% Notes: 1::If vertical fenestration or skylight -area exceeds maximum allowed per C402.3.1 then: Tatger Area Adjustment of all applicable envelope -elements will be calculated by the_ compliance.form_ Refer to Target -Area Adjustments worksheet'for: this calculation.. 2: Provide NFRC rated U-factor or default U-factor-from-Appendix=A-for the fenestration,assernbfy: thermal performance- (combination' of frame and glazing). 3: Fenestration that separates -conditioned space from a-nbn-conditioned: or semi -conditioned For Building Department -Use Building Component Provide source of U-factor; page/plan # of assembly detail &ID ProposedUA - U-factor .. x Area (A) = UA (U x-A; Target UA U-factor.. x Area (A) = - UA (U x A) N. o 6 o- U=- U U= ID: Opaque. Doors ID: ID: 0-.370 72 26.6 0-4..37 I 72 I 26.6 Opaque Swing_.Doors` _ u 0,37 ay 0 0 m U U= U= ID: Garage Doors- ID: ID: 0:590 162 95_.6 0,37162 59'• 9 Opaque ro►lup':&,sliding__ Vertical Fenestration m 9) 2 0 O -Z U=. U= U= ID: iD: ID: la 0.30 - I 101 >4 X 10 N 2 U= U= U= U= ID: SFFixed ID: MIL Fixed ID: ID: 0.33 0..31 996 327 328.7_ 101.4 0.38 1323 502.7 m n). 2 u U U= U= ID. SF. Awning ID' MIL Awning ID: ID: 0.48 0,41 36 50 -17.3 20:5 0.40= - 96 I 34 .4 Metal Ratak: Operable = U-0,40 tom) a) 2 U= U=- U= U= ID: MAR SWgDr ID: SF SwgDr ID: ID: 0,29 0.45 23 86 6,7 38.7 0.60 I 1.09 65.4 N OI ui a) r U= U U= U= ID: ID: ID: ID: 0.50 To comply: 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. Page 2 Subtotal Page 1 Subtotal Total Area UA 1752 635 7053 443 8805 1085' Area UA 1752 689 7053 454 8805 1143 Component Performance Compliance(UA) UA COMPLIES RESIDENTIAL OFAOUE DOORS Toil unit Area Unit Performance (Area-WSIRMedi Toa1Area x UnitPerf4rmante NFRC CAD No. orDora utt (Table No.) Notes . ID Qty -Sheet Oestrlpl8*s fte2- U 5HGC- VT . AxU A2SHGC - A VT A I - 3 60 I A0 •Cur.ies707series, Polyurethane insulated metal entrance door 24.0 037• •. 271 j -- See Notel '1 Total Area (ft2) - 72 Area•Weighted Average TOTAL AREA (Ft2) U SHGC Vr -AxU AxSPiGC AxVT 72 0.37 27 NOTE5: I) The product 3petircat'on50661-10 :'u36dinthe ap0 00.093for707Series/Poyurethane Metal 00or; shows a U-factor of 0,37, The U-factor has ne0ncalculated incompaince w,ththe test method ASTFvt C1363, whch is the sable test Method referenced by NFRC 100- Procedure for Determining ferrstat:on Prodvet Udactors. Commercial SF SF Garage MIL MIi.- MAR SF Fixed` .Awning'. Door' Fixed- Awning Swgili Sw3Dr• Total Glazed Area Unit Parton llamMR, (Aria-weagMed) - ' - - • • • • - - - - lotal8oea-xUnkPettmmance NFRC CPO No. or Default (Table NO.) Notes - 0l15et-,. a .9 10 .1t 12 II 15 - fenestr"tionTypea 1 2 3 4 5 6 7 t0 Qty Sheet 4'02 ft12 -ft"2 ft.2 ft`2 ft.2 ft42 • WI U Sr:GC VT AxU Ax SHGC. AXvr F - 2 _ A600 11.0 - - - - ; - - - 11A 0.33 A34 0.62 _7 7 14 See 'Fenestrai:onTypes' 1 - 01 1 A600 - - .14.01 • 14.0 031 0.25 059 4 - 4 8 • see'Term strai'un Types' I - 82 1 A600 --- - .' 12A 1 -° -- -- 12.0 0.31 '0.25 059 .4 3 7 See'fenestraton Types' - -1 . ---Al 8 A600 ... -. - - - - - - TS.6 i 63 - - 21.9 . 034 024 - 056 - - :59 .. ..42 ... 98 'See 'Fcncstat3n Types' • 1 Cl .1 A600 .•- -. • a.01 • SA 0.31 -0.25 0.59 - 2 - 21 5 See'Penistrat:on Types' 1 C2 ..1 A600 -. - 6.6I - - . :, tip u31 ' 0.25 1159 .2 2 4 .See 'fenestration Types' I . 59 1 A600 123.0 -- - i - 21A 144.0 0.35 0.32 - 059 50 47 . -84 - See 'Fenestratan Types' 1 56a 1 A600 33.0 •' 6.0 • I 340 035 '0.32 039 _ 14 13 23 5ee'rehestrai10n Types' 1 55- -.2 A600 46.0 6.0 • - 1 - - - 52D 035 A,33 0.60 • 36 34 - 62 • See 'fenestration lypes' 1 53 - 2 A600 5811 6-0 . 1 • - . - . '541) 034 - 033 Oho 44 . 42 77 . See'Fe,*trauon Types' 1 57 2 -A600 765 - - - ; - - - 765 0.33 034 :0.62 .50 52 94 . see•renestratvn Types' 1 52 - 2 A600 . 742 - - - - - - 1 - - - - 742 033 :0.34 D.62 - . 49 50 - 91 See Tenestrat!on Types' r 53- 2 A600 555 - - - 1 - - 21,0 765 036 ' 0.31 056 56 ' 48 - 86 Sce'Ponestrat:an Types' 1 S1. - 2 A600 78.8 - - - - - - 1 - - - - -788 -033 .034 0.62 52 - 53 97 See'Fenesiratlon Types' • 1 Garage. Door -3 • A600 - ..:: -- - - :.. •. .. - 81.0 .- - 1 - - - . _' - - :---- 816 : 059 037 - 0.40 -96 .... - - 60 .. - . 65 See'Fenestrat53n Types - - 1 56- • - 1 - A660 .33.0 . 6.0 - - 1 _ - =. " 39.0 035 '0.32 059 - 14 13 -23 -: See'Fenestral*on Types' 1 1 A6110 ... 7.0 ... ••. .. - - . - - I - - • - - - - 236 .... ' 30.0 . 0.42 -026 0.46 .. _33 . - . 8 14 ' See *FC.nrstratxln Types 1 . E 2 A600 --- -- • •• -• -• • • 3751 - .. -. -. -- 375 031 025 059 -.---23 - • 19 '... 44 .- See 'fentstratonTyPes' . 1 el 1_ A600 '- - - 16SJ -- - - 168 031 :0.25 054 -S - 4 - -16 See 'Fenestraton Tapes' 1 G i A600 -' - - 5.7 - 22.8 - 279 029 022 0.39 -8 6 I1 _ See'Feaestrat'>dn Types' 1 D •• a - A600 - - - ✓ jj 16.3 I - - - • - - 16.4 031 OTS 054 - 20 16 39 Soe'Ftfitttratdn Types" 1 Total Area (ft2) 996 NODES:,. FENESTRATION SCHEDULE Tukwila Village Fenestration Schedule Table 36 162 327 50 23 86 Area Werghted Average . TOTAL AREA )ft2) 1,680 U SHGC VT 0.36 0.31. 0.57 AxU-AlSHGC A V1 6091 5231- 954 Type # 1 ....Type ID - . Description U. . SHGC VT_ l CPD Number or Default. . METAL FO(ED/OPERABLE 1 SF Fixed" Kawneer 451UT Fixed: Alum w/ TO,1/4" Solarban60 LowE-0.035(2) 1.0,50" gap + 90/10 Arg/Ai r+ TG I spacer I 1/4" Cir- 0.33 0.34 0.62 P-KAW-5466 2' SF Awning+ Kawneer822571ProjAwning:Alumw/TB, 1/4"5olarban60LuwE-0.035(2) 10.50"gap +90/10Arg/Air+TGI spacer 1 1/4." Gr- - - 0A8 0.25 0.44 P-KAW-5467 3 Garage Door* BP-3511(Ail Glass):1/8" Solerban50 / 90%Argon / 1/8" Clear 039 0,37 0.40 BPC-A-1 4 MIL riled Miigard 920: Alum w/ TB, Are/Air (95/5), LowE, CL 0.31 0.25 0.69 MIL-A-148-00757.00001 5 MIL Awning WIilgaid920:Alum w/TB,Arg/Atr(95/5),LowE,CL 0.41 0.21 0.48 MIL-A-188.00673.00001 METAL ENTRANCE DOORS 6 MAR SwgOr Marvin Clad2.1/4" Outswing French Door. Aluminium/Wood Composite, Arg/Alf (90/10), LowE, CL 0.29 0.21 0.3S MAR-N.316.03170.0001: 7 5F5waDr. KawneerAA250 Door- Alumw/TB; 3/16"Solo rban60LowE-0.035(2) 10,62'gap +90/10Arg/Air+.TGI spacer I 3/1" Ur 0.45 0.24 0,41 P-KAW-9136 Vertical Fenestration Alternates: 50% FloorAreain DLZ Notes:.1 - Proposed vertical fenestration and skylight areas -entered in ENV-SHGC mustmatch proposed fenestration areasinENV-UA. 2 - If Target Area Adjustment is required per ENV-UA; (hen target areas will be automatically adjusted in ENV"-SHGC. Refer to Target Area Adjustments worksheet for this calculation. 3 - Provide NFRC rated SHGC or default from Table C303.1.3(3) for fenestration assembly SHGC:. 4 - Fenestration that separates conditioned space frotn a non -conditioned or semi -conditioned space shall be included in this worksheet: Skylights Proposed SHGC Provide source of SHGC, page/plan #-of assembly detail & ID SHGC xArea (A)-=-SHGC x f ID: ID: ID: ID: ID: Target SHGC SHGC x Area (A) = SHGC x 0.35 SHGC ,0.35, Totals Totals All Non -North Vertical Fenestration+ - - Proposed SHGC Provide source of SHGC, page/plan # of assembly PF SHGC* xArea(A)=SHGCxA detail & ID Target SHGC ++ PF SHGC xArea (A)= SHGC x A Category iD: ID: ID: ID: ID: ID: ID: ID:. ID: ID: o 0 0 0 0 o o 0 0 o PF < 0.2 0-.40 - - 0.2SPF<0.5 -:0.40 PF05:-- 0.64 ++ If projection factor (PP credits are applied to the proposed design, Target _ _ SHGC Wilt surnfenestration-area by PF-= category.. + If projection factor credit is applied, then. vertical. Totals fenestration must be entered in the correct table according Totals to orientation, Ifcredit is not applied then'all_vertical - fenestration can be entered in either table. - * Note: Fenestration that separates conditioned space from -a non -conditioned or semi -conditioned space shall be listed here with a proposed SHGC equal to the target value; North Vertical. Fenestration+ Proposed SHGC Provide source of SHGC, pose/plan # of assembly PF SHGC* x Area (A) = SHGCx A detail & ID Target SHGC++ PF SHGC x Area (A) = SH-GCXA Category ia: SF Fixed 0 0`.34 996 339 PF <0.2 -_ 0;.40 1519 607.2 iD: MIL Fixed 0 0.25- 327 82 0.25.PF<0:5 "Q.44 ID: SF `Awning- 0 0.25 36 9 PF'a 0.5..7: 0� or _- ID: MIL Awning- 0 0.21 50 11 ++ if projection factor (PF) credits are applied ID: MAR SwgDr 0 0 : 21 23 5 to the proposed design, Target"SHGCWill _ ID: SF SwgDr ID: 0 o 0:24 96 21 SUM fenestrationarea byPFcategory North -Total 1518,0 465.4 1518.0 607.2: To comply, the Proposed total SHGC ic A for all fenestration (vertical & skylights) shall not exceed the Target total SHGC -xA_ Grand Total Area SHGC xA 1518.0 465.4- Grand Total Area SHGC_x A 1519.0 607.2- ;Component' Performance Path, pg. 1 Zones 4c/5b ENV-UA-- 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all Ri Revised Oct 2013 Project Address Tukwila International Boulevard '& S 144th Street Date 05/12/2014 Occupancy Group ® Commercial Q_ Group R Change in occupancy or space conditioning 0 Note - Proposed UA may exceed Target UA by 10% per C101.4-.4 and C101.4.5_ Fenestration Areaas% gross above -grade wall area 32.7% Max. Target: 4 0.0% Skylight Area as % gross roof area 0.=0% Max: Target: 5.0%_ Vertical Fenestration -Alternates: 50% Floor Area in DLZ For Building Department Use Notes: 1: If vertical fenestration or skylight area exceeds inaxinmum _allowed per C402.3. , then :Target Area;Adjustment of all applicable enlelo pe elements will be calculated by the compliance form. Refer to Target -Area Adjustments Work -sheet for this calculation. 2` U-factors_ shall come from Appendix A Chapter C303, or calculated per approved method as specified in C402.1-2. Building Component Provide source of U-factor, page/plan # of assembly detail & ID Proposed UA U-factor x Area (A) . = UA (U-x A) Target UA U-factor.. x Area (A) = UA (U x A) 1$ .Y n R=. R= R= ID: 9A2 See 'Construction Assembly Summary` ID: 9A1_S ee 'Constr fiction Assembly Summary' ID: 0,030 0.030 3473. 376 104.2 11.3 0.034 •.1 :'3849 130.9:, Above=DeCk Insulation U=0:034 H m 2 R= R= R= ID: ID: ID: 0'..031.. Metal Building,___ U=;0.031 a) 0 R= R=. R=. ID: ID: ID: 0:021 Singte:raft attic other - U-0 021 - 0 rr t0 t7 m a 0 E Li R= R= R= ID: ID: ID: O'i055 Steel/metal frame - -o d1 3 R= R= R= ID: ID: ID: 0,052 Metal Building _ - U=0.052. r 00 R= R= R= ID: 7A1_See 'Construction Assembly Summary' ID: 7A2_See'Construction Assembly Summary' ID: Glulam Beam_See 'Construction Assembly SL 0.057- 0.063- 0.059. 2230 310 356 127.1 19.5 21.0 0.054 2996 156.4 W d Fra e oche oQ U- .054.- : mI r � �- N 2 R= R= R ID: ID: ID: 0.104-,. Mass'Wall== U-0:104 -- R= R= R= R=. ID: ID: ID: ID: (0 0 0 L Ulf co 2 R= R= R= ID: ID: ID: to 0.104 Assumedao be Mars Wall _,U40.104 _ 0.031. MassFfoor U=4:031_ -o 4) E _LL R=. R= R ID: ID: ID: 0.029 Joist/Framtng _ =_U-0.029 F-factor x-Perimeter' =. UA(U-xA) F-factor x Perimeter = UA (Ux A) a l) 0 a to 'a 1 m R.= R= R= ID: Stab on Grade ID: ID: 0.540 309; 166 .3 0.540 I -308- 166.3 Slat? -On -Grade:-:-- _ U-054 _ -o a) R= R= R ID: ID: ID: 0:550 Heated_Siab4n-Grade *Proposed non-residential CMU walls meeting Table C402.112 Area Footnote D requirements can use the'targetU--value of 0.104-rather Page 1 than Appendix A values.: Show footnote requirements in plans: Subtotal 7053 UA: 449 Area. UA 7,053 454 REVIEWED FOR CODE COMPLIANCE APPROVED APR 28 2015 City of Tukwila BUILDING DIVISION FIECER'ED CITY OF TUKWI?., JAN 0 2 2015 JOHNSON BRAUND IN[. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Aliwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT -.REG L. ALLR'I\E ATE OF WASHINGTON Decsription BUILDING PERMIT SUBMITTAL BID SET Date rt' 'I' 00 N N N LID c- 1n th 00 W Ce ISSUE DATE: 12/29/2014 Z tttttt� -J 5 co z 0 0 0 1 W OWNER APPLICANT 0 O co W 1- rn 0 Z J_ m PROJECT #: DRAWN BY: CHECKED BY: 1026 BTF DWK ENERGY CODE CALCULATIONS A004b FILE NAME: NOTES:. • These windows have been selected as a basis of design. Component Performance Compliance (SHGC) - SHGC COMPLIES Component Performance Complian e.(UA) (140179c° PERWI:T CENTER BID SET 12/29/2014 12:15:36 PM FIRE & SOUND ASSEMBLIES GENERAL NOTES 1. PROJECT IS TYPE VB NON -RATED / COMBUSTIBLE CONSTRUCTION, EXCEPT AS NOTED: A. USE OF METAL STUDS (NON-COMBUSTIBLE) AT NON- LOAD BEARING INTERIOR WALLS (TALL WALLS) FOR PROJECT QUALITY CONTROL (STAIGHT/PLUMB). B. WALLS BEHIND COMMERCIAL KITCHENS TYPE 1 HOODS SHALL BE METAL STUDS (NON-COMBUSTIBLE) PER IMC 507.9. • JOHNSON 15200 52nd Ave. Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE BRAUND ,Nc. South SAME AS 7B1 EXCEPT AS NOTED 2. GA FILE IS FROM GYPSUM ASSOCIATION FIRE RESISTANCE DESIGN MANUAL GA-600-2012 20TH INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA EDITION, WASHINGTON D.C. CONTRACTOR IS TO „ _ • , . , , PROVIDE (2) COPIES OF THIS MANUAL ON THE JOB SITE 2x4 )( X U X TO COORDINATE FIRE RESISTIVE ATTACHMENT WITH SHEAR CONNECTORS AND SOUND RATED ASSEMBLIES. CONTRACTOR SHALL REFER TO THE "GENERAL WOOD STUDS SEE STRUCTURE FOR SPACING EXPLANATORY NOTES" FOR ANY ALLOWED DEVIATION GENERAL FIREBLOCKING AND DRAFTSTOPPING SHALL BE INSTALLED IN COMBUSTIBLE I FROM THE TESTED ASSEMBLY. CONCEALED LOCATIONS PER IBC SECTION 718. FIREBLOCKING(IBC FILL CAVITY W/ SOU\ID BATT INSULATION EXTERIOR 718.2): IN COMBUSTIBLE CONSTRUCTION, FIREBLOCKING SHALL BE WALL 3. THESE DETAILS REPRESENT MINIMUM INSTALLED TO CUT OFF CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND SHALL FORM AN EFFECTIVE BARRIER BETWEEN FLOORS, BETWEEN A TOP STORY AND A -SEE WALL. NO INTERIOR GWB ADJACENT WOOD EXTERIOR WALL ARCHITECTURAL REQUIREMENTS. IN SOME CASES THE STRUCTURAL DRAWINGS WILL DETERMINE THE ROOF OR ATTIC SPACE. 1" AIR SPACE - ACTUAL DIMENSIONS AND CONNECTION METHODS, FIREBLOCKING MATERIALS PER IBC 718.2.1 INSTALLED AT THE FOLLOWING CONCEALED AND IN THOSE CASES WILL GOVERN. IT IS THE DRAFT LOCATIONS: NON - RATED WOOD STUD WALL 3 5/8" METAL RESPONSIBILITY TO COORDINATE 3380 7B2 STUD @16" O.C.CONTRACTOR'S THE STRUCTURAL DRAWINGS WITH THESE MINIMUM REGISTERED A. CONCEALED WALL SPACES (IBC 718.2.2): FIREBLOCKING HALL BE PROVIDED IN CONCEALED ARCHITECT GA FILE: REQUIRED STC: 1/2" WATER RESISTIVE GYPSUM •• . • • • • •- - ARCHITECTURAL ASSEMBLIES. SPACE OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES, AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: TYPE:INTERIOR LOAD BEARING WALL TESTED STC: BOARD NON-COMBUSTIBLE 1. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 2. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEET (3048mm) B. CONNECTIONS BETWEEN HORIZONTAL AND VERTICAL SPACES (IBC 718.2.3) : FIREBLOCKING LOCATION: OFFICE/KITCHEN WALL SURFACE: STAINLESS STEEL, TILE, ETC. -PER CAFE OWNER 4- WHILE AN STC RATING IS NOT REQUIRED BY CODE, IT IS REQUIRED FOR DESIRED PERFORMANCE STANDARDS BETWEEN KITCHEN AREAS AND COMMUNITY ROOM & CAFE AND BETWEEN TOILET ROOMS AND COMMUNITY ROOM & CAFE. .REG L. ALLWINE ATE OF WASHINGTON SHALL BE PROVIDED AT INTERCONNECTIONS BETWEEN CONCEALED VERTICAL STUD WALL OR 1/2" GYPSUM BOARD A. AIR -BORNE SOUND: NOT LESS THAN STC 50 PARTITION SPACE AND CONCEALED HORIZONTAL SPACES CREATED BY AN ASSEMBLY OF FLOOR JOISTS OR TRUSSES, AND BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACE - USE WATER RESISTIVE GYPSUM BOARD AT WET 4F NON -RATED / NON-COMBUSTIBLE METAL STUD FURRED WALL (45 IF FIELD TESTED). PENETRATIONS OR OPENINGS IN CONSTRUCTION ASSEMBLIES FOR PIPING, ELECTRICAL SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, COVE CEILINGS AND SIMILAR LOCATIONS. LOCATIONS, IE. BATHROOMS, & KITCHENS USE EXTERIOR GYPSUM SHEATHING AT GA FILE: N/A TYPE: NON -LOAD BEARING INTERIOR FURRING WALL REQUIRED STC: NONE DEVICES, RECESSED CABINETS, SOFFITS, OR HEATING, VENTILATING C. STAIRWAYS (IBC 718.2.4): FIREBLOCKING SHALL BE PROVIDED IN CONCEALED SPACE MECH. ROOM LOCATION LOCATION: CAFE KITCHEN WALL AT TYPE 1 HOOD/ NORTH EXTERIOR WALL EXHAUST DUCTS SHALL BE SEALED, BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES LINED, TEOR MAINTAINNSOR OTHERWISE TREATED TOO RATINGS. ATSINGING S. Decsription ING PERMIT SUBMITTAL :T UNDER STAIRS SHALL ALSO COMPLY WITH IBC 1009.9.3. PLYWOOD SHEATHING PER STRUCTURAL D. CEILING AND FLOOR OPENINGS (IBC 718.2.5): FIREBLOCKING OF THE ANNULAR SPACE ' 5. STC & ICC TESTS ARE FROM GA MANUAL LISTED AROUND VENTS, PIPES, DUCTS, CHIMNEYS AND FIREPLACES AT CEILINGS AND FLOOR LEVELS SHALL BE INSTALLED WITH A MATERIAL SPECIFICALLY TESTED IN THE FORM AND MANNER X X XX XX XX NON-COMBUSTIBLE SURFACE: STAINLESS ABOVE, OWENS-CORNING WALL & FLOOR ASSEMBLY GUIDE OR FROM ICBO/ICC REPORTS. INTENDED FOR USE TO DEMONSTRATE ITS ABILITY TO REMAIN IN PLACE AND RESIST THE FREE PASSAGE OF FLAME AND THE PRODUCTS OF COMBUSTION. 2x6 WOOD STUDS - SEE STRUCTURE FOR SPACING ) C C x X X ) C X X STEEL, TILE, ETC. -PER CAFE OWNER 6. SOUND RATED ASSEMBLIES - SOUND CONTROL: ,• - ..: SYSTEMS SHALL BE AIR -TIGHT. ITEMS THAT PENETRATE l'i THE GYPSUM BOARD SHALL NOT BE LOCATED BACK TO E. FACTORY -BUILT CHIMNEYS AND FIREPLACES (IBC 718.2.5.1): FACTORY -BUILT CHIMNEYS AND 1/2" WATER RESISTIVE GYPSUM = - = => > , ,1 BACK OR IN THE SAME STUD CAVITY. ANY OPENINGS FIREPLACES SHALL BE FIREBLOCKED IN ACCORDANCE WITH UL 103 AND UL 127 1/2" GYPSUM BOARD USE NON-COMBUSTIBLE SURFACE AT KITCHEN LOCATIONS BOARD 3 5/8" METAL FOR FIXTURES OR PIPES SHALL BE CUT TO THE - USE WATER RESISTIVE GYPSUM STUD @16" O.C. PROPER SIZE AND SEALED. THE ENTIRE PERIMETER OF F. EXTERIOR WALL COVERINGS (IBC 718.2.6): FIREBLOCKING SHALL BE INSTALLED WITHIN BOARD AT WET LOCATIONS, IE. FILL CAVITY WITH SOUND BATT INSULATION AT KITCHEN & 1/2" WATER RESISTIVE GYPSUM f A SOUND INSULATING SYSTEM SHALL BE MADE AIR CONCEALED SPACES OF EXTERIOR WALL COVERINGS AND OTHER EXTERIOR ARCHITECTURAL ELEMENTS WHERE PERMITTED TO BE OF COMBUSTIBLE CONSTRUCTION AS SPECIFIED IN BATHROOMS, & KITCHENS RESTROOM LOCATIONS BOARD NON-COMBUSTIBLE TIGHT TO PREVENT SOUND FLANKING. FLEXIBLE SEALANT OR AN ACOUSTICAL GASKET SHALL BE USED SECTION 1406 OR WHERE ERECTED WITH COMBUSTIBLE FRAMES. SURFACE: STAINLESS STEEL, TILE, ETC. TO SEAL BETWEEN THE STC RATED SYSTEM AND ALL DISSIMILAR SURFACES AND ALSO BETWEEN THE G. CONCEALED SLEEPER SPACES (IBC 718.2.7): WHERE WOOD SLEEPERS ARE USED FOR NON - RATED WOOD STUD WALL LAYING WOOD FLOORING ON MASONRY OR CONCRETE FIRE -RESISTANCE -RATED FLOORS, 7B1 -PER CAFE OWNER SYSTEM AND SIMILAR SURFACES WHERE PERIMETER o rn THE PACE BETWEEN THE FLOOR SLAB AND THE UNDERSIDE OF THE WOOD FLOORING SHALL RELIEF IS REQUIRED. TAPING GYPSUM BOARD WALL 5 0 BE FILLED WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND GA FILE: N/A REQUIRED STC: N/A AND WALL -CEILING INTERSECTIONS PROVIDES AN m m PRODUCTS OF COMBUSTION OR FIREBLOCKED IN SUCH A MANNER THAT THERE 1MLL BE NO TYPE: LOAD BEARING INTERIOR WALL LOCATION: LEVELS 1 INTERIOR PER STRUCTURAL 463 NON -RATED / NON-COMBUSTIBLE METAL STUD WALL ADEQUATE AIR SEAL AT THESE LOCATIONS (ASTM E OPEN SPACES UNDER THE FLOORING THAT WILL EXCEED 100 SF (9.3 m2) BETWEEN 497, GA MANUAL SECTION III). FIREBLOCKING. GA FILE: N/A REQUIRED STC: TYPE: NON -LOAD BEARING INTERIOR WALL LOCATION: CAFE KITCHEN DIVIDER WALL NONE 7. PROVIDE FIREBLOCKING IN ACCORDANCE WITH 2012 IBC SEC 717.2 AND AS NOTED ON THIS SHEET. Date o TO - N N `- CO o 0 FIREBLOCKING NOTES 8. SEE ENERGY CODE CALCULATIONS ON SHEETS A004 3/8" PORCELAIN TILE -PRODUCT: CORTEN BY PENTAL SERIES FOR INSULATION REQUIREMENTS. IY (2) LAYERS OF 1/4" GWB FOR -SEE ELEVATION FOR PATTERN LAYOUT CURVE. 9. WRB / AIR BARRIER = WEATHER RESISTANT BARRIER ISSUE DATE: 12/29/2014 *2X6 AS TYPICAL, BUT 2X6 LVL'S USED AT WALL TALLER THAN 15 FT & AIR BARRIER. BASIS OF DESIGN = DUPONT TYVEK 3/8" THIN SET MORTAR BED (SEE STRUCTURAL) COMMERCIAL WRAP D. 1/2" CEMENTITIOUS 10. THE TERMS "GYPSUM WALLBOARD" AND "GWB" ARE BACKER BOARD EXTERIOR 6" METAL STUDS @ 16 O.C. ? < > INTERCHANGEABLE. WRB / AIR BARRIER 11. WATER-RESISTANT GYPSUM WALLBOARD SHALL BE BUILT-UP ROOFING SYSTEM l \ l „ " \ -- \ `'.'. " ` ` ": "WET �• .._•.` _•• .., ; . = _; . •.. _ .. : . ; - = = ..-•.. USED AT ALL LOCATIONS". SHEATHING PER PROTECTIVE BOARD PER ROOFING STRUCTURAL \ LAYERS 1/4" MANUFACTUER'S REQUIREMENTS (2) OF GWB FOR 2x6 WOOD STUD WALLS* SPACED PER STRUCTURAL. CURVE. TAPERED POLYISO INSULATION = _11 ����� 3" R-18 RIGID POLYISO INSULATION Ma■■■■■■■■■■■■■■■■■■■■■■■ ■■M■NIII•I•MIIII■■■IIt1■■■■■■■■■■M■■E 1/2" GYPSUM BOARD R-21 BATT INSULATION FILL CAVITY PER 3/4" P.T. PLYWOOD DECKIII■■■■■■■■■■�11■■■■■■■■■■■■■■ \EE■■■■■■■�11■■■■■■■■■■■■■■z ENERGY CALCULATIONSO 2"(MIN.) CLOSED -CELL SPRAY .�wi���������1�������������� NON- RATED FOAM INSULATIONw 4B2 / NON -LOAD BEARING 6" INTERIOR WALL ....1 I>nIIIIIIP NON -RATED WOOD STUD WALL GA FILE: NONE REQUIRED STC: NONE 7A3 TYPE: NON BEARING 6" METAL STUD INTERIOR WALLS z -LOAD - CURVED CO is_charlesr. rvt GA FILE: NONE REQUIRED STC: NONE OPENING PROTECTION: NON -RATED JMMONS z 9-1/2" TJI'S @ 24" O.C. -SEE STRUCTURAL IIIIIIIIIf TYPE: LOAD BEARING EXTERIOR LOCATION: FIREPLACE WALL Z 0 z FILL CAVITY FULL W/ SOUND a 5/8" GYPSUM BOARD CEILING LAYER INSULATION AT LOCATIONS NOTED BELOW FOR STC RATED WALL SIDING - PER ELEVATIONS EXTERIOR (1) 1/2" GWB 3 WRB :� • 1 / AIR BARRIER D o ROOF/CEILING ASSEMBLY SHEATHING PER 6" METAL r ? STUDS, GAUGE & E9A2, STRUCTURAL SPACING PER STRUCTURAL 0 ~ E _ GA FILE: NONE REQUIRED STC: NONE J o 2" XPS RIGID INSULATION (R-10) �- 1 TYPE: FLAT ROOF ASSEMBLY (1) LAYER 1/2" w o a U LOCATION: OVER CAFE KITCHEN & MECHANICAL \ GWB .. - _ _.. _ , : 1= o ili 3 1/2' SHEAR PANEL \ E Q w c - SEE STRUCTURAL NOTE: > O 5 E , • , s ,, •• , . • . . , NON-COMBUSTIBLE SURFACE, IE. STAINLESS STEEL, AT KITCHEN HOOD USE WATER-RESISTANT GWB AT ALL WET WALL LOCATIONS. REVIEWED FOR 5 j c w o 5 re Com 1/2" GYPSUM BOARD ®E COMPLIANCE 5 O `Z Q ,- o LOCATIONS ONLY , - 't APPROVED m t- O S t- Z Z _� Q Q co F W a -1 N 16b' (1-;2 co LOW SLOPE STANDING 12 NON— RATED /NEN—COMBUSTIBLE /NON BEARING APR 2 8 2015 ,� o m L0 oa SEAM METAL PANEL ROOF 7A2 NON —RATED WOOD —SHEAR WALL PANEL 4B1z —LOAD INTERIOR WALL > u. v Q= 2 FASTENERS GA FILE: NONE REQUIRED STC: NONE • w CI ww ti "— ix cB BEARING PLATE STAINLESS STEEL GA FILE: NONE TYPE: LOAD BEARING SHEAR WALL PANELS @ EXTERIOR WALL REQUIRED STC: NONE TYPE: NON LOAD BEARING 6" METAL STUD INTERIOR WALLS PROVIDED STC: OPENING PROTECTION: NON LOCATIONS NOTED 51 AT_ of Tukwila ® z w z w `1-.i a co Z rn o Z = ICE & WATER SHIELD LOCATION: AS NOTED ON LEVEL 1 -RATED PROVIDE STC RATED WALL BETWEEN: CAFE KITCHEN & CAFE. CATERING KITCHEN & COMMUNITY ROOM, BUILDING DIVISION i g rn 2 g Li u 2 - d Q —1 Q 5 , , S) i__ RESTROOMS & FOYER, CAFE & COMMUNITY ROOM. COMMUNITY ROOM & FOYER. 0- 5 z cD COVER BOARD PER = a M = N CV ROOFING MANUFACTUER'S �•r�+-. STC RATED WALL OF 51 PER OWENS-CORNING ASSEMBLY SLSSR347 (SIMILAR, EXCEPT NON -RATED). P. r g g B o 1 w o �� Z ' QN 0 REQUIREMENTS Y Yy� >- W �- �D = pO ••• F C 3 POLYISO RIGID -' F— O H N a ♦— a) INSULATION (R-18) _ _ ® t---_-_--------------- *2X6 AS TYPICAL, BUT 2X6 LVL'S USED AT WALL TALLER THAN 15 FT (SEE STRUCTURAL) CONCRETE SLAB ON GRADE PER STRUCTURAL ' = 0 3/4" P.T. PLYWOOD ®• ' �"'" ; -- - - - SIDING - PER ELEVATIONS EXTERIOR PROJECT #: 1026 o 0 SHEATHING _____- - t `', r - PROVIDE 2" XPS RIGID INSULATION R 10 24" ( ) - v `� 2"(MIN.) CLOSED -CELL SPRAY FOAM ------__- '; I It WRB/ AIR BARRIER WIDE (HORIZONTAL) AROUND ENTIRE PERIMTER - - ° •; - p a -' •_ - • -_" - -' - - ° " ` , �= �. Et DRAWN BY: BTF INSULATION (R-13)I', I t OF SLAB. WITH MIN R-5 THERMAL BREAK SLAB _: - '_ CHECKED L AT INTERIOR LOCATIONS ONLY. ;, t t! I SHEATHING STRUCTURAL PER TO FOUNDATION WALL ; - - , a = = a ° . d ° c~n BY: DWK is _c NOTE: WHERE A GWB CEILING IS NOT \; t t :.v.. �. s� .:- . --' , k�- -j4- -- k; k, . 7-,* �z; .4 w Y v PROVIDED: i 2x6 WOOD STUD WALLS* �' a �" O INSTALL DC 315INTUMESCENT-. COATING PER MANUFACTURER'S �•- y ..� `-F CROSS SECTION SPACED PER STRUCTURAL. \ 10 MIL IMPERVIOUS MOISTURE BARRIER PER GEOTECHNICAL REPORTS ,�N=` � �• t•J it .� ���,� .- g; = r-7-, %--:,1 -- r ``,'``d ,v,s �! WALL, ROOF, & FLOOR - J I i 1-I ! ` I 1 ! ,•u ASSEMBLY TYPES REQUIREMENTS FOR REQUIRED 1/2" GYPSUM BOARD 6" MIN CLEAN GRAVEL BASE FOR CAPILARY .1-I , . • i BREAK PER GEOTECHNICAL ' , I I ! ' 0 THERMAL BARRIER PER IBC 2603.4 RECESSED DOWNLIGHT (WHERE OCCURS) -USE EXTERIOR GYPSUM R-21 BATT INSULATION TO FILL CAVITY PER REPORT 1 j i 1 i i 1 I• SHEATHING AT MECH. ROOM I I ' ! I i I 9-1/2" TJI'S @24" O.C. SEE CEILING PLAN FOR CEILING MEMBRANE TYPE (GWB LID OR -USE ENERGY CALCULATIONS. WATER RESISTIVE GYPSUM SOIL BASE PREP PER GEOTECHNICAL REPORT i -SEE STRUCTURAL ACOUSTICAL WOOD PANEL) BOARD AT KITCHEN LOCATIONS -, RECEIVED �'��ti,EcL ED CITY OF TUKWILA, n.ao di 9A1 SLOPED ROOF ASSEMBLY, NON -RATED 7A1 NON -RATED WOOD STUD WALL 2A NON -RATED SLAB ON GRADE TYPE: STRUCTURAL JAN 0 2 2015 Q Z w GA FILE: NONE TYPE: TYPICAL SLOPED ROOF ASSEMBLY LOCATION: HIGH ROOF INTERIOR & EXTERIOR GA FILE: NONE REQUIRED STC: NONE TYPE: LOAD BEARING EXTERIOR WALL SLAB REQUIRED STC: NONE LOCATION: LEVEL 1 SLAB REQUIRED IIC: NONE • PrRIitIT CENTER BID SET 1// 1 / / ,i///,�// \ / / / /�/ RAINWATER li%f \ ART FEATURE BEAM & SCUPPER A200 %24' - 0" HIGH WINDOWS, -TYP. N 10' \ 6"\ GAS METER \ OUTDOOR DINING 5'-71/2" 1' - 9 1/2" CONTROL !JOINTS OFFICE 7' - 2 1/2" O G N 11 11 11 ax IC F HIGH WS HOT WATER & FIRE SPRINKLER CAFE MANAGING TENANT \\\ • ---- �� i/ 110 14.00° 14.00° CAFE TENA SIGNAGE- / RECYCLED GLASS CONCRETE FLOOR WITH ,/ COLOR ADMIXTURE -COLOR & PATTERN TBD _-SEE 4/A510 - \\ \\ / \� , \\ \VV,//Z 2 >zz II II II I I LINE OF ROOF ! l ABOVE, TYF. 'IT---1 BUILDING SIGNAG (UPLIGHT) i • KITCHEN 12' - 5 VT' A400 r7 /8 /I / 5' - 1 1/2" 1' - 9 1 /2" ;titts NI le I�—/ STORAGE 1 aaapravanamaravvagaaa lir DRY STORAGE SERVICE ACCESS & CATERING KITCHEN ACCESS LOCKERS (8) ' \ 0 —(0- -oZ N U A\ \\ \\ / \ \ `\ AV SERVICE YARD LOADING FOR CAFE\ & CATERING i GREASE /\ \\� INTERCEPTOR\ \COORDINATE W/, / `DESIGN/BUILD \\ PLUMBING \ / WALL MTD.- ELECTRICAL CT CAN \\�\ \_ 4B1 1 COUNT�R W/ STORA E BELOW WINDOWS ABOVE ME 1 AV EQUIPMENT RACK 12 CATERING KITCHEN • / / / / /\ \ J), // \ \ / \\\\ \ / \ • \_ \ \ / vv `v \ y v \ \ \`\ `\ \ \ \• \ \\ \\ /' \ \ A \\ \ \ / / \ \ \\ \\ / \ \ \\ \\ \ / / \ \ \ \ \ \ �/ \ \ \ \\ \ /\ \\\ `\ / \\ / \ \ \ \\ / \ // \\ \ \ \ / \ / \ \ \ \ \� \ \ \\v\ //x\\\ `\ `� \ ``\\ / \ /:-----\\\\:\ \ - RAINWATER ci'!!i il, \;\\\\�\`\``. \ `\ COl CISTERN; \� .�����/% /\/ \ \ SEE LAND PE yvi/ i ////vA `vv ``\ / \ B /� A\\ A ' ` \ \ \ > > \ \ \v %� / yV v // vvv // // 1 ` / \\ I / ✓ i�\ / / / / / / / / / / / / 1 A201 / / CONTROL JOINTS ,_COMMUNITY ROOM POLISHED CONCRETE FLOOR LINE OF BEAM ABOVE, TYP. . OVERHEAD SECTIONAL DOORS (FULL VERTICAL TRACK) 1 WINDOWS ABOVE FACE OF STUD OPP. 5 HAND A501 OUTDOOR "STAGE" / ` _ \ A200 / / / / / / / �. / / / / / / / N / N / / / j // / i (iFLOORPLAN 3/16" = 1'-0" / / \/// / /AI / I /f 0 2' 4' 8' 16' I/ / I i I / 1 1 // / / / / I // / I 1 \y SHEET NOTES . BUILDING IS FULLY SPRINKLERED PER IBC 903.3.1.1 (NFPA 13). 7A1 WALL TYPE - SEE SHEET A005 DOOR TYPE - SEE SHEET A600 VV1NDOW TYPE - SEE SHEET A600 STOREFRONT TYPE - SEE SHEET A601 . REFER TO ACCESSIBILITY NOTES ON SHEET A003. • SEE A400 FOR INTERIOR ELEVATIONS & INTERIOR FINISH SCHEDULE. . SEE K-SERIES SHEETS FOR CAFE KITCHEN AND CATERING KITCHEN LAYOUTS & EQUIPMENTS SCHEDULES. EXIT SIGN PER IBC 1011. SEE MEANS OF EGRESS NOTES SHEET A001 RF.E.C. RECESSED FIRE EXTINGUISHER CABINET LOCATE PER IFC. 11. -EO-F.E. SURFACE MOUNTED FIRE EXTINGUISHER LOCATE PER IFC. 12. FFHB = FROST FREE HOSE BIBB COORDINATE W/ DESIGN/BUILD PLUMBING. 13. REFER TO DESIGN/BUILD PLUMBING PLANS. 14. REFER TO DESIGN/BUILD ELECTRICAL PLANS. 15. REFER TO DESIGN/BUILD MECHANICAL PLANS. 16. NO CHANGES MAY BE MADE TO THE CAFE, KITCHEN & CATERING KITCHEN PLANS WITHOUT APPROVAL FROM THE KING COUNTY / SEATTLE HEALTH REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION NOTE DIMENSIONS ARE TO FACE OF STUD. FACE OF CONCRETE DIMENSIONS = FACE OF SHEATHING (FACE OF STUD 412E1).7ED JAN 0 2 2015 PERIIII:T CENTER 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ATE OF WASHINGTON Decsription BUILDING PERMIT SUBMITTAL BID SET Date 'IC -I Ira REV# ISSUE DATE: 12/29/2014 co cn 0 0 0 0 -J cc OWNE co a. -J 0 0 Ca 0 co Z El 0 a. Eu tij U. CC Ill CO- Ce CC 1-11,10 tt Ill ill PROJECT #: DRAWN BY: CHECKED BY: 1026 BTF DVVK FLOOR PLAN 1 00 BID SET L co a) L co C)' c 0 E O U E 0 0 a) co cD N O U) 0) E 0 0 rn a) L co 0 ;n co U 1 A311 A VARIES) 0 CAFE 1/2" VENT REVEAL 1/2" VENT REVEAL VARIES OFFICE 9'-1") VARIES) A VARIES) 1 CAFE KITCHEN (C2 WOMEN'S VARIES) COVE LIGHT A VARIES) \VARIES VARIES) / 'C2'10'-0" FIELD'VERIFY' /i A : (VARIES B VARIES REFLECTED CEILING PLAN LIGHTING GENERAL NOTES: 1. LIGHTING IN ROOMS WITH EXTERIOR WINDOWS WLL HAVE A DAYLIGHT HARVESTING BALLAST TO ADJUST LIGHTING PER AMOUNT OF DAYLIGHT. 2. LIGHTING IN ALL ROOMS SHALL HAVE AN OCCUPANCY SENSOR TO ALLOW FOR LIGHTS TO AUTOMATICALLY TURN OFF WHEN THERE ARE NO OCCUPANTS IN. 3. LIGHTING IN THE COMMUNITY ROOM AND CAFE SHALL HAVE MANUAL DIMMING CONTROLS, AND SWITCHES FOR THE DIFFERENT TYPES OF LIGHT FIXTURES. 4. THE COMMUNITY ROOM SHALL HAVE SEPARATE SWITCHES FOR AREAS OF THE ROOM. 5. CHOSEN LIGHT FIXTURE MAY NOT BE ADEQUATE PER LIGHTING REQUIREMENTS. ALL REQUIRED LIGHTING AMOUNTS TO BE VERIFIED WITH OWNER AND OTHER RELATED CONSULTANTS, SUPPLIERS, AND INSTALLERS. LIGHTING FIXTURE LEGEND REVIEWED FOR CODE COMPLIANCE APPROVED APR 28 2015 CityNGDIVISION wila BUILDING BRANCH DUCTS IN ATTIC SPACE AS INDICATED AND NOT IN COMMUNITY ROOM EXPOSED SPIRAL SUPPLY AIR DUCTS - KEEP TIGHT TO CEILING c d 0 O 0 SURFACE MOUNTED FLOURESCENT 1'X4' SURFACE MOUNTED FLOURESCENT FOR EXTERIOR USAGE: - BASIS OF DESIGN: 'VTF' BY ISOLITE PENDANT LED LINEAR (INDIRECT & DIRECT) BASIS OF DESIGN: AXIS BEAM4 - 8' LENGTH SUSPENDED FLUROESCENT OR LED LINEAR DOWNLIGHT LINEAR RECESSED COVE LIGHT - BASIS OF DESIGN: ACCENT LIGHT BY ALERA LED LINEAR 4' DOWNLIGHT (EXTERIOR) - BASIS OF DESIGN: 'GEN 2 WASHER' BY i2SYSTEMS -SEE NOTE 5 4' LINEAR LED EXTERIOR FLOOD UPLIGHT - BASIS OF DESIGN: 'GEN2 GRAZER BY LIGMAN LED CYLINDER UPLIGHT AT POST LOCATIONS - BASIS OF DESIGN: 'ZEAT 1 MINI ACCENT FLOODLIGHT LED' BY LIGMAN, MODEL # 50401-N EXTERIOR WALL SCONCE 6" DIAM. RECESSED DOWNLIGHT - BASIS OF DESIGN: 'LITEFRAME' BY PRESCOLITE, A 6" LED OPEN DOWNLIGHT(2000 LUMENS) -VERIFY OUTDOOR USAGE. USE SIMILAR 6" EXTERIOR DOWNLIGHT AT EXTERIOR LOCATIONS IF LITEFRAME IS NOT FIT FOR EXTERIOR CONDITIONS SUSPENDED DECORATIVE DOWNLIGHTS AT ENTRY LOBBY - BASIS OF DESIGN: EVERLY COLLECTION BY KICHLER LIGHTING -QUANITY (12) / (4) OF EACH IN COLLECTION CEILING/SOFFIT LEGEND 0 4' 0" 1/4" REVEAL JOINTS 0 A VARIES 1/4" REVEAL JOINTS RECEIVED CITY OF TUKWILA JAN022015 PERIA T CENTER C119'-1" (C2 VARIES) TYPE A: INTERIOR SLOPED CEILING: 3/4" EXTERIOR GRADE PLYWOOD WITH WOOD VENEER (FIR) CLEAR FINISH PROVIDE BID ALTERNATE FOR: WOOD VENEER ACOUSTICAL CEILING PANEL SYSTEM TYPE B: EXTERIOR SLOPED SOFFIT: 3/4" EXTERIOR GRADE PLYWOOD WITH WOOD VENEER (FIR) CLEAR FINISH -VENTED 1/2" VENT REVEAL AT BEAMS RUNNING NORTH/SOUTH, EXTERIOR WALLS, & ROOF PERIMETER RIM JOISTS PARALLEL TO LONG DIRECTION OF PANELS GLULAM BEAM TYPE C1: INTERIOR SUSPENDED GYSPUM CEILING: 5/8" GYPSUM BOARD SECURED DIRECTLY TO ROOF STRUCTURE TYPE C2: INTERIOR GYSPUM CEILING OVER ATTIC SPACE: 5/8" GYPSUM BOARD SECURED TO STRUCTURE INTERIOR GYSPUM CEILING OVER MECH. ATTIC SPACE: 5/8" GYPSUM BOARD SECURED TO STRUCTURE TYPE D: EXTERIOR GYSPUM CEILING: 5/8" EXTERIOR GYPSUM BOARD SECURED TO DIRECTLY TO ROOF STRUCTURE JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT .REG L. ALLI1'INE ATE OF WASHINGTON C 0 w 0. 'C 0 m CI BUILDING PERMIT SUBMITTAL BID SET coo0 a ,ter �0 N CO 1- 00 2 ISSUE DATE: 12/29/2014 0 of.) J 5 co Z 0 ♦0 V 1 rW w J O -J z O z CC Wco Zo -J22 Y� 0 O �Y OWNER APPLICANT TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 0 W 4_- m Q (0 z 0 J_ 5 m 0 0 N u7 UT .. W co Z0)0 d Cr) Q } NO.i- 0 0 z w w 1- z 0 z z 0 z _ 0 Y 7 z U w 0 a_ a c9 5 S wF: �W CC 00 LL � oa wcc w wo aZ Cz 0 w CO CO z� 0 LL 0w wz '�w PROJECT #: DRAWN BY: CHECKED BY: 1026 BTF DWK REFLECTED CEILING PLAN 101 FILE NAME: 3/16" = 1'-0" 0' 2' 4' 8' 16' BID SET INTERNAL GUTTER DISCHARGE TO EXPRESSED RAIN WATER ART SCULPTURE. RAINWATER DISCHARGE TO STORM DRAIN. SEE CIVIL PLANS. C 0 1 m� 0 E E 0 U c E 0 U a) \0, C0 N AC W E 0 0 0 LL 0 ca L m a) U) U FILE NAME:. 3'-0" 0 3 L INTERNAL GUTTER - SLOPE: 1/4"(MIN.) PER 1 F 1C .500 THRU-WALL SCUPPER TO DS THRU-WALL INLET -FLASH & SEAL 0 HIGH PARAPET TO SCREEN MECHANICAL EQUIPMENT TYPE 1 HOOD - VERIFY REQUIRED CLEARANCES WITH MANUFACTURER & IMC. ao COLUMN BELOW 20'-0" 3 �31 3' - FLAT ROOF W/ PARAPET% 2'-6" 4 (NI W a 0 J co LOW PARAPET HIGH POINT OF GUTTER SLOPE 2:12 NOTE: HOOD LOCATION IS LOCATED LESS THAN 10 FT. TO ADJACENT EXTERIOR WALL AS ALLOWED PER IMC 506.3.13.3 EXCEPTION. HOOD MAY BE LOCATED 1MTHIN 5 FT. OF ADJACENT EXTERIOR WALL AS LONG AS THE EXHAUST IS DIRECTED AWAY FROM THE WALL. I.E. UTILITY FAN BI-RM STYLE DIRECTIONAL EXHAUST. 3'-0" LOW -SLOPE STANDING SEAM META_ ROOF TYP. -- LINE OF WALL BELOW, TYP c 3'-0" - 0" O O INTERNAL GUTTER DISCHARGE TO EXPRESSED RAIN WATER FEATURE: CATCHMENT CISTERN FOR IRRIGATION RE -USE. SEE LANDSCAPE PLANS FOR DETAIL. RECEIVED CITY OF T UKWILA JAN 0 2 2015 PERRT CENTER SHEET NOTES . SEE STRUCTURALDRA1MNGS FOR ROOF FRAMING. . ALL ROOFING TO BE CLASS C MINIMUM PER IBC TABLE 1505.1. • LOW SLOPE METAL ROOFING: AEP SPAN SPAN-LOK hp, OR APPROVED EQUAL. FLAT ROOF BUILT-UP ROOFING: SBS MODIFIED BITUMEN ROOFING MEMBRANE, MECHANICALLY FASTENED - 2-PLY: SOPREMA SOPRAFIX OR APPROVED EQUAL. UNVENTILATED ROOF (ENCLOSED RAFTER SPACES) PER IBC WA. STATE AMENDMENTS 1203.2, EXCEPTION 4: AS FOLLOWS: 4.1 THE UNVENTED ATTIC SPACE IS COMPLETELY CONTAINED WITHIN THE BUILDING THERMAL ENVELOPE. 4.2 NO INTERIOR VAPOR RETARDERS ARE INSTALLED ON THE CEILING SIDE (ATTIC FLOOR) OF THE UNVENTED ATTIC ASSEMBLY. 4.3 NA / 4.4 NA 4.5 AIR -IMPERMEABLE INSULATION ONLY. INSULATION SHALL BE APPLIED IN DIRECT CONTACT WITH THE UNDERSIDE OF THE STRUCTURAL SHEATHING. AIR -IMPERMEABLE INSULATION SHALL BE A CLOSED -CELL SPRAY FOAM WITH REQUIRED ICC EVALUATION TEST REPORT FOR CONSTRUCTION TYPE AND USE. BASF SPRAYTITE (ESR-2642) OR APPROVED EQUAL. WHERE THE ROOF/CEILING ASSEMBLY DOES NOT CONTAIN A GWB LID, THE SPRAY FOAM INSULATION MUST BE COVERED WITH A COMPATIBLE INTUMESCENT COATING TO PROVIDE REQUIRED THERMAL BARRIER PER IBC 2603.4 & PER TESTING REPORTS. REFERENCE ROOF/CEILING ASSEMBLIES ON SHEET A005. REFERENCE MECHANICAL & PLUMBING DESIGN/BUILD DRAWINGS FOR EQUIPMENT REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 8 2015 ROOF TYPE KEY (SEE SHEET A005 FOR ROOF TYPES) 1'-0" TYPE 9A2 AT LOW ROOF TYPE 9A1 AT HIGH ROOF JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA f 3380 .REG L. ALLWI E ATE OF WASHINGTON c w o. .c 0 a BUILDING PERMIT SUBMITTAL BID SET VEIPERMIT COMMENTS Date .r v N N — N al, N r 17 O O N 2 ISSUE DATE: 12/29/2014 0 Z co N Z 0 t0 V 1 'W V J I 1- 0 w -J 0 J z 0 Q Z W co N z ,'-° >rn O T OWNER APPLICANT TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC O O w f-- co 0 Z s J_ m O 0 M N M PROJECT #: DRAWN BY: CHECKED BY: 1026 BTF DWK ROOF PLAN 16' TYP. BID SET 12/29/201412:18:16 PM 0 c') N LEVE 0'-0" LEVEL 1 0'-0" 1 METAL GUTTER r — .44 RAINWATER ART SCULPTURE I - BY OTHERS 0 (V M 4444 Ijkv 44.41, 4440,4444, 19 444444 RAINWATER ART PIECE -BY OTHERS 414 MOM .404 ,.. ,44m11iiiiuiuomu' 44, CISTERN - SEE LANDSCAPE 2 FRONT ELEVATION (SW) G 1 3/16" = 1'-0" 4 ENTRY SIDE ELEVATION (NW) 3/16" = 1'-0" 0' 2' 4' REVIEWED FOR CODE COMPLIANCE APPROVED APR 28 2015 City of Tukwila BUILDING DIVISION `6 Nil -op o7 ITEM MATERIAL COLOR NOTES ITEM MATERIAL COLOR NOTES ITEM MATERIAL COLOR NOTES COLUMNS/BEAMS ARCHITECTURAL GRADE GLU-LAM EXTERIOR GRADE - CLEAR FINISH EXTERIOR DOORS INSULATED METAL MATCH ADJACENT WALL COLOR SIGNAGE METAL ANODIZED BRONZE UP -LIT 15 1 8 METAL SIDING METAL CHAMPAGNE CORRUGATED AEP SPAN - 'NU -WAVE' STOREFRONT ALUMINUM ANODIZED BRONZE COLUMN 5" DIAM. PIPE CHAMPAGNE SHOP PRIMED PAINT &FELD TOUCH UP 2 g 16 PANEL SIDING ACCENT FIBER CEMENT PANEL 4' X 2' SHEETS SHERWIN WILLIAMS "BRICK PAVER" SW 7599 CERTAINTEEDWEATHERBOARDS SMOOTH W/ REVEAL TRIM COLUMN BASE CONCRETE OVERHEAD SECTIONAL DOOR ALUMINUM ANODIZED BRONZE BP GLASS GARAGE DOOR 3 10 17 ROOFING & FASCIA STANDING SEAM METAL MEDIUM BRONZE AEP SPAN SPAN-LOK HP TRELLIS METAL CHAMPAGNE SHOP PRIMED PAINT & FIELD TOUCH UP BANNER HANGING SYSTEM BASIS OF DESIGN: TITAN ECONO BY GRAPHIC IMAGES 11 4 18 SOFFIT FIR VENEER PLYWOOD EXTRIOR GRADE - CLEAR FINISH GUTTERS AND DOWNSPOUTS METAL PORCELAIN TILE 12X24 PORCELAIN TILE BROWN COPPER FIELD PENTAL: CORTEN & TAU SERIES 12 5 19 WINDOWS ALUMINUM ANODIZED BRONZE MILGARD 920 SERIES THERMALLY BROKEN STORM RESISTANT LOUVER METAL PRE -FINISH TO MATCH ADJACENT WALL 13 6 WINDOW AND DOOR TRIM WOOD - CLEAR FIR EXTERIOR GRADE - CLEAR FINISH 14 INDOOR/OUTDOOR FIREPLACE METAL BLACK TWILIGHT MODERN: BLACK BASIC FRONT BY 'HEAT & GLO' 7 RECEIVED CITY OF TUKWILA JAN 0 2 2015 PEfRT CENTER JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA .REG L. ALLWINE ATE OF WASHINGTON Decsription BUILDING PERMIT SUBMITTAL BID SET i v V N N N(o ‘.- U7(6 0 0 2 re ISSUE DATE: 12/29/2014 V Z 6 J 5 03 w/ z O 0 1 W OWNER APPLICANT z z w CC 1- U Z z z 1 z cn 0 g7 0 R z 0 U J 8 W 00 a I el ru C.)I- g —> co Q Q O 1.-0 P w z ' _0 Ma. Ej N cc-, 0 5 (') ° a PROJECT #: 1026 DRAWN BY: BTF CHECKED BY: DWK EXTERIOR ELEVATIONS A200 BID SET 12/29/291412:18:23 PM C:\Users\charlesr\Documents\1026-Tukwila Village Community Commons_charlesr.rvt mommommottom LEVEL 1 MU 0'-0" LEVEL 1 0'-0' 0 N THRU-WALL SCUPPERS q 4 r C' f }j Po )!r 44, BACKDROP WALL FOR FEATURE LANDSCAPE TREATMENT, SEE LANDSCAPE PLANS • B lloe RAINWATER CISTERN - SEE LANDSCAPE FOR DETAILS s 100 (2) REAR ELEVATION (NE) 3/16" = 1'-0" 1 SIDE ELEVATION (SE) Nit tItk METALGUTTER 0 RAINWATER ART SCULPTURE - BY OTHERS 3/16" =1'-0" 0' 2' 4' 8' REV;EVED FOR CODE COMPLIANCE APPROVED APR 28 2015 City of Tukwila BUILDING DIVISION 6 tI�-O(75 ITEM MATERIAL COLOR NOTES ITEM MATERIAL COLOR NOTES ITEM MATERIAL COLOR NOTES 1 COLUMNS/BEAMS ARCHITECTURAL GRADE GLU-LAM EXTERIOR GRADE - CLEAR FINISH n EXTERIOR DOORS INSULATED METAL MATCH ADJACENT WALL COLOR 15 SIGNAGE METAL ANODIZED BRONZE UP -LIT METAL SIDING METAL CHAMPAGNE CORRUGATED AEP SPAN - 'NU -WAVE' 9 STOREFRONT ALUMINUM ANODIZED BRONZE 16 COLUMN 5" DIAM. PIPE CHAMPAGNE SHOP PRIMED PAINT & FIELD TOUCH UP 3 PANEL SIDING ACCENT FIBER CEMENT PANEL 4' X 2' SHEETS SHERWIN WILLIAMS "BRICK PAVER" SW 7599 CERTAINTEED WEATHERBOARDS SMOOTH W/ REVEAL TRIM 10 COLUMN BASE CONCRETE 17 OVERHEAD SECTIONAL DOOR ALUMINUM ANODIZED BRONZE BP GLASS GARAGE DOOR ROOFING & FASCIA STANDING SEAM METAL MEDIUM BRONZE AEP SPAN SPAN-LOK HP 11 TRELLIS METAL CHAMPAGNE SHOP PRIMED PAINT & FIELD TOUCH UP 18 BANNER HANGING SYSTEM BASIS OF DESIGN: TITAN ECONO BY GRAPHIC IMAGES 5 SOFFIT FIR VENEER PLYWOOD EXTRIOR GRADE - CLEAR FINISH 12 GUTTERS AND DOWNSPOUTS METAL 19 PORCELAIN TILE 12X24 PORCELAIN TILE BROWN COPPER FIELD PENTAL: CORTEN & TAU SERIES RECEIVED CITY OF TUKVVILA JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA .REG L. ALLXINE ATE OF WASHINGTON c 0 a v 0 CO 0 BUILDING PERMIT SUBMITTAL BID SET Date 1 00 N N N (O �(O 0 0 W IY ISSUE DATE: 12/29/2014 z 6 z 0 0 1 0 w —J 0 CO J z 0 z w� z(0 g°' �g (fo) tr- OWNER APPLICANT O 0 c) w Z 0 J 5 m 0 0 ut) M N M w(., zrno >Q0 Q� IL N N (vaI- 0 z w re W z z QZ Z O 2 x 0 0 0 w 8 a w g 5 5 _ 0 �W O oc oa cfZ =CO CO COW � o §CI Ill W w w W PROJECT #: DRAWN BY: CHECKED BY: 1026 BTF DWK EXTERIOR ELEVATIONS 6 WINDOWS ALUMINUM ANODIZED BRONZE MILGARD 920 SERIES THERMALLY BROKEN 13 STORM RESISTANT LOUVER METAL PRE -FINISH TO MATCH ADJACENT WALL 7 WINDOW AND DOOR TRIM WOOD - CLEAR FIR EXTERIOR GRADE - CLEAR FINISH 14 INDOOR/OUTDOOR FIREPLACE METAL BLACK TWILIGHT MODERN: BLACK BASIC FRONT BY 'HEAT & GLO' JAN 0 2 2015 PERM T CENTER A2O1 BID SET 1 u LEVEL 1 0'-0" c,) a) cc cam) E NI O E 0 c E O a) Q) (0 CV a) E 0 0 0)) 0 a) U) 11/ LOW ROOF 10'-0" LEVEL 1 0 -10 1" r LEVEL 1 0'-0" I' I OUTDOOR SEATING 8' - 10" 12 CAFE KITCHEN 2 SIM. 2 12 MEN'S ✓"„` f'P.a' ✓" 5 sY .:t l,-3... ... .. 4- .�-: a' ti_ .,-', : j-w ,, "".t;-''i `r. t.=, �+ q--:� _ Ty„�_ �.:.y.... . u 3. .1-`dnwu 3. .1S. "`3. J S.' sl 1 yl 1 ..Y .� Kil 6.._. �l 5i mil' Yy �Y aY T i�r.Y J S7 ✓ a>" J I ! I (i j j ii I 1I I iI jl 6'-0" METAL GUTTER /11� \A500 GLULAM BEAM SEE STRUCTURAL I"— RAINWATER SCULPTURE BY OTHERS 13 A501 COVERED ENTRY _I 7A1 9A1 \ COMMUNITY ROOM 1 1 II I I COMMUNITY ROOM SECTION THRU CAFE KITCHEN/ RESTROOMS/COMMUNITY ROOM 3/16" = 1'-0" SECTION THRU CAFE/FOYER/COMMUNITY ROOM 3/16" = 1'-0" 1 COMMUNITY ROOM .49 7A1 CISTERN ' -SEE LANDSCAPE 1 '1j1 II ' I III T I II! 1 I I I I I I I I I I II II II! III III III 1 1. SEE SHEET A005 FOR ALL ROOF, WALL, & FLOOR TYPES. 2. SEE SHEET A101 FOR CEILING TYPES REV tEVVED FOR CODE COMPLIANCE APPROVED APR 28 2015 City Of Tukwila BUILDING DIVISION RECE,VED CITY OF TUKWI' E JOHNSON BRAUND ,NC 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ,REG L. ALLWI'INE ATE OF WASHINGTON Decsription BUILDING PERMIT SUBMITTAL BID SET Date v 'r 00 N N CV C' 7 ,- LO CO 0 0 2 ISSUE DATE: 12/29/2014 0 Z J 5 m Z 0 0 V 1 V 5 J 5 1- OWNER APPLICANT J J w U O CO co Z w 2 0- 0 LU w 5 Q> PROJECT #: DRAWN BY: CHECKED BY: 1026 BTF DWK BUILDING SECTIONS w 2 Q- z w J LL I 1 SECTION THRU COMMUNITY ROOM 3/16" = 1'-0" JAN 0 2 2015 PERk1,T CENTEP BID SET 12/29/2014 12:16:15 PM LOW ROOF 10'-0" \ LEVEL 1 0' - 0" LEVEL 1 0'-0" ill LEVEL 1 0'-0" \A501 —III 7A1 rAllEIVAM i1 I W/ BATT INSULATION 10 A500 SIM. 0 COVERED ENTRY INTEGRAL GUTTER AT ROOF VALLEY DRAIN TO EACH SIDE TYPE 1 HOOD W/ IN -LINE EXHAUST FAN DUCTED TO EXTERIOR 1 HOUR RATED GREASE DUCT ENCLOSURE PER IMC 506.3.11 CATERING KITCHEN II I I I MECHANICAL ATTIC SPACE (AIR HANDLER UNITS & DUCT ROUTING) STORAGE OPEN OPEN \®\\\►\\‘. to s 1 1,4 ua PORCELAIN TILE INDOOR/OUTDOOR FIREPLACE: TWILIGHT MODERN, BLACK BASIC FRONT BY 'HEAT & GLO' (3SECTION THRU ENTRY / CAFE 3/16" = 1'-0" COMMUNITY ROOM COMMUNITY ROOM it 9A1 ;-4. 2 SECTION THRU CATERING KITCHEN 3/16" = 1'-0" i 1. SEE SHEET A005 FOR ALL ROOF, WALL, & FLOOR TYPES. 2. SEE SHEET A101 FOR CEILING TYPES REVIEWED FOR COOS COMPLIANCE APPROVED APR 2, 8 201S City NG DIVISION wila BUILD II ECEIVED CITY OF T UKWI? A 11 au JOHNSON BRAUND 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Aliwine, AIA Jeffrey A. Williams, AIA .REG L. ALLA'INE ATE OF WASHINGTON N C (17, N N N Cfl r T O ISSUE DATE: 12/29/2014 0 Z 3 ca co z 0 0 V 1 rw 0 OWNER APPLICANT TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 0 M W H co Q 0 z 0 J_ 0 w w 1 0 z 0 0 0 ce a 5 FZ w CC 0° an. wUi w W0 Z W Q Lz g w 0)0 zix o LL 0 W W 1— PROJECT #: DRAWN BY: CHECKED BY: 1026 BTF DWK BUILDING SECTIONS 1 SECTION THRU MECH ATTIC / STORAGE 3/16" = 1-0" JAN 0 2 2015 PERI!7: T CENTER BID SET SIM. OPP. HAND 7A A500 n 9A1 I _ J VENTED SOFFIT ALUMINUM STOREFRONT WINDOW -SEE SHEET A601 SIM. OPP. HAND WALL MOUNTED SIGNAGE 1 A500 PLANTER BED PER LANDSCAPE - SLOPE AWAY FROM BLDG. 5% LEVEL 1 0'-0" IMO ii 4 !il-tb 7A1 COMMUNITY ROOM .a 'II iI ! ! . i I WALL SECTION AT OMMUNITY ROOM SIDE - 2 SIM. OPP. HAND ROOF PLAN 16'-0" LEVEL 1 0'-0" 9A1 VENTED SOFFIT ALUMINUM STOREFRONT WINDOW -SEE SHEET A601 PLANTER BED PER LANDSCAPE - SLOPE AWAY FROM BLDG. 5% 13 A500 GLULAM BEAM -SEE STRUCTURAL 15 T A502 SIM. OPP. HAND COMMUNITY ROOM SJ" llL A• —I I i I I I WALL SECTION AT COMMUNITY ROOM SIDE -1 A500 INTERIOR OVERHEAD GLASS GARAGE SECTIONAL DOOR W/ FULL VERTICAL TRACK INTERIOR WOOD FIR TRIM ALUMINUM STOREFRONT WNDOW -SEE SHEET A601 COMMUNITY ROOM INTERIOR WOOD TRIM INTERIOR FIBER CEMENT BASE LEVEL 1 10' - 0" SAW CUT END FOR STRAIGHT EDGE AS SHOWN -TYP. FOR ALL EXPOSED BEAM ENDS STEEL SADDLE CONNECTION - SEE STRUCTURAL VENTED SOFFIT GLULAM BEAM -SEE STRUCTURAL BANNER HANGING SYSTEM ALUMINUM STOREFRONT 1NINDOW - SEE SHEET A600 STEEL TRELLIS -GALV. & PAINTED UPLIGHT LIGHT FIXTURE - SEE CEILING PLAN LINEAR DO1NLIGHT - SEE CEILING PLAN C4X2 STEEL CHANNEL L3X2 STEEL ANGLE STEEL PLATE WELDED & BOLTED CONNECTION - SEE STRUCTURAL STEEL ANGLE BOLTED TO POST & BOTTOM OF TRELLIS 5" DIAM. STEEL PIPE - GALVANIZED & PAINTED UPLIGHT TIMBER POST - SEE STRUCTURAL STEEL KNIFE PLATE CONNECTION -SEE STRUCTURAL CONCRETE BASE -SMOOTH FINISH -SEE STRUCTURAL 1/2" CHAMFER - TYP. 1/2" CHAMFER REVEAL CONCRETE SLAB - SLOPE AWAY FROM BUILDING 2% MIN. REViEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION CITY OF TLIKVVILA JAN 0 2 2015 PERHT CENTER WALL SECTION AT STAGE SECTION n DOORS 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 0 CL cn ra ct co Ca Ca ISSUE DATE: 12/29/2014 0 0 0 CO 0 co Z co OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 0 co el Lil (5912 56.11, Ea- 0• 0 CC CO 0- LLo 0 CC Ill III PROJECT #: DRAWN BY: CHECKED BY: 1026.03 BTF DVVK WALL SECTIONS 3/4" = 1'-0" BID SET u� A C:\Users\charlesr\Documents\1026-Tukwila Village Community Commons_charlesr.ry LOW ROOF 10'-0" LEVEL 1 01 - 0" TYPE 1 HOOD UP - BLAST EXHAUST PER MECHANICAL THRU-WALL SCUPPER 7A1 ALUMINUM WINDOW -SEE SHEET A600 17 A500 9A2 I I T I: ; r1 T-- i 1 f— _7 ; $ II 1 —�I CONCRETE SLAB - SLOPE AWAY FROM BLDG. 2% MIN. 4F CAFE KITCHEN 1 A500 SIM. > 'iliiii iii: .1 -1 t e • •d I WALL SECTION AT KITCHEN BACK WALL 3/4" = 1'-0" WALL SECTION AT KITCHEN �4CLERESTORY 3/4" = 1'-0" 7A1 18 A500 T VENTED SOFFIT, TYP. PORCELAIN TILE ON THIN - SET MORTAR ON CEMENTITIOUS BACKER BOARD USE NON-COMBUSTIBLE SHEATHING, ETC. BY FIREPLACE MANUFACTURER UP TO THE "NON-COMBUSTIBLE ZONE" HEIGHT LIMIT SEE EXTERIOR ELEVATIONS FOR EXTENT OF EXTERIOR FINISH & EXTERIOR EXPOSED SURFACE OF FIREPLACE LEVEL 1 0' - 0" CONCRETE SLAB - SLOPE AWAY FROM BLDG. 2% MIN. 2" RIGID INSULATION III RAME OPENING CAFE r 3) WALL SECTION AT FIREPLACE 3/4" = 1'-0" GLULAM BEAM RECESSED DOWNLIGHT 5/8" GYPSUM BOARD 1/2" GYPSUM BOARD PAINTED 3/4" MDF 1/2" WOOD FIR TRIM WOOD VENEER ON 3/4" PLYWOOD PORCELAIN TILE ON THINSET MORTAR ON CEMENTITIOUS BACKER BOARD INDOOR/OUTDOOR FIREPLACE: TWILIGHT MODERN BY 'HEAT & GLO' BASIC FRONT, BLACK INSTALL, FLASH, INSULATE, & SEAL PER MANUFACTURER'S STANDARDS. *VERIFY DIMENSIONS PER MANUFACTURERS REQUIREMENTS PORCELAIN TILE ON THINSET MORTAR ON CEMENTITIOUS BACKER BOARD 20 A500 SIM. iD LOW ROOF 10'-0" FLUSH HEADERS -SEE STRUCTURAL A502 SIM. OPP. HAND 6 OPP. HAND 7A1 1 A500 CONCRETE SLAB - SLOPE AWAY FROM F BLDG. 2% MIN. LEVEL -0' - a 9A2 / 14� SIM. A500 OPP. HAND Ix • • ALUMINUM WINDOW -SEE SHEET A600 OFFICE VINYL BASE LEVEL 1 WALL SECTION AT OFFICE 3/4" = 1'-0" VENTED SOFFIT, TYP. 9A1 3 SIM. \500 OPP. HAND SIM. OPP. HAND 11 OPP. HAND ALUMINUM WINDOW -SEE SHEET A600 1 A500 CONCRETE SLAB - SLOPE AWAY FROM BLDG. 2% MIN. A502 OPP.' HAND A502 e1 I I I CAFE IJi RECEIVED �1 WALL SECTION AT CAFEC!TY OF TUKWILA 3/4" = 1'-0" JAN 0 2 2015 J O H N S O N B R A U N D 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Aliwine, AIA Jeffrey A. Williams, AIA 3380 REG L. ALLWINE ATE OF WASHINGTON 0 c el am 0 BUILDING PERMIT SUBMITTAL BID SET Date .r v r" T N CD 00 8 w ISSUE DATE: 12/29/2014 0 0 1 /WJ V w J 0 J z O z wco z.'- Eo rn O D PROJECT #: DRAWN BY: CHECKED BY: OWNER APPLICANT J J C/ w 0 0 uo F- z w 2 a 0 w w J 5 0 0 w H m Q 0 z _J 5 1- 0 CC >- w w z 0 z m Z 0 Z _ 0 3 3 Y 0 Ell F- W CC 00 LL oa wCC CC wo a LZ w LL CC 0 w o wF F- 1026 BTF DWK WALL SECTIONS PEREC T CENTER BID SET ,12/29/2014 12:16:33 PM C:\Users\charlesr\Documents\1026-Tukwila Village Community Commons_charlesr.rvt ♦ ACCESSIBLE DRINKING FOUNTAINS SEE 9/A003 Co ACCESSIBLE LAVATORY & COUNTER -SEE DETAILS 13-17/A003 SURFACE MOUNTED LIGHT FIXTURE / / / / / / / / \ \ \ ♦ MIRROR 6"Xq3' CO ♦ z 42" 1 II CERAMIC TILE WAINSCOT W/ I COVE TILE BASE, TYP. DRINKING FOUNTAIN /2\ MEN'S ROOM CO TOILET SEAT COVER RECESSED PAPER TOWEL DISPENSER & GARBAGE RECEPTACLE Co .zr TOP OF TILE 0 v ACCESSIBLE URINAL- SEE 10/A003 GRAB BARS - SEE 12/A003 ACCESSIBLE WATERCLOSET - SEE 11/A003 c N. Z 36" 17" co TOILET PARTITION WALL �T ♦ O 54" / 12" 42" 40" — I �r I I I T 42" /3\ MEN'S ROOM iV T 1 54" TOE SPACE 42" 12" / ('I 40" • t---Off---- �� 42" WOMEN'S ROOM A WOMEN'S ROOM ti GRAB BARS - SEE 12/A003 RECESSED PAPER TOWEL DISPENSER & GARBAGE RECEPTACLE Eo d' TOP OF TILE 0 0 __ is \ / / / / / ACCESSIBLE WATERCLOSET - SEE 11/A003 ♦ co TOP OF TILE C SOAP DISPENSER AIMEN'S ROOM / \ MEN'S ROOM SURFACE MOUNTED LIGHT FIXTURE ACCESSIBLE LAVATORY & COUNTER - SEE DETAILS 13-17/A003 42" 12" z • MIRROF 36"X42"t 01-_.._:i I I CO l 17" 36" /IN)COMMUNITY ROOM 1 TOILET SEAT COVER WOMEN'S ROOM ♦ \ / \ UNDERMOUNT STAINLESS STEEL BAR SINK QUARTZ COUNTERTOP & BACKSPLASH PLASTIC LAMINATE CABINETS (LOCKABLE) .... 33" 33" 33" 33" / 140 1/4" EQ.- SOAP DISPENSER ANGLED WALL ♦ rill_- WOMEN'S ROOM TOP OF TILE 3 PUBLIC RESTROOM INTERIOR ELEVATIONS 1/4" = 1'-0" / \ REV EWED FOR CODE COMPLIANCE APPROVED APR 2 8 2015 City of Tukwila BUILDING DIVISION r EQ. L COMMUNITY ROOM INTERIOR ELEVATIONS 1/4" = 1'-0" ROOM NAME FLOOR FINISH WALL FINISH CEILING FINISH BASE TRIM WINDOW & DOOR TRIM RECEPTION POLISHED CONCRETE PAINTED GWB VENEER PLYWOOD(CLEAR COAT)/ PTD. GWB SOFFITS 6" COVED VINYL BASE ALONG CURVED WALLS; 1" X 6" FIBER CEMENT TRIM ALONG STRAIGHT WALLS CAFE POLISHED CONCRETE PAINTED GWB VENEER PLYWOOD(CLEAR COAT) 1" X 6" FIBER CEMENT TRIM; COVED VINYL BASE AT CURVED WALL FIR TRIM; SEE DETAILS ON A502 CAFE SERVING POLISHED CONCRETE TILE BACK SPLASH/ PAINTED GWB PAINTED GWBGWB VENEER PLYWOOD(CLEAR COAT) COVED VINYL BASE OFFICE POLISHED CONCRETE PAINTED COVED VINYL BASE CAFE KITCHEN POLISHED CONCRETE STAINLESS STEEL & FRP ON WATER RESISTANT GWB. STAINLESS STEEL AT WALLS IMMEDIATELY ADJACENT TO HOOD EQUIPMENT; FRP EVERYWHERE ELSE PAINTED GWB COVED TILE BASE MECH. CONCRETE EXTERIOR GWB EXTERIOR GWB N/A �� �� `�� �, DRY STORAGE POLISHED CONCRETE PAINTED WATER RESISTANT GWB; FRP AT MOPSINK PAINTED GWB COVED TILE BASE CATERING KITCHEN POLISHED CONCRETE SAME AS CAFE KITCHEN PAINTED GWB COVED TILE BASE STORAGE CONCRETE PAINTED GWB PAINTED GWB COVED VINYL BASE COMMUNITY ROOM POLISHED CONCRETE PAINTED GWB & WOOD TRIM VENEER PLYWOOD(CLEAR COAT) 1" X 6" FIBER CEMENT TRIM FIR TRIM; SEE DETAILS ON A502 WOMEN'S RESTROOM POLISHED CONCRETE CERAMIC TILE & PTD. GWB PAINTED GWB COVED TILE BASE r1 ..� : $ MEN'S RESTROOM POLISHED CONCRETE CERAMIC TILE & PTD. GWB PAINTED GWB COVED TILE BASE CITY OF 'rt. ED r:WI _I. JOHNSON BRAUND 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA REG L. ALLWINE ATE OF WASHINGTON Decsription BUILDING PERMIT SUBMITTAL BID SET Date rr ":r 00 N N N CO r- r- O O 2 ISSUE DATE: 12/29/2014 Z J 5 co _I z O 0 0 1 V L� 0 w -J 0 J z 0 z w co H z rn O co OWNER APPLICANT 0 z Z w ce w z 0 z z O z _ O 5 ce a iu 5 o0 LL � oLL wcc cew Q= wo aZ wa cz Io w o 0 LL re o wz w PROJECT #: 1026 DRAWN BY: GL / BTF CHECKED BY: DWK INTERIOR ELEVATIONS & FINISH SCHEDULE / FINISH SCHEDULE N/A JAN 0 2 2015 PERT CENTER BID SET .12/29/201412:16:46 PM C:\Users\charlesr\Documents\1026-Tukwila Village Community Commons charlesr.ry MTL COPING P.T. BLOCKING SIDING PER ELEVATION WRB (AIR BARRIER) SHEATHING -SEE SHEAR WALL SCHEDULE CLOSED -CELL SPRAY FOAM INSULATION -SEAL AIR BARRIER TO IT NAILER AT CEILING WALL TYPE 7A BLOCKING -SEE STRUCTURAL TOP PLATE -SEE STRUCTURAL 20\ PARAPET DETAIL - TYP. HIGH TEMP RATED SELF ADHESIVE MEMBRANE (S.A.M.) CORAVENT S400 STRIP FLASHING 2X4 BLOCKING FLASHING AND REGLET CANT BUILT UP ROOFING OVER APPROVED SURFACE PER MANUFACTURERS WARRANTY AIR BARRIER TAPERED INSULATION ROOF TYPE 9A2 5/8" GYPSUM BOARD CEILING 1 1/2" = 1'-0" INFILL CORNERS WITH S.A.M. OVERFLOW GUARD LOCATE JOINT @ SIDE WALL OF FLANGE ROOF MEMBRANE FLASHING BUILT-UP ROOFING COVER BOARD (PER MANU- FACTURER) 19 FULLY SOLDERED ALL JOINTS SLOPE: SCUPPER DETAIL 3" = 1'-0" S.A.M. -SEE SHEET A503 FOR PROPER INSTALLATION 2"SCUPPER OVERLFOW GUARD 24 GA. G-90 GALV. MTL. INSERT FLANGE OR 1 PER ARTIST'S DESIGN FILLET SEALANT BEAD NON -SKINNING BUTYL SEALANT CONTINUOUS AIR BARRIER ALUMINUM WINDOW FRAME WRAP FLASHING INTO BACK ANGLE W/ S.A.M. CANT BUILT UP ROOFING OVER APPROVED SURFACE PER MANUFACTURER'S WARRANTY TAPERED INSULATION Qp LOW ROOF 10'-0" ROOF TYPE 9A2 BACKER ROD & SEALANT BACK ANGLE WITH 3/4" BACK LEG NAILING FLANGE SET IN BED OF SEALANT WALL TYPE 7AW/NO SIDING AIR BARRIER ti SEE STRUCTURAL 5/8" GYPSUM CEILING BOARD 08) SECTION DETAIL AT LOW ROOF 1 1 1/2" = 1'-0" 1/8" X 1" NON -SKINNING BUTYL TAPE AT PERIMETER 3" MIN. EXTRUDED COUNTER FLASHING 3/4" FIRE RETARDANT PLYWOOD BASE FLASHING CAP FLASHING BUILT UP ROOFING COVER BOARD (PER MANUFACTUER'S REQUIREMENTS) TAPERED INSULATION TYPICAL BUILT UP ROOFING PER MANUF. REQUIREMENTS SLOPE: 1/2" (MIN.) PER 1' «1 / / 1' 2" 4" SPRAY FOAM INSULATION AGAINST BLOCKING / / 1 I/ 1" ANNULAR RING SHANK NAI L 15B� SCUPPER VIEW 2 STEEL PLATE SCUPPER ALIGNS PLATE CONTINUES TO TRIM BAND (isp SCUPPER VIEW 1 i 1/4" STEEL PLATE -GALV. & PAINTED TAPERED INSULATION E EQ METAL FLASHING & FASCIA BEYOND GALVANIZED GUTTER FLASHING -IN BED OF SEALANT WELD SLOPED BOTTOM PLATE TO SIDE PLATES ALIGN BOTTOM OF SIDE PLATES WITH FASCIA TERMINATION CORNER 11'-0" VARIES k SEE ROOF PLAN -3/4" X 18" GLULAM BEAM SECTION DETAIL - SCUPPER AT /11\ GLULAM 1 1/2" = 1'-0" ADD 3/4" P.T. BLOCKING AT METAL C-_ SIDING SIDING PER ELEVATION GLULAM BEAM - SEE STRUCTURAL SEE PLAN FOR WALL TYPE SECTION DETAIL AT GLULAM HEADER AT (7B� WALL ' 1 1/2" = 1'-0" CLOSED -CELL SPRAY FOAM INSULATION 5-1/8" X 18" GLULAM HEADER SEE SECTION DETAIL AT , GLULAM HEADER A500 STOREFRONT MULLION DEFLECTION HEAD SECTION DETAIL AT GLULAM SIDE 7A HEADER 1 1/2" = 1'-0" CONTINUOUS 2X BLOCKING SEE SHEET A101 FOR SOFFIT ASSEMBLY VVRAP WRB OVER TOP OF BEAM 5-1/8" X18" GLULAM -SEE STRUCTURAL 2" RIGID INSULATION (2) 1X10 FIR TRIM BOARDS ON 3/4" P.T. PLYWOOD SEAL S.A.M. VVRB TO METAL FLASHING ALIGN BOTTOM OF TRIM TO BOTTOM OF GLULAM BEAM FLASHING DRIP EDGE & BACKER ROD & SEALANT ALUMINUM VVINDOW FRAME SECTION DETAIL AT GLULAM BACK HEADER SEE SHEET A005 FOR ROOF ASSEMBLY CLOSED -CELL SPRAY FOAM INSULATION SEE SHEET A101 FOR CEILING ASSEMBLY GLULAM BEAM -SEE STRUCTURAL WOOD BLOCKING JOHNSON BRAUND 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA CORNERS TO ALIGN WRAP S.A.M. OVER ICE & WATER SHIELD ROOF ,--TYPE 9B4 i! 1/2" OR 3/4" P.T. PLYWOOD W/ 1/4" WOOD FIR VENEER -SEE CEILING PLAN 1/4" SLOT 14\ DETAIL - RAFTER EDGE PRE -FORMED, PRE - FINISHED HIGH EAVE FLASHING W/ CONT. CLEAT 2X P.T. NAILER PRE -FORMED. PRE - FINISHED HEAVY GAUGE METAL FASCIA W/ CONTINUOUS FLASHING/CLEAT BEHIND RAFTER CONT. P.T. BLOCKING AT NON - VENT REVEAL LOCATIONS S.A.M. P.T. NAILER 2X P.T. PERIMETER JOIST W/ PROTECTIVE SEALER OPEN REVEAL FOR ROOF VENTING AT LOCATIONS PER CEILING PLAN DRIP EDGE SAW CUT TO MATCH SLOPE OF SOFFIT 3" = 1'-0" 3/4" P.T. PLYWOOD TAPERED INSULATION 2X NAILERS 0 GLULAM BEAM & CONNECTION -SEE STRUCTURAL 7" MAX. 7" MAX. 0 STANDING SEAM METAL ROOF ICE & WATER SHIELD -WRAP OVER FLASHING & EXTEND UNDER GUTTER FLASHING SEE ROOF TYPES CLOSED -CELL SPRAY FOAM INSULATION SEE CEILING PLANS P.T. BLOCKING GALVANIZED GUTTER FLASHING 0 6-3/4" X 18" GLULAM BEAM %10\ SECTION DETAIL - GUTTER AT GLULAM { ' 1 1/2" = 1'-0" SEE SHEET A005 FOR ROOF ASSEMBLY CLOSED -CELL SPRAY FOAM INSULATIONFOR AIR TIGHT BARRIER SEE SHEET A101 FOR CEILING ASSEMBLY GARAGE DOOR COIL GARAGE DOOR TRACK 5-1 /8" X 24" GLULAM BEAM - SEE STRUCTURAL CORNERS TO ALIGN 1' - 6 1/2" WRAP S.A.M. INTO WINDOW HEAD -SEAL WITH CONTINUOUS BACKER ROD & SEALANT ALUMINUM STOREFRONT HEAD -DESIGN PER DEFLECTION CRITERIA CONTINUOUS SEALANT CONTINUOUS 2X BLOCKING 2" RIGID INSULATION SEE SHEET A101 FOR SOFFIT ASSEMBLY WRB 5-1/8" X18" GLULAM -SEE STRUCTURAL 1x P.T. FURRING (2) 1X10 FIR TRIM BOARDS ON 3/4" P.T. PLYWOOD FOLLOW TYVEK STANDARDS PER SHEET A503 FOR VVINDOW HEAD FLASHING, ETC. STEEL SADDLE CONNECTION - SEE STRUCTURAL ALIGN BOTTOM OF TRIM TO BOTTOM OF GLULAM BEAM FLASHING DRIP EDGE & BACKER ROD & SEALANT ALUMINUM BREAK METAL OVER P.T. BLOCKING BANNER CONNECTION TO POST KNIFE PLATE CONNECTION - SEE STRUCTURAL - SEE STRUCTURAL REVIEWED FOR f CODE COMPLIANCE APPROVED APR 28 2015 SECTION DETAIL AT FRONT GLULA n HEADER City &Tukwila BUILDING DIVISION ALUMINUM STOREFRONT MULLION BACKER ROD & SEALANT FOR CONTINUOUS AIR SEAL ALUMINUM BENT COVER PLATE ON BED OF SEALANT -SECURED TO MULLION & CONC. WALL 1/2" BLOCKING BACKER ROD & SEALANT LEVEL 1 0'-0" 'a INTERIOR SHIM EXTERIOR S.A.M. WRAPPED UP BACK ANGLE & DOWN SLAB FACE BACKER ROD & SEALANT METAL FLASHING 1/2" P.T. BLOCKING FOR SOLID & DURABLE SURFACE FOR FLASHING ...-JOINT FILLER it • ALIGN FACE OF CONCRETE WALL WITH INTERIOR FACE OF STUD, TYP. RIGID INSULATION THERMAL BREAK (R-5) RIGID INSULATION 24" SLAB PERIMETER (R-10) SECTION DETAIL AT STOREFRONT SILL 13 & SLAB 1X WOOD FIR TRIM CONCRETE SLAB a.° . : ° •',�_ -, -CONCRETE - a-- FOUNDATION -a_ WALL N EXTERIOR GARAGE SECTIONAL DOOR WITH INSULATED GLASS UNITS ADA METAL THRESHOLD -COLOR: DARK BRONZE, TO MATCH WINDOWS & GARAGE DOOR JOINT FILLER LEVEL 1 ic ° _0'-0" n" • - - CONCRETE SLAB: ;SLOPE 2% RIGID INSULATION THERMAL BREAK (R-5) RIGID INSULATION 24" SLAB PERIMETER (R-10) W.R.B. S.A.M. SIDING PER ELEVATION EXTERIOR TERMINATION FLASHING PER SIDING FILLER JOINT LEVEL 1 SLAB -ON -GRADE CONDITION - SLOPE 2% MIN AWAY FROM BLDG. -SEE PLAN AT GRADE CONDITIONS -SEE PLAN WATERPROOFING DET SLAB -ON -GRADE -44 AT z 2 EXTEND METAL FLASHING INTO FILLER JOINT/GRADE - USE LIQUID APPLIED MEMBRANE SIDING PER ELEVATION FILLER JOINT CONCRETE SLAB PER PLAN -SLOPE AWAY AT 2% MIN. AT FINISHED GRADE - -41 CONDITIONS SLOPE--..-- 5% AWAY FROM — BUILDINGS OR MFR. AP'PROViED SEAllAiNT— WATERPROOFING I PIPE FOOTING I— , TYPICAL WALL TO FOUNDATION DETAIL WALL TYPE PER PLAN 3/4" BASEBOARD TRIM -FIBER CEMENT PAINTED -COLOR: TBD ALIGN - TYP. RIGID INSULATION 4" CONCRETE SLAB 0' - 0" -EXTEND 24" INTO MIL. POLYTHYLENE 1-CLEAN, WASHED I 1:ROCK OR PEA GRAVEL TO ACT AS A CAPILLARY BREAK COMPACTED FILL & SOIL 6" CONCRETE i-FOUNDATION WALL 11-ALIGN TO INSIDE FACE OF STUD ABOVE --CONCRETE FOOTING -SEE STRUCTURAL --CITY-OF TUKWILA JAN 0 2 2015 ATE OF WASHINGTON 0 at Ct BUILDING PERMIT SUBMITTAL BID SET Date ISSUE DATE: 12/29/2014 03 0 0 0 CO co OWNER APPLICANT TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 ui co CL 0 0 10 0 til in 10. ce ELI Luce wo ZCe PROJECT #: DRAWN BY: CHECKED BY: 1026 BTF DVVK EXTERIOR DETAILS A500 17 ROOF PENETRATION FLASHING ( 9) SECTION DETAIL AT SLAB & DOOR BID SET L 0 N c O E E o- U E E 0 U a) o) co co c a) V O LLL 0 c L co L a) co U w 2 z w J RECESSED LIGHT FIXTURE CONNECTIONS -SEE STRUCTURAL 5" DIAM. STEEL SUPPORT lk o 4'-7" TIMBER POST UPLIGHT STEEL KNIFE PLATE & BASE PLATE -SEE STRUCTURAL LEVEL 1 0'-0" /17) ENTRY POST - VIEW 2 1/2" = 1'-0" CONCRETE BASE -SMOOTH FINISH 1/2" REVEAL 15 ENTRY POST - PLAN 5" DIAM. STEEL SUPPORTS -WELD ENDS CLOSED UPLIGHTS STEEL KNIFE PLATE & BASE PLATE -SEE STRUCTURAL CONCRETE BASE 13ENTRY POST - VIEW 1 1/2" = 1'-0" CONCEALED CONDUIT UPLIGHT 5 1/8" X 7 1/2" TIMBER POST STEEL KNIFE PLATE STEEL BASE PLATE 5" DIAM. STEEL SUPPORT 1/2" CHAMFERED EDGES CONCRETE BASE CONCEAL CONDUIT WALL TYPE PER PLAN FIBER CEMENT SIDING ON WRB ON SHEATHING J-TRIM WRAP WRB INTO JAMB CORNER BEAD BACKER ROD & SEALANT ANGLED STOREFRONT MULLION % 12 PLAN DETAIL AT STOREFRONT ENTRY { 3" = 1'-0" CORRUGATED METAL SIDING ON WRB ON SHEATHING SEALANT J-TRIM FIBER CEMENT SIDING ON WRB ON SHEATHING WALL TYPE PER PLAN BASE TRIM WALL JOINT DETAIL SEE PLAN DETAIL - CORNER SHEAR AT COMMUNITY ROOM FIBER CEMENT SIDING PLAN DETAIL AT SHEARBOARD 1 1/2" = 1'-0" BACKER ROD & SEALANT I PORCELAIN TILE ON THIN SET MORTAR ON CEMENTITIOUS BACKER BOARD ti INDOOR/OUTDOOR \\FIREPLACE\\ PLAN DETAIL AT FIRE PLACE SHEAR PANELS -SEE STRUCTURAL 2' - 7 1/2" SEAL & FRAME PER FIREPLACE MANUFACTURER'S STANDARDS SEE PLAN DETAIL - SHEAR PANEL AT GARAGE DOOR , \ A501 PLAN DETAIL - CORNER SHEAR AT COMMUNITY ROOM 1 1/2" = 1-0" WALL TYPE PER PLAN FIBER CEMENT SIDING 2X P.T. BLOCKING AS REQUIRED FOR CURVE STABILITY CORRUGATED METAL SIDING ON WRB ON (2) LAYERS OF 1/8" CURVED PLYWOOD SCUPPER & BEAM OVERHEAD CISTERN -SEE LANDSCAPE PLANS FIBER CEMENT SIDING PLAN DETAIL AT CISTERN WALL REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 8 2015 City of Tukwila BUILDING DIVISION GARAGE SECTIONAL DOOR 1/2" WOOD FIR TRIM 1'-71/2" 3-1/2" SHEAR PANEL -SEE STRUCTURAL 5/8" GYPSUM BOARD TIMBER POST - SEE STRUCTURAL STEEL EMBED PLATE - SEE STRUCTURAL STEEL KNIFE PLATE 5" DIAM. STEEL PIPE -GALV. & PAINTED CONCRETE BASE -SMOOTH FINISH 1/2" CHAMFER - TYP. 1'-71/2" BASE TRIM PLAN DETAIL - SHEAR PANEL AT GARAGE DOOR 1 1/2" = 1'-0" 1026 BTF DWK 1X P.T. WOOD FIR TRIM 2X BLOCKING METAL SIDING WRB OVER SHEATHING PER STRUCTURAL OVER 2" RIGID INSULATION RECEIVED CITY OF ; UKWILI. JAN 0 2 2015 ERMIT CENTER JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 'REG L. ALLWINE ATE OF WASHINGTON Decsription BUILDING PERMIT SUBMITTAL BID SET 4cp t. in vv N N CNI O O W CC ISSUE DATE: PROJECT #: DRAWN BY: CHECKED BY: 12/29/2014 O O M w 1-- 0) z 0 J EXTERIOR PLAN DETAILS BID SET GENERAL NOTES: • VD C:\Users\charlesr\Documents\1026-Tukwila Village Community Commons charlesr.ry 1. FOR AIR BARRIER & FLASHING SYSTEM AT EXTERIOR WALLS USE DUPONT 'TYVEK' WEATHER BARRIER COMMERCIAL WRAP 'D' 2. FLASH & SEAL AT ALL OPENINGS & PENETRATIONS PER THE MANUFACTURERS STANDARDS. 3. DEFINITIONS: W.R.B. = WEATHER RESISTANT BARRIER S.A.M. = SELF -ADHERED MEMBRANE FLASHING 4. IN CASE OF CONFLICT BETWEEN DETAIL & TYVEK'S INFORMATION, FOLLOW TYVEK. RE: DUPONTtm 'TYVEK' WEATHER BARRIER COMMERCIAL INSTALLATION GUIDELINES AND (DUPONtm FLASHING SYSTEMS COMMERCIAL INSTALLION ( z GUIDELINES — — % 12 GENERAL NOTES FOR AIR BARRIER I 3" = 1'-0" VERTICAL TRIM 40 ncer -4 HORIZONTAL Z AT HORIZONTAL JOINTS FIBER CEMENT SIDING - REVEALS & 8 \ TRIMS J-MOLD AT JAMB AND HEAD END CONDITIONS ALL REVEALS & TRIMS TO BE CHEM FILM(PAINT FINISH) SCREW ATTACHMENT W/CHEM- FILM SFS FASTENER AT CONDITION WITH NO SHEATHING, PLACE SELF - ADHERED MEMBRANE AROUND METAL STUD/DISSIMILAR METAL AT IN-BETWEEN LOCATION OF REVEAL & STUD CONTACT • OUTSIDE CORNER INSIDE CORNER 6" = 1'-0" 34 2/3" COVERAGE TYP. LAP 12"(TYP.) -2 2/3"- NU-WAVE CORRUGATED-AEP-SPAN "METAL SIDING IS 24 GAUGE" METAL SIDING PROFILE ' 3" = 1-0" BACKER ROD & SEALANT FOR CONTINOUS AIR SEAL BACK ANGLE WITH 3/4" BACK LEG 1/2" MDF - PAINT TO MATCH ADJACENT WOOD TRIM 2X6 WOOD BLOCKING 2" RIGID INSULATION HEADER PER STRUCTURAL SHEATHING NAILING FIN SET IN CONTINUOUS BED OF SEALANT X10 WOOD TRIM ON 5/8" GYPSUM BOARD S.A.M. TO WRAP WINDOW FRAME SHIM 1/2" WOOD FIR TRIM BACKER ROD & SEALANT FOR CONTINUOUS AIR SEAL ROLL -DOWN SHADING DEVICE W/ METAL SURROUND FRAME likk411.44-41111 11 PO 111 &AI mip 1/2" ALUMINUM STOREFRONT MULLION BACKER ROD & SEALANT BACK ANGLE WITH 3/4" BACK LEG 1/2" MDF - PAINT TO MATCH ADJACENT WOOD TRIM METAL FLASHING W/ DRIP EDGE WRAP S.A.M. OVER TOP OF STUD AND UP BACK END OF SILL ANGLE WRB UNDER S.A.M. 1x P.T. FURRING TAPE WRB TO S.A.M. 1X10 TRIM BOARD METAL FLASHING W/ DRIP EDGE BACKER ROD & SEALANT WINDOW FRAME W/ FLANGE AT EXTERIOR SIDE 2X6 WOOD BLOCKING 2" RIGID INSULATION HEADER PER STRUCTURAL 5/8" SHEATHING NAILING FIN SET IN CONTINUOUS BED OF SEALANT 1X10 WOOD TRIM ON 5/8" GYPSUM BOARD S.A.M. TO WRAP WNDOW FRAME SHIM 1/2" WOOD FIR TRIM BACKER ROD & SEALANT FOR CONTINUOUS AIR SEAL P ALUMINUM WINDOW FRAME W/ FLANGE AT EXTERIOR SIDE BACKER ROD & SEALANT S.A.M. FLEXIBLE MEMBRANE FLASHING SILL FLASHING PAPER TAPE WRB TO S.A.M. 'STRAIGHFLASH' BY DUPONT BEHIND L-CLOSURE TRIM & IN FRONT OF S.A.M. 1X10 TRIM BOARD 3/4" P.T. PLYWOOD AT METAL SIDING CONDITIONS ONLY METAL FLASHING BACKER ROD & SEALANT WINDOW FRAME W/ FLANGE AT EXTERIOR SIDE 15 STOREFRONT DETAIL AT MID -HEADER! i 11 WINDOW DETAIL AT MID -HEADER 3"= 1' 0" 3" = 1'-0" WALL TYPE PER PLAN -�- HEADER PER STRUCTURAL BATT INSULATION AS REQUIRED PER ENERGY CALCS. NAILING FIN SET IN CONTINUOUS BED OF SEALANT SHIM `i S.A.M. TO WRAP WINDOW FRAME BACKER ROD & SEALANT FOR CONTINUOUS AIR SEAL WINDOW HEAD DETAIL AT FIBER CEMENT SIDING WRB FIBER CEMENT SIDING S.A.M. FLEXIBLE MEMBRANE FLASHING TAPE WRB TO S.A.M. 'STRAIGHFLASH' BY DUPONT BEHIND L-CLOSURE TRIM & IN FRONT OF S.A.M. 1X6 WOOD TRIM - FIR BACKER ROD & SEALANT W/ WEEPS EXTERIOR WINDOW FRAME W/ FLANGE AT EXTERIOR SIDE 3" = 1'-0" 3/8" HEM 3 1/2" - 5 1/2" 1/4" - 14 X 7/8" (1'-0" O.C.) TAPE SEALANT #12-14X11/4" SELF DRILLER OUTSIDE CORNER TRIM 31/2"-51/2" 2 w Co Cr) CORRUGATED METAL SIDING - OUTSIDE CORNER - HORIZONTAL 3" = 1-0" J 6X6 WOOD POST -SEE STRUCTURAL S.A.M. 1/2" P.T. PLYWOOD lb I � ILh'• \\\\\\\\\\\\\\\ \ /2 1/2" WOOD FIR TRIM BACKER ROD &: SEALANT FOR CONTINOUS AIR SEAL SHIM BACKER ROD & SEALANT 1X6 WOOD FIR TRIM io STOREFRONT AT 6X6 POST ALUMINUM STOREFRONT MULLION WRAP S.A.M. OVER W.R.B 3" = 1'-0" (2) 2X4 WOOD STUDS S.A.M. 1/2" 1/2" 1/2" P.T. PLYWOOD -WRAP & SEAL 1MTH S.A.M. ALUMINUM BREAK METAL -FINISH TO MATCH WINDOW ALUMINUM BREAK METAL -1/8" AT LOWER WINDOWS; -1/16" AT HIGH WINDOWS -FINISH TO MATCH WINDOW FRAME -USE FLUSH -MOUNTED SCREWS BACKER ROD & SEALANT FOR CONTINOUS AIR SEAL SHIM ALUMINUM WINDOW FRAME BACKER ROD & SEALANT WRAP S.A.M. OVER W.R.B BACKER ROD & SEALANT FOR CONTINUOUS AIR SEAL BACK ANGLE 1MTH 3/4" BACK LEG 1/2" WOOD FIR TRIM -USE 1/2" MDF AT CLERESTORY CONDITIONS -PAINT TO MATCH ADJACENT TRIM NAILING FLANGE SET IN BED OF SEALANT 1/2" X 6" WOOD FIR TRIM WALL TYPE PER PLAN 6� WINDOW SILL DETAIL - TYPICAL 3" = 1'-0" L_ 3/4" P.T. PLYWOOD AT METAL SIDING CONDITIONS ONLY BACKER ROD & SEALANT SIDING PER ELEVATION WRB WALL TYPE PER PLAN BATT INSULATION NAILING FIN SET IN CONTINUOUS BED OF SEALANT 1/2" r‘._ .,,ii:!, I� I, I I� I.. I I I�mosizamwm r-= SHIM i—\ WINDOW FRAME W/ FLANGE AT EXTERIOR SIDE EXTERIOR BACKER ROD & SEALANT 1X6 TRIM BOARD S.A.M. SILL FLASHING PAPER 3/4" P.T. PLYWOOD AT METAL SIDING CONDITIONS ONLY SEALANT J-TRIM SIDING PER ELEVATION WRB 1x6 FIR TRIM SEAL STRAIGHTFLASH TO WRB BACKER ROD & SEALANT ALUMINUM WINDOW FRAME w co co 3 1 /2" - 5 1 /2" 1" TAPE SEALANT 1/4" - 14 X 7/8" (1'-0" O.C.) #12 - 14 X 1 1/4" SELF DRILLER INSIDE CORNER TRIM 3/8" HEM Jro 3 1/2" - 5 1/2" REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 8 2015 City of Tukwila BUILDING DIVISION CORRUGATED METAL SIDING (HORIZONTAL) - INSIDE CORNER 3" = 1'-011 ` BACKER ROD & SEALANT \ - _ _ _ FOR CONTINUOUS AIR J-TRIM SEAL S.A.M. & WRB TO WRAP WINDOW FRAME 1/2" WOOD FIR TRIM • 1 1/2" N N CORRUGATED METAL SIDING • #12-14X11/4" SELF DRILLER 1 1/4" JAMB i J-TRIM AT SILL CORRUGATED METAL SIDING #12-14X11/4" SELF DRILLER CLOSURE TAPE SEALANT 1 1/4" TRIM AT HEAD CORRUGATED METAL CLADDING CITY OF TUKWILA (HORIZONTAL) - HEAD, SILL, & JAMB JAN 0 2 2015 TERMINATIONS JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA REG L. ALLWINE ATE OF WASHINGTON c 0 7.2 a. m C BUILDING PERMIT SUBMITTAL BID SET iti -r - r T CV CO .-.- 00 2 CC ISSUE DATE: 12/29/2014 Z 5 Z 0 0 1 W 0 r w J 0 -J z 0 z Wo co >>rn 0 0 `n Y OWNER APPLICANT TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 0 C1) w H D 0) 0 z _J 5 m v Wco T Q / 1 I- rl N J lM N d l- 0 0 Ch N .01 0 N 1- 0 z w W 1- 0 z 0 z z 0 0 z 0 O Y z U W a a Ell O 5 S f W in a. Wcc CCW w0 aZ W Q � O Z ci W co 0 00 wz o)W WZ PROJECT #: DRAWN BY: CHECKED BY: 1026 GLEE DWK EXTERIOR SIDING & WINDOW FLASHING DETAILS WINDOW POST AT (2) 2X4'S ' 3" = 1'-0" 5 WINDOW JAMB DETAIL - TYPICAL 3" = 1'-0" 3" = 1'-0" PERM T CENTER BID SET 12/29/2 014 12:16:56 PM C:\Users\charlesr\Documents\1026-Tukwila Village Community Commons_charler.ry FILE NAME: STEP 5 A. Flip down upper flap of DuPont" Tyvek° weather barrier so it lays flat across head flashing. B. Tape along all cuts in DuPont" Tyvek° weather barrier and tape across head of the window with 3" DuPont" Tyveke Tape or 4" DuPont" StraightFlash'". (See General Instructions for when 3" DuPont" Tyvek' Tape is allowed.) C. Install DuPont" Tyvek° Wrap Caps at appropriate spacing at head. opyright02010 E. I. du Pont de Nemours and Company. AI. Rights Reserved. Rev. 5/10 STEP 3 A. Apply continuous bead of DuPont" Commercial Sealant or recommended sealant at the window head and jambs to wall or back side of window mounting flange. DO NOT APPLY RECOMMENDED SEALANT ACROSS BOTTOM SILL FLANGE to allow for drainage. Copyright©2010 E. 1. du Pont de Nemours and Company. All Rights Reserved. Rev. 5/10 [STEP 2 IA. Cut DuPont" FlexWrap" at least 12" longer than width of rough opening sill. B. Remove the center piece of release paper, cover horizontal sill by overhang inside edge of sill by at least 1" for back dam, and adhere into rough opening along sill and up jambs (min 6" on each side). C. Remove second release paper. D. Flex DuPont- FlexWrap`" at bottom corners onto face of wall. E. Secure edges of DuPont" FlexWrap" with sufficient mechanical fasteners (i.e., DuPont'" Tyvek° Wrap Cap nails, or screws) along the bottom edge of the DuPont" FlexWrap"' at flexed corners). When using DuPont" FlexWrap" NF, fasteners are not required. u Q Sill length +12 1" overhang 6" minimum 'Copyright©2010 E. I. du Pont de Nemours and Company. Alt Righ-s Reserved. Rev. 5/10 DO NOT STRETCH STEP 6 Final Step A. Seal around the window opening at the interior, using DuPont" Commercial Sealant or recommended sealant (and backer rod as necessary). Recommended sealant and backer rod will also serve as a back dam. B. If back dam is desired use alternate back dam. DuPont' Commercial Sealant should be tooled flat to allow the natural curing process to create a concave joint. Towards exterior Flush with window Towards interior T DuPont"' FlexWrapTM sill (side view) Seal backdam to window with DuPont"' Commercial Sealant or approved sealant a �5 TYVEK - FLASHING 4 a A a 38 For rectangular windows STEP 4 A. Install window according to manufacturer's instructions. B. Apply DuPont recommended primer. C. Cut two pieces of DuPont" StraightFlash" or DuPont" FlexWrap" for jamb flashing extending 1" above window head flange and 4" to 6" below bottom edge of sill flashing. Remove release paper and press tightly along sides of window frame. D. Cut a piece of DuPont" StraightFlash" or DuPont" FlexWrapm for head flashing, which extends beyond outer edges of jamb fleshings. Remove release paper and install completely covering mounting flange and adhering to exposed sheathing or framing members. (See C) J `, TYVEK - FLASHING 3 Center release paper Outer release paper Fold to break scores No gap in corner Window jamb WRONG DuPont- FlexWrap- CORRECT Release paper for backdam 37 36 Integral Flanged Aluminum Window rvlethod applies to following products: DuPont" StraightFlash'" buPontm FlexWrap" buPont" FlexWrap" NF STEP 1 'repare DuPont" Tyvek5 weather barrier for window installation: r1/4 Make an "I -Cut" in the DuPont" T vek ' weather harrier (a modified I -Cut is also acceptable). For an "I -Cut" begin with a horizontal cut across the bottom and the top of the window frame (for round top windows, the cut should begin 2" above the mull joint, see D). From the center cut straight down to the sill. Cut two 45 degree slits a minimum of 8" from the corner of the header to create a flap above the rough opening to expose sheathing or framing members and to allow head flashing installation (see step 5). Flip head flap up and temporarily secure with DuPont" Tyveka Tape. Some windows and flashing widths may require longer slits. Fold side flaps into rough opening, cut excess flaps, and secure. fopyrlght 02010 E. I. du Pont de Nemours and Company. Al: Rights Reserved. Rev. 5/10 TYVEK FLASHING 1 35 mend ry?, IMF„Lip 'Installation Instructions (STEP 1 Starting at a 3crner of the true d:ng unroll DuPon," T vek° weather barier keepirg the roll plumb Extend approximately 12' past either the inside croutside comercf the wall B_ Vertically overlap the next sheet of DuPont" Tyvek® by at least 6" Vertical gnd lines have been provided I every 8' on DuPont' Tyvek® CommercialWrap'5 to assist in aligrrnent with stud spacing. 'Note: It Is impo-tart tha: proper sh ngling Is mairtained. DuPont" Tyvek°weather barriers should be installed from the bottorr of the building up to ensure proper shingling (Note: Vertical installation of DuPont" Tyvek° CommercialWrap® and DuPont"Tyvekn ThernaWrap" .s tacceptable. 6' overlap and proper shingling of vertical and horizontal seams is required. This installation is Ind perm tted far DuPont" Tyve<® ComrnerciaVVrap'5 D (STEP 2 'DuPont"Tyve'cshould overlap through -wall flashing* by a minimum of 6". For maximum air leakage Lrreduct+on (men installing as an air barrer;,seal wrap at the bottom of the wall with sealant, DuPont" 1-yvek® Tape, or DuPont" StraighlHash". (If no through -wall flashing* is being used, the bottom edge of !DuPont" Tyve:c"'should extend over the sill plate by at least 2" ) !Note: Refer to DuPont" Thru-Wall Flashing installation guidelines located on the web site or located in the 'Flashing Guide to properly in:egrate DLPont" Tyvek® weather barriers with the thrc ugh -wall flashing.* !STEP 3 Secure DuPont" Trek® weather barrier by fastening Into the studs For fastener type and spacing refer to he "Recommended Fasteners and Spacmg" sector of this document. Note: In order to keep DuPont" Tyvek® from being damaged by :ladding installation, special attention should be taken to ensure that the DuPont"Tyvelc° is Dressed tightly into any inside corners before fastening, !STEP 4 - Eljnrob DuPort" Tyvee directly over windows and docrs rough openings Upper layer of DuPont" Tyvek® lhould overlap bottom layer_of DuPont" Tyveke by a minimurn of E.'. Do not install fasteners within 5' of the I dls and _ambs of the openings and within 9' of the head of the openings. !DuPont" wil be fastened dunng flashing installation_ Peer to the Commercial DuPont Flashing 'Sys:ems Installation Guidelines to prepare window anc coon openings !STEP 5 'repeal horizontal and vertical seams with 3" DuPont" Tyv_k`-" Tape 'STEP 6 !After weatner barrier is installed, refer to the Commercial DuPont Hashing Systens Installation Guidelines :o prepare and flash windows and doors. 'Note: When installing .second layer cf weather barer over DuPont' IWee use DuPort recommended I asten:ng schedule using temporary or permanent fasters fopyright©2010 E. I. du Pent de Nemours and Company. All Rights Reserved. Rev. 5/10 + 'DuPont' Thru-WalI Ffash ng recommended. L TYVEK - WEATHER BARRIER COMMERICAL INSTALLATION GUIDELINES REV;EWED FOR CODE COMPLIANCE APPROVED APR 2 8 2015 City of Tukwila BUILDING DIVISION b 1 4 Nib o 70 RECEIVED CITY OF TtJKVI/I .p:, JAN 0 2 2015 PERI tIIT CENTER a1> J O H N S O N B R A U N D rNc. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT ,REG L. ALLII'INE ATE OF WASHINGTON m co 2 ft W d ZW J 50 min w 0 v1- E) r N N co 00 cc ISSUE DATE: 12/29/2014 OWNER APPLICANT TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC O O M w Q 0 z 0 5 m PROJECT #: DRAWN BY: CHECKED BY: 1026 GLEE DWK EXTERIOR DETAILS - WEATHER BARRIER & FLASHING SYSTEMS A503 BID SET TYVEK - FLASHING 2 C:\Users\charlesr\Documents\1026-Tukwila Village Community Commons_chariesr.ry SURFACE TO BE GROUND SMOOTH AND POLISHED STAINLESS STEEL DIVIDER RECYCLED COLOR GLASS COLORED CONCRETE SURFACE; COLOR - TBD rTh DETAIL AT LOBBY FLOOR 6" = 1'-0" WALL NOTE WOOD WINDOW AND DOOR JAMBS TO SIT ATOP BASE TRIM 1X8 SMOOTH FIBER CEMENT TRIM - PAINTED FLOOR 3BASE DETAIL - FIBER CEMENT TRIM 3" = 1'-0" CONCRETE a SLAB A ' Q 4 POLISHED FINISH SAW CUT CONTROL JOINT FILL & SEAL SMOOTH WITH EPDXY/ POLYURETHANE 4 INDUCED CRACKING CONTROL JOINT CONCRETE SLAB 3" = 1-0" TEMPERED GLASS WINDOW SEALANT PAINTED 1X1 BLOCKING SECURED TO STUD PAINTED GWB WALL TYPE PER PLAN REOE'y?rED CITY OF T UKWILA JAN 0 2 2015 PERM T CENTER JOHNSON BRAUND iNc 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT REG L. ALLWINE ATE OF WASHINGTON O u) t) d Ci J m co % 2 Q.' w zl— oty f J_ 5 m m '- O O N N N CO in O O ISSUE DATE: 12/29/2014 Z J 5 co N z O 0 V 1 W 0 cc w J 0 J z 0 z wo zo O � F=— OWNER APPLICANT TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 1- 0 z w >- 0 z 0 z Q7 m z O O z _ O A 1 i- z 0 w 30 ct O il n. fM w I- 5 Q c) Y 0 t� 1- N 1-W O0 5 co LL Q' a. m In 0 d xW CO N. co r w< DaZ w0 SW 0 CO =EN QO NJ0 • 0w }1 =w NO.i- F PROJECT #: 1026 DRAWN BY: BTF CHECKED BY: DWK INTERIOR DETAILS DETAIL AT INTERIOR RELITE WINDOW 3" = 1'-0" BID SET '12/29/2014 1?:17:03 PM C:\Users\charlesr\Documents\1026-Tukw ALUMINUM WINDOW SCHEDULE SYM. DESCRIPTION SIZE U-VALUE SHGC VT CR NFRC CPD NUMBER NOTES 44 110,. AWNING 3'2" X 2'0" .41 .21 .48 MIL-A-188-00676-00001 1 FIXED 3'2" X 5'0" .31 .25 .59 MIL-A-148-00760-00001 B1 FIXED 3'2" X VARY .31 .25 .59 MIL-A-148-00760-00001 C FIXED 3'2" X VARY .31 .25 .59 MIL-A-148-00760-00001 • FIXED 3'2" X VARY .31 .25 .59 MIL-A-148-00760-00001 ® FIXED 3'2" X VARY .31 .25 .59 MIL-A-148-00760-00001 D FIXED 3'2" X 5'2" .31 .25 .59 MIL-A-148-00760-00001 © FIXED 11'3" X 3'4" .31 .25 .59 MIL-A-148-01039-00001 © FIXED 5'6" X 2'0" .31 .25 .59 MIL-A-148-01039-00001 © FIXED 3'3"* X 1'7" .31 .25 .59 MIL-A-148-00760-00001 © FIXED 3'3"* X 5'2" .31 .25 .59 MIL-A-148-00760-00001 GENERAL WINDOW NOTES WINDOW KEYNOTES A. B. C. D. E. F. WINDOW HEAD HEIGHT AT 9'-0" UNO. BASIS OF DESIGN WINDOWS: MILGARD920 SERIES THERMALLY BROKEN ALUMINUM FRAME, INSULATED DOUBLE GLAZED. REFER TO ENERGY CALCULATIONS SHEETS A004 SERIES FOR ADDITIONAL ENERGY CODE SPECIFICATION REQUIREMENTS. MULL OPERABLE UPPER WINDOWS TO LOWERED FIXED 1MNDOWS, TYP. PROVIDE SAFETY GLAZING (TEMPERED UNLESS NOTED OTHERIMSE) © WINDOWS IN THE FOLLOWING LOCATIONS: WITHIN 24" OF ANY DOOR EDGE IN CLOSED POSITION, WITHIN 18" OF FLOOR. ALL OPERABLE WINDOWS TO HAVE INSECT SCREENS. ALL OPERABLE WINDOWS SHALL HAVE LOCKING DEVICES CAPABLE OF WITHSTANDING A FORCE OF 200 POUNDS IN ANY DIRECTION. 1. AWNING WINDOW TO INCLUDE LATCH FOR USE WITH HIGH REACH EXTENSION ROD. WNDOW MANUFACTURER TO SUPPLY ROD. 6'-7" 3'-2" 3" 3'-2" FIELD VERIFY " FIELD VERIFY 7A A500 SIM. TYP. TYP. 4> 6'-7" 3'-2" 3" 3'-2" FIELD VERIFY 7A A500 SIM. TYP. 12 2 ti 0 CV 4> 6 A502 / \ / ♦ TYP. A502 TYP: FIELD VERIFY / 5 � 0 • TYP. 0 ti N / \ / ♦ 4> / \ ♦ 4> 0 N 11'-3" M M co 0) 3500 '0'� 6 A502 5'-6" 6'-7" 3'-2" 3' 3'-2" kr OD OD / \ 1 N ti 4> / 4> OPERABLE WINDOW -TYP. ELD VERIFY 3'-3"* *ALIGN WITH DOOR FRAME iT BELOW 0 DOOR SCHEDULE DOOR # DESCRIPTION DOOR NFRC CPD # U-VALUE NOTES SIZE MATERIAL CORE FRAME DOOR & FRAME FINISH TYPE 1 MAIN ENTRY DOOR 3070 ALUM./GLASS AL ANODIZED BRONZE A P-KAW-9136 .45 1,2,6,7,9,11,12,18,19 2 CAFE /OUTDOOR DINING DOOR 3070 ALUM. CLAD/WOOD/GLASS WOOD AL ANODIZED BRONZE/CLEAR STAIN A MAR-N-316-03170-0001 .29 1,2,6,7,9,11,20 3 MECH. RM. 3070 INSULATED METAL SC HM PAINT TO MATCH SIDING B .37 1,2,11 4 DRY STORAGE 3070 INSULATED METAL SC HM PAINT TO MATCH SIDING B .37 1,2,11 5 CATERING KITCHEN 3070 INSULATED METAL SC HM PAINT TO MATCH SIDING B .37 1,2,11 6 COMMUNITY ROOM EAST EXIT 3070 ALUM//GLASS PER MANUF. ALUM. ANODIZED BRONZE A P-KAW-9136 .45 1,2,7,9,11,19 7 COMMUNITY ROOM STAGE DOOR EAST 3070 ALUM//GLASS PER MANUF. ALUM. ANODIZED BRONZE A P-KAW-9136 .45 1,2,7,9,11,19 8 COMMUNITY ROOM GARAGE DOOR EAST 9090 ALUM./GLASS PER MANUF. PER MANUF. ANODIZED BRONZE G BPC-A-1 .59 21,22 9 COMMUNITY ROOM GARAGE DOOR WEST 9090 ALUM./GLASS PER MANUF. PER MANUF. ANODIZED BRONZE G BPC-A-1 .59 21,22 10 COMMUNITY ROOM STAGE DOOR WEST 3070 ALUM./GLASS ALUM. ANODIZED BRONZE A P-KAW-9136 .45 1,2,7,9,11,19 11 COMMUNITY ROOM ENTRANCE 6070 WOOD WOOD WOOD CLEAR STAIN E N/A N/A 4,5,7,11 12 STORAGE ROOM 6070 WOOD WOOD WOOD CLEAR STAIN F N/A N/A 3 13 CATERING KITCHEN/COMMUNITY ROOM 3070 WOOD WOOD WOOD CLEAR STAIN D N/A N/A 3,4,11,17 14 DRY STORAGE /CATERING KITCHEN 3070 WOOD WOOD WOOD CLEAR STAIN D N/A N/A 4,5,11,16 15 CAFE KITCHEN/CAFE 3070 WOOD WOOD WOOD CLEAR STAIN C N/A N/A 10,14,16 16 OFFICE 3070 WOOD WOOD WOOD CLEAR STAIN D N/A N/A 5 17 WOMEN'S RESTROOM 3070 WOOD WOOD WOOD CLEAR STAIN D N/A N/A 5,11 18 MEN'S RESTROOM 3070 WOOD WOOD WOOD CLEAR STAIN D N/A N/A 5,11 19 STORAGE 3070 WOOD WOOD WOOD CLEAR STAIN D N/A N/A 5 DOOR SCHEDULE KEYNOTES GENERAL DOOR NOTES (APPLIES TO ALL DOORS, 1. DEADBOLT W/ 1" MIN. THROW. STRIKE PLATE SECURED WITH 2 1/2" MIN. SCREWS. OPENABLE FROM INSIDE WITHOUT KEY OR TOOL. MOUNTING HEIGHT NOT TO EXCEED 48" AFF. 2. OUTSWING THRESHOLD & SECURITY HINGES. 3. STORAGE ROOM DOORS TO HAVE KEYED DEADBOLT. 4. HOLD -OPEN DEVICE. 5. KEYED ACCESS 6. PROVIDE SIGN ADJACENT TO DOORWAY STATING: "THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS". 7. PANIC HARDWARE PER IBC 1008.1.10. 8. DOOR TO HAVE NO LOCK OR LATCH 9. ALL GLAZING IN DOORS SHALL BE LAMINATED SAFETY GLAZING COMPLYING WITH IBC 2406.1.1. 10. SELF -CLOSING, NO LATCH. 11. SELF -CLOSING, SELF -LATCHING. 12. KNOX KEY BOX 14. DOUBLE SWINGING 15. STAINLESS STEEL KICK PLATES ON BOTH SIDES 16. STAINLESS STEEL KICK PLATES ON PUSH SIDE ONLY 17. 180 DEGREE SWING 18. STEEL INSERTS IN JAMBS 19. BASIS OF DESIGN: KAWNEER 451-T STOREFRONT DOOR. SEE SHEET A004 SERIES FOR ENERGY CODE SPECIFICATION REQUIREMENTS. 20. BASIS OF DESIGN: MARVIN CLAD OUTSWING FRENCH DOOR. SEE SHEET A004 SERIES FOR ENERGY CODE SPECIFICATION REQUIREMENTS. 21. BASIS OF DESIGN: BP GLASS GARAGE DOORS BP-350, SEE SHEET A004 SERIES FOR ENERGY CODE SPECIFICATION REQUIREMENTS. 22. MANUAL OPERATION FOR DOOR OPENING. PROVIDE ALSO BID ALTERNATE FOR MECHANIZED DOOR OPENING OPERATION. 1. HARDWARE SCHEDULE TO BE SUBMITTED TO THE LOCAL JURISDICTION FOR APPROVAL. 2. ALL DOOR HARDWARE TO SPACES REQUIRED TO BE ACCESSIBLE SHALL BE A LEVER OR OTHER SHAPE WHICH WILL PERMIT OPERATION BY WRIST OR ARM PRESSURE & WHICH DOES NOT REQUIRE TIGHT GRASPING PINCHING OR TWISTING OF WRIST TO OPERATE. SEE SHEET A003 ACCESSIBILITY NOTES. 3. NO THUMB LATCHES OR KEYED CYLINDER DEAD BOLTS ALLOWED ON ANY DOORS UNLESS OPERATED BY A SINGLE ACTION WITH A LEVER. 4. ALL EXTERIOR DOORS TO HAVE ACCESSIBLE THRESHOLDS @ DOOR SWEEPS, MAXIMUM 1/2" IN HEIGHT - SEE DETAIL 18/A003. 5. FORCE REQUIRED TO OPERATE DOORS: INTERIOR - 5.0 POUNDS MAX. FIRE DOOR - 15.0 POUNDS MAX. (IBC 1008.1.3) 6. SEE PLANS FOR DIRECTION OF DOOR SWING. 7. PROVIDE TEMPERED SAFETY GLAZING @ ALL DOOR GLAZED LITES, INCLUDING SIDELITES. 8. ALL EXTERIOR DOORS & DOORS BETWEEN CONDITIONED & UNCONDITIONED AREAS SHALL BE WEATHER- STRIPPED & INSULATED PER ENERGY CODE CALCULATIONS - SEE SHEET A004 SERIES . 9. DOOR FRAMES TO HAVE SHIMS, A35 CLIPS, OR OTHER MEANS OF SUPPORT @ THE FLOOR SO THAT THE WEIGHT OF THE DOOR DOES NOT PULL FRAME DOWN. 10. ALL EXIT DOORS SHALL BE SUCH THAT CAN BE OPENED FROM THE INSIDE 1MTHOUT KEY, SPECIAL KNOWLEDGE, OR EFFORT. EXTERIOR DOORS & OPENINGS REQUIRED BY THE FIRE CODE OR BUILDING CODE SHALL BE MAINTAINED READILY ACCESSIBLE FOR EMERGENCY ACCESS BY THE FIRE DEPARTMENT. 12. "KNOX KEY BOX" SHALL BE PROVIDED AT BUILDING ENTRY. 11. 1" INSULATED SAFETY GLASS 0 BOTTOM 10" OF DOOR SHALL HAVE A SMOOTH, UNINTERUPTED SURFACE TO ALLOW THE DOOR TO BE OPENED BY A WHEELCHAIR FOOTREST WITHOUT CREATING A TRAP OR HAZARDOUS CONDITION. LEVER TYPE HANDLE PER SCHEDULE 0'-6" ZO co 0'-6" 100 SQ. IN. MAX. WITH 4 INCH MIN. WIDTH @ 60 MIN. OR 90 MIN. RATED DOOR fp LEVER TYPE HANDLE PER SCHEDULE T A T ) A 0 0 / 9' EQ EQ EQ 0 a w KICKPLATE WHERE NOTED REVIEWED FOR CODE COMPLIANCE APPROVED APR 28 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF ► UKWILA JAN 0 2 2015 JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT .REG L. ALLWINE ATE OF WASHINGTON 0 w 0. 0 to G BUILDING PERMIT SUBMITTAL BID SET v ,- IF)0 m RS 40 N C1 0 N CO It Il. 00 w ce ISSUE DATE: 12/29/2014 V Z J 5 m z 0 0 V 1 V J i OWNER APPLICANT 0 0 M w H CO Q z 0 _J 5 PROJECT #: DRAWN BY: CHECKED BY: 1026 BTF DWK DOOR & WINDOW SCHEDULES & ELEVATIONS w z w J_ LL - PERMIT CENTER BID SET 2/29/2014 12:17:08 PM U) a) 0I co 0 0 E 0 0 a) (13 ALUMINUM STOREFRONT SCHEDULE SYM. DESCRIPTION SIZE U-VALUE SHGC VT CR NFRC CPD NUMBER NOTES ® STOREFRONT 1 9'0"X8'8 3/4" 0.33 0.34 0.62 P-KAW-5466 QTY. (2) ® STOREFRONT 2 8'6"X8'8 3/4" 0.33 0.34 0.62 P-KAW-5466 QTY. (2) ® STOREFRONT 3 9'0"X8'6" 0.33 0.34 0.62 P-KAW-5466 QTY. (1) AS SHOWN QTY. (1) OPPOSITE 4 STOREFRONT 4 8'6"XVARY 0.33 0.34 0.62 P-KAW-5466 QTY. (1) AS SHOWN QTY. (1) OPPOSITE ® STOREFRONT 5 8'6"XVARY 0.33 0.34 0.62 P-KAW-5466 QTY. (2) 40 STOREFRONT 6 8'6"XVARY 0.33 0.34 0.62 P-KAW-5466 QTY. (1) 4t STOREFRONT 6 8'6"XVARY 0.33 0.34 0.62 P-KAW-5466 QTY. (1) ® STOREFRONT 7 8'6"X9'0" 0.33 0.34 0.62 P-KAW-5466 QTY. (2) 40 STOREFRONT 8 3'4"X9'0" 0.33 0.34 0.62 P-KAW-5466 QTY. (2) 4:0 STOREFRONT 9 SEE PLAN 0.33 0.34 0.62 P-KAW-5466 QTY. (1) NOTES: 1. STOREFRONT SPECIFICATION: KAWNEER 451-UT (HIGH PERFORMANCE GLAZING & THERMALLY BROKEN FRAME). 2. STOREFRONT DOOR SPECIFICATION: KAWNEER 451-T. 3. FEILD VERIFY DIMENSIONS AT ANGLED TOP STOREFRONTS PRIOR TO FABRICATION. 4. STOREFRONT WINDOWS TO HAVE OPERABLE AWNING SECTION AS SHOWN ON ELEVATIONS. PROVIDE INSECT SCREEN. 5. PROVIDE MANUAL HAND CRANK EXTENSION REACH POLE TO OPERATE HIGH OPERABLE WINDOWS. 6. ALUMINUM COLOR PER EXTERIOR FINISH SCHEDULE - SEE A200 7. PROVIDE TEMPERED GLAZING @ WNDOWS WITHIN 18" OF FLOOR AND WITHIN 24" OF DOOR LEDGE 8. ALL GLAZING TO BE 1" LOW-E GLASS UNITS - SEE A004 SERIES FOR MORE DETAILED ENERGY CODE INFORMATION CURVED SURFACE (V 0 0 C] INTERNAL STEEL REINFORCEMENT REQUIRED SEE FLOOR PLAN 0 S9 CURVED STOREFRONT ELEVATION FIELD VERIFY 1/4" = 1'-0" FIELD VERIFY 2" 2'-5" 2' /r » 0 (V 8'-6" 3'-0" 2' 2'-5" 2" REN ' p FOR GE GODS COI iFLI PR 2, S VS Oyty 011.00111ap`��5�pfil S6A STOREFRONT ELEVATI • N 1/4" = 1'-0" 26'-5" 8'-6" 5 1/2" 8'-6" .4' .4' 5 1 /2" 8'-6" .4' .4' ELD VERIFY N 2" 2'-5" 2' 3'-0" 2" 2'-5" 2 ' 2" 2'-5" 1" S4 N 00 0 N 0 `J `J (D `1! `'! \A502 J 3'-0" 2" 2'-5" 2" 2' 2'-5" 2' 2'-5" 10 A502 2" 3'-0" 12 2 2" Jar NOTE S4 & S5 ALSO OCCUR OPPOSITE HAND 0 CV 0 ti 8'-6" 2" 2'-5" 2" L. iD -03 kr rn 0 3'-0" 2" 2'-5" 2" '7 - si 7A /15 A500 ra' N A502 TYP. r O CV 0 LC) 0 \D N 13 S3 (;.500 \ 0 O O ti 2� S2 & S3 STOREFRONT ELEVATION 1/4" = 9'-0" 2" 2'-8" 2' 3,-0" 2" 2'-8" 2" 1f SIM. Jar RECEIVED CITY OF ,: UKVVILP. JOHNSON BRAUND INC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 Phone 206.766.8300 www.johnsonbraund.com ARCHITECTURE INTERIOR DESIGN Greg L. Allwine, AIA Jeffrey A. Williams, AIA 3380 REGISTERED ARCHITECT .REG L. ALLWINE ATE OF WASHINGTON Decsription BUILDING PERMIT SUBMITTAL BID SET Date vv 00 N N N (o LO CO 00 REV# ISSUE DATE: 12/29/2014 0 z J 5 co V♦ Z 0 0 0 1 0 - J i 1- OWNER APPLICANT TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 z w W x r 0 z 0 z z 0 0 z 0 z 0 W 0 O a 0 ili w N 5 S Q o � o • W • r- N W 00 LL E m W .. W LL'= Cr) d u_ w O w~ az D we Z O) p IXz w<0 W < 4o: _- ? N NJtM OW }� to c\I I- ~ PROJECT #: 1026 DRAWN BY: BF CHECKED BY: DWK STOREFRONT SCHEDULE & ELEVATIONS w 2 z w n S4. S5. S6. 57 & S8 STOREFRONT ELEVATIONS 1/4" = 1-0" S1 STOREFRONT ELEVATION JAN 0 2 2015 1/4" = 1'-0" PERM T CENTER BID SET DESIGN CRITERIA CODE: INTERNATIONAL BUILDING CODE - 2012 EDITION ROOF: DESIGN SNOW LOAD GROUND SNOW LOAD, Pg FLAT ROOF SNOW LOAD, Pf SNOW EXPOSURE FACTOR, Ce THERMAL FACTOR, Ct SNOW IMPORTANCE FACTOR, Is FLOORS: CORRIDORS/EXITS 100 PSF PUBLIC AREAS 100 PSF WIND: BASIC WIND SPEED 110 MPH EXPOSURE B TOPOGRAPHICAL FACTOR, Kzt 1.0 WIND IMPORTANCE FACTOR, Iw 1.0 INTERNAL PRESSURE COEFFICIENT, GCpi ±0.18 SEISMIC: SPECTRAL RESPONSE ACCELERATION, Ss 1.489 SPECTRAL RESPONSE ACCELERATION, S1 0.558 SPECTRAL RESPONSE ACCELERATION, Sds 0.993 SPECTRAL RESPONSE ACCELERATION, Sd1 0.558 SOIL SITE CLASS. Fa 1.00 SOIL SITE CLASS, Fv 1.499 SEISMIC DESIGN CATEGORY D SEISMIC DESIGN (WOOD LEVELS): RESPONSE MODIFICATION FACTOR, R REDUNDANCY FACTOR 1.0 GENERAL CONDITIONS 25 PSF 20 PSF 12.6 PSF 0.9 1.0 1.0 6.5 (BRG WALL/SHEATHED WALLS) 1. THE CONTRACTOR SHALL VERIFY AND REVIEW ALL ITEMS WITHIN THE DRAWINGS PRIOR TO PROCEEDING WITH THE WORK. NOTIFY THE ENGINEER/ARCHITECT IMMEDIATELY WITH ANY DISCREPANCIES. 2. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. 3. DIMENSIONS ARE NOT TO BE SCALED FROM THE PLANS, SECTIONS OR DETAILS WITHIN THE DRAWINGS. 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCE AND PROCEDURES. 5. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE REFERENCED BUILDING AND ALL OTHER REGULATING AGENCIES, EXERCISING AUTHORITY OVER ANY PORTION OF THE WORK. 6. SPECIFIC NOTES AND DETAILS IN THE DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND SPECIFICATIONS. 7. NOTIFY THE ENGINEER OF ALL CHANGES MADE IN THE FIELD PRIOR TO INSTALLATION. FOUNDA TION 1. FOUNDATION DESIGN PARAMETERS PER GEOTECHNICAL REPORTS BY ASSOCIATED EARTH SCIENCES, INC. DATED MARCH 18, 2013 AND NOVEMBER 14, 2013: A. IBC SOIL SITE CLASSIFICATION E FOOTING BEARING PRESSURE 2,500 PSF B. LATERAL EARTH PRESSURE: • ACTIVE 35 PCF + 5H PSF (SEISMIC) • RESTRAINED 50 PCF + 10H PSF (SEISMIC) • PASSIVE 250 PCF • COEFFICIENT OF FRICTION 0.30 2. SUBGRADE PREPARATION, DRAINAGE PROVISIONS AND OTHER RELEVANT SOIL CONSIDERATIONS ARE TO BE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT. 3. ALL FOUNDATIONS ARE TO BEAR ON COMPETENT NATIVE SOILS OR COMPACTED STRUCTURAL FILL. STRUCTURAL FILL IS TO BE COMPACTED TO 95% DENSITY PER ASTM D-1557. CONCRETE 1. REFERENCE STANDARDS: ACI-301 AND ACI-318. 2. MINIMUM CONCRETE STRENGTH AT 28 DAYS: FOOTINGS 3,000 PSI SLAB -ON -GRADE 3,000 PSI LANDSCAPE/SITE WORK 2,500 PSI 3. THE WATER/CEMENT RATIO SHALL NOT EXCEED 0.50 (BY WEIGHT). 4. THE MAXIMUM AGGREGATE SHALL BE 34" PER ASTM C57 OR C33. PORTLAND CEMENT SHALL CONFORM TO TO ASTM C-150, TYPE II. 5. COMPLY WITH ACI-301 FOR MIXING. DO NOT EXCEED THE AMOUNT OF WATER SPECIFIED IN THE APPROVED MIX. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESSIVE FREE SURFACE WATER. 6. COMPLY WITH ACI-301 FOR PLACEMENT. PROVIDE A 3/4 INCH CHAMFER AT ALL EXPOSED CONCRETE EDGES, UNLESS INDICATED OTHERWISE IN THE DRAWINGS. 7. MAXIMUM SLUMP TO BE 4" ± 1", TYPICAL; 5" ± 1" FOR ELEVATED SLABS. DO NOT ADD WATER TO THE MIX TO INCREASE SLUMP. GREATER SLUMP, ACCELERATED SET OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USING APPROVED ADMIXTURES. 8. COMPLY WITH ACI-305R FOR PLACEMENT IN HOT WEATHER AND ACI-306R FOR PLACEMENT IN COLD WEATHER. 9. REFER TO ARCHITECTURAL DRAWINGS FOR CONCRETE FINISH. ALL EXPOSED CONCRETE IS TO HAVE A CLASS A FINISH. REINFORCING STEEL 1. REFERENCE STANDARDS: ACI "DETAIL MANUAL" AND CRSI MANUAL OF STANDARD PRACTICE. 2. MATERIALS: A. REINFORCING STEEL: ASTM A615, GRADE 60 B. WELDED WIRE REINFORCING: ASTM A82 AND A185, Fy = 75 KSI 3. LAP CONTINUOUS REINFORCING BARS 48 BAR DIAMETERS, UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS FOR ALL HORIZONTAL REINFORCEMENT. PROVIDE CORNER BARS OR HOOK BARS (90 OR 180 DEGREE) AT THE END OF ALL HORIZONTAL REINFORCEMENT IN WALLS. A615 STEEL IS NOT TO BE WELDED TO OTHER STEEL MEMBERS. 4. REINFORCEMENT COVER: FOOTINGS 3 INCHES TO EARTH 2 INCHES TO FORMED SURFACE SLABS 2 INCHES TO EARTH FORMED SURFACE: EXTERIOR FACE INTERIOR FACE 11/2 INCHES, #5 BAR AND SMALLER 2 INCHES, #6 BAR AND LARGER 3/4 INCHES FOR SLABS AND WALLS 11/2 INCHES FOR BEAMS AND COLUMNS 5. REINFORCING STEEL A615 MAY NOT BE WELDED TO OTHER STEEL ELEMENTS. (ACI3.5.2) STRUCTURAL STEEL 1. REFERENCE STANDARDS: LATEST EDITION OF THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". 2. MATERIALS: BOLTS - ASTM A307, UNLESS NOTED OTHERWISE W SHAPES - ASTM A992 (Fy = 50,000 PSI) TUBE STEEL - ASTM A500, GRADE B (Fy = 46,000 PSI) ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI) STRUCTURAL STEEL WELDING 1. CONFORM TO THE AWS CODES D1.1 AND D1.3. USE ONLY STATE CERTIFIED WELDERS. 2. USE DRY E70 ELECTRODES. 3. WELDS ARE TO BE % INCH CONTINUOUS FILLET WELDS UNLESS NOTED OTHERWISE IN THE DRAWINGS. COLD FORK ED METAL (STEEL STUD) 1. REFERENCE STANDARDS: AISI "SPECIFICATIONS FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS". 2. MEMBER AND ACCESSORY SIZES AND SECTION PROPERTIES PER PLAN. 3. ALL MEMBERS AND ACCESSORIES ARE TO HAVE A YIELD STRESS OF 33 KSI (MIN). 4. EXTERIOR STUDS ARE TO HAVE COMPLETE, LEVEL AND UNIFORM BEARING IN THE BOTTOM TRACK. CONCRETE OR VASONRY ANCHORS 1. MECHANICAL ANCHORS ARE TO BE EITHER HILTI KWIK BOLT-TZ ANCHORS, SIMPSON STRONG -BOLT OR SIMPSON TITEN HD ANCHORS. ANCHOR SIZE AND EMBEDMENT IS AS SPECIFIED ON THE DRAWINGS OR IN THE FIELD. 2. EPDXY FOR THREADED RODS OR REBAR INTO CONCRETE OR SOLID MASONRY IS TO BE SIMPSON AT SET-XP. ROD OR REBAR SIZE AND EMBEDMENT IS AS SPECIFIED ON THE DRAWINGS OR IN THE FIELD. DIMENSIONAL LUVBER 1. MEET THE REQUIREMENTS OF PS 20-70 AND NATIONAL GRADING RULES FOR SOFTWOOD DIMENSIONAL LUMBER. ALL MEMBERS ARE TO BEAR THE STAMP OF THE WWPA. MOISTURE CONTENT AT THE TIME OF FRAMING IS TO BE 19% OR LESS. 2. MINIMUM DIMENSIONAL LUMBER GRADES ARE TO BE: WALL STUDS 2x DF STUD GRADE WALL PLATES 2x DF STANDARD GRADE 2x PT DF STANDARD GRADE PER PLAN AT CONCRETE JOISTS 2x DF #2 HEADERS/BEAMS 4x, 6x DE #2 POSTS 4x, 6x DF #2 3. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED LUMBER. NAILS AND PLATE WASHERS IN CONTACT WITH TREATED LUMBER SHALL BE HOT -DIPPED GALVANIZED. ANCHOR BOLTS ARE NOT REQUIRED TO BE HOT -DIPPED GALVANIZED. 4. FOUNDATION SILL PLATES ARE TO BE BOLTED TO THE CONCRETE FOUNDATION WITH 34" O ANCHOR BOLTS EMBED A MINIMUM 7" OR 34" O MECHANICAL ANCHORS EMBED AS SPECIFIED ON DRAWINGS. PROVIDE A MINIMUM OF TWO BOLTS PER PLATE SECTION A MAXIMUM OF 9" FROM THE PLATE END. MAXIMUM SPACING OF ANCHORS IS TO BE 4'-0". PROVIDE 0.229"X3" SQ. WASHERS AT ALL ANCHOR BOLTS. WASHER EDGES MUST BE WITHIN %" OF WALL SHEATHING. 5. SHOT PIN ATTACHMENTS FOR SILL PLATES ARE TO BE HILTI FASTENERS OR APPROVED ALTERNATE. SHOT PIN SIZES ARE AS FOLLOWS: PLATE THICKNESS EMBED MATERIAL SHOT PIN 2x CONC PDPWL-2SOMG 2x STEEL X-U 52 P8 S36 6. BOLTS IN WOOD BEAMS SHALL NOT BE LESS THAN 7 DIAMETERS FROM THE END AND 4 DIAMETERS FROM THE MEMBER EDGE. PROVIDE STANDARD WASHERS FOR ALL NUTS BEARING AGAINST WOOD. 7. FASTEN ALL MEMBERS IN ACCORDANCE WITH CBC TABLE 2304.9.1, UNLESS NOTED OTHERWISE. PROVIDE MINIMUM 1%" EMBED FOR ALL NAILS. NAIL SIZES ARE AS FOLLOWS: NAIL MIN. SHANK DIA. 8d 0.131" 10d 0.148" 16d 0.161" 8. HOLES AND NOTCHES IN WOOD MEMBERS ARE TO BE LIMITED AS SUCH: MAX. HOLE DIA. JOIST L/3 N HOLES IN THIS AR BEAM 40% STUD DEPTH II MAX. NOTCH 1111111 IPT5/8°"11111111 6 DBL STUD FOR DIA. OF UP T STUD 2%" FO 3/" F 25% STUD DEPT %" FOR 2x4 FOR 2x HOLES ARE NOT PERMITTED IN SAME SECTION HOLE AS NOTCH 0 60% DEPTH R 2x4 OR 2x6 NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS ARE ALLOWED STUDS GLU-LAMINTAED MEVBERS 1. GLU-LAMINATED WOOD MEMBERS ARE TO BE DOUGLAS FIR, KILN DRIED AND AITC SPECIFICATION 24F-V8, UNLESS NOTED OTHERWISE. BEAMS ARE HAVE NO CAMBER. 2. MATERIALS MUST BE OBTAINED FROM AN AITC APPROVED FABRICATOR AND BEAR THE AITC STAMP. 3. THE GLUE IS TO BE A "WET -USE" ADHESIVE. WOOD STRUCTURAL CONNECTIONS 1. ALL FRAMING ANCHORS, POST CAPS, BASES, HANGERS STRAPS, ETC. SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE OR ENGINEER APPROVED EQUAL. MANUFACTURED LUVBER 1. PARALLEL STRAND LUMBER (PSL) IS TO BE 2.0E PARALLAM MANUFACTURED BY iLEVEL OR ENGINEER APPROVED EQUAL. 2. LAMINATED VENEER LUMBER (LVL) IS TO BE 1.9E MICROLLAM MANUFACTURED BY iLEVEL OR ENGINEER APPROVED EQUAL. 3. LAMINATED STRAND LUMBER (LSL) IS TO BE 1.3E TIMBERSTRAND MANUFACTURED BY iLEVEL OR ENGINEER APPROVED EQUAL. 4. MANUFACTURED I -JOISTS ARE TO BE TJI SERIES MEMBERS ARE SPECIFIED IN THE DRAWINGS MANUFACTURED BY iLEVEL OR ENGINEER APPROVED EQUAL. WOOD SHEA THING 1. ROOF SHEATHING. MINIMUM THICKNESS PER PLAN. APA RATED PRP-108 PERFORMANCE STANDARD, EXP-1 RATING, EDGE SEALED PANELS DESIGNED TO SPAN 24 INCHES EITHER PARALLEL OR PERPENDICULAR TO LONG AXIS OF PANEL FOR DRAWING SPECIFIED ROOF LIVE LOAD. PROVIDE MINIMUM %" CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAIL 6 INCHES ON CENTER ALONG EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS, UNLESS NOTED OTHERWISE. USE 10D COMMON NAILS. 2. FLOOR SHEATHING. MINIMUM THICKNESS PER PLAN. APA RATED PRP-108 PERFORMANCE STANDARD, EXP-1 RATING, TONGUE AND GROOVE EDGES CONFORMING TO INDENTIFICATION INDEX 4%0 FOR SUPPORTS UP TO 20 INCHES ON CENTER. PROVIDE MINIMUM %" CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAIL AND GLUE TO SUPPORTS. GLUE ADHESIVE IS TO CONFORM TO APA SPECIFICATION AFG-01. NAIL 6 INCHES ON CENTER ALONG EDGES AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS, UNLESS NOTED OTHERWISE. USE 10d COMMON NAILS. 3. WOOD SHEARWALL SHEATHING. MINIMUM THICKNESS PER PLAN. PLYWOOD OR OSB APA RATED PRP-108 PERFORMANCE STANDARD, TYPE C-C OR C-D, EXP-1 RATING. NAILING PER DRAWINGS. ABBREVIATIONS: A. BOLT ANCHOR BOLT A.F.F. ABOVE FINISH FLOOR ALT APPROX BM B.0.0. BTM BRG BTW CLR CMU CONC COND CONN CONST CONT DIA DIM DL EA EF ELEV EN EQ EQUIP ES EXIST FD FDN FG FLFR FLR FT FTG FRT FS GA GALV GLB HORIZ HT I.F. IN LL MAX MECH MIN MISC NS N TS 0. C. 0. F. PSF PSI PT RAP REINF REQ'D SCHD SEC SF SIM SPEC STD S TL STRUCT TOC TOF T.0.0. TOS TOW TS TYP U.N.O. VER T W/ WHS WTS WT WWR ALTERNATE APPROXIMATE BEAM BOTTOM OF OPENING BOTTOM BEARING BETWEEN CLEAR CONCRETE MASONRY UNIT CONCRETE CONDITION CONNECTION CONSTRUCTION CONTINUOUS DIAMETER DIMENSION DEAD LOAD EACH EACH FACE ELEVATION EDGE NAILING EQUAL EQUIPMENT EACH SIDE EXISTING FLOOR DRAIN FOUNDATION FINISH GRADE FLUSH FRAMED FLOOR FEET FOOTING FIRE RETARDANT TREATED FAR SIDE GAUGE GALVANIZED GLUE LAMINATED BEAM HORIZONTAL HEIGHT INSIDE FACE INCH LIVE LOAD MAXIMUM MECHANICAL MINIMUM MISCELLANEOUS NEAR SIDE NOT TO SCALE ON CENTER OUTSIDE FACE POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH PRESSURE TREATED RAMMED AGGREGATE PIER REINFORCING REQUIRED SCHEDULE SECTION SQUARE FEET SIMILAR SPECIFICATIONS STANDARD STEEL STRUCTURAL TOP OF CONCRETE TOP OF FOOTING TOP OF OPENING TOP OF STEEL TOP OF WALL TUBE STEEL TYPICAL UNLESS NOTED OTHERWISE VERTICAL WITH WELDED HEADED STUD WELDED THREADED STUD WEIGH T WELDED WIRE REINFORCING SHEET INDEX: S1 - GENERAL NOTES S1.1 - GENERAL NOTES (CONT.) S2 - FOUNDATION PLAN S3 - ROOF FRAMING PLAN S4 - SHEARWALL PLAN S5 - FOUNDATION DETAILS S6 - ROOF FRAMING DETAILS S6.1 - ROOF FRAMING DETAILS (CONT.) S7 - SHEARWALL DETAILS REID MIDDLETON, INC. REVIEWED This plan was reviewed for general conformance with the Ihllowing, as amended by the jurisdiction: a Structural Provisions of the International Building Code ❑ Non -Structural Provisions of the Intern ' ioaal Building Code ❑ Others: The project applicant is responsible for conformance with alt applicable codes. conditions of approval, and permit requirements subject to the requirements and interpretations of the governing authority. This review does not relieve the Architect and Engineers of Record of the responsibility for a complete design in accordance with the taws of the governing jurisdiction and the State of Washington. Jurisdiction 0r7-Y of 'T'1C wic A By f ..tom `y-.t.4cl y Date '21 y / r 5- . REID MIDDLETON, INC. Code Review Consultant Z a: 0 V .) co Z-' E M Z in 0 ' Uo 0 a 0 w z a) L 0 co rn 0 0 .5Q1- to h- Z no (00 I-- t_ CC CC LIJ 11 0- ISSUE DATE: 05/12/2014 MONS BUILDING TUKWILA VILLAGE - CO TUKWILA , WA OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 0 w 1- cn • o o cY) J N co to ua co coLL wo z°' E, Q O 0. N N J M Q >- Nal- PROJECT #: DRAWN BY: CHECKED BY: 1026 BV J N/MJ/MS GENERAL NOTES SHOP DRAWINGS AND SUBVITTALS 1. SUBMIT 3 COPIES OF LAYOUT DRAWINGS FOR REVIEW OF: A. REINFORCING STEEL B. STRUCTURAL STEEL 2. SUBMIT 3 COPIES OF SPECIFICATIONS FOR REVIEW OF: A. CONCRETE DESIGN MIX B. CONCRETE INSERTS JOB SITE SAFETY THE ENGINEER HAS NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM THE WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER SHALL NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF THE WORK BY THE CONTRACTOR, SUB -CONTRACTOR OR ANY PERSON ON THE SITE. SPECIAL INSPECTIONS 1. SPECIAL INSPECTIONS ARE TO BE PERFORMED BY INDEPENDENT, JURISDICTIONALLY APPROVED AGENCY IN ACCORDANCE WITH IBC SECTION 1701.2 AND PROVIDE THE DUTIES AND RESPONSIBILITIES AS INDICATED IN SECTION 1701.3. 2. A CERTIFICATE OF SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION MUST BE COMPLETED AND SUBMITTED TO THE BUILDING OFFICIAL UPON COMPLETION OF PROJECT. 3. SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY A JURISDICTIONAL INSPECTOR. 4. THE SPECIAL INSPECTIONS REQUIRED FOR THIS PROJECT ARE AS FOLLOWS: SUM STRUCTURAL OBSERVATION STRUCTURAL OBSERVATION BY THE ENGINEER OF RECORD IS REQUIRED FOR THIS PROJECT. THE OBSERVATION IS TO OCCUR PRIOR TO CONCRETE PLACEMENT OF CONCRETE SLABS AND DURING WOOD CONSTRUCTION. THE OWNER SHALL EMPLOY A REGISTERED DESIGN PROFESSIONAL TO PERFORM STRUCTURAL OBSERVATIONS. DEFICIENCIES SHALL BE REPORTED IN WRITING TO THE OWNER AND THE BUILDING OFFICIAL. AT THE CONCLUSION OF THE WORK INCLUDED IN THE PERMIT, THE STRUCTURAL OBSERVER SHALL SUBMIT TO THE BUILDING OFFICIAL A WRITTEN STATEMENT THAT THE SITE VISITS HAVE BEEN MADE AND IDENTIFY ANY REPORTED DEFICIENCIES WHICH, TO THE BEST OF THE STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED. SUB -CONTRACTOR RESPONSIBILITY UNLESS EXEMPTED BY THE BUILDING OFFICIAL EACH SUB -CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A SPECIFIED LATERAL -FORCE -RESISTING SYSTEM SHALL SUBMIT A WRI I ILN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND TO THE OWNER PRIOR TO COMMENCEMENT OF WORK ON THE SYSTEM. THE STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING: A. B. C. D. ACKNOWLEDGMENT OF AWARENESS OF THE SPECIFIC ITEMS IN THE LA TERAL-FORCE-RESISTING SYSTEM. ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONTRACT DOCUMENTS. PROCEDURES FOR EXERCISING CONTROL WITHIN THE SUB -CONTRACTOR'S ORGANIZATION. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL AND THEIR POSITION(S) IN THE ORGANIZATION. VARY OF SPECIAL INSPECTION ITEM INSPECTION REQUIRED REMARK GRADING AND EXCAVATION VERIFY MATERIAL BELOW FOOTING FOR DESIGN BEARING CAPACITY; PERIODIC INSPECTION REFER TO GEOTECHNICAL REPORT VERIFY EXCAVATION TO PROPER DEPTH; PERIODIC INSPECTION VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESS DURING PLACEMENT AND COMPACTION OF FILL; CONTINUOUS INSPECTION CONCRETE VERIFY MIX DESIGN SUPPLIED MEETS APPROVED MIX DESIGN; PERIODIC INSPECTION REFER TO STAMPED MIX DESIGN BY DCG PLACEMENT OF CONCRETE, INCLUDES VERIFYING SLUMP AND AIR CONTENT TESTS; CONTINUOUS INSPECTION REFER TO DRAWINGS; NOT REQUIRED FOR SITE -WORK CONCRETE VERIFY ANCHOR BOLTS ARE PLACED AND TIED PROPERLY; CONTINUOUS INSPECTION REFER TO DRAWINGS PERFORM CYLINDER STRENGTH TESTS FOOTINGS/SLAB-ON-GRADE - 3,000 PSI COLUMNS - 4,000 PSI REINFORCING STEEL VERIFY PLACEMENT, COVER AND BAR SIZE; PERIODIC INSPECTION REFER TO DRAWINGS • VERIFY GRADE; PERIODIC INSPECTION ASTM A615, GRADE 60 STRUCTURAL STEEL VERIFY MEMBER SIZES AND PLACEMENT, AND BOLTED CONNECTIONS ARE SNUG -TIGHT; PERIODIC INSPECTION REFER TO DRAWINGS ON -SITE WELDING PERIODIC INSPECTION OF FILLET WELDS %6" AND LESS EPDXY OR MECHANICAL ANCHORS VERIFY INSTALLATION SIZE AND DEPTH; CONTINUOUS INSPECTION REFER TO DRAWINGS OR FIELD DIRECTIVES WOOD FLOOR/WALL DIAPHRAGMS VERIFY NAIL SIZE, SPACING, SHEATHING TYPE, BLOCKING, ETC.; PERIODIC INSPECTION REFER TO DRAWINGS PRE -FABRICATED ELEMENTS MANUFACTURERS ARE TO PROVIDE CERTICICATES OF COMPLIANCE FOR FABRICATION OR PROOF OF SPECIAL INSPECTION ON PREMESIS TO THE BUILDING OFFICIAL REFER TO SHOP DRAWINGS, SUBMITTALS AND DEFFERRED SUBMITTAL SECTIONS ON THIS SHEET REVIEWED FOR CODE COMPLIANCE APPROVED !PR 28 2015 City of Tukwila BUILDING DIVISION! EW[HENHB z 0 O z .�J z 0 U 0 0 Q Civil - Structural - Land Use o• o� 0 • N N C) LO a) • cci CA N • N f:u: w z s 0 rn 0 CD - 0 o co a)w Cl)J d m ISSUE DATE: 05/12/2014 ONS BUILDING TUKWILA VILLAGE - COM TUKWILA , WA OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 0 cow ot O z J N M m N w .. CON.LL W z 0 Q 0 Q 2 Q. c') F—�N N J M Q c`nv NQ.F- 0 0 M PROJECT #: DRAWN BY: CHECKED BY: 1026 BV J N/MJ/MS GENERAL NOTES (CONTINUED) REID MIDDLETON, INC. ✓ , I I J I I I m� cn w a_ r L_1 L_ 1-47 F4 --J F4 J HDU4 PER 2/S7 0 w 0 c TYP • COty LC) W 0 B r- J_ r F3 L 1 r J i J L = w 0 HDU5 PER 1/S7 J- 1- • • 6-] r 3 i L HDU4 PER 1/S7 6" i TYP 1'-0„ F3 HDU5 PER 1/S7 J Ir JF3 1'-0" 1 • L • J- ATINT. PO I I L JF3 TYP 1-0" JF3 4" SLAB -ON -GRADE W/ #4 AT 18" 0.C. EA WAY OVER 10 MIL VAPOR BARRIER AND 6" CLEAN/WASHED CRUSHED ROCK 1- F3 r-- IC � J F3 r fg Vui/4r/J7 T 3F5 1 L J I I I I I I I I I L • F6 SWSB24 PER 16/S7 SWSB24 PER 12/S7 s2 S2 L F▪ 5 1 SWSB24 PER 12/S7 FOUNDATION PLAN AN TYP (5) LOC. SWSB24 PER 12/S7 SCALE 3/16" = 1'-0" I JF5 SWSB24 PER 16/S7 JF6 TYP POST SCHEDULE MARK SIZE BTM CONN. TOP CONN. ® 51/8x74 GLU LAM PER 20/S5 PER 16/S6 © 4x6 PSL A35 EA SIDE PER 1/S6.1 © 6x6 PSL PER 4/S5 PER 2/S6.1 (D 6x6 PSL PER 4/S5 PER 3/S6.1 Q 6x8 DF#2 PER 4/S5 ECCQ76 POST CAP (F 6x8 PSL PER 4/S5 CCQ76 POST CAP © 5)18x7% GLU LAM PER 18/S5 PER 17/S6 FOOTING SCHEDULE MARK SIZE THICKNESS REINFORCING F3 3'-0" SQ 1'-0" (3)#4 EA WAY F4 4'-0" SQ 1'-3" (5)#5 EA WAY F5 5'-0" SQ 1'-6" (6)#5 EA WAY F6 6'-0" SQ 1'-6" (8)#5 EA WAY FOUNDATION NOTES: 1. REFER TO SHEET S4 FOR SHEARWALL REQUIREMENTS AND HOLDOWN LOCATIONS. 2. PROVIDE FOOTING DRAIN AROUND PERIMETER OF BUILDINGS. 3. FOOTINGS ARE TO BEAR ON STRUCTURAL FILL CAPABLE OF SUPPORTING THE ALLOWABLE BEARING PRESSURE OF 2,500 PSF PER THE GEOTECH REPORT. 4. PROVIDE #4 CORNER FIG BAR FOR EACH HORIZONTAL BAR. LAP 2'-0" MIN. 5. REFER TO ARCHITECTURAL DRAWINGS FOR INTERIOR WALL DIMENSIONS. 6. PROVIDE SAWCUT JOINTS BETWEEN COLUMNS AND AT 24" 0.C. MAX. 015 EIID NilIDDLETON, INC. U z 0 0 z 1-" to z 0 0 0 0 {— Civil - Structural - Land Use ▪ N 00 o r- ri N N C1) Cn t0 CO 0 O N N a CI: w z >+ a) moo 0)(OLL (.1 0 _ a) 0 0. �Q1- z 02 co 2 0)) 0 I- 2 2 ww CL a PERMIT COMMENTS #2 0 0 N O 12/29/2014 0 0 N N 0 ISSUE DATE: 05/12/2014 z 0 m z 0 0 V 1 'W 0 J J J 1- OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 0 a) w 0 0 z J 5 m 0 w } Z Z z 0 Z _ 0 O 0_ w • F 00 wcc wW wO } w¢ CZ w0 �0 zCC 0 IX pW wp 0Z ww PROJECT #: DRAWN BY: CHECKED BY: 1026 BV JN/MJ/MS FOUNDATION PLAN (2) 9%" TJI-110 AT 24" O.C. (2) BAYS (4) 2x6 BELOW W/ HGA10 AT TOP/BTM TYP, (2) LOC. (2) 9Y" TA-110 AT 24" O.C. THIS BAY SIM / 16 AT TS\S6 ALL GLU-LAN BEANS ARE TO BE 24F-V8 SIM S6 HIGH LOW PROVIDE 1Y2" LSL BLKG AT 3RD POINTS THIS BAY CO x �r- ea 4x8 HIGH HIGH 1 HIGH Q S6 LOW 8 S6 LOW Q S6 I - LOW 8 I S6 ^ S6 HUC HGR EA END 1 S6 5Y8x18 GLB Q 3Yx12 GLB j 4x6 LOW LOW J 00 TYP 3Y2x9Y2 PSL 12\AT SW S6 CO LOW co U) 1Y LSL 1Y LSL 1 1Y2 LSL SPLICE BEAM OVER OF POST 1% LSL SIM 6 m CO 63/x18 GLB 1Y LSL CO x i N 4x6 © -J J oo ro J CD CO U 7 c co CO -J J •tCO - CO J OO 1 d' CO N In LCD 5Y8x18 GLB 5Y8x18 GLB / ,_\ 5h x18 GLB / Ff 5Yx18 GLB 1 1 TYP 3 LOC. ) S3 S3 ROOF FRAYING PLAN SCALE 3/16" = 1'-0" TYP TYPICAL ROOF FRAMING 9%" TJI-110 AT 24" O.C., U.N.O. W/ 19/32" ROOF SHEATHING HIGH LOW HANGER SCHEDULE MEMBER HANGER REMARKS 4x HUS SERIES TYP HUC SERIES AT CORNER/CONCEALED FLANG 9Y2" TJI-110 ITS SERIES TYP 11/2 LSL MIT SERIES TYP 5Y8x18 GLB SLOPED GLT SERIES TYP POST SCHEDULE MARK SIZE BTM CONN. TOP CONN. AO 5)/8,x7Y GLU LAM PER 20/S5 PER 16/S6 0 4x6 PSL A35 EA SIDE PER 1/S6.1 © 6x6 PSL PER 4/S5 PER 2/S6.1 0 6x6 PSL PER 4/S5 PER 3/S6.1 0 6x8 DF#2 PER 4/S5 ECCQ76 POST CAP 0 6x8 PSL PER 4/S5 CCQ76 POST CAP © 5Yx7Y GLU LAM PER 18/S5 PER 17/S6 STUD SCHEDULE WALL TYPE HEIGHT SIZE MATERIAL SPACING EXTERIOR < 15'-0" 2x6 DF STUD 16" O.C. EXTERIOR > 15'-0" 2x6 LSL 16" O.C. INTERIOR BRG/SW < 15'—O" 2x6 DF STUD 16" O.C. INTERIOR BRG/SW > 15'—O" 2x6 LSL 16" O.C. INTERIOR NON—STRUCTURAL ALL HEIGHTS 550S125-30 PER 3 & 4/S7 16" O.C. ROOF FRAMING NOTES: 1. REFER TO SHEET S4 FOR SHEARWALL AND HOLDOWN LOCATIONS. 2. REFER TO DETAIL 5/S7 FOR TYPICAL HEADER FRAMING. 3. 30 INDICATES THE NUMBER OF BEARING STUDS BELOW BEAMS. PROVIDE A MINIMUM (2) STUDS BELOW FLUSH FRAME BEAMS. REFER TO STUD SCHEDULE ON THIS SHEET FOR STUD SIZE AND MATERIAL. 4. 0 INDICATES POST BELOW BEAM. REFER TO SCHEDULE ON THIS SHEET FOR SIZE AND TOP AND BOTTOM CONNECTION REQUIREMENTS. 5. INDICATES INTERIOR 2x BEARING WALL. FEB 20') REID MIDDLETON, INC. z 0 0 z U) z 0 0 0 a } Q Civil - Structural - Land Use 0 N O O U O r ` M M O) 1N LN CO CD 85) N N 0 a lL LO 0 0) w Q z — a a) rn m o 0 N 4) N O r U) J 0 C. �< N Z m 2 m0 I-1- 2 2 w w CI_ a PERMIT COMMENTS #2 M N N N � a rn ti N 0as 0'-0 ISSUE DATE: 05/12/2014 TUKWILA VILLAGE - COMMONS BUILDING OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC PROJECT #: 1026 DRAWN BY: BV CHECKED BY: JN/MJ/MS ROOF FRAMING PLAN Wig_ rEZZZCZEZZeil SWSB24 PER 16/S7 SWSB24 PER 12/S7 SWSB24 PER 12/37 mummumue � SHEARWALL PLAN HDU5 PER 1/S7 gsmagtalatiOMMVAMMISTOMMI SWSB24 PER 12/S7 S4 SCALE 3/16" = 1'-0" SWSB24 PER 16/S7 N CO CC MARK STRAP HOLDOWN ABOVE WHERE REQ'D STACK HOLDOWN STUDS TOP PLATE CONNECTION INTERMEDIATE STUDS PER PLAN PANEL EDGE NAILING AT EA HOLDOWN STUD MULTIPLE STUDS AT HOLDOWN PER SPECIFIC HOLDOWN DETAIL CONTINUOUS TO TOP PLATE ANCHOR HOLDOWN WHERE REQ'D PER PLAN REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 8 2015 City of Tukwila BUILDING DIVISION FLOOR FRAMING ABOVE WHERE OCCURS BTM SQL NAILING LAP CORNER PLATES AA1 W/ (5)10d +l^ : yok 'I ALL PANEL EDGES TO OCCUR OVER STUDS, PLATES, RIMS, OR HORIZONTAL BLKG SHEARWALL SHEATHING HORIZONTAL OR VERTICAL PANEL ORIENTATION NAIL DOUBLE STUDS TOGETHER W/ 2-ROWS 16d AT 6'O.C. ABUTTING PANEL EDGES BOTTOM SILL PLATE CONNECTION NAILING OR ANCHOR BOLTS 4' SQ MAXIMUM PENETRATIONS 8'-0" SPACING MIN LARGER PENETRATIONS ARE NOT ALLOWED WITHOUT ENGINEERS REVIEW. INTERMEDIATE SUPPORT NAILING AT 12" O.C. MINIMUM 1%" MIN PENETRATION INTO STUD PANEL EDGE NAILING 1%" MIN PENETRATION INTO STUD TYPICAL WOOD SHEAR WALL FRAMING SHEARWALL SCHEDULE WOOD STRUCTURAL PANELS 15/32" SHEATHING ONE SIDE 15/32" SHEATHING ONE SIDE PANEL EDGE NAILING 10d AT 6" O.C. 10d AT 4" O.C. PANEL EDGE STUDS 2x 2-2x PLATE CONNECTION A. BOLT SPACING AND SILL PLATE 48" O.C. IN 2x PLATE 32" O.C. IN 2x PLATE SHEARWALL NOTES: INDICATES SHEARWALL. REFER TO SCHEDULE ON THIS SHEET FOR REQUIREMENTS. TOP PLATE LTP4 AT16"O.C. LTP4 AT 16" O.C. ISSUE DATE: TUKWILA VILLAGE - COMMONS BUILDING W cn 00 O m O F= cc 5 [� a w E ▪ Q J CD 1- PROJECT #: DRAWN BY: CHECKED BY: OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC CVN t_ O O O x- M N N 1.0 co co O O N N o- 6: by SE ,.19 0' 05/12/2014 0 z W 1 F- d Z 0 z z 0 to 0 z 15 W 0 oa M uJ L w g 1- ai 5 • o z - • w. a M F� _1 N �W a m N w� W q �d 65 CO W C') K 0 DO z dz �- wQ W a O w O Q�� O)co �1:1-N 0 NJC') ow <LC' WUJ WW NO..t- z 1026 BV JN/MJ/MS SHEARWALL PLAN 2. REFER TO DETAILS FOR SILL PLATE CONNECTION WITH ANCHOR BOLT SPACING PER SCHEDULE ON THIS SHEET. REID MIDDLETON, INC. FACE OF SHEATHING/CONC SLAB WHERE OCCURS r SW SHEATHING AND NAILING PER PLAN 2x6 EXTERIOR WALL 2x6 PT PLATE W/ 3/" 0 A. BOLT PER SCHEDULE W/ WASHER PER S1 / SLAB PER PLAN /` FLOOR /%/ (2)#4 AT TOP AND AT 18" O.C. #4V AT 18" O.C. W/ HOOK INTO FTG " 66" 6" c, 1—(2)#4 1 -6 / 1 FOUNDATION SECTION S5 FOOTING BEYOND CONT REINF THRU BALANCE PER 1/S5 ate/\am \�: SCALE 3/4" = 1'-0" POST IN WALL PER PLAN POST BASE PER SCHEDULE ON PLAN FLOOR 4 n. ''• .I _ D • PER SCHEDULE PER SCHEDULE CENTER UNDER POST 6 FOUNDATION SECTION N) PER SCHEDULE S5 SCALE 3/4" = 1'-0" BRG 2x WALL SLAB REINF PER PLAN STOP INSUL AT FTG FTG MUST BEAR ON NATIVE SOIL OR COMPACTED STRUCTURAL FILL TYPICAL ch---CENTER WALL/FTG SHOT PINS AT 16" O.C. PT 2x PLATE 1'-6" AT BEARING WALL FLOOR 4 (3)#4 EPDXY EMBED 4" INTO STEM WALL BEYOND INTERIOR SHEARWALL PER PLAN SLAB REINF PER PLAN STOP INSUL AT FTG 2 FOUNDATION SECTION d • CENTER WALL/FTG \VV.\ii\ii' \y"" \//ice/` '-6" 2x6 PT PLATE W/ 3/4"0x6" TITEN HD ANCHOR SPACING PER SCHEDULE (AT 48" O.C. MAX) W/ WASHER PER S1 FLOOR 4 4 4. , d / U AT SHEARWALL S5 SCALE 3/4" = 1'-0" SIMILAR Y2" KNIFE PLATE ROUTE INTO POST Y2" 2' TYP PLINTH BELOW WHS BELOW (3)#4 EPDXY EMBED 4" INTO STEM WALL BEYOND TYP HSS5" 0x%" BRACE MATCHING BRACE AT PERP 3" MIN EA SIDE> 2"x10" KNIFE PLATE 2'-2" SQ PLINTH TAPER PER ARCH BEND REINF TO MATCH Q a_ PER SCHEDULE 5" I. SIDE PLATE "x5"x10" PLATE EA SIDE W/ (6) 4" 0x22" SDS LAGS STAGGER LAGS BEAR POST/PLATE ON CONCRETE STOP SILL PLATE 2'-6" (8)#4 —1 DOWELS (2) EA SIDE WHERE OCCURS CONTINUE REINF THRU J FTG/POST POST PER PLAN Y2"x5Y2" PLATE W/ (2)3/4"0x6" TITEN HD ANCHORS 2'-0" SQ MIN WHERE NOT CONTINUOUS ��GLB POST PER PLAN 4 PER SCHEDULE FOUNDATION SECTION N) TYP COND CORNER COND PER SCHEDULE 1 PER SCHEDULE S5 2"x1'-4"SQ BASE PLATE W/ (4)3/4"0x9" WHS EMBED INTO CONC (2)#4 TIE AT TOP AND AT 12" O.C. (8)#5V W/ HOOK INTO FTG % \\/C\%/\\/ .1"\\\"\// o d • 1 \ \�\//\\/\\/\\/\\\/\/ \/\\/ \\\�,``��\/V Vs/\�\/\\\/V•V\ice\\/.�' \��%// N) PER SCHEDULE 18 FOUNDATION SECTION N WHS BELOW 1115)E E N[1' E REID MIDDLETON, INC. SCALE 3/4" = 1'-0" HSS5"0x%" BRACE MATCHING BRACE AT PERP 3" MIN EA SIDE> > 2"x10" KNIFE PLATE 1'-2"x2'-2" PLINTH TAPER PER ARCH c BEND REINF TO MATCH Q UJ 0 PER SCHEDULE END COND REV EWED FOR CODE COMPLIANCE APPROVED APR 28 2015 City of Tukwila BUILDING DIVISION GLB POST PER PLAN (4)5/8" 0 BOLTS 4 d . e $r. 'ER SCHEDULE FOUNDATIO E 12 2"x5"x1'-4" BASE PLATE CENTERED ON PLINTH W/ (4)4" 0x9" WHS STAGGERED ON PLATE EMBED INTO CONC (2)#4 TIE AT TOP AND AT 12" O.C. (8)#5V W/ HOOK INTO FTG BALANCE PER 6 & 16/S7 FOOTING BEYOND / CONT REINF THRU z 0 rtY z 0 V 0 0 Q Civil - Structural - Land Use 0 a 0 N 0 z �W CO 2 c0cL EL CL ISSUE DATE: 05/12/2014 TUKWILA VILLAGE - COMMONS BUILDING 1- w w 1- H N ao c w J 0 a re 5 if; • Q Lo ce 8 5 w• 2 co H OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 0 M W F- 0 z 0 J 3 0 0 M to M w w n z Q,n n N J — Q N a I- PROJECT #: 1026 DRAWN BY: BV CHECKED BY: JN/MJ/MS FOUNDATION AND SHEARWALL DETAILS S5 SCALE 3/4" = 1'-0" SCALE 3/4" = 1'-0" 2x12 RIM AND FACIA 2x4 BLKG (6)4"0x2Y„ SDS LAGS EA 2x6 2x6 EA SIDE 24" GLB (9%" LVL OVER 18" GLB) EXTEND TO SAVE W/ A35 TO RIM EA SIDE TRIM PER ARCH OVER 2" RIGID INSUL 4" 0x6" SDS LAG AT 16" O.C. CS6 ROOFSECTION PSL POST BEYOND PER PLAN 4x6 HEADER W/ HUC HGR EA END 2x6 PLATE TOP/B TM 11 10d AT 6" O.C. RIPPED 2x RIM W/ A34 AT 16" O.C. GLB PER PLAN WALL PER PLAN SCALE 3/4" = 1'-0" (2)2x4 LSL MULLIONS PER PLAN W/ A34 EA SIDE TOP/B TM / SW SHEATHING W/ 10d AT 6" O.C. Cs6D ROOF SECTION 10dAT6"O.C. WINDOW PER ARCH SCALE 1-1/2" = 1'-0" RIPPED 2x RIM W/ A34 AT LTP4 SPACING •i❖•77w. (24" O.C. MAX) PROVIDE CS16x3'-0" INTO BLKG AT DISCONTINUOUS SHEARWALLS WHERE GLB INTERSECTS 11 SHEARWALL PER PLAN RCOF SECTION \-2x6 BLKG AT STRAP BEAM BEYOND S6 U OVERSIZE 1"0 HOLE IN BEAM AT TS BRACE CONNECTION Y2"x55/8"x12" BRG PLATE W/ 4"x9" SIDE PLATES W/ (4)%4" O THRU—BOLTS TS BRACE PER PLAN Y4"x6" KNIFE PLATE W/ (4)%4" 0 THRU—BOLT MATCHING BUCKET W/ STD HOLES o 0 AWNING CONN BELOW PER 19/S6 GLULAM POST PER PLAN 16 ROOF SECTION �S6 SCALE 3/4" = 1'-0" BALANCE PER 1/S6 7 BALANCE PER 1/S6 TRIM PER ARCH WALL PER PLAN 2 ROOF SECTION 10d AT 6" O.C. RIPPED 2x RIM W/ A34 AT 16" O.C. KING STUD EA SIDE GLB W/ (12)16d INTO BEAM AND A35 AT TOP PLATE POST PER PLAN BENEATH GLB S6 7 ROC SHEARWALL PER PLAN 10d AT 6" O.C. JOIST TIGHT TO SHEATHING W/ 16d AT 6" 0.C. INTO BEAM F SECTION SCALE 3/4" = 1'-0" 2x6 PLATE LOW BEAM PER PLAN FURR AS NEC S6 1'2" LSL BLKG W/ A34 AT LTP4 SPACING (24" 0.C. MAX) 12 iiiiAWA VA Y4"0x6" SDS LAG AT 8" O.C. ROOF SECTION SCALE 3/4" = 1'-0" 10d AT 6" O.C. GLB PER PLAN CENTERED OVER WALL SHEARWALL PER PLAN S6 EXTEND LSL RIM SIM TO 3/S6 SCALE 3/4" = 1'-0" 3/8"x7"x8" KNIFE PLATE W/ (4)3/"0 BOLTS 1%2" LSL BLKG W/ A35 EA BLOCK WEB BLKG AT A35 2x12 RIM W/ A35 EA RAFTER TRIM PER ARCH OVER 2" RIGID INSUL Y4"0x6" SDS LAG AT 16" 0.C. C3� ROOF SECTION S6 S6/ S6/ 1%" LSL BLKG SHEARWALL PER PLAN 10d AT 6" O.C. JOIST TIGHT TO SHEATHING W/ 16d AT 6" 0.C. INTO BLKG ROCF SECTION '—lOd AT �l 6" 0.C. S6 S6 RIPPED 4x BLOCK TO MATCH GLB WIDTH A35 AT BLOCK AT 18" GLB ROOF SECTION 13/2" �t- N 0 •r0 • �0 0 10 0 1 00J "x55/"x12" BRG PLATE W/ 4"x9" SIDE PLATES W/ (4)3/" O THRU—BOLTS TS BRACE PER PLAN 1 2" TYP 1.1 22" 3/8"x7" KNIFE PLATE AT POST 17 ROOF SECTION 10dAT6"0.C. 10d AT 6" 0.C. CANTILEVER RAFTER GLB PER PLAN WALL WHERE OCCURS SCALE 3/4" = 1'-0" 2x6 BLKG SCALE 3/4" = 1'-0" "0x6" SDS LAGS AT 24" O.C. 10d AT 6" O.C. HGR PER PLAN AT 24" GLB SCALE 3/4" = 1'-0" 12" LSL RIM OVER GLB W/ A35 AT 24" O.C. StaReitatiWitleaeltii "x5%"x1'-2" BRG PLATE W/ Y4"x9" SIDE PLATES W/ (4)3/" 0 THRU—BOLTS GLULAM POST PER PLAN 12" 7 1' SECTION 4 SW SHEATHING W/ 10d AT 6" 0.C. 2x8 BLKG 10dAT6"0.C. 2x6 BLKG W/ 16d AT 16" O.C. SW BELOW PER PLAN DBL 2x6 TOP PLATE 2x6 AT 24" 0.C. PARAPET 10dAT6"O.C. H2.5 EA STUD ROOF SECTION (8)16d H2.5 EA JOIST S6 2x10 BLKG EA SIDE W/16dAT6"O.C. INTO BLKG CONTINUOUS GLB RIPPED 2x12 BLKG OR (2)2x6 BLOCKS W/ 16d AT 6" 0.C. INTO BEAM 10d AT 6" 0.C. EA SIDE HANGER PER PLAN VALLEY BEAM PER PLAN AT 18" GLB ROCF SECTION BALANCE PER 9/S6 BEAM BEYOND �Ol�lO.00�•OPOi �. 4"0x6" SDS LAG AT 8" 0.C. SHEARWALL PER PLAN 14 ROOF SECTION S6/ S6} 0 1 0 L _ J SCALE 3/4" = 1'-0" SLOPPED RIGID IN VALLEY GUTTER TO SLOPE TO ENDS PER ARCH CUT END OF TO BE VERT AT FACE OF NOTCH TOP AS NEC HANGER TO MATCH 18" BEAM COND AT 24" GLB BEAMS STRAIGHT VALLEY BEAM OF 24" BEAMS SCALE 3/4" = 1'-0" VALLEY BEAM CONTINOUS OVER WALL SCALE 3/4" = 1'-0" AWNING PER ARCH 1%" TYP i /4"x3"x9" PLATE W/ (2)%" 0 THRU—BOLTS TO AWNING TS BRACE PER PLAN L5x3x4" EA SIDE W/ 4"0 THRU—BOLT AT GLULAM POST AND Y" 0 BOLT AT AWNING 19 ROOF SECTION O SW SHEATHING W/ 10d AT 6" 0.C. 2x8 BLKG 10dAT6"O.C. 2x6 BLKG W/ 16d AT 16" O,C. SW BELOW PER PLAN DBL 2x6 TOP PLATE 2x6 AT 24" 0.C. PARAPET 10d AT 6" O.C. 1/H2.5 EA STUD Es56) ROOF SECTION ,2"x1'-2" PLATE EA SIDE VALLEY BEAM W/ (8)%" 0 THRU—BOLTS BALANCE PER 9/S6 1%" LSL BLKG AT EA STUD W/ A35 TO JOIST AND (8)16d TO STUD %" KNIFE PLATE W/ (4)3/" O THRU—BOLTS VALLEY BEAM PER PLAN �o� ROOF SECTION S6 EXTERIOR GLB PLATES PER 10/S6 W/ (4)4" 0 THRU—BOLTS AT KNIFE PLATE AND (8)3/" 0x4" LAGS AT BEAM ON WALL ROOF SECTION S61 GLB BEARING ON WALL PER PLAN EflEME REID MIDDLETON, INC. 4ULTI—STUD POST OR FULL BEARING BELOW GLB (3)2x6 BRG STUDS EA END W/ (1)2x6 KING STUD W/ (10)16d INTO HEADER 20 ROOF 11 SCALE 3/4" = 1'-0" O O O O SECTION 1 O O O O 12" SCALE 3/4" = 1'-0" • BALANCE PER 9 & 14/S6 REV EWED FOR CODE COMPLIANCE APPOVED APR 28 2015 City of Tukwila BUILDING DIVISION SCALE 3/4" = 1'-0" KING STUD EA SIDE GLB W/ (12)16d INTO BEAM AND A35 AT TOP PLATE A35 EA SIDE MULTI —STUD POST GLB LOW HEADER PER PLAN 0 r6 m 2 �0 1— I— CL ww an. ISSUE DATE: 05/12/2014 z 6 J 5 u) Z 0 0 (.) 1 W t9 J J 5 J OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 cn LO Ci- cn Ell te go PROJECT #: DRAWN BY: CHECKED BY: JN/MJ/MS 1026 BV ROOF FRAMING DETAILS S6 S6 L6x3x%"x5" W/ (6)/"0x4"SDS LAGS INTO BEAM Y4"x3"x1'-0" PLATE EA SIDE POST W/ (6) 4" 0x12" SDS LAGS STAGGER EA SIDE RCOF SECTION S6. BALANCE ROOF PER DTL ON PLAN HEADER PER PLAN CONTINUOUS OVER POST, U.N.O. N) POST IN WALL PER PLAN SCALE 1" = 1'-0" ER BALANCE ROOF/-17 DTL ON PLAN ON WALL PER PLAN MULTI —STUD POST -OR FULL BEARING �� BELOW GLB - --F KING STUD E W/ (12)16d I:ARING AND A35 AT AT END CONDI PROVIDE SINGL W/ (8)Y4"0x4" INTO BEAM AN P GLB B 2 ROOF SECTION A SIDE GLB BEAM TOP PLATE TION E KING STUD SDS LAGS D HGA10 AT TOP PLATE S6 SCALE 1" = 1'-0" EXPOSED 24" GLB TO BEAR FULLY ON POST Y2"x6"x1'-0" BRG PLATE W/ Y4"x9" SIDE PLATES W/ (2)3/"0 BOLTS EA BEAM PRECISION CUT TOP OF POST FLUSH TO PLATE W/ NO GAP Y4"x4" SIDE PLATES W/ (8)%"0x2" SDS LAGS STAGGER EA SIDE C3� RGCF SECTION S6. 18" GLB POST PER PLAN SCALE 3/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED PR 28 2015 City of Tukwila BUILDING DIVISION F_n; 5 erns Civil - Structural - Land Use 00 8 • C) N N C Lf) L() CD cs5 cc; m N N • p. L : Lf) co rn a CD m co o u_ J 0 N d d ro 0) ISSUE DATE: 05/12/2014 ONS BUILDING 0 V 1 J -J -§1 J 1- OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 O z w } d z 0 z O m z _ O• 0 z 0 w O iu g WF O Oa WW az w WZ >O W Z 0W tun mW W PROJECT #: 1026 DRAWN BY: BV CHECKED BY: JN/MJ/MS ROOF FRAMING DETAILS REID MIDDLETON, INC. PANEL NAILING INTO EA HD STUD CRIPPLE STUDS AS REQ'D /8" 0 A307 ALL THREAD DIA PER SCHEDULE DRILL AND EPDXY EMBED 6" MIN 4 END OF ad SHEAR WALL ti EPDXY ANCHORS ALLOWED ONLY AT INTERIOR HOLDOWNS REFER TO 2/S7 AT EXTERIOR CONDITIONS (2)2x6 KING STUDS AT HOLDOWN CONTINUOUS TO TOP PLATE HOLDOWN PER PLAN W/ LAG SCREWS PER MFR FLOOR4 4 6" MIN EMBED' a ,I 4 a, d4 a INTERIOR THICKENED FOOTING PER PLAN INTERIGR HDU HOLDOWN DETAIL S7 FUR OUT TO 2x6 WIDTH W/ RIGID INSUL PER ARCH Al e • 'doe . m N) �. 12" SCALE 3/4" = 1'—( SCALE 3/4" = 1'-0" ALIGN BACK OF SHEAR BRACE W/ CONC "0 A449 ALL THREAD ANCHOR W/ 4"x4" SQ WASHER AND DBL NUT AT END FLOOR (4)#4V W/ 90° HOOK • k INTO FTC ° ✓, UNDER BRACE WALL d d .a d 4 a'd • d a a. e (2)#5x4'-0" BELOW WALL AT ANCHOR FOUNDATION SECTION s�� S7\ SCALE 3/4" = 1'-0" 9%" LSL OVER GLB BALANCE PER 1/36 PERP BEAM PER PLAN BEAR ON POST PER 16/S6 NO HOLES IN TOP 8" OF BRACE Y2" PLYWOOD SHIM AT BRACE BEHIND STRAP GLB HEADER PER PLAN CONTINUOUS OVER SHEAR BRACES 0 0 0 X0 SIMPSON SHEAR BRACE WALL PER PLAN w 0 CONCRETE STEM WALL \'. (12)4"0x63/4" SDS LAGS PER MFR (6) EA SIDE INTO HEADER FACE DRILL ZONE: MAINTAIN 1%" MIN EDGE DIST FROM OUTSIDE EDGE & CHASE HUC HGR CONTINUOUS 2x STUD W/ 16d AT 6" 0.C. INTO BRACE PANEL NAILING INTO EA HD STUD CRIPPLE STUDS AS REQ'D /8" 0 A307 ALL THREAD DIA PER SCHEDULE W/ 4"X3" SQ WASHER AND DBL NUT EMBED 9" MIN 4 END OF SHEAR WALL ti ad, d d EXTERIOR HOLDOWNS MUST HAVE CAST —IN —PLACE ANCHORS, POST —INSTALLED ARE NOT ALLOWED HOLDOWN PER PLAN W/ LAG SCREWS PER MFR CONCRETE STEM WALL 2 EXTERICR HDU HOLDOWN DETAIL S7 2x6 LSL STUD AT END OF WALL PANEL SCALE 3/4" = 1'-0" SHEAR BRACE 'PER PLAN BASE OF SHEAR BRACE PER 16/S7 HEADER PER PLAN BETWEEN WINDOWS WHERE OCCURS 1"0 A449 ANCHOR BOLTS (2 PER WALL) W/ Y4"x4" SQ WASHER AND DBL NUT AT END USE TEMPLATE TO SET DURING CONCRETE PLACEMENT STD SILL PLATES STOPPED AT BRACE WALL W/ ANCHORS AS REQ'D (2)#5x6'- 0" T/B CONTACT IvFR PRIOR TO FOUNDATION POUR TO ASSIST W/ SHEAR BRACE LAYOUT & CONSTRUCTION HGA10 EA SIDE 24" GLB TO 18" GLB 12 SHEAR BRACE DETAIL GLB OVER WALL PER PLAN A35 TOP/BTM EA STUD TYP (12)4"0x63/4" SDS LAGS PER MFR (6) EA SIDE INTO HEADER FULL HT 2x6 LSL STUD EA SIDE SHEAR BRACE W/ 16d AT 6" O.C. INTO BRACE S7 SCALE 3/4" = 1'-0" (2)350S125-33 AT 5' SPAN OR LESS (2)550S162— 33 AT GREATER THAN 5' 550T150 33 W/ #8 AT 6" O.C. EA MEMBER TYP POST/BEAM CONNECTION PER 1/S6.1 CUT BRACE WALL TO MATCH ROOF SLOPE POST IN WALL PER PLAN 13 v 550S162-33 AT 5' SPAN OR LESS 550S162-33 W/ NESTED 550T150-33 AND #8AT 6" O.C. AT GREATER THAN 5' 16GA L2x2x5" W/ (3)#8 EA LEG 16 GA L2x2x5" W/ (3)8 TO JAMB AND (2)0.145"0x1" SHOT PINS ETAL STUD HEADER DETAIL SCALE 3/4" = 1'-0" PROVIDE (4)LTP4 OR A35 (2) FRONT, (2) BACK (12)4" 0x63/" SDS SCREWS PROVIDED W/ BRACE (6) EA SIDE INTO GLB BASE OF SHEAR BRACE PER 16/S7 SHEAR BRACE DETAIL S7 SCALE 3/4" = 1'-0" BEAR GLB ON SHEAR BRACE W/ (2)A35 EA SIDE INTO VALLEY BEAM ROOF PER PLAN #8 SCREW INTO 11/2" LSL BLKG AT 16" O.C. MAX 0.145" 0x1 " SHOT PINS AT 16" O.C. 17 TYP \S5 ROOF 20 GA SLIPTRACK W/ %" DEFLECTION GAP NON—STRUCTURAL WALL METAL STUD PER PLAN 550T125-33 W/ #8 EA SIDE EA STUD VETAL STUD WALL SECTION SCALE 3/4" = 1'-0" tkite.„*-4144.17....."1,4•:-... ......... 1:1;:c.......94.3...Z...t. :116..s. 4, r:":44;43: :4 7::;\ 31"::(41 IFFovirp it 411111 iiiiiii 1 IF. '9. V'rV�.. N Al 0 n BALANCE PER 13/S7 BASE OF SHEAR BRACE PER 16/S7 0 VALLEY BEAM BALANCE PER 9 AND 14/S6 BEAR ON STUDS AND SHEAR BRACE MULTIPLE STUDS IN WALL CORNER PER PLAN (14� SHEAR BRACE DETAIL S� SCALE 3/4" = 1'-0" 1; FLOOR k OR ROOF HDR PER PLAN TIGHT TO PLATE SINGLE TRIMMER TYP DBL AT 4x10 AND LARGER SINGLE TOP SILL U.N.O. SINGLE BTM SILL U.N.O. 5 TYPICAL HEADER FRA VING S7 PROVIDE (4)LTP4 OR A35 (2) FRONT, (2) BACK (12)4" 0x6%" SDS SCREWS PROVIDED W/ BRACE (6) EA SIDE INTO GLB 2x6 LSL STUD AT END OF WALL PANEL 15 SHEAR BRACE DETAIL SCALE 1/2" = 1'-0" BALANCE PER 16/S6 CUT BRACE WALL TO MATCH ROOF SLOPE BASE OF SHEAR BRACE PER 16/S7 S7 SCALE 3/4" = 1'-0" REV i;EWED FOR CODE COMPLIANCE APPROVED PR 2 8 2015 City of Tukwila BUILDING DIVISION RE REWM RE Ft_ 201`� 0 0 Vl 0 ISSUE DATE: 05/12/2014 TUKWILA VILLAGE - COMMONS BUILDING OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 Z W 1 1- U Z 0 Z Z 0 Z a LF �W O WW o WrX Z CO co z� o ow W Z w wF F=- z PROJECT #: DRAWN BY: CHECKED BY: 1026 BV JN/MJ/MS SHEARWALL AND HEADER DETAILS 16 S7 SHEAR BRACE DETAIL S7 SCALE 3/4" = 1'-0" REID MIDDLETON, INC. ITEM NO. SUPPLIER I- i= 4 a DESCRIPTION U V IY o 111 IZ Q_ GNMO 1 =2 . COFFEE GRINDER 2 10- -4 1 KNOCK BOX 3 1►ry-411 1 SLIM JIM 4 1 DIPPERWELL 5 atc UNDERCOUNTER REFRIGERATOR 6 ESPRESSO MACHINE 1 GE WATER FILTER 8 1 DROP -IN ICE BIN 9 172Z1 POS 10 ►`t1 1 FRONT COUNTER 11 ►°� 1 REFRIGERATED DISPLAY CASE 12 SPARE NUMBER 13 SPARE NUMBER 14 00.°-4 1 BACK COUNTER 15 ►ice 1 DROP -IN SINK 16 ® 1 FAUCET 11 MIE SYRUP RACK 18 cam COFFEE BREWER 19 ® 1 ICED TEA BREWER 20 ME SLENDER 21 SPARE NUMBER 22 10' Al 1 DROP -IN HANDSINK 23 ► - 1 FAUCET 24 SPARE NUMBER 25 SPARE NUMBER 26 MC SOILED DISHTABLE W/SCARP SINK 21 ME DOUBLE SLANT RACK 28 11.-1t1 1 PRE -RINSE 29 ►° 1 VENTLESS DISHMACHINE 30 ► 1 CLEAN 0I514A15LE/3 COMPARTMENT SINK 31 0- .4 2 FAUCET 32 CIE OVERHEAD WALL SHELF 33 ME SLANT RACK 34 SPARE NUMBER 35 SPARE NUMBER 36 ►ut 1 MOP SINK 31 ►'ems 1 FAUCET 38 ►1/ 1 OVERHEAD MOP HOLDER 39 0.t1 1 ICE MACHINE MIN 40 1.-41 1 FLOOR TROUGH 41 ►u-• LOT DRY STORAGE SHELVING 42 ►1� 1 WALK- IN COOLER 43 ►' LOT COOLER SHELVING 44 cac 2 COMPARTMENT PREP SINK 44.1 ® 1 FAUCET 45 OVERHEAD WALL SHELF 46 ►sue 1 WORKTABLE 41 ® 1 WORKTABLE 48 ►»- 1 UNDERCOUNTER REFRIGERATOR 49 0•141 1 UNDERCOUNTER FREEZER 50 SOUP WARMER 51 cm SLIM JIM 52 1.A1 1 REFRIGERATED PREP TABLE 53 ►1-4 1 WORKTABLE 54 SPARE NUMBER 55 SPARE NUMBER 56 SPARE NUMBER 51 ME FOOD WARMER 58 1 CONVEYOR TOASTER 59 or-4 1 MICROWAVE SHELF 60 ►1A1 1 MICROWAVE 61 CM PASS SHELF 62 1 OVERHEAD FOOD WARMER 63 SPARE NUMBER 64 SPARE NUMBER 65 ►,-4 1 REACH -IN FREEZER 66 ► 2 FRYER 61 ►u t 1 6 BURNER RANGE W/24" GRIDDLE 4 OVENS 68 SPARE NUMBER 69 ► 1 TYPE 1 EXHAUST HOOD 10 ►;41 1 EXHAUST FAN 11 ►- 1 MAKE-UP AIR FAN 12 SPARE NUMBER 13 ► 4 1 FIRE SUPRESSION SYSTEM 14 ►ate 1 HANDSINK 15 1 FAUCET 16 ►+-4 ILOT DRY STORAGE SHELVING 11 SPARE NUMBER 18 SPARE NUMBER 19 com TYPE 1 EXHAUST HOOD 80 ® 1 EXHAUST FAN 81 ►.,t 1 MAKE-UP AIR FAN 82 SPARE NUMBER 83 0-'44 1 FIRE SUPRESSION SYSTEM 84 ► t 1 2 DECK CONVECTION OVEN 85 SPARE NUMBER 86 ► 6 BURNER RANGE W/24" GRIDDLE 4 OVENS 81 ►u, 1 WORKTABLE 88 cin OVERHEAD WALL SHELF 89 ►u 2 DOOR REACH -IN REFRIGERATOR 90 ►. 1 WORKTABLE 91 NO` Al 1 UNDERCOUNTER FREEZER 92 ... ° 4 1 WORKTABLE 93 1 MOBILE HEATED CABINET 94 SPARE NUMBER 95 SPARE NUMBER 96 SPARE NUMBER 91 ► 44 1 3 COMPARTMENT SINK 98 0- -4 1 PRE -RINSE 99 MC OVERHEAD WALL SHELF 100 ►dAl 1 UNDERCOUNTER DISHMACHINE 101 ►:41 1 2 COMPARTMENT PREP SINK 102 0,-. .4 1 FAUCET 103 1 HANDSINK 104 ® 1 FAUCET 105 1114 LOT DRY STORAGE SHELVING 106 SPARE NUMBER 101 SPARE NUMBER 108 ►°-4 16 FOLDING TABLE 109 ►4 8 FOLDING TABLE 110 ® 3 TABLE DOLLY 111 MCI 150 CHAIR 112 ► DOLLY TRUCK 113 ►:-At 1 BANQUET COUNTER 114 ►- 1 DROP -IN HANDSINK 115 0- -44 1 FAUCET 116 SPARE NUMBER I11 SPARE NUMBER 118 ►'t 4 2411 X 30" TABLE 119 ►:t 24 CHAIR 120 0.-4 4 36" X 36" TABLE 121 ►u.44 1 CONDIMENT COUNTER r L J r 1 I I 1 1 1 1 I I L I JI EXHAUST FANS 4 MAKE UP AIR UNIT VERIFY LOCATION r L J _J i i I 1 I I I I L J 80) < 81 ci 0 EQUIPMENT FLAN fr it L---1 L--J CsFNERAL OTES Scale: 1/4" =11-0" 0 cO J 18 1. IT SHALL BE NOTED BY THE GENERAL CONTRACTOR AND ALL SUB -CONTRACTORS THAT THIS SET OF PLANS AND THE INFORMATION CONTAINED WITHIN IN NO WAY RELIEVES SAID PARTIES OF THEIR RESPONSIBILITY TO INVESTIGATE AND COMPLY WITH ALL APPLICABLE CODES AND ORDINANCES AND TO PERFORM ALL WORK TO THE HIGHEST STANDARDS. 2. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND ALL SUB -CONTRACTORS TO VERIFY THE ACTUAL SPACE AND MECHANICAL REQUIREMENTS OF ALL ITEMS SHOWN A5 FUTURE, NIC, SUPPLIED BY "OTHERS", ETC., WITH THE OWNER PRIOR TO ROUGH -IN AND CONNECTION. 3. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO IMMEDIATELY NOTIFY THE KITCHEN EQUIPMENT CONTRACTOR IN WRITING OF ANY CHANGES TO THE BUILDING THAT AFFECT EQUIPMENT PLACEMENT AND SIZES (I.E., WALL CHANGES, WATER HEATER LOCATIONS, ELECTRICAL PANELS, ETC). 4. SUITABLE WALL BACKING AS SHOWN ON THESE PLANS AND AS REQUIRED BY THE OWNER SHALL BE PROVIDED AND INSTALLED BY THE GENERAL CONTRACTOR = = = I►� 111►�;111►� 11 wV J n iJ� i� I0=2I ►24j I►==GIs L.. 4) — r I I I I I I L -.S1-1—+71 =— 1--J JK I 45 =_= _==_=_—. 28 fD0 30 31 32 1 CP- IT 4_1 2472 X 41 43 42 1 L 81 88 2 f 105 6. THE GENERAL CONTRACTOR SHALL PROVIDE CONDUIT AND SLEEVES FOR REFRIGERATION LINES, SYRUP, CARBON DIOXIDE GAS, BEER LINES, LIQUOR LINES, AND DATA LINES. CONDUIT SHALL BE CIRCULAR PVC EQUAL TO THE DIAMETER INDICATED ON PLANS. ALL BENDS SHALL NAVE A MINIMUM RADIUS OF TWENTY-FOUR INCHES. 1. THE GENERAL CONTRACTOR SHALL PROPERLY SEAL ALL WALL AND FLOOR PENETRATIONS AFTER THE INSTALLATION OF RELATED EQUIPMENT AND FURNISHING ITEMS. a ALL DIMENSIONS SHOWN ARE FROM FACE OF FINISHED WALL OR FLOOR 9. ALL UTILITY ROUGH -INS SHOWN ON THESE PLANS ARE SUBJECT TO CHANGE PENDING FINAL EQUIPMENT SELECTION AND LOCATION. 10. ALL UTILITY ROUGH -INS, FINAL CONNECTIONS, AND HOOK-UPS SHALL BE PROVIDED AND PERFORMED BY THE RESPECTIVE LICENSED SUB -CONTRACTORS IN COMPLIANCE W1TH APPLICABLE NATIONAL AND LOCAL CODES. 11. SEISMIC BRACING INFORMATION, IF REQUIRED, IS NOT INDICATED ON THESE PLANS NOR IS IT PROVIDED BY THE KITCHEN EQUIPMENT CONTRACTOR UNLESS OTHERWISE SPECIFIED HEREIN. 48,0 '701/ AID Qui& 44 FiECa RIED CITY OF TUKWILA 0 m —i a, J co d rn 0 0 a 1—o c.00 co1- REVISION INFORMATION DATE 0 5/12/14 1 2 3 4 5 6 7 8 This plan Is the property of Bargreen Ellingson and Is loaned subject to the condition that it is not to be copied, reproduced, or distributed either In whole or in part, without written permission, and is not to be used in any way detrimental to the best interests of the company. ©2012 BARGREEN ELLINGSON INC. DRAWN BY: J.STRANGE PROJECT MANAGER: D.STOOPS SHEET TITLE: FOODSERVICE EQUIPMENT PLAN SHEET NUMBER 5. THE GENERAL CONTRACTOR SHALL PROVIDE FLOOR, WALL, CEILING AND ROOF PENETRATIONS, INCLUDING, BUT NOT LIMITED TO THOSE REQUIRED FOR: MAKE-UP AIR, CLASS II EXHAUST DUCTS, FIRE -RATED SHAFTS FOR CLASS I EXHAUST DUCTS. 12. WHERE EQUIPMENT PRODUCES NOISE THAT MAY VIBRATE THROUGH WALLS TO ANY PUBLIC AND/OR DINING AREAS, THE GENERAL CONTRACTOR SHALL PROVIDE AND INSTALL ADEQUATE SOUND PROOFING IN WALLS. JAN .0 2 2015 PERRI CENTER 1 OF 4 PROJECT NUMBER If 3530 vILA VILLAUC1383Ur.UVVli auul iv vrw'v+ ITEM NO. SUPPLIER DESCRIPTION MANUFACTURER MODEL NUMBER ELECTRICAL PLUMBING ITEM NO. it V 1. % 1_ 6 O C� V 0_ _ � ° cD _ Z o ELECTRICAL NOTES ° a o 0 m PLUMBING NOTES 1 ►,t 2 COFFEE GRINDER NUOVA SIMONELLI MDX 3.0 120 1 CEP NEMA 5-15P 1 2 10-- -4 KNOCK BOX I POLAR WARE E06064-K5 I 2 3 (►°'-4 SLIM JIM RUBBERMAID FG354000BRN 3 4 OIPPERWELL FISHER 13838 I 1/2 FS 4 5 110,-;°-4 UNDERCOUNTER REFRIGERATOR HOSHIZAKI CRMR21 2b 120 1 CEP NEMA 5-15P 5 6 ►A ESPRESSO MACHINE NUOVA SIMONELLI APPIA 2GR2 14.0 208 1 CEP NEMA 6-20P 1/2 FS 6 1 ►„ WATER FILTER I NUOvA SIMONELLI 8 10.- .4 DROP -IN ICE BIN GLASTENDER DI-I512 FS g 9 0- -4 POS BY OWNER 1 10.0 120 1 c4P VERIFY REQUIREMENTS WITH OWNER 9 10 ►°=41 FRONT COUNTER I SPW CUSTOM 10 11 ► REFRIGERATED DISPLAY CASE I STRUCTURAL HMBC3 15.8 120 1 CEP NEMA 5-20P 11 2 1 SPARE NUMBER I 2 3 1 SPARE NUMBER I 4 I ►;A BACK COUNTER SPW CUSTOM 4 5 ►t DROP -IN SINK EAGLE 5R10-14-5-I-1 1 FS 5 6 NO' 41 FAUCET I T45 8-1141 1 1/2 12 11 1 _ SYRUP RACK I CUSTOM I 8 ►A COFFEE BREWER BLOOMFIELD 8186TF 15.0 120208 1 JBOX 1 9 ICED TEA BREWER I BLOOMFIELD 8142-3G 12.5 120 1 C4P NEMA 5-15P I/2 9 20 ►,,i 2 BLENDER HAMILTON BEACH 1-18H450R 1 120 1 CEP 120 21 SPARE NUMBER 1 21 22 ►A 1 DROP -IN HANDSINK EAGLE SRI0-14-5-1-1 1-I/2 22 23 ►;t 1 FAUCET TES B-1141 23 24 SPARE NUMBER 1 24 25 SPARE NUMBER 1 25 26 ►+°°- 1 SOILED DISHTABLE W/SCARP SINK 1 EALGE 5DTCR-12-16 FS 26 21 ► 1 DOUBLE SLANT RACK EAGLE 605383 1 I 21 28 ® 1 PRE -RINSE I T4S B-0281 12 1/2 128 29 ►:-4 1 VENTLESS DISHMACHINE HOBART AMISVL-2 453 208 3 JBOX 1/2 1/2 FS 29 30 1 CLEAN DISHTABLE/3 COMPARTMENT SINK EALGE CDTL-120 F5 30 31 I ► - 2 FAUCET I T45 B-0231 1/2 1/2 31 32 ►`,1 1 OVERHEAD WALL SHELF I EAGLE WSP1512 32 33 1 SLANT RACK EAGLE 606641 1 33 34 SPARE NUMBER I 34 35 SPARE NUMBER 1 36 ►' MOP SINK EALGE F1916 2 335 5 31 0-;'411 FAUCET TES B-0652 1/2 1/2 31 38 ►,A OVERHEAD MOP HOLDER I EAGLE U50824 1 38 39 ►;A ICE MACHINE U/BIN I HOSHIZAKI KM-515MAH II.1 120 1 JBOX 1/2 FS 1 39 40 ►,'4 FLOOR TROUGH I EAGLE FT-1224-FG 3 0 41 41 0--4 1LOT DRY STORAGE SHELVING FOCUS 41 42 ►-4 WALK-IN COOLER NORLAKE KL511610-C 3/4 208 1 JBOX 42 43 ► -4 1LOT COOLER SHELVING FOCUS 43 144 44 ►,'-4 2 COMPARTMENT PREP SINK EAGLE 314-16-1-I8 1 1 FS 44.1 ►;A FAUCET TES 8-0231 1/2 12 44.1 45 ►;-4 OVERHEAD WALL SHELF EAGLE SUJS1212 1 45 46 ►cam WORKTABLE I EAGLE T30605EB-BS 41 ► -4 WORKTABLE 'EAGLE T3060GTEB-BS 1 1 41 48 ►A UNDERCOUNTER REFRIGERATOR HOSHIZAKI CRMR21 I 2b 120 1 CEP NEMA 5-15P 48 49 ► A UNDERCOUNTER FREEZER HOSHIZAKI CRMF21 1 3.4 120 1 C4P NEMA 5-I5P 1 49 50 ►,A 2 SOUP WARMER WELLS LLSC 92 120 1 C4P NEMA 5-I5P 1 50 51 ►° 4 1 SLIM JIM I RUBBERMAID FG354000BLA I 51 52 ►-- 1 REFRIGERATED PREP TABLE 1 HOSHIZAKI cRMR60-16 5.5 120 1 CEP NEMA 5-I5P 52 53 ►- 1 WORKTABLE EAGLE T30605E5-155 53 54 SPARE NUMBER 1 54 55 SPARE NUMBER 155 56 SPARE NUMBER I 56 51 ►:;A FOOD WARMER WELLS I-W/SMP 15.0 120 1 CEP NEMA 5-I5P 51 58 ►-4 CONVEYOR TOASTER I STAR QCSI-350 13.8 120 1 CEP NEMA 5-I5P 58 59 0- -4 MICROWAVE SHELF EAGLE MWS2424 59 60 ►,,t MICROWAVE 1 ACP RMSIOT 9.6 120 1 C4P NEMA 5-15P 60 61 ►A PASS SHELF I EAGLE PM-1884 61 62 ►,-4 OVERHEAD FOOD WARMER HATCO GRAN-48D3 10.6 208 1 JBOX 1 62 63 SPARE NUMBER 63 64 SPARE NUMBER 1 64 65 ► 1 1 REACH -IN FREEZER HOSHIZAKI CFIB-F5 9.5 120 1 C4P NEMA 5-15P 65 66 ►„- 2 FRYER PITCO 5G14-5 61 op- -4 1 6 BURNER RANGE W/24" GRIDDLE 4 OVENS WOLF C60SS-6524G I 3/4 218K 61 68 SPARE NUMBER 68 69 04 1 TYPE 1 EXHAUST HOOD I CAPTIVE -AIR I 120 1 JBOX VERIFY REQUIREMENTS WITH SHOP DUG5 69 10 ► 1 EXHAUST FAN CAPTIVE -AIR 208 3 JBOX VERIFY REQUIREMENTS WITH SHOP DUGS 1 10 11 CE2 MAKE-UP AIR FAN CAPTIVE -AIR 208 3 JBOX VERIFY REQUIREMENTS UITH SHOP DUGS 11 12 SPARE NUMBER 13 0- -4 1 FIRE SUPRESSION SYSTEM 'CAPTIVE -AIR 1 1113 14 ® 1 HANDSINK I EAGLE 145A-10-F I-1/2 14 15 ►;t 1 FAUCET TES 8-1141 1 1/2 1/2 16 ► -4 1LOT DRY STORAGE SHELVING FOCUS 1 115 6 11 SPARE NUMBER 11 18 SPARE NUMBER I la 19 ►,A 1 TYPE 1 EXHAUST HOOD CAPTIVE -AIR 120 1 JBOX VERIFY REQUIREMENTS WITH SHOP DUGS 1 119 80 1 EXHAUST FAN I CAPTIVE -AIR 208 3 JBOX VERIFY REQUIREMENTS WITH SHOP DWGS 80 81 ►;A 1 MAKE-UP AIR FAN CAPTIVE -AIR 208 3 JBOX VERIFY REQUIREMENTS WITH SHOP DUGS 1 18 82 SPARE NUMBER 82 83 ►:A 1 FIRE SUPRESSION SYSTEM CAPTIVE -AIR 83 84 0- -4 1 2 DECK CONVECTION OVEN I BLODGETT ZEPHAIREGPLUSDBL 6.0 (2)120 1 CEP NEMA 5-I5P 1 (2)3/4 120K 84 85 SPARE NUMBER 85 86 ►,-4 1 6 BURNER RANGE UJ/24" GRIDDLE 4 OVENS WOLF C6055-61524G 1 3/4 218K 186 81 ► A 1 WORKTABLE I EAGLE T3048B-BS 1 81 88 ® 1 OVERHEAD WALL SHELF EALGE SWS1248 1 as 89 1.- -4 2 2 DOOR REACH -IN REFRIGERATOR HOSHIZAKI CR2B-FS I 1.0 120 1 C4P NEMA 5-I5P 89 90 0- -4 1 WORKTABLE EAGLE T361285 1 191 91 ►;-4 1 UNDERCOUNTER FREEZER I I-I0SHIZAKI CRMF21 3.4 120 1 C4P NEMA 5-I5P 92 1 WORKTABLE EAGLE T3048E13 92 ► 1 93 MOBILE HEATED CABINET CRESCOR H-135-UA-11-R 12.6 120 1 CEP NEMA 5-I5P 93 94 SPARE NUMBER 94 95 SPARE NUMBER 1 95 96 SPARE NUMBER 11 91 ►A 1 3 COMPARTMENT SINK EAGLE 314-16-3-24 FS 91 ►-',- 98 1 PRE -RINSE TES B-0281 1 I/2 1/2 98 ►„- 99 2 OVERHEAD WALL SHELF EAGLE WS1248 1 99 100 ►<A 1 UNDERCOUNTER DISHMACHINE 1 HOBART LXEH-2 1 32.5 120/208 1 JBOX 3/4 FS 100 ►A 01 1 2 COMPARTMENT PREP SINK 'EAGLE 314-16-2-18 F5 1101 02 ►A FAUCET TES 8-0231 1/2 1/2 103 02 0-4 03 1 HANDSINK I EAGLE HSA-I0-F 1 I-I/2 ►-4 04 1 FAUCET T48 5-1141 12 12 04 ►A 05 1LOT DRY STORAGE 51-IELVING I FOCUS 05 06 SPARE NUMBER 1 1 06 01 SPARE NUMBER 1 01 08 1011 16 FOLDING TABLE I PS FURNITURE H06001 08 09 0- -4 8 FOLDING TABLE P5 FURNITURE H03012 I 09 110 ►,;A 3 TABLE DOLLY PS FURNITURE 14O-APTC12 1 10 ►>A 111 150 CHAIR PS FURNITURE C600UAUH/C1-1 1 III 112 ► ,A 3 DOLLY TRUCK PS FURNITURE HD-PMD2 1 ►ram 113 1 BANQUET COUNTER SPW CUSTOM 1 13 114 ►,A 1 DROP -IN HANDSINK EAGLE SR10-14-5-1-1 I-1/2 14 115 ►A 1 FAUCET T45 5-1141 1 12 1/2 15 116 SPARE NUMBER 111 SPARE NUMBER 1 11 118 ►-4 4 24" X 30" TABLE PLYMOLD 2430WE20 1 18 II9 ►fr 24 1 CHAIR PLYMOLD 6131SS0 19 120 ►,-- 4 36" X 36" TABLE PLYMOLD 36036WE20 120 121 10-;1 1 CONDIMENT COUNTER SPW CUSTOM I 121 FlECEIVIn CITY OF ;'UKWI _ . JAN 0 2 2015 PERIVET CENTER 8 0 1 REVISION INFORMATION DATE 0 5/12/14 1 2 3 4 5 6 7 8 This plan Is the property of Bargreen Ellingson and is loaned subject to the condition that it is not to be copied, reproduced, or distributed either in whole or in part, without written permission, and is not to be used in any way detrimental to the best interests of the company. ©2012 BARGREEN ELLINGSON INC. DRAWN BY: J.STRANGE PROJECT MANAGER: D.STOOPS SHEET TITLE: EQUIPMENT SCHEDULE SHEET NUMBER 2 OF 4 PROJECT NUMBER 3530 ITEM NO. SUPPLIER 1— z -4 es DESCRIPTION 1 iii IL PURVEYOR w in O 1 ►� 2 COFFEE GRINDER 2 1 KNOCK BOX 3 1 SLIM JIM 4 ►: 1 DIPPERWELL 5 1.- -4 1 UNDERCOUNTER REFRIGERATOR 6 ►!-4 1 ESPRESSO MACHINE 1 op- -41 1 WATER FILTER 8 ►ate 1 DROP -IN ICE BIN 9 ►::a 1 FOS 10 ► „- 1 FRONT COUNTER 11 i►►;11 1 REFRIGERATED DISPLAY CASE 12 SPARE NUMBER 13 SPARE NUMBER 14 ►411 1 BACK COUNTER 15 GC DROP -IN SINK 16 ► i 1 FAUCET 11 1 SYRUP RACK 18 1 COFFEE BREWER 19 ►- 1 ICED TEA BREWER 20 op.- -4 2 BLENDER 21 SPARE NUMBER 22 ►-- 1 DROP -IN HANDSINK 23 110'411 1 FAUCET 24 SPARE NUMBER 25 SPARE NUMBER 26 ►=r1 1 SOILED DISHTABLE W/SCARP SINK 21 1 DOUBLE SLANT RACK 28 1 PRE -RINSE 29 ►°4 1 VENTLESS DISHMACHINE 30 ►,1 1 CLEAN DISHTABLE/3 COMPARTMENT SINK 31 MC FAUCET 32 1 OVERHEAD WALL SHELF 33 1 SLANT RACK 34 SPARE NUMBER 35 SPARE NUMBER 36 0-41 1 MOP SINK 31 pi. -4 1 FAUCET 38 1 OVERHEAD MOP HOLDER 39 ►4 1 ICE MACHINE WBIN 40 0+1 1 FLOOR TROUGH 41 ►,'-4 ILOT DRY STORAGE SHELVING 42 ►F',i 1 WALK-IN COOLER 43 ►11 ILOT COOLER SHELVING 44 10-4 1 2 COMPARTMENT PREP SINK 44.1 ►,±a1 1 FAUCET 45 ►- 1 OVERHEAD WALL SHELF 46 ► 1 WORKTABLE 41 1 WORKTABLE 48 1 UNDERCOUNTER REFRIGERATOR 49 ►,1- 1 UNDERCOUNTER FREEZER 50 ►+1 2 SOUP WARMER 51 1 SLIM JIM 52 ►;- 1 REFRIGERATED PREP TABLE 53 1 WORKTABLE 54 SPARE NUMBER 55 SPARE NUMBER 56 SPARE NUMBER 51 ► t 1 FOOD WARIER 58 1 CONVEYOR TOASTER 59 1 MICROWAVE SHELF 1 60 10` '41 1 MICROWAVE 61 ► 4 1 PASS SHELF 62 1 OVERHEAD FOOD WARMER 63 SPARE NUMBER 64 SPARE NUMBER 65 ► 1 REACH -IN FREEZER 66 2 FRYER 61 1 6 BURNER RANGE W/24" GRIDDLE 4 OVENS 68 SPARE NUMBER 69 ►"-4 1 TYPE 1 EXHAUST HOOD 10 ►^ 1 EXHAUST FAN 11 1 MAKE-UP AIR FAN 12 SPARE NUMBER 13 1 FIRE SUPRESSION SYSTEM 14 ►„- 1 HANDSINK 15 ► 1 FAUCET 16 ►,4 ILOT DRY STORAGE SHELVING 11 SPARE NUMBER 18 SPARE NUMBER 19 EMI TYPE 1 EXHAUST HOOD 80 ► 1 EXHAUST FAN 81 CCM MAKE-UP AIR FAN 82 SPARE NUMBER 83 ►°;t 1 FIRE SUPRESSION SYSTEM 84 0-1 1 2 DECK CONVECTION OVEN 85 SPARE NUMBER 86 ►- 1 6 BURNER RANGE W/24" GRIDDLE 4 OVENS 81 1 WORKTABLE 88 ® 1 OVERHEAD WALL SHELF 89 ►. -4 2 2 DOOR REACH -IN REFRIGERATOR 90 ►,-1 1 WORKTABLE 91 1 UNDERCOUNTER FREEZER 92 C2C1 WORKTABLE 93 ►'I 1 MOBILE HEATED CABINET 94 SPARE NUMBER 95 SPARE NUMBER 96 SPARE NUMBER 91 ►'4 1 3 COMPARTMENT SINK 98 ► 1 PRE -RINSE 99 2 OVERHEAD WALL SHELF 100 MEI UNDERCOUNTER DISHMACHINE 101 ►-•1 1 2 COMPARTMENT PREP SINK 102 OP- ''' I 1 FAUCET 103 1 HANDSINK 104 1 FAUCET 105 ►t LOT DRY STORAGE SHELVING 106 SPARE NUMBER 101 SPAR- NUMBER 108 ►; 1 16 FOLDING TABLE 109 CK1 FOLDING TABLE 110 ►,;:-4 3 TABLE DOLLY 111 Mr 150 CHAIR 112 ► -•1 3 DOLLY TRUCK 113 ► t 1 BANQUET COUNTER 114 ►11 1 DROP -IN HANDSINK 115 1 FAUCET 116 SPARE NUMBER 111 SPARE NUMBER 118 ►=s4 4 24" X 30" TABLE 119 ► 24 CHAIR 120 4 36" X 36" TABLE 121 ►4 1 CONDIMENT COUNTER EXHAUST FANS 4 MAKE UP AIR UNIT VERIFY LOCATION ELECTRICAL. ROUG1—I— IN PLAN L7CTR CAL L Scale: 1/4" :11-0" EGEND SYMBOL DESCRIPTION Q JUNCTION BOX t11) DUPEX OUTLET (pC0) 208 VOLT OUTLET (SCO) $ SWITCH LIGHT FIXTURE ® P.O.S. NETWORK CONNECTION co 120/1+/15 AMP CONVENIENCE OUTLET C() ELECTIC4L NOTES I►,;.,�II► ,,,III► ,,4I I4040I0 Irte4l rrelII►"ty1I 0 _ 9 \\ +24" (2)+60",.--� \52 +84" 811 +60" 60 —p c 241 \, J J IIIIIIIIIIIIIIIIIIIIII II IIIIIIIIIIIIIIIIII IIIIIIII IIIIIIIIIIIIIU IIIIIIIIIIIIHIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIHIIIIIII )0( 41) +48" 2 CLGJ +84" 39 I. ALL ELECTRICAL ROUGH -IN WORK AND FINAL CONNECTIONS TO ALL FOOD SERVICE AND RELATED EQUIPMENT A5 SHOWN ON THE KITCHEN EQUIPMENT CONTRACTOR'S PLANS TO BE PERFORMED BY THE ELECTRICAL CONTRACTOR PER NATIONAL AND LOCAL CODES. 2. THE ELECTRICAL CONTRACTOR SHALL PROVIDE AND INSTALL STAINLESS STEEL OUTLET AND RECEPTACLE COVERS IN SERVICE AREAS. 3. THE ELECTRICAL CONNECTIONS, SPECIFICATIONS AND DIMENSIONS SHOWN ON THESE PLANS ARE FOR FOOD SERVICE EQUIPMENT ONLY. SEE THE ARCHITECT'S PLAN SET FOR ADDITIONAL ELECTRICAL REQUIREMENTS INCLUDING OFFICE, MENU BOARDS, TELEPHONE AND DATA LINES, ETC, 4. THE ELECTRICAL CONTRACTOR SHALL PROVIDE FUSED DISCONNECTS FOR EQUIPMENT HOOK-UPS AS REQUIRED BY CODE AND LABEL ING. 5. ALL ELECTRICAL ROUGH -IN WORK AND ALL FINAL CONNECTIONS FOR ALL ITEMS SHOWN AND SPECIFIED ON THESE PLANS BY BARGREEN ELLINGSON SHALL BE PERFORMED BY THE ELECTRICAL CONTRACTOR. 6. UNLESS OTHERWISE SPECIFIED IN THESE PLANS OR OTHER WRITTEN CONTRACTS, IT SHALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO PROVIDE ALL ELECTRICAL -TYPE MATERIALS INCLUDING, BUT NOT LIMITED TO: WIRING, SWITCHES, DISCONNECTS, FLEX, CONDUIT, CONTRACTORS, TRANSFORMERS, THERMAL OVERLOAD PROTECTORS, MAGNETIC STARTERS, SHUNT TRIP BREAKERS, ELECTRICAL PANELS, CORDS, PLUGS, COVERS, ETC. a r 0 24" :a +24" L / +84" Ye Tommommmom RECEVED CITY OF T UKWI_E? JAN .0 2 2015 PERMIT CENTER a THE ELECTRICAL CONTRACTOR SHALL FURNISH AND INSTALL ALL ELECTRICAL COMPONENTS FOR WALK-IN REFRIGERATORS AND FREEZERS INCLUDING, BUT NOT LIMITED TO: LIGHTS, DOOR VENTS, SOLENOIDS, TIME CLOCKS, DEFROST CIRCUITS AND INTERCONNECTIONS BETWEEN REMOTE COMPRESSORS AND INTERIOR MOUNTED EVAPORATOR COILS. ELECTRICAL SHALL ALSO PROVIDE DISCONNECTS AND THERMO-OVERLOAD PROTECTION FOR COMPRESSORS. 9. THE ELECTRICAL CONTRACTOR SHALL PROVIDE AND INSTALL HEAT TAPE ON DRAIN LINES IN DANGER OF FREEZING. VERIFY LENGTH WITH REFRIGERATION CONTRACTOR 10. THE ELECTRICAL CONTRACTOR SHALL PROVIDE DISCONNECTS AT THE POWER BOX FOR EACH ICE MACHINE HEAD. II. IT SHALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO PROVIDE INTERCONNECT SWITCHING BETWEEN THE KITCHEN HOOD EXHAUST FANS AND THE KITCHEN MAKE-UP AIR SYSTEMS AS REQUIRED PER LOCAL CODE AND AUTHORITIES9:b P 12. IT SHALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO PROVIDE ELECTRICAL CONTRACTORS ON ALL'l; 147' ELECTRICAL L T II ALN OF THE FIRE SUPPRESSION BOXES, O ES ETC. LOCATED UNDER ANY CLASS I EXHAUST HOOD SO AS TO DISCONNECT UPO Ot,2 4O t 13. ELECTRICAL CONTRACTOR SHALL VERIFY REQUIREMENTS OF CASH REGISTERS, PRINTERS, COMPUTERS, SOUND SYSTEM, ETC. INCLUDING CONDUIT RUNS AND DEDICATED / ISOLATED OUTLET REQUIREMENTS. CO � CO �LC) N N oCO iiLL- W C� JO 4( > f_c, 0 < -§"" H REVISION INFORMATION DATE 0 5/12/14 1I 2 3 4 5 6 7 8 This plan is the property of Bargreen Ellingson and is loaned subject to the condition that it is not to be copied, reproduced, or distributed either in whole or in part, without written permission, and is not to be used in any way detrimental to the best interests of the company. ©2012 BARGREEN ELLINGSON INC. DRAWN BY: J.STRANGE PROJECT MANAGER: D.STOOPS SHEET TITLE: ELECTRICAL ROUGH -IN PLAN SHEET NUMBER /14 W:1DKAWIN(\ 1. ELECTRICAL CONTRACTOR SHALL PROVIDE THE KITCHEN EQUIPMENT CONTRACTOR WITH ELECTRICAL PANEL(5) SIZE AND LO0,4Ti011 AL01 WITI A� LADLG VOLTAC+ Al ip f 1 h Q 14. ALL DIMENSIONS SHOWN ARE FROM GRID LINES, FINISHED WALLS OR FINISHED FLOORS TO CENTER LINE OF ELECTRICAL OUTLET BOXES. HEIGHTS ARE NOT TO BE TAKEN FROM CURBS OR PLATFORMS. 30F4 PROJECT NUMBER 3530 9:49 AM 5109114 W:IDRAWINGS\TUKWILA VILLAGE13530F,OWG ITEM NO. SUPPLIER QUANTITY DESCRIPTION 111 aL PURVEYOR 6 0 1 ►,- 2 COFFEE GRINDER 2 ►-4 1 KNOCK BOX 3 ME1 SLIM JIM 4 100-;4 1 DIPPERWELL 5 1 1 UNDERCOUNTER REFRIGERATOR 6 ►,,4 d 1 ESPRESSO MACHINE 1 ►,'4 1 WATER FILTER 8 1 DROP -IN ICE BIN 9 ► •� I 1 POS 10 1 FRONT COUNTER II ►;;4 I 1 REFRIGERATED DISPLAY CASE 12 SPARE NUMBER 13 SPARE NUMBER 14 ►ft 1 BACK COUNTER 15 ►,4 1 DROP -IN SINK 16 CZCI FAUCET 11 ® 1 SYRUP RACK IS ® 1 COFFEE BREWER 19 Cr ICED TEA BREWER 20 0- -4 1 2 BLENDER 21 1 SPARE NUMBER 22 ►r- 1 DROP -IN HANDSINK 23 CC FAUCET 24 SPARE NUMBER 25 SPARE NUMBER 26 ® 1 SOILED DISHTABLE W/SCARP SINK 21 ► 4 1 DOUBLE SLANT RACK 28 1 PRE -RINSE 29 ►,'-4 1 VENTLESS DISHMACHINE 30 1 1 CLEAN DISHTABLE/3 COMPARTMENT SINK 31 00-;4 2 FAUCET 32 1 OVERHEAD WALL SHELF 33 ►!4 1 SLANT RACK 34 SPARE NUMBER 35 SPARE NUMBER 36 ME MOP SINK 31 ►r, 1 FAUCET 38 ►'� 1 OVERHEAD MOP HOLDER 39 1 ICE MACHINE W/BIN 40 0-4 1 FLOOR TROUGH 41 0-'4 1LOT DRY STORAGE SHELVING 42 ►<,4 1 WALK-IN COOLER 43 ILOT COOLER SHELVING 44 czn 2 COMPARTMENT PREP SINK 44.1 0-4 1 FAUCET 45 ►;4 1 OVERHEAD WALL SHELF 46 0,4 1 WORKTABLE 41 Can WORKTABLE 48 1 UNDERCOUNTER REFRIGERATOR 49 ►•1 1 UNDERCOUNTER FREEZER 50 ► - 2 SOUP WARMER 51 acj SLIM JIM 52 0- -4 1 REFRIGERATED PREP TABLE 53 ►;4 1 WORKTABLE 54 SPARE NUMBER 55 SPARE NUMBER 56 SPARE NUMBER 51 1.-,4 1 FOOD WARMER 58 1 CONVEYOR TOASTER 59 1.-1 1 MICROWAVE SHELF 60 10- -4 1 MICROWAVE 61 l' ► 4 1 PASS SHELF 62 0.- -4 1 OVERHEAD FOOD WARMER 63 SPARE NUMBER 64 SPARE NUMBER 65 ME REACH -IN FREEZER 66 ►!1 2 FRYER 61 CCI 6 BURNER RANGE W/24" GRIDDLE 4 OVENS 68 SPARE NUMBER 69 ►r4 1 TYPE 1 EXHAUST HOOD 10 ►1 1 EXHAUST FAN 11 ►, 1 MAKE-UP AIR FAN 12 SPARE NUMBER 13 ►I 1 FIRE SUPRESSION SYSTEM 14 ►„4 1 HANDSINK 15 ►4 1 FAUCET 16 ►i+; i ILOT DRY STORAGE SHELVING 11 SPARE NUMBER 18 SPARE NUMBER 19 1 TYPE I EXHAUST HOOP 80 =2 EXHAUST FAN 81 CEJ MAKE-UP AIR FAN 82 SPARE NUMBER 83 Cr FIRE SUPRESSION SYSTEM 84 ► 1 2 DECK CONVECTION OVEN 85 SPARE NUMBER 86 ►'- 1 6 BURNER RANGE W/24" GRIDDLE 4 OVENS 81 0-4 1 WORKTABLE 88 1 OVERHEAD WALL SHELF 89 ►A 2 2 DOOR REACH -IN REFRIGERATOR 90 1 WORKTABLE 91 ►° 1 UNPERCOUNTER FREEZER 92 1 WORKTABLE 93 ►+t 1 MOBILE HEATED CABINET 94 SPARE NUMBER 95 SPARE NUMBER 96 SPARE NUMBER 91 1 3 COMPARTMENT SINK 98 CZPJ PRE -RINSE 99 2 OVERHEAD WALL SHELF 100 0'4 1 UNDERCOUNTER DISHMACHINE 101 1.,4 1 2 COMPARTMENT PREP SINK 102 ® 1 FAUCET 103 ►t 1 HANDSINK 104 ►-.4 1 FAUCET 105 CM1 ILOT DRY STORAGE SHELVING 106 SPARE NUMBER 101 SPARE NUMBER 108 ►4 16 FOLDING TABLE 109 ►,4 8 FOLDING TABLE 110 ►4 3 TABLE DOLLY 111 cri 150 CHAIR 112 Or 3 DOLLY TRUCK 113 ►sAl 1 BANQUET COUNTER 114 0-;4 1 DROP -IN HANDSINK 115 ME FAUCET 116 SPARE NUMBER 111 SPARE NUMBER 118 ► 4 24" X 30" TABLE 119 24 CHAIR 120 0-+4 4 36" X 36" TABLE 121 0-4 CONDIMENT COUNTER L J J L L J EXHAUST FANS 4 MAKE UP AIR UNIT VERIFY LOCATION r L J J cE 0 PLUMBING ROUGI- - IN FLAN PLLr'" Scale: 1/4"=I'-0" LEE D SYMBOL DESCRIPTION 0 HOT WATER SUPPLY O COW WATER SUPPLY ® DIRECT WASTE a FLOOR SINK, NO GRATE ® GAS CONNECTION PL.,MSING \077=5 FS +1 IS FS 16" +16" 19 +16" n+16" 1' 1 1 ®+14" +20 +22" r-r-r-r-T-T-� L L.L 1 J 1 J L. 44 16" 26 31 +16" 16" FS IIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIII 111111111111I11111111111111IIIII11111111111 FS -2" 3 14" 115 T'FicAL CO\ CT I ON /S" GYP. WALL UJ/ S/S WALL L INER, TYP. GAS PIPE SIZED PER MF. SPECIFICATIONS FLEXIBLE GAS LINE TO EQUIP., SIZED PER MFG. SPECIFICATION. ALLOW ENOUC I -I SLACK LINE TO PULL EQUIP. 24" MIN. FROM WALL, TYP. I. ALL PLUMBING ROUGH -IN WORK AND FINAL CONNECTIONS TO ALL FOOD SERVICE AND RELATED EQUIPMENT AS SHOWN ON THE KITCHEN EQUIPMENT CONTRACTOR'S PLANS TO BE PERFORMED BY THE PLUMBING CONTRACTOR PER NATIONAL AND LOCAL CODES. 2. UNLESS OTHERWISE SPECIFIED IN THESE PLANS OR OTHER WRITTEN CONTRACTS, IT SHALL BE THE RESPONSIBILITY OF THE PLUMBING CONTRACTOR TO PROVIDE ALL PLUMBING -TYPE MATERIALS INCLUDING VALVES, TRAPS, LINE STRAINERS, FLOOR SINK COVERS, PRESSURE REGULATORS, SIPHON BREAKERS, ETC. 3. PLUMBING CONTRACTOR SHALL SIZE, FURNISH AND INSTALL ALL GREASE TRAPS OR INTERCEPTORS AS REQUIRED AND COORDINATE SIZES AND LOCATIONS WITH KITCHEN EQUIPMENT CONTRACTOR. 4. PLUMING CONTRACTOR SHALL FURNISH AND INSTALL ALL GAS SHUT-OFF VALVES FOR EACH PIECE OF EQUIPMENT WITH PERMANENT I.D. TAGS AS WELL AS THE MAIN GAS VALVE(S). 5. PLUMBING CONTRACTOR SHALL FURNISH AND INSTALL ALL DIRECT SINK WASTE LINES AND ALL INDIRECT EQUIPMENT WASTE LINES AS SHOWN ON PLANS PER LOCAL CODES, INCLUDING TRAPS, TAIL PIECES, LINE STRAINERS, AND WALK-IN CONDENSATE WASTE LINES, AS REQUIRED. INDIRECT WASTE LINE ROUTING THROUGH CABINETS SHALL BE IN A MANNER SO AS TO MAXIMIZE USABLE STORAGE SPACE. 6. ALL DRAIN LINES FROM EQUIPMENT REQUIRING CONDENSATION REMOVAL SHALL BE RUN IN COPPER 1. THE PLUMBING CONTRACTOR SHALL PROVIDE AND INSTALL INSULATION MATERIAL ON ALL DRAINLINES FROM ICE BINS, ICE PANS, ETC., SO AS TO ELIMINATE CONDENSATION FORMATION. 1 e- L { 101 +16 " 16"I +20" 22" F 16" 8. ALL INDIRECT WASTE LINES TO HAVE A 2" MINIMUM AIR GAP ABOVE FLOOD RIM OF RECEIVING FIXTURE. RESTRAINING CABLE 9. FLOOR SINKS SHALL BE FURNISHED AND INSTALLED BY THE PLUMBING CONTRACTOR IN LOCATIONS SHOWN, AND SUPPLIED WITH 3/4 GRATE OR AS SPECIFIED. AREA DRAINS, IF REQUIRED, SHALL BE VERIFIED WITH THE ARCHITECT. 10. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO VERIFY THAT THE LOCATIONS FOR ALL MECHANICAL REQUIREMENTS WHICH REQUIRE FLOOR PENETRATIONS DO NOT CONFLICT WITH STRUCTURAL MEMBERS IN THE FLOOR. 11. THE GENERAL CONTRACTOR SHALL SUPERVISE THE LOCATION OF ALL FLOOR DRAINS ON THE JOB SITE 50 AS TO ENSURE THE BEST SLOPE POSSIBLE OF THE SURROUNDING FLOOR TO THESE DRAINS. 12. PLUMBER SHALL FURNISH AND INSTALL PRESSURE REDUCING VALVES) AT DISHWASHER(S), GLASS WASHER(S), STEAMER(S) AND OTHER EQUIPMENT, AS REQUIRED. 13. IT SHALL BE THE RESPONSIBILITY OF THE PLUMBING CONTRACTOR TO FURNISH AND INSTALL ALL WATER HEATERS FOR THi"P PROJECT AND TO ENSURE ADEQUATE WATER SUPPLY FOR THE FOOD SERVICE EQUIPMENT. WATER TEMPERATURE TO THE Pie ` �7�% DISHWASHER SHALL BE 140°. COORDINATE LOCATION OF WATER HEATER WITH KITCHEN EQUIPMENT CONTRACTOR gg'Kir490 ,A`�>� 14. THE PLUMBING CONNECTIONS, SPECIFICATIONS AND DIMENSIONS SHOWN ON THESE PLANS ARE FOR FOOD SERVICE EQUIPME'f�. .'0 ONLY. SEE ARCHITECT'S PLAN SET FOR ALL OTHER PLUMBING REQUIREMENTS FOR THIS PROJECT. RECEIVED CITY OF TUKWILA JAN 0 2 2015 PERIII q CENTER al .E 5 8 1 0 J 0) J 0) Q rn 0 0 Q F-O cCNI U CD REVISION INFORMATION DATE 0 5/12/14 1 2 3 4 5 6 7 8 This plan Is the property of Bargreen Ellingson and is loaned subject to the condition that it is not to be copied, reproduced, or distributed either in whole or in part, without written permission, and is not to be used in any way detrimental to the best interests of the company. ©2012 BARGREEN ELLINGSON INC. DRAWN BY: J.STRANGE PROJECT MANAGER: D.STOOPS SHEET TITLE: PLUMBING ROUGH -IN PLAN SHEET NUMBER 4 OF 4 PROJECT NUMBER 3530 ®_ — — ART LEGEND U • :t/ PAVEMENT LEGEND / /4, / / / / / / //////// / ///////\/ / / / / / / / / / / CONCRETE PAVEMENT, SEE CIVIL PERVIOUS CONCRETE PAVEMENT, SEE CIVIL COLORED CONCRETE, SEE CIVIL TEMPORARY ASPHALT CONCRETE PAVING, SEE CIVIL - -- .- ®.- ®® MATCHLINE - SEE BLDG. 3' 'WIDE CONC. ACCENT BAND - CONC. . PAVING SECTION, TYP., SEE CIVIL CONCRI'I E CURB - CURB 1 PEI 4 SDOT STD\ PLAN F-10.18-00 GREEN SCREEN CtNdP�ICT • . ..-- 5' SQUARE TREE GRATE TEMPORARY ASPHALT THICKENED n EDGE, TYP., SEE CIVIL O ROAD 'B' (SEE CIVIL FOR LAYOUT) 12" HIGH WHITE 3 PAINTED LETTERS, c-1 L14 CENTERED IN • STALL 87 TYP N\ TEMPORARYvASPHALT CONCRETE PAVING, TYP., SEE) CIVIL LOT LINE ' PLANT POTS, TYP., EE SITE FURNISHINGS GEND 2' SQ. SCORE PATTERN, AND PERP. TO BLDG. CAFE TABLES AND CHAIRS BY TENANT, TYP. // / / COORD. ART PAVEMENT LAYOUT AND FINISH W/INTERI.' ENTRY FOYER PA ��� G IRRIG. PUMP ON CONC. PAD, SEE RAINWATER CISTERN D ETAI L } I- -}-- + -1- -I-- -I- + -+ } { -I- I I } 1 I- + + -1- 1- -{- -1- { { } { } { { + } LIBRARY-(pY O' EIS') _ -{ V ULT FO / - R 4EATURE,, "SIZE ,LOCAtIoN/A-'PRox /W/L O CA/PL' / ITL`C / SURFACE -MOUNT BENCH. W/BACK, TYP., SEE SITE • FURNISHINGS LEGEND • (4 TOTAL) CONC. SIDEWALK, SEE CIVIL '. fOAD 'B' . (30+99.64 /62.05'LT K I A H .. RP5 0 ROAD 'B' 30+91.26 86.67 LT S 144TH sP ` s 12+09.47, 6 .1'1 IIf THE FOLLOWING ART COMPONENTS ARE TO BE DESIGNED BY ARTISTS OR COORDINATED WITH ARTISTS AND INTEGRATED INTO THE SITE DESIGN: Al ARTIST -DESIGNED CLOCK TOWER AND BASE A2 SCULPTURE/WATER FEATURE INTEGRATED WITH ROOF STORMWATER DOWNSPOUT A3 ROLLING GRANITE SPHERE WATER FEATURE "SISTERS" SCULPTURE ON STEPPED CONCRETE PEDESTAL LABYRINTH WITH SPECIAL AGGREGATE PAVING MOSAIC TILES ON FACE OF CONC. SEAT/PLANTER WALL BOLLARD LIGHTS PAVING FINISH LEGEND • EXPOSED AGGREGATE CONC. FINISH TYPE A, AGGREGATE TYPE, SIZE AND COLOR AS SPECIFIED BY LANDSCAPE ARCHITECT © STAMPED CONCRETE W/INTEGRAL COLOR OR COLOR HARDENER, STAMP PATTERN AND COLOR AS APPROVED BY LANDSCAPE ARCHITECT © SEEDED AGGREGATE CONC. FINISH, AGGREGATE TYPE, SIZE AND COLOR AS SPECIFIED BY ARTIST. LAYOUT SHOWN IS APPROXIMATE, FIELD VERIFY WITH ARTIST AND LANDSCAPE ARCHITECT. © ROADWAY ACCENT AREA - CONC. PAVING SECTION PER CIVIL, INTEGRAL COLOR AS APPROVED BY LANDSCAPE ARCHITECT, 4'X4' SCORE JOINT PATTERN, HEAVY BROOM FINISH, ALTERNATE DIRECTION EVERY OTHER SQUARE QE CROSSWALK - CONC. PAVING SECTION PER CIVIL, 1' SQ. SCORE JOINT PATTERN W/INTEGRAL COLOR OR COLOR HARDENER AS APPROVED BY LANDSCAPE ARCHITECT, MED. BROOM FINISH QF 3' WIDE CONC. ACCENT BAND - CONC. PAVING SECTION PER CIVIL, INTEGRAL COLOR AS APPROVED BY LANDSCAPE ARCHITECT, MED. BROOM FINISH PERP. TO ROAD CENTERLINE © ROADWAY - CONC. PAVING SECTION PER CIVIL, COLOR: NATURAL GRAY, HEAVY BROOM FINISH PERP. TO ROAD CENTERLINE OH SIDEWALK - COLOR: NATURAL GRAY, LIGHT BROOM FINISH. FOR PAVEMENT SQUARES 4' OR MORE ALTERNATE DIRECTION EVERY OTHER SQUARE OR PERPENDICULAR TO LONG DIMENSION AS APPLICABLE QJ 2' WIDE TEXTURED SIDEWALK BAND - SIDEWALK DETAIL PER CIVIL W/INTEGRAL COLOR AS APPROVED BY LANDSCAPE ARCHITECT AND TOOLED PARALLEL GROOVES 3" SPACING, DISCONTINUE GROOVES AT 2' SQ. AREA AROUND EA. BOLLARD NOTES: 1. ALL EXPOSED AGGREGATE CONCRETE, STAMPED CONCRETE, INTEGRAL COLOR CONCRETE, AND CONCRETE WITH COLOR HARDENER SHALL BE SEALED WITH APPROVED SEALER. 2. CONTRACTOR TO PROVIDE A 3' X 3' SQ. SAMPLE OF EACH CONCRETE PAVEMENT COLOR AND FINISH TO BE APPROVED BY THE LANDSCAPE ARCHITECT AND OWNER PRIOR TO INSTALLATION. SITE FURNISHINGS LEGEND SYM. DESCRIPTION PLANTER POTS BY: ORE INC. CUBE (CUSTOM): 27" SQ. X 36"H FINISH: POWDER COAT RUST HIGH RECTANGLE (CUSTOM): 72"L X 18"W X 36"H FINISH: POWDER COAT RUST BENCHES BY: THOMAS STEELE MODEL: CRB2-6, CARNIVAL II, 6' LONG BENCH W/END ARM RESTS, SURFACE MOUNT COLOR: BRONZE POWDER COATED MODEL: CRBC—X—P, CARNIVAL II BACKED CURVE BENCH, CUSTOM RADIUS, 4 APPROX. 6'-4" SECTIONS COMPRISING FULL CIRCLE W/8' OUTSIDE DIAMETER, E—STEELE-4 W/INTERMEDIATE ARM RESTS, SURFACE MOUNT COLOR: BRONZE POWDER COATED TRASH RECEPTACLE BY: THOMAS STEELE MODEL: CARNIVAL 38—GALLON LITTER RECEPTACLE W/SIDE DOOR AND KEYED LOCK AND ELEVATED DOME LID COLOR: BRONZE POWDER COAT OUTDOOR CHESSBOARD TABLE BY: CHESS USA WWW.CHESSUSA.COM MODEL: OUTDOOR CEMENT CHESS TABLE, 32" SQ., CODE: 35-022 CHAIRS BY: CHAIRS AS SUPPLIED BY OWNER NOTES: 1. SEE SHEET L14 FOR BENCH AND TRASH RECEPTACLE CATALOG CUTS. 2. NO SUBSTITUTIONS WITHOUT WRITTEN APPROVAL FROM THE LANDSCAPE ARCHITECT. 1PL 20 30 A LAYOUT PLAN 0 5 . 10 0 C a) aa)) a) 13 ccs s 0 d) a) a < (C O > ON CD o acq ; '�'S^� �G)i Ca T V!U) co o rn Phone: 206.204.0507 .,,.N..\ Melvin R. Easter WASHINGTON REGISTERED LAND 0 er - RLA, STATE CAPE ASLA OF ARCHITECT MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. Al2/29/14 05/12/14 06/16/14 BUILDING PERMIT BID SET VE/PERMIT COMMENTS TUKWILA VILLAGE - COMMONS BUILDING PLAZA 14350 TUKWILA INTERNATIONAL BOULEVARD ,0 0 TUKWILA, WA 98188 rn :1 OWNER APPLICANT: Z ®I! TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC �' ....4 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 ' ' ry `a PUYALLUP, WA 98374 -I o r� :Ti T : (253) 231- 5001 F : (253) 231-5010 �n COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDib, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStUdIOLLc PROJECT #: LA-1113 FILE NAME: LA1113 - L01 DRAWN BY: CP/LP PLAZA LAYOUT PLAN LO1 BUILDING PERMIT / / / / / .,,^:, / / a / / / / / / / / / / -] //c /// / / / / / / / / / / / / / / / /�/ / / / / CCA'R »M P Ep7 OVERHANG 'LINE / / // / / / / / / / / / / / / / / / .. . PAVED LABYRINTH LAYOUT AND DETAILING AS PER OWNER APPROVAL LABYRINTH ENLARGEMENT SCALE: 1/4" = 1'-0" b G� O\MIUER`ANv LOW/� EVENTER, SEFy fil 14 PalIVINSTA Lam/ ITH �AVMENT _ / \ /\ COJNC. SIDL , AKS,CIVIL S CORE\ ATI-ER OUTDOOR CHESS TABLES AND Ty CHAIRS, SEE SITE FURNISHINGS LEGEND / / / / / / / / —71 / / / / / / / / , / / / / / / / / / / `4 / / / / / i 4' SQ. SCORE PATTERN - / c / \ / \; x` / \ / \ / y \ 2 / \ /\, \/ \ y; T; V , /may / / \ /\ / \/ / \ / \ yam (FROM /\g41—vk 'ARp \ \X CORyINE y . / l M Rp>> CIRCULAR BENCH, SEE f SITE FURNISHINGS LEGEND, SHEET LO1 RP11 ROAD 'B' 30+58.47 70.77' LT RP12 ROAD 'B' 30+61.76 30+54.64 S\\* �, \\ #s* NOTE: SEE SHEET LO1 FOR FOR ART LEGEND AND PAVING FINISHES LEGEND. WATER FEATURE AND GAME AREA ENLARGEMENT SCALE: 1/4" = 1'-0" REViEVVED FOR CODE COMPLIANCE APPROVED APR 2 8 2015 City of Tukwila BUILDING DIVISION C�T� OP s13� V�JIa_l'; JAN022015 PLAZA LAYO U r ENLARGEMENTS 0 5 10 20 1" = 10' 30 U J O -j 1E5 76 c7) c Q .a co 0 a> co co rn v Q N 0 LA N N o a; � At 03 CD Phone: 206.204.0507 Melvin R. Easter - RLA, STATE WASHINGTON REGISTERED LAND CAPEARCHIITTjECCTT lG.t�4'�i ASLA OF �--- MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. Al2/29/14 05/12/14 06/16/14 BUILDING PERMIT BID SET VE/PERMIT COMMENTS m p TUKWILA VILLAGE - COMMONS BUILDING & PLAZA Z I j 14350 TUKWILA INTERNATIONAL BOULEVARD Z > 0 TUKWILA , WA 98188 m 4t OWNER APPLICANT: np TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 w w PUYALLUP, WA 98374 I— T : (253) 231- 5001 F : (253) 231-5010 0 COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStUdiOLLc PLAZA LAYOUT ENLARGEMENTS BUILDING PERMIT 4(5' 0'r t 1 r. a' 1:' F.4` trr t7 • \N ' \ • \ '\ \'N‘ \\ \, \ k k \\\\\\\ \ \ \ \ \\\, \ \''' k; S'.:.,....‘, N\ \ \\ _ ‘,,., ,-, NI\ \ ,...,N x \\''% \,..., \\\ , \ `:. \fir` e \ \ \. �Y �fnYY[9i�" YYv Y!P-' tif �YYYYIO� � \11: iYYYYYI^ Y.Y.7WY+' iYYYYY� O � 1 raYls!// Iftantrallte `.YiYlYYYYY41 ._\IYYYYYI/. ..VYYYY.l / • i\i'�y�\' 7/ ///,‘, > \/A/v�/y ,\ / , '\ /\ / 4.,i. v,/ v / ►� A\ , / 4�y7v/ '� l v`/ x /.. `t/v s'v`/'V. ,,\ \ \ ' \/ .is ^,� /\\%\/\ \� 't �'. I.1\� \// � / Iii-6 v , ' v\/A y t.:;',...\,/\:<-:</..,./r;sill ®I,/v�y/v./ G\\/.� �. / ;/ , ).,, — /iC /\\ /\ / ' V/ / v' 'X'\'�'� /\, \\ \ �J I \/\\ 1,77/sir/>// / a ct ., iris vt / s 3'�// / NT POTS, TYP., SEE ITE FU SHINGS LEGEND, SHT. LO1 1J -,- + + -I- + -{- -I- + -I- -I -{- -{ - 1 LIBRARY --(BY O' 1- ± -1- -{- b EIS{\ { IIIIIIII® \ \\ MN IMP —MalsMIMI ev f\TCHLJNE - SEE B L DGB D WG S. \ k 2 \\\N N\ /.OVdV 93,, ' .LOV,dvio5 ,13,Vdjwoo / 3/8" CLEAR CRUSHED GRANITE MULCH, 3" DEPTH, '+ j --IN--TRE,E CUTOUTS h //k 3% DEPTTH /BARK:ARO.0 /EXISTING/ T / / \ /\ V v vvv vvvvv s vvvvvv Qj 4G4i vvvvv VVVV O��VynDOvvvvv OC�_I.-;'� vvvvv � avvvvv v ;Q{�lewvvv 'vvv Ovvv OItvvv vv, r . r v7 v vvv ,vv vv vvv vvv ovv avv vvv -/ V V vvv avvv vvv vv I; i ji 1 :' -71 7/ r lifpot7 REVEWED FOR CODE COMPLIANCE APPROVED APR 2 8 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILP JAM 0 2 2015 PERMIT CENTER NOTE: SEE SHEET L16 FOR LANDSCAPE DETAILS, LEGEND, AND NOTES. PLAZA LANDSCAPE PLAN 0 5 10 20 1" = 10' 30 0 0 7:3 'Cnj m CO a) E a) a) 03 CO co CO Phone: 206.204.0507 Melvin R. Easter WASHINGTON REGISTERED #;M - RLA, g STATE APE \i v.ti ASLA da OF ARCHITECT MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. Al2/29/14 05/12/14 06/16/14 BUILDING PERMIT BID SET VE/PERMIT COMMENTS mp TUKWILA VILLAGE - COMMONS BUILDING & PLAZA * Z I j 14350 TUKWILA INTERNATIONAL BOULEVARD Z> 0 TUKWILA , WA 98188 -5 m It ��-- OWNER APPLICANT: Co") D D TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 7 3 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 ).> c,." PUYALLUP, WA 98374 r- T : (253) 231- 5001 F : (253) 231-5010 0 c.'' COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 the° StUdIOLLc PLAZA LANDSCAPE PLAN LO3 BUILDING PERMIT (<(7 co \\-\(</C1,1/ PisG49?•i# 'PIPE IS SHOWN IN HARDSCAPE FR ;:GRAPHICAL CLARITY. INSTALL IN ;ADJACENT PLANTING BED. TYPICAL 3/4 PE LINE •\ / \ \/\/\X \' •\ ,\ LATERALS AND EQUIPMENT SHOWN \ ;IN HARDSCAPE FOR GRAPHICAL CLAR \ \INSTALL IN ADJACENT PLANTING BEDS. 'VERIFY POT LOCATIONS WITH LANDSCAP 'ARCHITECT BEFORE INSTALLING SLEEV \WITH SWEEP INTO POTS SHOWN. I ;t \. x V/ \.-/ �' y- am MIEN MIME MIMI ® ® MIME III! it / i \;' ,/ \ i X" \ \ /` f'' 7 `.• • / /.\;: \/ 1 \�\ <, ' SEE DETAILS FOR POT IRRIGATION. \! / /\'TORO MICROLINE v-S& try 'TORO MULTI OUTLET EMITTER PR-25-9 / y / \ v /�. 7 . "" v x INTO POT. TYPICAL. • COMPACT COMPACT COMPACT COMPACT VERIFY CONTROL`:,` i WITH ARCHITECT. 1 AND 1 1/2" CONDUIT FO WIRES TO BE PROVIDED B COMPACT COMPACT COMPACT •...PROVIDE 3/4" SCH 40 PVC PIPE TO ::'RP DEVICE AT CISTERN FOR BACK UP WATER SUPPLY FOR ZONE 3. i 3/4" PVC OUTFLOW FROM PUMP SEE DETAIL, 5/L10 PROVIDE DRIP IRRIGATION FOR ZONE 3. CONNECT TO CISTERN PUMP OUTFLOW SEE DETAIL 5/L10 ATION GFOR CISTERN PUMP AND PANEL. AC POWER ALV / TRICAL. NOT /\\\// ZO3IRRI TION PROD BY CISTERN ER S PPL . WH ' ISN WATER LEVEL S BELOW RES • , VALVE ILL BE ACTIVATED A' :� P WATER \ PLY WILLS• S��rSOURS L !' ® MATCHLINE - SEE BLDG. B DWGS. ® I / PIPE AND VALVES SHOWN IN HARDSCAPE� FOR GRAPHICAL CLARITY. INSTALL IN ...ADJACENT PLANTING BED. TYPICAL / /, 13VdW03 13VdW03 1 13VdWOO RRIGATION POC 1" METER AND SERVICE LINE. 1" BACKFLOW PREVENTER 1" MASTER VALVE. 13VdW03 rr..1 1 > RUN LATERALANDSLEEVE k " y / `"/�\/ �. \ INTO ADJACENT BED; \ %%OL<> INSTALL AIRNACUUM RELIEF VALVES AT DRIP ZONE HIGH POINTS. TYPICAL. LIBRARY (BY OTHERS) INSTALL PIPE IN CIRCULAR PLANTER. INSTALL AIRNACUUM RELIEF VALVES AT DRIP ZONE HIGH POINTS. TYPICAL., / 1 W W co 1 W Z REVIEWED FOR CODE COMPLIANCE APPROVED APR 28 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF ,s UKli IL , JAN 0 2 2015 PERI!'IlT CENTER PLAZA IRRIGATION PLAN Li2r---11° 20 30 1" = 10' ate) L 2 i (t1 a) a m U co -13 land entitlement co co 0) Phone: 206.204.0507 Melvin R. Easter - RLA, gV STATE WASHINGTON REGISTERED LAND CAPE 0 ASLA Via, OF ARCHITECT I'- MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. Al2/29/14 05/12/14 06/16/14 BUILDING PERMIT BID SET VE/PERMIT COMMENTS mp TUKWILA VILLAGE - CO ® S BUILDING PLAZA Z I j 14350 TUKWILA INTERNATIONAL BOULEVARD Z 0 TUKWILA , WA 98188 03 mIt OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC -ri 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 PUYALLUP, WA 98374 r— T : (253) 231- 5001 F : (253) 231-5010 0 COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStUdiOLLc PLAZA IRRIGATION PLAN LO4 BUILDING PERMIT 5 47 / / / / / / MATCHLINE— SEE BLDG. DWGS \ :r \\� \\\ \\\. �. _ , .. a \\. t�\\\ �\\\\ :` \�::, \\\\ .' ` \ \\\ . ,. \• \�\\• ` _. \\\\ .\` `\\ .!.\\\\' \ PROVIDE 120V 20 AMP GFI PROTECTED ELEC. SERVICE FOR ARTIST --DESIGNED BOLLARD CONFRM LIGHTING AND ELEC. REQUIREMENT WITH RTIST � GFI 'PROTECTED DUPLEX OUTLET IN LOCKING NEC APPROVED EXTERIOR BOX, TYP., SEE LEGEND'' OVIDE 120V 20 A ROTECTED ELEC. S RAINWATER CISTER►/ PUMP , ND CON;:�L PR01�I,DE� ��};.�OV;'"2�J -"AMP FI :SFROTEC�TI;©, I�EC.. $ RVIC TO ART'LOC TION.: FOR ;LIGHTING" AND`A CH:;;:' ,PROVIDE:.ELEC; ."SERVICE FOR i. ,/WALL LIGHTS 'TYP.` ;SEE- CONC. 'STAfRS;DETAIL LIBRARY (BYO ERS) PROVIDE), W-V.LTAGE. ELEC:\.`"'; SERVIC�F FOR; -LED STAIR. --LIGF(T,S�SEE .GONG -;STAIRS/ Y DDyAl[ 1 SHT".`\ .12 / S \ V 'MEOW VAULT FOR WATER'FEX,TURE, 'PROVIDE ELEC!_gERVICE; VERFY ' LOC 1 ION ,N%LANDSCAPEi(TECf / . ,\ \\? �v\� �\ /\�` \x\/\\, 1` •• , . \ \ . .�\ j / \ j. / `v� \, RR6VID , E ,E6, y` \ \/\ , \2\ \ / J/�LL LIGHT . S v. ,a )y y� / 1A /� BOLLARD LIGHT;..— TYP., SEE LEGEND'-' PROVIDE 120V 20 AMP GFI/ \ PROTECTED ELEC. SERV,CE/ \ TO ART LOCATION FOR/ / LGHTING PROVIDE LOW —VOLTAGE ELEC. SERVICE FOR LED STAIR LIGHTS, SEE CONC. STAIRS DETAIL 1, SHT. L12 A A WALL LIGHT; TYP ;: SEE LEGEND PROVIDE--E-LE .`\ ERVI E_TO_ WATER FEATU E EQR LI GFI PROTE7r DUPLEX OUTLET IN LOCKING :NE APPROVED EXTERIOR BOX, TYP., S ."L GEND 1/ PROVIDE /1 20S/ ELEC. 20 AMP - GFI PR TECED ELEC. SERVICE FOR ,C1 e4k TOW ' ' IWER CONFIRM LIGHTING ANIDZELEC. REQUIREMENTS WITH ARjTIST CONFIRNI,,LIG'HTING AND`-ELEC. REQ IREME//$TS`,WI H ;KIOSK VEN,DQR/ /FABRI ATOR-/ i \ I aouavo- voaoo; oogoovo a PROVIDE ELECj ' ERVICE R -TRELLIS/UP IGHTS, TY�. it (4T TOTAL I �,iv c v 1'+Oi'7 REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 8 2015 City of Tukwila BUILDING DIVISION LIGHTING LEGEND: SYM. DESCRIPTION 15' HIGH LIGHT POLE W/ LED LIGHT, VISIONAIRE PREMIER II W/ 4" DIA. ROUND NON —TAPERED STEEL POLE AND DCB-20 DECORATIVE FLUTED CAST ALUMINUM POLE BASE. COLOR: BRONZE A BOLLARD LIGHT, VISIONAIRE PAVILION COMPAC ESCENT COLOR: )tE LANDSCAPE UPLIGHT, LUMIERE CAMBRIA 203 RECESSED WALL LUMINAIRE, BEGA 2197 LED PROVIDE 120V 20 AMP DUPLEX OUTLET IN LOCKING NEC APPROVED EXTERIOR BOX ON GFI PROTECTED CIRCUIT. LOCATE ON RISER 6" MAX. ABOVE FINISHED GRADE OR TREE GRATE AS APPLICABLE. OUTLET SHALL BE ON SEPARATE CIRCUIT FROM SITE LIGHTS WITH SEPARATE CIRCUIT BREAKER AND CONDUIT. OUTLETS SHALL BE INSTALLED BY LICENSED ELECTRICIAN AND MEET ALL APPLICABLE CODES. NOTES: 1. SEE SHEET L30 FOR LIGHTING CATALOG CUTS. 2. SEE SHEET L15 FOR WATER FEATURE DETAILS. 3. NO SUBSTITUTIONS WITHOUT WRITTEN APPROVAL FROM THE LANDSCAPE ARCHITECT. 4. ALL LIGHTING AND ELECTRICAL INSTALLATION SHALL BE PERFORMED BY A LICENSED ELECTRICIAN AND MEET ALL APPLICABLE CODES. RECEIVED CITY OF s UKWIa..' JAN 0 2 203 PLAZA L 1 G H T 1 N &PbN 0 5 10 20 1" = 10' 30 2 U a) L a) V co ca and entitlement co co 0) 206.204.0507 Melvin R. Easter- RLA, di STATE WASHINGTON REGISTERED #'MAPE ASLA ba OF ARCHITECT MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. Al2/29/14 05/12/14 06/16/14 BUILDING PERMIT BID SET VE/PERMIT COMMENTS G�-ry mp TUKWILA VILLAGE - C® ® S BUILDING PLAZA = N , Z I j 14350 TUKWILA INTERNATIONAL BOULEVARD —I > Z > 0 TUKWILA , WA 98188 Z 75I?t n OWNER APPLICANT: -0 TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC D•---- -cij L- 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 Z w c ' PUYALLUP, WA 98374 r- T : (253) 231- 5001 F : (253) 231-5010 0 "' COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStUdIOLLc LO5 BUILDING PERMIT 18" FRO OF WAL PLAN PLANTER WALL 'A' - SEE GRADING PLAN FOR TOP OF WALL ELEV., TYP. RECESSED WALL LIGHT, TYP., SEE LIGHTING PLAN ELEVATION 'A' SCALE: 1/4" = 1'-0" • • RECESSED WALL LIGHT, TYP., SEE LIGHTING PLAN 114111110, ERRENT, TYP., VENLY, SEE LANTER WALL 2/L12 PLAN PLANTER WALL 'B' • CONC. STAIRS CONC. STAIRS, TYP. SEE GRADING PLAN FOR TOP OF WALL ELEV., TYP. RECESSED WALL LIGHT, TYP., SEE LIGHTING PLAN ELEVATION 'A' ELEVATION 'B' SCALE: 1/4" = 1'-0" PLAN CONC. STAIRS SEE GRADING PLAN FOR TOP OF WALL ELEV., TYP. ELEVATION 'A' ELEVATION 'B' ELEVATION 'C' ELEVATION 'D' CONC STAIR RECESSED WALL LIGHT, TYP., SEE LIGHTING PLAN CONC. STAIRS PLAN PLANTER WALL 'D' — RECESSED WALL LIGHT, TYP., SEE LIGHTING PLAN SEE GRADING PLAN FOR TOP OF WALL ELEV., TYP. RECESSED WALL LIGHT, TYP., SEE LIGHTING PLAN ELEVATION 'A' ELEVATION 'B' SCALE: 1/4" = 1'-0" WOOD BEAM ANCHOR TANK TO WOOD BEAM W/GALV. STEEL BRACKET BUILDING EXTERIOR TO IRRIGATION PUMP TO CONTROL PANEL ROOF OVERHANG SOFFITT METAL GUTTER, SEE ARCH. GALV. STL. ECCENTRIC FUNNEL AND 3" DIA. GALV. STL. DOWNSPOUT PIPE WITH 45° BEVELED OUTLET (PROVIDE SHOP DRAWINGS) REMOVABLE 12"H X 12" SQ. GALV. STL. INLET W/45° TOP OPENING GALV. METAL SCREEN, 12" SQ. W/Y4" SQ. OPENINGS REMOVABLE GALV. METAL CAP W/REINFORCEMENT RIBS, PAINT TO MATCH CORRUGATED METAL SIDING ON BLDG. 4' DIA. GALV. CORRUGATED METAL PIPE CISTERN WITH RUSTPROOF INTERIOR COATING, PAINT EXTERIOR TO MATCH CORRUGATED METAL SIDING ON BLDG. 4" SCH. 40 PVC OVERFLOW PIPE, SECURE TO TOP OF TANK 1" SCH. 40 PVC CONDUIT FOR FLOAT CABLE(S), SECURE TO TOP OF TANK 6" MIN., TYP. FOR ALL PIPES SCH 40 PVC ELL 1-1/2" x 12" SCH. 40 PVC SLOTTED WELL SCREEN WITH END CAP 1-1/2" SCH. 40 PVC SUCTION LINE FOR IRRIGATION PUMP METAL DRAIN GRATE CONC. APRON #4 BAR CONT. 1'-4" III. ..Ili SCH 40 PVC SCH 40 PVC ELL CISTERN SECTION SCALE: 1/2" = 1'-0" LONG SWEEP CONC. FILL 4" PVC BALL VALVE IN LOCKING VALVE BOX W/ EXTENSIONS AS REQ'D. TO STORM DRAIN 6" DEPTH 5/8" MINUS CRUSHED ROCK BASE, WELL COMPACTED UNDISTURBED EARTH ELL (5) RAINWATER CISTERN IRRIGATION SYSTEM SCALE: AS SHOWN / / IRRIGATION PlIkifP ELEC. SUPPLE 1-1 /2"/SCH 40 PVC ,MAINLINE TO IRFFI•GATION ZONES 4' 3'-2 1 /2" CONC. SLAB, 4" THICK MIN. — SKID 4. 4. -1 4 4 3/4" ANCHOR BOLT (4) POWER ENTRANCE PUMP PUMP OUTLET INLET \ \ • 1-1/2" SCH 40 PVC SUCTION LINE FOR IRRIGATION PUMP • 1' 1'-1" I, IRRIGATION PUMP LAYOUT PLAN SCALE: 3/4" = 1'-0" 4'X4'X4" CONC BASE PUMP OUTLET 1" SCH 40 PVC CONDUIT FOR FLOAT CABLE(S) TO CONTROL PANEL 6' DIA. CONC. BASE 4' DIA. GALV. CORRUGATED STL. PIPE CISTERN IRRIGATION PUMP, SEE LAYOUT PLAN ABOVE 4" SCH 40 PVC BALL VALVE IN VALVE BOX �`\ 4" SCH 40 PVC \ FLOOR DRAIN LINE PUMP \ INLET `\ BLDG. C EXTERIOR PLAN SCALE: 3/8" = '®r► REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 8 2015 City of Tukwila BUILDING DIVISION • 4" : S.C.H. . 40 ;PVC • • OVERFLOW: DRAIN•:. .:• LINE ' . • • • • ECCENTRIC ••FUNNEL • DOWNSPOUT • ' • •' 7:13 JAN022015 ILA PERMIT CENTER U J -J 0 .- = v s �-+ o co ..4.�'� c c E a) 2. co 1f > 730) d E a, 0 (Ci d Q.(V � � o S ' O 'Q 'O 00 C C C N Cll Melvin R. Easter - RLA, ASLA STATE OF WASHINGTON REGISTERED LAND CAPE ARCHITECT MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. TUKWILA VILLAGE - COMMONS BUILDING & PLAZA 05/12/14 06/16/14 12/29/14 14350 TUKWILA INTERNATIONAL BOULEVARD TUKWILA , WA 98188 OWNER APPLICANT: Phone: 206.204.0507 BUILDING PERMIT BID SET VE/PERMIT COMMENTS TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 0 M w 1- CO d 0 Z I?) O M J N m • to LUtiLL w M co Z0 LUd� = a CO NJCO_ d } v N a I - co w 1- 0 cc a 0 J J 0 0 1- w f- 0 L 00 - 0�0 ►- M = N _O 0� Z z w c 0 0 Z �w xLj I- Ow CO Ct 0 ICL -- }0 PROJECT #: LA-1113 FILE NAME: LA1113 - L10 DRAWN BY: CP/LP/MB SITE DETAILS L10 PLANTER WALL 'C' SCALE: 1/4" = 1'-0" BUILDING PERMIT 18" LIGHTING POLE, SEE LIGHTING PLAN ,, TREE UPLIGHT, TYP. SEE LIGHTING PLAN SKATE DETER RENT, TYP., � SPACED EVENLY, SEE / ' CONC. PLANTER WALL DETAIL 2/L12 • 3/4" CHAMFER a) 3/4" RECESS —FOR ART TILES SIDEWALK a SECTION 'A' SCALE: 1 "=1'-0" PLANTER WALL 'E' RECESSED WALL LIGHT, TYP. SEE LIGHTING PLAN 1/2" CHAMFER, TYP. ALL EXPOSED EDGES FINISH GRADE 1" BELOW TOP OF WALL MULCH PLANTING SOIL NOTE: SEE SEAT WALL DETAIL FOR WALL FOOTING AND STEEL REINF. SEE GRADING PLAN FOR TOP OF WALL ELEV., TYP. PLAN RECESSED AREA FOR ART TILES ELEVATION 'B' WALL STEP, TYP., SPACED EVENLY ELEVATION 'C' WALL STEP, TYP., SPACED EVENLY RECESSED WALL LIGHT, TYP., SEE LIGHTING PLAN SCALE: 1/4" = 1'-0" GRATE FLUSH WITH ADJACENT PAVING, TYP. PLAN 5' / 1'-4" OPENING 1'-10" 1 NOTES: 1. TREE GRATE SHALL BE KIVA MODEL WITH TYPE "S" PEDESTRIAN DUTY MILD STEEL GRATE FRAME, STANDARD FINISH, BY URBAN ACCESSORIES, INC., TACOMA, WA, TEL. 1-877-487-0488 2. TREE GRATE SHALL CONSIST OF 2 PIECES. 3. TREE GRATE SHALL BE MADE OF GREY IRON PER ASTM A48, CLASS 35B OR BETTER. 4. GRATE OPENINGS SHALL BE 3/8" OR LESS FOR ADA ACCESSIBILITY. 5. ROOT BARRIER SHALL BE HIGH IMPACT POLYPROPYLENE TREATED WITH UV INHIBITORS, 18" HT. MIN., WITH Y2" RAISED VERT. RIBS 6" 0.C., OR APPROVED EQUAL. 1/8" HORIZONTAL CLEARANCE BETWEEN GRATE AND FRAME ,;,Illl�llll,l I ;Ill�llli 2" DEPTH PEA GRAVEL SUB SOIL LEVEL THICKENED SIDEWALK EDGE, ALL SIDES (2) #4 REBAR CONTINUOUS AROUND GRATE SECTION TREE GRATE #3 REBAR EMBEDMENT, 6" OVERALL LENGTH AT 45' 6" MIN. ROOT BARRIER, TYP. ALL SIDES SCALE: 3/4" = 1'-0" 1.4 SIDE VIEW CAPITOL BIKE RACI( FRONT VIEW MANUFACTURER: FORMS+SURFACES 800.451.0410 www.FORMS—SURFACES.com MODEL: SKCAP INSTALLATION: SURFACE MOUNT & INSTALL PER MANUFACTURER'S RECOMMENDATIONS BIKE RACK SCALE: 3/4" = 1'-0" RECEIVED CITY OF n LIKVJILA JAN 0 2 2015 PERMIT CENTER U —J —J 0 Phone: 206.204.0507 Melvin R. Easter - RLA, ASLA ar......17 STATE WASHINGTON REGISTERED LAND CAPE 0 OF ARCHITECT - MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. Al2/29/14 05/12/14 06/16/14 BUILDING PERMIT BID SET VE/PERMIT COMMENTS 1 Y I I L,J m Z I i 14350 TUKWILA INTERNATIONAL BOULEVARD 0 COZ > -I TUKWILA , WA 98188 M m -‹ 71- OWNER APPLICANT: D rD TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC r a' 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 M w w PUYALLUP, WA 98374 co ; T : (253) 231- 5001 F : (253) 231-5010 COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStUdIOLLc BUILDING PERMIT 1/2" EXP. JOINT 2% MAX. 5'-0" MAX., EVEN SPACING 1'-3" 1 /2" - RADIUS BEND, TYP. ELECTRICAL CONDUIT III 11-II� IIII1 10" /- 111 "I -III COMPACTED SUBGRADE cV LO • NOTE: LED ROPE LIGHT SHALL BE 24V WATERPROOF NEUTRAL WHITE 5050 LED SUPER FLAT ROPE WITH BLACK FINISH IN ALUMINUM CHANNEL WITH FROSTED DIFFUSER BY ENVIRONMENTAL LIGHTS OR APPROVED EQUAL. WWW. E NVI R O N M E NTALLI G HTS. CO M — 1.9" 0.D. ST. STL. CAPRAIL RADIUS TEE NOTES: 1. SUBMIT SHOP DRAWINGS FOR LANDSCAPE ARCHITECT APPROVAL FOR ALL HANDRAILS. 2. ALL METAL HANDRAIL COMPONENTS SHALL BE TYPE 304 STAINLESS STEEL W/SATIN FINISH. ST. STL. FOR RAILS AND POSTS SHALL BE SCH 40 ROLL FORMED. 3. WELDS SHALL BE 1/8" ORNAMENTAL QUALITY FILLET WELD AND GROUND SMOOTH, TYP., OR NON -WELD RAILING SYSTEM MAY BE USED. FIELD MEASURE FOR ALL HANDRAILS. C•V R £NGE S AL AV NO E POS D :0 TS. CONCRETE STAIRS 44. SEE RISER DETAIL ABOVE 1-1/4" TOOLED ANTI -SLIP GROOVES, STOP 3" FROM EA. END OF TREAD 1/2" RAD. #4 BAR, 1" CLR. CONDITION AT STAGE STAIRS ONLY, SEE LAYOUT PLAN FOR LOCATION ( 1 1/2 11" LED ROPE LIGHT IN 1 REVEAL 'G— ALUMINUM CHANNEL, I MOUNT TO BACK OF 1 REVEAL ) -0" MIN. RADIUS POST ELBOW, TYP. #4 BARS © 12" 0.C. 2'-3" • 1/2" EXP. JT. COVER FLANGE RISER DETAIL 1.9" O.D. ST. STL. POST, TYPE 304 SCH 40 ROLL FORMED GROUT 2 1/2" DIA. X 6" SLEEVE, TYP. I f I I III II II"`�Illllllllllll_ • .Ill . —� l i I i I III 11„,111. 12 DIA. III CV 12" Ili 111 ELECTRICAL CONDUIT SCALE: 3/4" = 1'-0" SEE GRADING PLAN FOR TOP OF WALL ® ELEV. #4 © 12" 0.C. EA WAY PROVIDE 90' HOOKS TOP/BOTTOM OF VERT, EMBED INTO FOOTING FINISH GRADE U) CC 5'-0" IQ 1• a1 I. . Id I® 8" • d CO • 1/2" CHAMFER, TYP. ALL EXPOSED EDGES FINISH GRADE 1" BELOW TOP OF WALL a --/ /\/\/\/\/�/\/// C 8" • -4- 2' k #4 © 12" 0.C. E.W., TYP. CONCRETE CIRCULAR PLANTER /\/\/ /\/\ MULCH 3' MIN. DEPTH TOPSOIL • //may/may//may//may/j`//// —III— d w it d FINISH GRADE SCALE: 1" =1'-0" 1/4" R TOOLED EDGE, TYP. FINISH GRADE 0" O..C., SEE LAYOUT PLAN FOR FINISH 5/8" MINUS CRUSHED ROCK BASE, WELL COMPACTED. EXTEND 4" MIN. BEYOND PAVEMENT EDGE III 1 #4 BARS © 10" CONT. COMPACTED OR UNDISTURBED SUBGRADE CONCRETE BAND c LAWN SECTION 1/2" CHAMFER, TYP. ALL EXPOSED EDGES #4 ©12" 0.C. E.W., TYP. CONC. PAVEMENT 1/2" CHAMFER, TYP. SKATE DETERRENT, SEE NOTE SEE GRADING PLAN ® FOR TOP OF WALL FINISH GRADE -4" Qd 1/2" CHAMFER, TYP. ALL EXPOSED EDGES 0 ALL EXPOSED EDGES #4 ©12" 0.C. E.W., TYP. 1/2 EXP. JOINT CONC. PAVEMENT FINISH GRADE 1" BELOW TOP OF WALL MULCH PLANTING SOIL #4 Q 12" 0.C. EA WAY PROVIDE 90° HOOKS TOP/BOTTOM OF VERT, EMBED INTO FOOTING #4 © 12" 0.C. E.W. NOTE: SKATE DETERRENT SHALL BE SKATEBLOCKTM FB.5B FLAT BAR W/1/2" BEVEL CORNER MANUF. BY RAVENSFORGE CONEG, LLC, SEATTLE, WA, PH. 1-888-743-3490. SEE PLAZA LAYOUT PLAN WALL DETAILS FOR LOCATIONS AND SPACING. CONCRETE PLANTER WALL SCALE: 1" =1'-0" 2'-3" TRELLIS POST, SEE DETAIL 11" Ark . 4 —I 4 II' SUBGRADE 4' ft TRELLIS POST FOOTING, INTEGRAL WITH WALL 2' ° INTEGRATED CONC. CIRCULAR PLANTER BEYOND SKATE DETERRENT, SEE NOTE 1/2" CHAMFER, TYP. ALL EXPOSED EDGES SEE GRADING PLAN FOR ® TOP OF WALL ELEV. 4 2'-4" CONC. PAVEMENT • TERRACED CONCRETE SEAT WALL HOOK VERT AT TOP SKATE DETERRENT, SEE NOTE #4 ©12" 0.C. E.W., TYP. 1/2" EXP. JOINT CONC. PAVEMENT NOTE: SKATE DETERRENT SHALL BE SKATEBLOCKT"' FB.5B FLAT BAR W/1/2" BEVEL CORNER MANUF. BY RAVENSFORGE CONEG, LLC, SEATTLE, WA, PH. 1-888-743-3490. SEE PLAZA LAYOUT PLAN WALL DETAILS FOR LOCATIONS AND SPACING. SCALE: 1/2" = CONC. ROADWAY, SEE CIVIL F- w-M CO MULCH, TYP. 12" MIN. DEPTH TOPSOIL, TYP. #4 ©12" 0.C. E.W., TYP. 1/2" EXP. JOINT CONC. PAVEMENT d • 4 PROVIDE (4)#4V AT EA POST AND #4 TIE AT 12" 0.C. TERRACED SEATING & PLANTER WALL SECTION #4 ©12" 0.C. E.W., TYP. PLANTER CURB SCALE: 1/2" = SCULPTURE BY ARTIST, MOUNTING DETAIL PER ARTIST AND STRUCTURAL SUBGRADE CONCRETE SCULPTURE PEDESTAL SCALE: 1/2" = 1'-0" CONCRETE TUDOR ALTERNATE IN CHECKERBOARD PATTERN 1" COMPACTED DEPTH SAND SETTING BED /.--1-11-1.1".'I1"11---1,*II CHESSBOARD PAVERS PREST WITH NATURAL - [4" THICK CONC. SIDEWALK PAVING COMPACTED SUBGRADE 1/2" EXP. JOINT, TYP. SECTION SEE ENLARGEMENT OVERLAPPING STEEL PANELS W/TWO-TONE PAINT PAINTED ALUMINUM CABINET UPPER TIER RETAINING WALL PER DETAIL 5/L12 NOTES: 1. PROVIDE SHOP DRAWINGS FROM SIGN FABRICATOR FOR APPROVAL BY LANDSCAPE ARCHITECT PRIOR TO FABRICATION. 2. LETTER FONT IS INTENDED TO BE SANS -SERIF, ALL CAPS, HELVETICA OR SIMILAR AS APPROVED BY LANDSCAPE 12" HIGH FIRST LETTER OF EACH WORD o MONUMENT SIGN AT SE PLAZA ENTRY ST. STL. CHANNEL LETTERS WITH POURED W FRONTLIT WITH WHITE 12V OUTPUT LED LIGHTS MOUNTED IN BACK OF LETTER CANS UPPER TIER RETAINING WALL PER DETAIL 5/L12 .//— LOWER TIER RETAINING WALL PER DETAIL 5/L12 10" HIGH LETTERS AFTER FIRST LETTER OF EACH WORD MULCH TOPSOIL, 3' DEPTH CEMENT CONCRETE CURB PER WSDOT S F-10.12.02 EXP. JT. CONCRETE SIDEWALK PAVING (SEE CIVIL PLANS) menAptlferigOd STEEL PANELS PAINTED ALUMINUM CABINET REVIEWED FOR IA�ACE City of Tukwila BUILDING DIVISION U J J 0 ■ land entitlement Melvin R. Easter - RLA, ASLA 0 a) co _ co e- > ao Q am N O N a) o a? • 'c G) STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT MELVIN R. EASTER CERTIFICATE NO.398 Phone: 206.204.0507 Issue Dates Rev. Date Desc. 05/12/14 06/16/14 12/29/14 BUILDING PERMIT BID SET VE/PERMIT COMMENTS ST. STL CHANNEL LETTERS 00 9" ENLARGEMENT OVERLAPPING STEEL PANELS W/TWO-TONE PAINT /—UPPER TIER RETAINING WALL PER DETAIL 5/L12 LOWER TIER RETAINING WALL PER DETAIL 5/L12 RECEIVED CITY OF TUKWILA PERKT CENTER 06 co 14350 TUKWILA INTERNATIONAL BOULEVARD TUKWILA , WA 98188 OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 0 0 co CL N Cep 0 co 0 ec co Lu 0 LaZ >- o o DRAWN BY: CP/LP/MB SITE DETAILS L12 BUILDING PERMIT 1 POST CENTERLINE C7X9.8 STEEL CHANNEL PAINTED. COLOR: CHAMPAGNE TRELLIS PLAN RADIUS POINT, SEE LAYOUT PLAN FOR LOCATION C7X9.8 STEEL CHANNEL PAINTED. COLOR: CHAMPAGNE C8X11.5 STEEL CHANNEL, PAINTED. COLOR: CHAMPAGNE 2X2X1/4 STEEL ANGLES 37'/ TYP., PAINTED. • COLOR: DARK BRONZE 1 Y2"X10"X1'-8" EMBED PLATE W/(4) 5/8"—DIAX12" BOLTS, TYP. EPDXY o_ P _AN 57, 01, • \SI'Mali's.■■ 9" TYP. 4" DIA. STEEL PIPE SUPPORT, TYP., PAINTED. COLOR: FIR TONE (2) C7X9.8 STEEL CHANNEL, TYP., PAINTED. COLOR: FIR TONE HSS8X6X1/4 STEEL TUBE POST, TYP., PAINTED. COLOR: FIR TONE SCALE: 3/8" =1'-0" CONCRETE FOOTING BLISTER CONCRETE SEAT WALL 2'-0" PLAN TRELLIS FOOTING TUBE STEEL POST WELDED LATE BELOW Y2"X10"X1'-8" EMBED PLATE W/(4) 5/8"—DIAX12" EPDXY BOLTS CONCRETE SEAT WALL 2X2X1/4 STEEL ANGLES, TYP. PAINTED. COLOR: DARK BRONZE C8X11.5 STEEL CHANNEL PAINTED. COLOR: CHAMPAGNE (2) C7X9.8 STEEL CHANNEL PAINTED. COLOR: FIR TONE 4" DIA. STEEL PIPE SUPPORT, TYP. PAINTED. COLOR: FIR TONE HSS8X6X1/4 STEEL — TUBE POST, PAINTED. COLOR: FIR TONE TRELLIS POST SCALE: 1/2" = 1'-0" 13" 2" 10" SCALE: 3" = 1'-0" 7 WELD POST TO EMBED PLATE STEEL PLATE Q SECTION A i / / / / / / / 4 TUBE WELDED TO EMBED PLATE BELOW Y2"X10"X1'-8" EMBED PLATE W/(4) 5/8" DIA X 12" EPDXY BOLTS CONCRETE FOOTING BLISTER CAP ENDS, WELD AND GRIND SMOOTH, TYP. C8X11.5 STEEL CHANNEL PAINTED. COLOR: CHAMPAGNE BOLTED CONNECTION — NOTE: ALL WELDED CONNECTIONS. GRIND AND WELD SMOOTH. WELD POST TO EMBED PLATE EMBED PLATE PER DETAIL 3/L13 FINISH GRADE N) / VARIES — SEE LAYOUT PLAN / VARIES — SEE LAYOUT PLAN 4 9 4 POST EMBED 12" DIA. CONC. FOOTING, TYP. ELEVATION VIEW GREEN SCREEN SCALE: 1/2" = 1'-0" N 4'-6" CONC. BASE bl #5104 CHANNEL TRIM ALONG TOP EDGE OF PANEL #5145 POST CLIPS MOUNTED FRONT & BACK @ EACH LOCATION OR #5133 SNAP CLIPS @ ONE FACE W/ STAINLESS STEEL TEK SCREW, TYP. 3" THICK GREEN SCREEN PANELS BY: GREENSCREEN www.greenscreen.com COLOR: BLACK, MATTE FINISH CONTACT: (800) 450-3494 INSTALL PER MANUFACTURER'S INSTRUCTIONS. 3" ROUND STEEL TUBE W/ POT CAP, TYP. FINISH GRADE NOTES: 1. STL. BEAM, POST, AND PIPE SHALL PANELS BE GALV. PRIOR TO PAINTING. COLORS TO MATCH COMMONS BLDG., SEE ARCH. 4X4 STL. BEAM CANOPY PLAN 12" DIA. PANEL WITH GRAPHIC STANDING SEAM STL. CANOPY 4X4 STL. BEAM LED DOWNLIGHT 2. PROVIDE SHOP DRAWINGS FROM SIGN VENDOR FOR APPROVAL BY LANDSCAPE ARCH. PRIOR TO FABRICATION. 4" REMOVABLE TOP ART PANEL (2) 2" DIA. STL. PIPE BETWEEN PANELS, COLOR: CHAMPAGNE MAP/INFORMATION PANEL (2) 4X4 STL. POST BETWEEN PANELS, COLOR: FIR TONE REMOVABLE BOTTOM ART PANEL (2) STL. CONNECTION PLATE CONC. BASE, SMOOTH FINISH 1/2" CHAMFER, TYP. 1/2" CHAMFER REVEAL 1, 1'-3" I, FRONT/SACK ELEVATION INFORMATION KIOSK SIDE ELEVATION 0) REVIEWED CODE COMPLIANCE' APPROVES APR 28 2015 City of Tukwila BUILDING DIVISION RtCEflJED CITY OF s UKWI ..A JAN 0 2 2015 Phone: 206.204.0507 1 Melvin R. Easter - RLA, ASLA STATE OF WASHINGTON REGISTERED LAND CAPE ARCHITECT MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates a ots co O W� J I• 05/12/14 06/16/14 12/29/14 14350 TUKWILA INTERNATIONAL BOULEVARD TUKWILA , WA 98188 OWNER APPLICANT: BUILDING PERMIT BID SET VE/PERMIT COMMENTS TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 0 M (NI M wti� W c) CO 0 Q< tt '- N-_IM ' Q N a I- BUILDING A, SUITE 300 0 W 1- 0 cc a 0 J J 0 0 CO W I- U L1 00_ o� 0 L o N o zz §. W co 0 0 cnz = o— Lu co CY Mw _ = I- 0 I - Et o >- a= 0- PROJECT #: LA-1113 FILE NAME: LA1113 - L13 DRAWN BY: CP/LP/MB SITE DETAILS SCALE: 1/2" =1'-0" PERRT CENTER BUILDING PERMIT h DETECTABLE WARING PATTERN (SEE DETAIL) EXISTING PAVEMENT 6" THICK GUTTER 1/2" MAX. TO 1/4" MIN. LIP CURB RAMP A 5' MIN. LANDING • REQUIRED O 0000000.000 O 00000000000 O 00000000000 O 00000000000 0 O 0 0 0 0 0 C 0 0 0 A 6' MAX. 5' MAX 1V:12H SECTION A —A 4 4" THICK CEMENT CONCRETE SIDEWALK 18" THICKENED EDGE 2% 1 MIN MAX A 1-5/8" 2-3/8" B 5/8" 1-1/2" C 7/16" 3/4" D 7/8" 1-7/16" PLAN RAMP Q 3/16" B D ELEVATION DETECTABLE WARNING PATTERN (SEE NOTE 5) NOTES: 1. RAMP AND APPROACHES SHALL BE CLEAR OF OBSTACLES INCLUDING HYDRANTS, POLES, AND INLETS. 2. RAMP CENTERLINE SHALL BE PERPENDICULAR TO OR RADIAL TO CURB RETURNS UNLESS OTHERWISE SPECIFIED BY THE ENGINEER. MAXIMUM SLOPE SHALL BE 12:1 3. FULL DEPTH EXPANSION JOINTS ARE REQUIRED ON EACH SIDE OF RAMP AND SHALL BE PLACED AT 15' SPACING IN GENERAL SIDEWALK PORTION. 4. CURB RAMPS SHALL BE PLACED TWO PER RADIUS ON ARTERIAL STREETS OR AS DIRECTED BY THE ENGINEER. 5. DETECTABLE WARNING PATTERN (TRUNCATED DOMES) MUST BE PRECAST PAVERS MEETING ASTM C902 CLASS SX TYPE 1 OR C736 OR C1272 TYPE R. ACCEPTABLE MANUFACTURERS AND PRODUCTS ARE: A) ADA PAVERS AS MANUFACTURED BY WHITACRE—GREER. B) ARMORTILE AS MANUFACTURED BY ARMOR —TILE TACTILE SYSTEMS. C) CASTINTACT WARNING PANELS AS MANUFACTURED BY MASON SUPPLY CO. OF PORTLAND, OR. D) STEP —SAFE AS MANUFACTURED BY TRANSPO INDUSTRIES. INC. OF NEW ROCH LL , NY. PAVERS WILL LAY ON TOP OF A 4" UNREINFORCED CONCRETE BASE. SETTING BED AND JOINTS TO BE MORTARED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTION OR WITH A MAXIMUM 1/2" THICK BED OF LATEX MODIFIED CEMENT MORTAR. MORTAR JOINTS TO A WIDTH NOT GREATER THAN 5/32" AND NOT LESS THAN 1/16". PAVERS SHALL NOT BE DIRECTLY TOUCHING EACH OTHER UNLESS THEY HAVE SPACING BARS. MORTARED JOINTS ARE TO BE FLUSH WITH TOP ADJOINING JOINTS SO AS TO PROVIDE A SMOOTH TRANSITION FROM BRICK T 7. SEE WSDOT STANDARD PLAN F-40.10-01 FOR DIMENSION OF DETECTABLE WARNING SURFACE. SCALE: 1/4" = 1'-0" CI ARM OPTION 19/rco STEEL TUBE 1/4 X 1112" FLAT BAR ACED AT 1" INTERVALS CPS 2 "v" CR52 415 THOMAS STEELE DIVISION GRABER MANUFACTURING, INC., FORMERLY TRILARY, INC. 1080 UNIEK DRIVE ))��q�.�.. WAUNAKE WI 53597 WWW,MAIDRAX.COM,E-MAIIL SALESGMAAD 849-1081 COM T 2.Efw• ' CRE2 § 27" 211C)"rf d L, 00 NSW PRODUCT: CR824(2,4,5,6) DESCRIPTION: CARNIVAL BENCH II DATE: 7-16-12 ENG: SMC L. 40 amdi 1 WWI OTE: THIS DETAIL IS FOR STRAIGHT BENCH. PROVIDE CUSTOM DETAIL FROM VENDOR FOR CIRCULAR BENCH CONFIGURATION. COPIED OR DISCLOSED Ct�^IFlDENTIALORAI�VJNf3AND INFO(ATIONISMOTTO BE CO P TO OTHERS WITHOUT THE CONSENT OF OFIABER MANUFACTURING, INC FORMERLY TRILARY, INC. OFICATIONS ARE &S ECT-10 MIME WITHOUT NOTICE 22012 ORASER MANUFACTURING, INC., FORMERLY TRILARY, INC. ALL RICRRIETARY RIGHTS RESERVED. MOUNTING HOLE 11/2 X 2 VT FLAT BAR SITE FURNISHING 15 POW COATED WITH T{3 IC POLYESTER. STEEL SURFACE FREP IINCLUDES MECHANICAL AND CHEMICAL ETCHING FOLLOWED WITH A COAT1NG TO IMPROVE AI IEBION XXI CORROSION RESISTANCE 1 RIP x24' PRODUCT: CRTRN• DESCRIPTION: CARNIVAL TRASH RECEPTACLE 98 GAL DATE: 7-23-12 ENG: SMC 1' PIPE THOMAS STEELE DIVISION G'RABER MANUFACTURING, INO., FORMERLY TRILARY, INC. 1080 UNIEK DRIVE WAUNAKEEWI 53597 WWW(MADRAX Ot PE-M�A}IL SAL1 8GMAADFtAILLC{0 1,4 X1-1117' FLAT BAR 1/4 X 2" FLAT BAR 1/2 -13 X 3" STAINLESS STEEL LEVELING FEET 9/1€101AANCHOR HOLE 1-112 X 3"' CHANNEL 1/4 X is FLAT BAR TRASH LIDS ARE ATTACHED WITH 6/16 DIA. VINYL COATED AIRCRAFT CABLE. PLASTIC LINER INCLUDED. LID OPTION>'S D ASH DOME LID n DOME LID M FLAT LID CC1.IFIDENTIAA. DRAWING AN D INFORMATIONINFORMATIONIB NOT TO BE COPIED OR DISCLOSED TO OTHERS WITHOUT THE CONSENT OF ORABER MANUFACTURING, INC., FORMERLY TRILARY, INC. SPECIFICATIONS ARE StIE,IECT TO CHAPIGE WITHOUT NOTICE 22012 ORA9ER MANUFACTURING, INC., FORMER.? .? TRILARY,1NC. ALL FRDT IEI'ARY RIGHTS RESERVE). ® CROWN L1D ELEVATED DOME LID n CROWN RECYCLE LID SITE FlJRNiBHING 15 POW DER COATED WITH TO IC POLYESTER. STEEL SURFACE PREP INCLUDES MECHANICAL AND CHEMICAL ETCHING FOLLOWED WITH A COATING TG IMPROVE ADHESION AID CORROSION RESISTANCE 1 SIGN PANEL 2-1/2" X 5/16" HEX HEAD BOLT N 1" DIA. NYLON WASHER NOTE: ALL STEEL HARDWARE SHALL BE GALVANIZED. MOUNTING DETAIL 1' z O co SIGN POST 3/8" HEX HEAD NUT ALLOW MAX. 2 THREADS EXPOSED, FILE SHARP EDGES SMOOTH STEEL LOCK WASHER Ps _a1 MOUNTING BOLT, TYP., SEE RESERVED MOUNTING DETAIL ABOVE PARKING STATE DISABLED PARKING PERMIT REQUIRED a FEDERAL AND WASHINGTON STATE ADA COMPLIANT HIGH GRADE .080 ALUMINUM REFLECTIVE SIGN WITH SILKSCREEN GRAPHICS AND PREDRILLED HOLES 2" DIA. SCH. 40 GALV. STEEL POST — FINISH SURFACE OF SIDEWALK 1- _I 1 1I j I— 12" DIA. FRONT VIEW 12" DIA. x18" DEEP CLASS 3000 CONCRETE FOOTING, POUR MONOLITHIC WITH SIDEWALK ACCESSIBLE PARKING SIGN SIDE VIEW SCALE: 1" = 1'-0" $'—O" STALL WIDTH $'-0" STALL WIDTH ACCESSIBLE PARKING STALL CURB RAMP, SEE DETAIL 1, THIS SHEET DETECTABLE WARNING PER ANSI 406.13 AND 705. ACCESSIBLE PARKING SIGN, SEE DETAIL 2, THIS SHEET 4" WIDE YELLOW PAINTED LINES CURB MAXIMUM SLOPE OF PAVING TO BE 2% IN EACH DIRECTION INTERNATIONAL SYMBOL OF ACCESSIBILITY PAINTED ON PAVEMENT AT EACH ACCESSIBLE STALL SCALE: 1/8" = 1'-0" REV jDEOR COMPLIANCE. G©DAPPROVED APR 28 2015 city oiTulvvIla BUILDING _ RECEIVED CITY OF TUKWILA JAN0 2 2015 PEF?R9 CENTER land entitlement CO CO co rn Phone: 206.204.0507 Melvin R. Easter- RLA, a STATE WASHINGTON REGISTERED APE #;M ASLA na OF ARCHITECT ��' MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. Al2/29/14 05/12/14 06/16/14 BUILDING PERMIT BID SET VE/PERMIT COMMENTS .33 mp TUKWILA VILLAGE - C® ® SBUILDING PLAZA Z I j 14350 TUKWILA INTERNATIONAL BOULEVARD Z—ITUKWILA , WA 98188 -< m OWNER APPLICANT: -np TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 c") w PUYALLUP, WA 98374 cor T : (253) 231- 5001 F : (253) 231-5010 COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theL.AStUdiOLLc SITE DETAILS fi BUILDING PERMIT LANDSCAPE NOTES: LANDSCAPE LEGEND ."J a .. �IPsnuuuunn"n.. 1 LI � Ihl3... II111 • 1.I II I I I II I I!\ EXISTING — I I I I— SUBGRADE 3 TIMES ROOT BALL DIAMETER NOTES: 1. TREE STAKES TO BE VERTICAL, PARALLEL, EVEN —TOPPED, UNSCARRED AND DRIVEN INTO UNDISTURBED SUBGRADE. PLACE FOR LOCAL WIND CONDITIONS. 2. PLANT TREE 2" HIGHER THAN ADJACENT GRADE 'ARBOR TIE' OR APPROVED EQUAL TREE TIES 8 FOOT X 2" DIAMETER WOOD TREE STAKES, 2 PER TREE, JASPER OR EQUAL REMOVE TWINE AND CORD FROM TREE TRUNK 3" DEPTH BARK MULCH 4" WATERING BASIN SURROUNDING TREE FINISH GRADES PULL BURLAP OFF TOP 1/3 OF ROOTBALL PLANTING BACKFILL MIX (PIT PLANTING) OR TOPSOIL SCARIFY PLANTING PIT WALLS — SLOPE WALL 1:3 SET ROOTBALL ON MOUND OF UNDISTURBED BASE DECIDUOUS TREE PLANTING SCALE: 1/2" = 1'-0" I.�IIIIIIIIIIIIIIllllll • 3 TIMES ROOT BALL DIAMETER NOTES: • USE THREE 'ARBOR 11E' OR APPROVED EQUAL, TREE TIES EVENLY SPACED AROUND BASE OF TREE —PLACE FOR LOCAL WIND CONDmONS. • PLANT TREE 1" HIGHER THAN DEPTH GROWN AT NURSERY. 'ARBOR 11E' OR APPROVED EQUAL TREE TIES 3" DEPTH BARK MULCH PLANTING BACKFILL MIX — EXISTING TOPSOIL & COMPOST 4" WATERING BASIN SURROUNDING TREE 2X2 HARDWOOD STAKE DRIVE INTO UNDISTURBED SUBGRADE FINISH GRADE REMOVE TWINE AND CORD AROUND TRUNK OF TREE PULL BURLAP OFF TOP 1/3 OF ROOTBALL SCARIFY PLANTING PIT WALLS — SLOPE WALLS 1:3 EXISTING SUBGRADE EVERGREEN TREE PLANTING SCALE: 1/2" = 1'-0" ROOTBALL DI NOTE: PLANT SHRUB 1/2" HIGHER THAN DEPTH GROWN AT NURSERY. 3" DEPTH BARK MULCH 4" WATERING BASIN SURROUNDING PLANT FINISH GRADE REMOVE BURLAP FROM TOP 1/3 OF ROOTBALL. LIGHTLY SCARIFY ROOTBALL II II= OF CONTAINER —GROWN PLANTS. PRIOR III TO BACKFILLING PLANTING BACKFILL MIX (PIT' PLANTING) 111II I OR TOPSOIL SCARIFY PLANTING PIT WALLS EXISTING SUBGRADE SET ROOTBALL ON MOUND OF -UNDISTURBED SOIL SHRUB PLANTING_ SCALE: 1/2" = 1'-0" ill -III 1II11111 11IIIII��IIIIiIIll��1i GROUNDCOVER PLANT. SEE PLANT LIST 3" DEPTH BARK MULCH TOPSOIL DEPTH AND TYPE AS SPECIFIED EXISTING SUBGRADE GROUNDCOVER PLANT SPACING AS INDICATED ON PLANT LIST (TYPICAL) EDGE OF PLANTER GROUNDCOVER PLANTING SCALE: 1/2" = 1'-0" 1. ALL WORK SHALL BE PERFORMED BY PERSONS FAMILIAR WITH THIS KIND OF WORK AND UNDER THE SUPERVISION OF A QUALIFIED FOREMAN. 2. ALL PLANT MATERIAL SIZES AND QUALITY TO CONFORM TO AMERICAN ASSOCIATION OF NURSERYMEN, AMERICAN STANDARD FOR NURSERY STOCK, CURRENT EDITION. 3. UNLESS OTHERWISE NOTED, DIMENSIONS SHOWN AT BUILDINGS ARE TO OUTSIDE FACE OF EXTERIOR STUD WALLS. SEE ARCHITECTURAL DETAILS FOR RELATION OF STUD TO FACE OF FOUNDATION. 4. ALL PLANT MATERIAL SHALL BE OF NURSERY STOCK AND SHALL BE OF THE TYPE, SIZE AND CONDITION SPECIFIED. THE PLANT MATERIAL SHALL EXHIBIT NORMAL HABITS OF GROWTH FOR THE SPECIES, SHALL HAVE BUDS INTACT AND SHALL BE FREE OF DISEASE, INSECTS, SCARS, BRUISES, BREAKS, SEED AND WEED ROOTS. 5. LANDSCAPE CONTRACTOR SHALL VERIFY LOCATION OF ALL SITE UTILITIES PRIOR TO LANDSCAPE IMPLEMENTATION. PLANT LOCA11ONS MAY BE ADJUSTED TO AVOID CONFLICT. 6. LANDSCAPE CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO PROTECT EXISTING SITE IMPROVEMENTS, PAVING, WALLS, AND UNDERGROUND UTILITIES. DAMAGE SHALL BE REPAIRED TO THE OWNER'S SATISFACTION AND AT NO ADDITIONAL COST TO THE OWNER. 7. PLANT COUNT IS FOR THE CONTRACTOR'S CONVENIENCE; IF THERE IS A DISCREPANCY, THE PLAN SHALL GOVERN. ACTUAL PLANT QUANTITIES TO BE DETERMINED BY REQUIRED PLANT SPACING. 8. SUBSTITUTION OF PLANT VARIETIES DUE TO LACK OF AVAILABILITY SUBJECT TO WRITTEN APPROVAL BY THE LANDSCAPE ARCHITECT. 9. FINISH GRADE OF MULCHED LANDSCAPE AREAS MUST BE GRADED TO 1/2" MAX. BELOW CONCRETE OR OTHER PAVED SURFACES. 10. FERTILIZE ALL PLANT MATERIAL WITH APPROVED STARTER FERTILIZER. 11. ALL LANDSCAPE AREAS ARE TO BE MAINTAINED BY A LICENSED PROFESSIONAL LANDSCAPE MAINTENANCE COMPANY. 12. ALL PLANT MATERIALS SHALL BE GUARANTEED FOR ONE YEAR. 13. ALL SHRUB AND GROUNDCOVER AREAS AND ALL AREAS LEFT UNPLANTED SHALL BE DRESSED WITH 3" DEPTH A MEDIUM BARK MULCH. MEDIUM BARK MULCH SHALL CONSIST OF DOUGLAS FIR, PINE, OR HEMLOCK BARK. IT SHALL / ' \ BE GRO • b ► • • • _ ,. BASIS, A MINIMUM OF 95% PASSES A 2—INCH SIEVE AND NO MORE THAN 30 PERCENT PASSES A NO. 4 SIEVE. THE BARK MULCH SHALL NOT CONTAIN SALTS, RESIN, TANNIN, OR ANY OTHER S THAT WOULD BE DETRIMENTAL TO PLANT LIFE. 14. STREET TREE IN TREE GRATES SHALL RECEIVE 36—INCH COMPACTED DEPTH (85 % COMPACT) IMPORT TOPSOIL CONSISTING OF 1/3 LOAM SOIL, 1/3 YARD WASTE COMPOST, AND 1/3 SAND. PACIFIC TOPSOILS, INC. SUPREME MIX OR EQUAL AS APPROVED IN WRITING BY THE LANDSCAPE ARCHITECT. 15. PLANTING BEDS (AT —GRADE AND RAISED BEDS AND EXCLUDING POTS) SHALL RECEIVE 12—INCH COMPACTED DEPTH (85 % COMPACT) IMPORT TOPSOIL CONSISTING OF 1/3 LOAM SOIL, 1/3 YARD WASTE COMPOST, AND 1/3 SAND. PACIFIC TOPSOILS, INC. SUPREME MIX OR EQUAL AS APPROVED IN WRITING BY THE LANDSCAPE ARCHITECT. TREE WELLS SHALL RECEIVE 36—INCH COMPACTED DEPTH OF SAME SOIL MIX. FIRST 2—INCH LIFT OF TOPSOIL SHALL BE TILLED INTO EXISTING SUBSOIL TO 6" MINIMUM DEPTH. 16. LIGHTWEIGHT TOPSOIL MIX FOR POTS SHALL BE CEDAR GROVE ROOFTOP PLANTER MIX OR EQUAL AS APPROVED IN WRITING BY THE LANDSCAPE ARCHITECT. 17. LAWN AREAS SHALL RECEICE 12—INCH COMPACTED DEPTH IMPORT TOPSOIL MEETING THE REQUIREMENTS OF CITY OF SEATTLE STANDARD SPECIFICATION 9-14.1(6) HIGH PERFORMANCE TURF SOIL — FERTILITY MIX (80% SAND PLUS 20% COMPOST). PROVIDE TEST SUBMITTAL AND SAMPLE TO LANDSCAPE ARCHITECT IN ACCORD WITH SPECIFICATION. FIRST 2—INCH LIFT OF SOIL SHALL BE TILLED INTO EXISTING SUBSOIL TO 6" MINIMUM DEPTH. 18. ROOT BARRIERS NEAR TREE PLANTINGS SHALL BE HIGH IMPACT POLYPROPYLENE TREATED WITH UV INHIBITORS, 18" HT. MIN., WITH ) " RAISED VERT. RIBS 6" O.C., OR APPROVED EQUAL TOP OF BARRIER SHALL NOT PROJECT MORE THAN )" ABOVE SOIL AND SHALL BE COVERED BY MULCH. SEE LANDSCAPE PLANS FOR LOCA11ONS. *or • 0 .......... ,.......... ea.a..aa..a 0 QTY. BOTANICAL NAME 0 EVERGREEN TREES 2 CHAMAECYPARIS OBTUSA 'GRACILIS' DECIDUOUS TREES 5 ACER GRISEUM 4 5 COMMON NAME DWARF HINOKI CYPRESS PAPERBARK MAPLE AMELANCHIER X GRANDIFLORA 'AUTUMN BRILLIANCE' AUTUMN BRILLIANCE SERVICEBERRY 1 CORNUS (KOUSA X NUTTALLII) X KOUSA 'KN4-43' 1 HAMAMELIS X INTERMEDIA 'ARNOLD PROMISE' 5 ZELKOVA SERRATA 'GREEN VASE' SHRUBS CHAMAECYPARIS OBTUSA 'FILICOIDES COMPACTA' NANDINA DOMESTICA 'GULF STREAM' PIERIS JAPONICA 'VALLEY VALENTINE' 6 RHODODENDRON 'OSTBO'S RED ELIZABETH' 17 RHODODENDRON 'PJM ELITE' RIBES SANGUINEUM ROSA X 'RADRAZZ' SARCOCOCCA RUSCIFOLIA SPIRAEA JAPONICA 'WALBUMA' ORNAMENTAL GRASSES ACORUS GRAMINEUS 'OGON' NASSELLA TENUISSIMIA PANICUM VIRGATUM 'ROHSTRAHLBUSCH' 13 PENNISETUM ALOPECUROIDES STARLIGHT DOGWOOD ARNOLD PROMISE WITCH HAZEL GREEN VASE ZELKOVA COMPACT FERNSPRAY HINOKI CYPRESS GULF STREAM HEAVENLY BAMBOO VALLEY VALENTINE JAPANESE PIERIS SIZE 6' HT. 2-1 /2" CAL. 10-12' HT. 2-1 /2" CAL. 6' HT. 2" CAL. 24" HT. 5 GAL. 5 GAL. ROOT SPACING / REMARKS CONDITION B&B OR CONT. B&B B&B / CONT. B&B B&B CONT. B&B CONT. OR B&B CONT. CONT. OSTBO'S RED ELIZABETH RHODODENDRON 24" SPR. CONT. PJM ELITE RHODODENDRON RED —FLOWERING CURRANT KNOCKOUT ROSE SWEETBOX MAGIC CARPET SPIREA GOLDEN VARIEGATED SWEETFLAG MEXICAN FEATHER GRASS RED SWITCH GRASS FOUNTAIN GRASS 24" SPR. 5 GAL. 5 GAL. 5 GAL. 2 GAL. 4" POT 2 GAL. 2 GAL. 2 GAL. CONT. OR B&B CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. LOCATE PER PLAN LOCATE PER PLAN LOCATE PER PLAN LOCATE PER PLAN LOCATE PER PLAN LOCATE PER PLAN AS SHOWN 2' O.C. 4' O.C. 3' O.C. AS SHOWN AS SHOWN 3' O.C. 3' O.C. 2' O.C. 8" O.C. 24" O.C. 30" 0.C. 3' O.C. 0 19 PENNISETUM ALOPECUROIDES 'LITTLE BUNNY' \l 0 0 e ode002 00000000 OVVVVVVVVO PERENNIALS 46 COREOPSIS 'CITRINE' 28 EUPHORBIA X MARTINII 'ASCOT RAINBOW' HELLEBORUS X HYBRIDUS RED HEMEROCALLIS 'STELLA D'ORO' HEUCHERA 'ELECTRA' HEUCHERA 'PLUM ROYALE' HOSTA 'JUNE' LIRIOPE MUSCARI 'MAJESTIC' SEDUM X 'AUTUMN JOY' GROUNDCOVERS 163 AJUGA 'BLUEBERRY MUFFIN' P.P.A.F. 172 CALLUNA VULGARIS 'FIREFLY' 115 PACHYSANDRA TERMINALIS VINES LITTLE BUNNY DWARF FOUNTAIN GRASS JUNGFRAU FRIKART'S ASTER ASCOT RAINBOW SPURGE RED LENTEN ROSE STELLA D'ORO DAYLILY ELECTRA CORAL BELLS PLUM ROYALE CORAL BELLS JUNE PLANTAIN LILY MAJESTIC LILYTURF AUTUMN JOY STONE CROP BLUEBERRY MUFFIN CARPET BUGLE FIREFLY HEATHER JAPANESE SPURGE ® 4 LONICERA PERICLYMENUM 'SEROTINA' m 4 LONICERA PERICLYMENUM 'BELGICA' 3 PARTHENOCISSUS TRICUSPI DATA 'VEITCHII' SOD LAWN SEROTINA HONEYSUCKLE BELGICA HONEYSUCKLE VEITCHII BOSTON IVY 75% PERENNIAL RYE / 25% KENTUCKY BLUE GRASS BLEND ABBREVIATIONS: B&B = BALLED AND BURLAPPED CAL. = CALIPER CONT. = CONTAINER 1 GAL. 1 GAL. 1 GAL. 1 GAL. 1 GAL. 1 GAL. 1 GAL. 2 GAL. 1 GAL. 1 GAL. 4" POT 1 GAL. 1 GAL. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. CONT. 2 GAL. MIN. CONT. 2 GAL. MIN. CONT. 18" 0.C. 15" 0.C. 18" 0.C. 18" 0.C. 12" 0.C. 12" 0.C. 12" 0.C. 24" 0.C. 15" O.C. 18" 0.C.` 12" 0.C. 18' 0.C. 12" 0.C. AS SHOWN AS SHOWN 1 GAL. CONT. SOD, GROWN ON 85%+ SAND AS SHOWN COUNTRY GREEN TURF FARMS "GREEN SPORT" BLEND OR APPROVED EQUAL RENitoNEo FOR CODEPLIANCE DIED APR2B 2015 City TultwIla BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 0 2 2015. PERMIT CENTER 0 O and entitlement co co co rn Phone: 206.204.0507 Melvin R. Easter 47 WASHINGTON REGISTERED LACAPE 94i4 - RLA, STATE 1s ti ASLA b!3 OF ARCHITECT '--"-- MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. 05/12/14 06/16/14 12/29/14 BUILDING PERMIT BID SET VE/PERMIT COMMENTS 33 TUKWILA VILLAGE - COM ONS BUILDING & PLAZA mO Z m 14350 TUKWILA INTERNATIONAL BOULEVARD Z0 TUKWILA , WA 98188 m OWNER APPLICANT: Co) TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 c� w PUYALLUP, WA 98374 00 r— T : (253) 231- 5001 F : (253) 231-5010 rn COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStUdiOLLo LANDSCAPE DETAILS, LEGEND & NOTES BUILDING PERMIT FINISH GRADE -I t FROM SOURCE BALL VALVE MAINLINE SIZE PVC MAINLINE 1 CUFT PEA GRAVEL Z 12" NOTE: INSPECTION OF COMPLETED ASSEMBLY BY CERTIFIED TESTER REQUIRED. BACKFLOW PREVENTER SCALE: N.T.S. 6" DEPTH 5/8" WASHED GRAVEL SUMP =1 I IIIFIII ••4••• • •••*0,0 . •T•'i•> 4$• • •'j,,• • ••••• MAINLINE BALL VALVE SCALE: N.T.S. =III lIII II TO MAINLINE 10" ROUND VALVE BOX W/ EXTENSIONS AS REQ'D FINISH GRADE ROUND HANDLE PVC MALE ADAPTER PVC SUPPLY HEADER END FEED SCALE: N.T.S. STATE APPROVED ASSEMBLY, RESILIENT SEATED BALL VALVES AND TEST COCKS BRASS PIPE AND FITTINGS BOTH SIDES OF ASSEMBLY DOUBLE CHECK VALVE BOX AS SPECIFIED. CENTER BACKFLOW IN BOX PVC / PE LATERAL DEPTH--12" COVER DL2000 DEPTH--4" COVER TORO DL2000 COMPRESSION ELBOW (CEL710) (TYP.) TORO DL2000 DRIPLINE (TYP.) (RG P-212) TORO DL2000 BLANK TUBING (A710) PVC TEE TO TORO DL2000 COMPRESSION ADAPTER (CA710) PVC SUPPLY MANIFOLD FLOW FROM VALVE 0 U N BRASS FITTINGS FROM SOURCE 1" SERVICE LINE SEE CIVIL PLAN 1" METER SEE CIVIL PLAN 1" DCVA SEE DETAIL #1 VALVE BOX 3/4" QUICK COUPLING VALVE SCH 40 PVC MAINLINE TO 1" MASTER VALVE P.O.C. SCHEMATIC SCALE: N.T.S. VALVE BOX W/LOCKING LID SCH. 80 PVC 90 DEG ELL 1 I I— ' 1—J I-ll.I 11 I I - FINISH GRADE BRASS BALL VALVE C� SCH 80 PVC NIPPLE AUTOMATIC VALVE i- SCH. 80 PVC UNION cc w 0 U PVC LATERAL PVC MAINLINE TEE (BUSH AS REQ'D) VALVE INLET PIPE SIZE TO MATCH OUTLET PIPE SIZE. REMOTE CONTROL VALVE SCALE: N.T.S. PLAN 6" MIN. DEPTH 5/8" WASHED GRAVEL AIRNACUUM MOUND LAYOUT SCALE: N.T.S PVC MALE ADAPTER 1" SUPPLY LINE IIIIII —III II_ —III—I 18" AIRNACUUM RELIEF LATERAL TORO DL2000 BLANK TUBING (A710) CENTERED ON ZONE HIGH POINT (TYP). TORO DL2000 AIRNACUUM RELIEF VALVE (YD-500-34) PLUMBED TO TORO DL2000 BLANK TUBING (A710) AT EACH HIGH POINT (TYP.) PERIMETER LATERAL 3' TO 4" FROM EDGE TORO DL2000 AUTOMATIC FLUSH VALVE (CEFCH•H) PLUMBED TO TUBING (TYP.) BRASS NIPPLE 12" MIN LENGTH BRASS NIPPLE 3" MIN LENGTH FINISH GRADE QUICK COUPLER VALVE BRASS NIPPLE 3" MIN LENGTH BRASS 90 ELL PVC MAINLINE QUICK COUPLER VALVE SCALE: N.T.S. SCH. 80 FITTINGS STER MASTER CONTROL VALVE -MAINLINE SIZE PVC MAINLINE 6" DEPTH 5/8" GRAVEL BRICK SUPPORT AS REQUIRED FINISH GRADE SCH.80 PVC UNION LATERAL LINE N 5/8" GRAVEL SUMP HUNTER DRIP ZONE CONTROL KIT SCALE: N.T.S. RECTANGULAR VALVE BOX W/ EXTENSIONS AS REQ'D i FINISH GRADE Illill" BRASS NIPPLE PVC FEMALE ADAPTER PVC MAINLINE :IIIIIII CONTROLLER AS SPECIFIED 120 VOLT ELECTRICAL CONDUIT (SIZE AS REQUIRED) TO 120 VOLT POWER SOURCE ( 3 POP-UP SPRINKLER PVC LATERAL LINE FINISH GRADE LATERAL LINE FITTING 90 DEG BARBED ELL 90 DEG BARBED ELL 1/2" PE SWING PIPE 12" MIN LENGTH NOTES: • INSTALL POP-UP 4" FROM ALL HARDSCAPE SURFACES. • USE BOTTOM INLET ONLY. HI POP SPRINKLER SCALE: N.T.S. \\\\\\\\\ \?, WALL 24 VOLT WIRE AND CONDUIT TO VALVES - FINISH FLOOR WALL MOUNT CONTROLLER SCALE: N.T.S. PVC LATERAL LINE 6" POP UP SPRINKLER SCALE: N.T.S. FINISH GRADE POP-UP SPRINKLER AS SPECIFIED 1/2" MARLEX STREET ELL 90 DEG BARBED ELL 1/2" SWING PIPE 90 DEG BARBED ELL PVC TEE RED°'►° ~° G CO P�I�NCE CODE: ,POD sD NPR 2,g VAS of Tulvitka City, ©IU1'IQ14 BUIL.D RECEIVED CITY OF TUKVVILA JAN.022015 PE IMIT CENTER Phone: 206.204.0507 Melvin R. Easter WASHINGTON REGISTERED LAND - RLA, di STATE CAPE ASLA c74. OF ARCHITECT '40.--- MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. 05/12/14 06/16/14 12/29/14 BUILDING PERMIT BID SET VE/PERMIT COMMENTS mp TUKWILA VILLAGE - CO ® S BUILDING & PLAZA Z m 14350 TUKWILA INTERNATIONAL BOULEVARD Z > 0 TUKWILA , WA 98188 :5 mIt OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 Iw ca PUYALLUP, WA 98374 T : (253) 231- 5001 F : (253) 231-5010 COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStUdiOLLc PLAZA IRRIGATION DETAILS BUILDING PERMIT PVC BALL VALVE 10" ROUND VALVE BOX "COBRA" 1/2" X 24' FLEX TUBING 1/2" PVC SCH. 40 S-T ELBOW 6" MINIMUM 5/8 WASHED GRAVEL 111=111-111=111=1 1=111=111=111=111= 111=111-111111=1 11. 111=111=111=111= 11-111=111=111=1 =111=111=111-111= 11111=111-111-1 1 11-111-111- LINE FLUSHING VALVE--CEFCH-H 1 �3 DL2000 FLUSH LINE 0 FLUSH VALVE MANIFOLD SCALE: N.T.S. FINISH GRADE IIIII IIIIIIIIII IIII- I PVC LATERAL LINE PE LATERAL AIRNACUUM RELIEF VALVE SCALE: N.T.S. III HUNTER BUBBLER SYSTEM RZWS-18-50 -I I I-- III I III ROOT ZONE WATERING SYSTEM SCALE: N.T.S. TORO MULTI -OUTLET EMITTER PR25-9 SBA-050 INSERT FITTING--3/4 X 1/2" MALE ADAPT. ROUTE PE PIPE IN FACTORY INSTALLED SLEEVE FOR ORE INC POT DRAIN HOLE FINISH GRADE MICROLINE TO NEXT POT IN CLUSTER. TORO MICROLINE MCRG-212 MICROLINE POT LAYOUT SCALE: N.T.S. 3/4" PE PIPE INTERIOR BOWL SCH 40 PVC SLEEVE WITH SWEEP 1 FINISH GRADE 6" ROUND VALVE BOX TORO DL2000 AIRNACUUM RELIEF VALVE (YD-500-34) 1/2" PVC TEE (SxSxT) TORO DL2000 COMPRESSION ADAPTER (CA710) (TYP.) TORO DL2000 DRIPLINE (TYP.) (RGP-212) OR BLANK TUBING (TYP.) (A710) PEA GRAVEL SUMP (6") NOTE: 1. AIRNACUUM RELIEF VALVE CANNOT BE CONNECTED LOWER THAN DRIPLINE LATERALS. IRRIGATION LEGEND SYMBOL 11 AI I] fsm 0 ED 0 FINISH GRADE 1 =1I1=III III III=III_1I=III1=111==111111111III=-E=DL2000 CEL710 -111_=111=11-111= 1-111=11111=11 =111E1-111=111= 111E1111� I i1I DL2000 TUBING RGP-212 BLANK DL2000 TUBING--A710 DL2000 CA710 COMPRESSION ELBOW COMPRESSION ADAPTER PVC LATERAL (-) z PVC TO DL2000 CONNECTION SCALE: N.T.S. DESCRIPTION SPRINKLER, HUNTER PRS-40-12-CV W/MP2000 ROTATOR NOZZLE SPRINKLER, HUNTER PRS-40-12-C W/MP1000 ' ;TOR NOZZLE SPRINKLER, HUNTER PRS-40-12-CV W/MP 800 SR NOZZLE SPRINKLER, HUNTE "S-40-12-CV PCORN = OTATOR NOZZLE SPRINKLER, HUNTER PRS-40-12-CV W/MP ROTATOR SIDE STRIP, MP RT STRIP MP LEFT STRIP SPRINKLER, HUNTER PRS-40-6-CV W/MP3000 ROTATOR NOZZLE SPRINKLER, HUNTER PRS-40-6-CV W/MP2000 ROTATOR NOZZLE SPRINKLER, HUNTER PRS-40-6-CV W/MP1000 ROTATOR NOZZLE SPRINKLER, HUNTER PRS-40-6-CV W/MPCORNER ROTATOR NOZZLE SPRINKLER, HUNTER PRS-40-6-CV W/MP ROTATOR SIDE STRIP, MP RT STRIP MP LEFT STRIP BUBBLER, HUNTER RZWS-18-50 HUNTER ICV FILTER SENTRY SERIES REMOTE CONTROL VALVE --PLASTIC SIZE AS INDICATED ON DRAWING. VALVE DETAIL --ZONE NUMBER GPM VALVE SIZE POINT OF CONNECTION 1" METER AND SERVICE LINE 1" FEBCO 850 DCVA 3/4" QUICK COUPLER VALVE 1" MASTER VALVE SOLID STATE PEDESTAL MOUNT CONTROLLER- HUNTER INDUSTRIES ACC-1200 INPUT: 120 VAC, OUTPUT: 24 VAC. UL LISTED AND TESTED. INSTALL HUNTER WIRELESS SOLAR SYNC SENSOR (WSS-SEN) WITHIN 800FT OF CONTROLLER. CHECK SIGNAL STRENGTH. SEE SPECIFICATIONS. BUCKNER 3/4" QUICK COUPLER VALVE WITH LOCKING TOP MAINLINE ISOLATION VALVE --SIZE TO MATCH MAINLINE TORO PR25-9 MULTI OUTLET EMITTER FOR MICROLINE TUBING IN POTS AND PLANTERS. AIRNACUUM RELIEF VALVE--TORO DL2000 YD-500-34 (1/2" MIPT) FLUSH VALVE MANIFOLD: TORO DL2000 CEFCH-H FLUSH CAP, ASSEMBLY INCLUDES BU-1/2' BALL VALVE AND 1/2" X 24" COBRA FLEX TUBING. SEE DETAILS. TORO DL2000 DRIPLINE WITH ROOTGUARD RGP-212 (PRESSURE COMPENSATING, 12" EMITTER SPACING) TORO MICROLINE MCRG 212 INSTALL IN AREAS NOTED ON PLANS. MAINLINE--1 1/4" SCHEDULE 40 PVC LATERAL LINE --CLASS 200 PVC, SIZE AS NOTED ON DRAWING SLEEVING--SCHEDULE 40 PVC FOR SLEEVES 3" AND SMALLER, CLASS 200 PVC FOR SLEEVES 4" AND LARGER --MIN. 2X DIAMETER OF INTERIOR PIPE, MINIMUM 24" OF COVER OVER ALL SLEEVING UNDER ROADWAYS AND DRIVEWAYS. VERIFY SLEEVE LOCATIONS WITH GENERAL CONTRACTOR. GPM .4, .55, .74, .86, 1.10, 1.47 .19, .25, .37, ,75 .23, .42 .19, .39 .44, .22, .22 .86, 1.21, 1.82 .4, .55, .74 .19, .25, .37, .75 .19, .39 .44, .22, .22 .5 TORO MULTI -OUTLET EMITTER PR25-9 1/2" SCH.80 NIPPLE PLANTER EDGE FINISH GRADE TORO MICROLINE MCRG-2-12 MULTI -OUTLET EMITTER -ON GRADE SCALE: N.T.S. REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 8 2015 City of Tukwila BUILDING DIVISION GENERAL NOTES 1. PRIOR TO THE COMMENCEMENT OF WORK, CONTRACTOR MUST VERIFY STATIC WATER PRESSURE (PSI) AT THE POINT OF CONNECTION (EXPECTED--70 PSI). IMMEDIATELY NOTIFY ARCHITECT OF RESULTS. 2. IRRIGATION CONTRACTOR IS RESPONSIBLE FOR PROTECTING ALL UTILITIES ENCOUNTERED THROUGHOUT THE SCOPE OF WORK. 3. ALL DRAWINGS ARE DIAGRAMMATIC. FIELD VARIANCES MAY OCCUR. NOTIFY ARCHITECT IMMEDIATELY. 4. MAINLINE LAYOUT IS DIAGRAMMATIC. IT HAS BEEN SHOWN IN HARDSCAPE FOR PURPOSE OF CLARITY. 5. CONTRACTOR IS RESPONSIBLE TO PROVIDE ALL NECESSARY SLEEVING UNDER HARDSCAPES, I.E. ROADS, SIDEWALKS, ETC., WHETHER SPECIFICALLY INDICATED ON THE DRAWINGS OR NOT. SLEEVING SHOULD EXTEND 6" BEYOND HARDSCAPE EDGES. 6. LOCATE PIPE NEAR PERMANENT STRUCTURES WHERE POSSIBLE, I.E. ALONG EDGES OF SIDEWALKS, ETC. LEAVE PIPE SIZING FACE UP IN TRENCH TO FACILITATE REPAIR. 7. ALL UNSIZED TERMINAL LATERAL LINES ARE 3/4" PIPE. 8. SPRINKLER HEADS IN PLANTING AREAS SHOULD BE A MAXIMUM OF 4" FROM BED EDGES. 9. IRRIGATION CONTRACTOR IS RESPONSIBLE TO FINE TUNE ALL NOZZLES ON SITE TO INSURE COVERAGE AND MINIMIZE OVERSPRAY. 10. VERIFY CONTROLLER LOCATION WITH ARCHITECT. 11. IRRIGATION CONTRACTOR IS RESPONSIBLE FOR WINTERIZATION OF SYSTEM. SYSTEM MUST BE WINTERIZED BY BLOWING OUT WITH COMPRESSED AIR. 12. PIPING MAY BE INSTALLED IN A COMMON TRENCH. ALLOW A MINIMUM OF FOUR (4") INCHES BETWEEN PARALLEL PIPE LINES. LOCATE TRENCHES TO AVOID CONFLICT WITH INSTALLATION OF TREES & SHRUBS. 13. COORDINATE INSTALLATION LOCATION OF HUNTER WIRELESS RAIN SENSOR WITH ARCHITECT. 14. INSTALL HUNTER MP ROTATOR NOZZLES AS NOTED ON DRAWING. ADJUST RADIUS TO MAXIMIZE COVERAGE AND MINIMIZE OVERSPRAY ONTO HARDSCAPE SURFACE. CITY OF TUniVIt..A JAN.022015. PERI'J T CENTER land entitlement CO CO CO ca \�QQ) Phone: 206.204.0507 Melvin R. Easter - RLA, STATE WASHINGTON REGISTERED LAND CAPE ASLA OF ARCHITECT MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. Al2/29/14 05/12/14 06/16/14 BUILDING PERMIT BID SET VE/PERMIT COMMENTS TUKWILA VILLAGE - CO ONS BUILDING & PL A` 14350 TUKWILA INTERNATIONAL BOULEVARD TUKWILA , WA 98188 OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 PUYALLUP, WA 98374 T : (253) 231- 5001 F : (253) 231-5010 COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStud'IOLLc PROJECT #: LA-1113 FILE NAME: LA1113-041RDT DRAWN BY: DGF IRRIGATION DETAILS, & NOTES LEGEND BUILDING PERMIT IRRIGATION SPECIFICATIONS PART 1 GENERAL 1.01 SUMMARY A. SECTION INCLUDES: B. Complete irrigation system including all trenching, backfilling and compacting; sleeving, installation of pipe, valves, heads, fittings and all other appurtenances; connections to existing water services, testing; electrical connections and wiring; fine tuning of systems; necessary accessories as shown on the drawing and specified herein. 1.02 REFERENCES: A. ASTM B3 - Standard Specification for Soft or Annealed Copper Wire B. ASTM B43 - Standard Specification for Brass Pipe and fittings C. ASTM D1785 - Standard Specification for Poly(Vinyl Chloride) (PVC) Pipe, Schedules 40, 80, and 120. D. ASTM D2241-Standard Specification for Poly(Vinyl Chloride) (PVC) Pressure -Rated Pipe (SDR Series) E. ASTM D2466-Standard Specification for Poly(Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 40 F. ASTM D2467-Standard Specification for Poly(Vinyl Chloride) (PVC) Pipe Schedule 80 G. ASTM D2564-Standard Specification for PVC Solvent Cements H. ASTM D2855-Standard Recommended Practice for making Solvent Cemented Joints with PVC Pipe and Fittings I. ASTM D3139-Swing joint pipe and fittings J. ASTM F-656-Standard Specifications for PVC Primers K. Foundation for Cross Connection Control and Hydraulic Research -University of Southern California 1.03 SUBMITTALS: A. Product Data: Submit product data before beginning work. Include manufacturer's product literature for all products to be installed in this system in two (2) three ring binders indexed and tabbed. Include material showing manufacturer's name, catalog numbers, catalog cuts, technical data, installation, operation and maintenance instructions for each product. B. Substitutions to the specified equipment will be permitted with the express written approval of the Landscape Architect. Substitutions will be approved only when the substituted item is equivalent or better in quality and performance than the item originally specified. The final determination for "equivalents" rests with the Landscape Architect. Their decision shall be final and binding. 1.04 Point of Connection Water Pressure Test: Test water pressure at point of connection. Verify pressure is in range indicated on construction drawings. Submit written results of test to Landscape Architect. 1.05 As -Built Drawings: Maintain a current record of all pipe and equipment placement and record any variations approved by the Landscape Architect. Upon completion of the system and prior to release of final payment, provide the Owner with a neat and legible record drawing of the completed system (reproducible vellum or mylar only). Any pipe not installed in accordance with the plans as originally contracted shall be sufficiently dimensioned to a permanent structure for location after burial. Update record drawings DAILY. In addition, provide a laminated ID card inside the controller unit showing color coded system zones and valve box locations. 1.06 Maintenance Manuals: Provide two (2) operation and maintenance manuals indexed and tabbed, bound in hardback 3 ring binders. Include the following items/information: A. List of authorized distributors and service representatives (in the area) for each item of irrigation equipment: include names, addresses and phone numbers. 1. Guarantee/warranty certificates for all equipment used and Contractor's written warranty for entire system one (1) year guarantee. 2. Manufacturer's maintenance sheets, replacement parts list and equipment brochures for all equipment used. All composite data sheets shall have the specified products used in the field clearly highlighted. 3. Winterization and spring start up procedures. 4. A pocket for one (1) copy of the approved record drawings to be added at the time of the final inspection. 1.07 QUALITY ASSURANCE: A. Qualifications: Contractor must be a Washington State licensed landscape contractor with a minimum of three years experience. B. Work and materials shall be in strict accordance with the latest codes, regulations and other applicable state or local laws. Nothing in the Contract Documents is to be construed to permit work not conforming to these codes. C. Obtain and pay for all permits and approvals required by the local jurisdictional authorities for the full operation of the system. D. All work called for on the drawings by notes shall be furnished and installed whether or not specifically mentioned in the specifications. Do not install the sprinkler system as indicated on the drawings when it is obvious in the field that obstructions or grade conditions exist which cause discrepancies with the construction plans, details, legend or specific notes. All such discrepancies shall be brought to the attention of the Landscape Architect. In the event this is not done, the Contractor shall assume full responsibility for the necessary revisions. E. Due to the scale of drawings, it is not possible to indicate all offsets, fittings, sleeves, etc. which may be required. Carefully investigate the structural and finished conditions affecting all work and plan accordingly. Drawings are generally diagrammatic and indicative of the work to be installed. The work shall be installed in such a manner as to avoid conflicts between irrigation system, planting and architectural features. F. The work is subject to tests and inspections by the Landscape Architect as specified. Furnish written notice to the Landscape Architect one week prior to the required test or inspection. 1.08 DELIVERY, STORAGE, HANDLING AND PROTECTION: A. Protect work and materials from damage during construction and storage. PVC pipe and fittings shall be protected from damaging temperatures, weather and direct sunlight in accordance with manufacturer's written recommendations. B. Assume all responsibility for damage to existing construction and restore to its original condition should damage occur as a result of this work. C. Deliver Products in sufficient quantities to allow a continuity of the Work. 1.09 WARRANTY: A. Warranty the system against defects of installation and material for a period of 1 year after acceptance of the irrigation system. Guarantee shall also cover repair or damage to any part of the premises resulting from leaks or other defects in material, equipment and workmanship to the satisfaction of the Landscape Architect. Repairs, if required, shall be done promptly upon notification by the Owner, and, at no cost to the Owner. B. As part of the warranty, the Contractor is responsible for deactivating and draining the system prior to the onset of the freezing season and for reactivating the system at the onset of the spring growing season; each event must be accomplished once during the warranty period. In the event the system is completed in a season when it will not be in use, winterize the system upon completion of testing (and approval by the Landscape Architect) and reactivate the system in the spring. SUBMIT a letter to the Landscape Architect certifying that the system was winterized and drained and indicate the date such action was accomplished. The Contractor is responsible for any damage resulting from failure to comply. 1.10 SYSTEM FAMILIARIZATION: A. Before final acceptance of the system, provide the necessary keys and/or other tools required to operate, drain and activate the system. Provide two (2) complete sets of tools and keys to the Owner (i.e.: water keys, quick coupler keys, valve cover keys, controller keys and sprinkler adjustment and disassembling tools, etc.) B. Provide 5% extra stock of each sprinkler type on project to Owner --minimum of five Hunter RZWS. Provide 200ft extra stock of Toro DL 2000 RGP 2-12 and 100 ft extra stock of Toro Microline MCGR 2-06. C. Provide 8 hours general system operation, maintenance and winterization training with Owner's personnel before final acceptance of the system PART 2 - PRODUCTS 2.01 SUMMARY: A. All materials used throughout the system shall be new, unused, and in perfect condition. Refer to the irrigation materials legend, notes, detail drawings and these specifications for specific equipment to be used. Equipment or materials installed or furnished without prior approval of the Landscape Architect may be rejected and the Contractor will be required to remove such materials from the site at his own expense. 2.02 BRASS PIPE AND ACCESSORIES: A. Pipe: ASTM B43, Schedule 40; domestic manufacture B. Fittings: Medium brass, screwed, 125-pound class. 2.03 PLASTIC PIPE AND ACCESSORIES: A. Pipe: ASTM D1785, D2241. Pipe walls shall be uniform, smooth, glossy, and free of interior or exterior extrusion marks; pre -belled or straight to receive solvent -weld couplings; 20 foot standard lengths. Pipe shall be marked with manufacturer's name, class of pipe, NSF seal, and date/shift of manufacturing run. B. Fittings: PVC - ASTM D2464, D2466. C. Cement and Solvent: Weld On 705 or 711 Low VOC solvent cement, P-70 primer. D. Irrigation System Pipe 1. Mainline: PVC Sch. 40 pipe with PVC Schedule 40 solvent weld fittings. 2. Laterals: PVC Class 200 pipe with PVC Schedule 40 solvent weld fittings. 3. Sleeving: PVC Schedule 40 pipe for 4" sleeves and smaller. Sleeve size is double the diameter of the interior pipe(s). Minimum sleeve size 2" nominal diameter. E. Subsurface Drip SystemPipe: 1. Drip tubing: Toro DL2000 dripline RGP 2-12. Emitter spacing 12" with nominal flow rate of .5 gph. Provide an additional 200-ft. of DL2000e to Owner for future maintenance. 2. Micoline tubing: Toro DL2000 Microline MCRG 2-12. 1/4" tubing with 12" emitter spacing with nominal flow rate of 0.5 gph. Provide an additional 100 ft of microcline to Owner for tuture maintenance. 3. Fittings: Per manufacturer's recommendations and detail drawings. 2.04 TREE BUBBLERS A. Bubbler: Hunter RZWS-18-50-root zone watering system with .5 gpm bubbler with 18" length. Install three per tree. 2.05 BACKFLOW PREVENTER: A. Febco 850, 1" double check valve assembly or approved equivalent. Install per detail drawing. 2.06 SPRINKLER HEADS: A. Fixed spray sprinkler heads: Hunter Industries PRS-40 series heads. Shrub area sprinklers PRS-40-12-CV series heads series with 16" body and 12" pop up riser as shown on the plans. Install PRS-40-6-CV 6" pop up in lawn areas. Sprinkler body shall be heavy-duty ultra -violet resistant plastic construction with stainless steel retraction spring and built in in -stem pressure regulation. Factory installed integral check valve. All sprinklers will have ratcheting riser feature for easy adjustment. ALL SPRINKLERS WILL BE BOTTOM INLET ONLY. Install Hunter MP Rotator nozzles as indicated on plan. 2.07 AUTOMATIC VALVES: A. Zone Valves: Hunter ICV filter sentry series, solenoid operated diaphragm, globe type, normally closed plastic valve with five year manufacturer's warranty. Size and type indicated on drawing. Install per detail drawings. . B. Master Valve: Hunter ICV filter sentry series, solenoid operated diaphragm, globe type, normally closed plastic valve with five year manufacturer's warranty. Install per detail drawings. C. DL2000 Zone manifold: Hunter ICZ-101-25 1" ICV valve with 1" filter and pressure regulator to 25 psi. 2.08 VALVE AND UTILITY BOXES: A. Oldcastle Precast Carson Industries Specification grade Hybrid Super Jumbo XL rectangular box with traffic rated locking lid for backflow prevention device. B. Oldcastle Precast Carson Industries Specification grade Jumbo and Super Jumbo valve box green body with locking lid. Jumbo and Super Jumbo rectangular box for all remote control valves. Size valve box to completely enclose zone manifold ball valve and remote control valve per detail drawing. C. Oldcastle Precast Carson Industries Specification grade 910-12B 10" round box with locking lid for mainline isolation valves. D. Oldcastle Precast Carson Industries Specification grade 6" round box for subsurface flush manifolds and air vacuum relief valves. Install per detail drawings. 2.09 QUICK COUPLER VALVES: A. Buckner, one piece, 3/4" quick coupler valve with locking rubber top. B. Provide two coupler keys with hose swivel to match the quick coupler valves. 2.10 CONTROLLERS AND ACCESSORIES: A. Controllers: Hunter ACC series, solid state modular controllers. Size noted on drawing. Input: 120 VAC +/- 10%, 60 Hz. Output: 26.5 VAC, 2.5A. Compatible with Hunter Wireless solar sync sensor and Hunter Flow monitoring. Power to controllers provided by Division 16. B. Hunter Wireless Solar Sync Sensor: Provides automated daily adjustment to program run times. Rain and freeze shut off. Warranty 5 years. Wireless sensor and receiver within 800feet. C. Remote Radio: ICR-KIT-transmitter, receiver, Smart Port wiring, carrying case. D. Hunter Flow Sync: HFS with FCT 100 Schedule 40 PVC sensor receptacle tee 2.11 WIRE: A. Insulated, single strand copper designed for 24-50 volts and UL approved as UF (Underground Feeder). UL and UF designations clearly marked on the insulation jacket of the wire. Copper conductor must meet or exceed ASTM B-3 specifications. Minimum gauge #14 UF direct burial (UL approved); red or black jackets for hot side, white for common ground; auxiliary wires, shall have orange color jacket. Install a minimum of four spare wires. Label spare wires in controller. B. Where wire harness leaves mainline or lateral line trench, enclose it in Class 200 PVC conduit. 2.12 MAINLINE ISOLATION VALVES: A. Brass, threaded end, ball valve with round or oval handle -non locking -minimum 300WOG. Provide operating key. Approved manufacturers: Watts, Nibco, Wilkens 2.13 ZONE MANIFOLD BALL VALVES: A. Schedule 80 PVC, threaded end, ball valve with round or oval handle -non locking -minimum 300WOG. Zone manifold ball valves shall be of the same size as the outlet lateral line size. Provide operating key. Approved manufacturers: Spears, Lasco, Rainbird 2.14 SUBSURFACE EQUIPMENT: A. Air/Vacuum Relief Valve: Toro DL2000 YD-500-34, 1/2" MIPT air vent and vacuum relief valve. B. Flush valve manifold: Toro DL2000 CEFCH-H flushing cap. Assembly also includes BU-1/2 ball valve and "Cobra" 1/2" x 24" flex tubing. C. Flush valve: DL2000 CEFCH-H flushing cap. D. Multi -Outlet Emitter: Toro PRS25-9 pressure regulating multi -outlet emitter. 2.15 ACCESSORIES: A. Electrical splices/tape: Scotch-Lok #3570 or 3M-DBY, Direct Bury Splice Kit. B. Pressure Gauge: Fluid filled pressure gauge, dial pressure registered from 0 to 200 psi. C. Detectable marking tape: Christy's 3" detectable marking tape, minimum 5 mil overall thickness; five ply composition; ultra -high molecular weight; 100% virgin polyethylene; acid, alkaline and corrosion resistant,. 20 gauge solid aluminum foil core, encapsulated within 2.55 mil polyethylene backing. Tape tensile strength in accordance with ASTM D882-80A and not less than 7,800 psi. Tape legend: "Caution Irrigation Line Below". TA-DT-3-GI. D. Valve Markers: Christy's Identification Tags manufactured from polyurethane Behr Desopan, incorporating an integral attachment neck and reinforced attachment hole capable of withstanding 180 lbs. pull force. Tag shall be approximately 2.25" x 2.75" in size. All lettering will be hot stamped in black and capable of withstanding outdoor usage. The standard alpha -numeric designations shall incorporate lettering 1 1/8" in height. Tag color will be yellow. Marking tag will be double side stamped with zone valve number. Install one tag on valve wires as shown on detail drawing and install identical tag with valve number on valve box lid with rivet or bolt. PART 3 EXECUTION 3.01 EXAMINATION: A. Prior to starting work, schedule pre -construction meeting with Landscape Architect. In addition, carefully inspect the preparatory work of other trades, and verify that such work is acceptable for the installation of the work of this Section. Report all unacceptable conditions to the Architect. Do not begin work until unacceptable conditions have been resolved. Beginning of work constitutes Contractor acceptance of conditions. 3.02 TRENCHING AND BACKFILL: A. Trenches shall be free from rock, debris or sharp articles, with a depth of 4 inches of cover over DL2000 dripline, 12 inches of cover over lateral lines and 18 inches of cover over mainline. Depth of cover for sleeving under vehicular paving: 24" over all sleeves. Depth of sleeving within landscape: 18" over mainline sleeves, 12" over lateral sleeves. Trench width must allow a minimum of four (4) inches between parallel pipelines. B. Accomplish backfilling in a manner to insure no future settlement of the trench. Backfill in maximum 6 inch lifts. All pipes are to be sand bedded. No foreign matter larger than 1/2 inch in size will be permitted in the initial sand backfill. C. Backfill in sleeving trenches (i.e., under all hardscapes) shall be mechanically compacted in minimum of two (2) lifts to a dry density equal to 95% of adjacent undisturbed soil. Backfill will conform to adjacent grades without dips, sunken areas, humps, or other surface irregularities. D. If settlement occurs and subsequent adjustments in pipe, valves, sprinkler heads, lawn or planting, or other construction are necessary, make all required adjustments without cost to the Owner. 3.03 PIPE AND FITTINGS: A. Cut pipe ends 90 degrees to the pipe length and remove cutting burrs. Wipe PVC pipe ends clean. Apply primer to both fitting and pipe end. Apply a light coat of cement on the inside of the fitting and a heavier coat on the outside of the pipe. B. Insert PVC pipe into the fitting and give a quarter turn to seat the cement. Wipe excess cement from the outside of the PVC pipe. Allow welded joints to cure for a minimum of 15 minutes prior to moving. Do not fill with water for 24 hours. No backfilling will be permitted other than at the center of the pipe lengths until the pressure test is complete. C. Routing of PVC lines is diagrammatic. Where possible install lines and valves adjacent to hardscapes and in planting areas. Install PVC piping with markings facing toward the top of the trench. D. Verify 1" MIPT stub outs on Levels 2 and 5 in the field. Copper routing and stub outs provided by Division 15. Install PE pipe between planters under paver on pedestal for lateral lines on Levels 2 and 5 3.04 BACKFLOW PREVENTER A. Install as per details. Minor adjustments of location may be required for technical purposes at no added cost to the contract. Install per local code. After installation, State of Washington certified backflow tester must test the double check valve assemblies 3.05 TREE BUBBLERS: A. Install as per details. Locate each of three bubblers equidistance around circumference of root ball. 3.06 AUTOMATIC VALVES: A. Install as per details. Use valve box extensions to insure that the box extends completely below the bottom of the valve. Valve pit shall be left with a clean layer of gravel in the bottom with 4" clearance minimum between gravel and bottom of valve. B. Valve inlet pipe size to match outlet lateral line size. Zone manifold ball valve to match inlet and outlet line size. C. Install Valve Markers on each valve and valve box lid. Tag number to match zone valve number on drawing. D. Provide Level 5 zone valves to Mechanical for installation in Mechanical room. 3.07 CONTROL WIRES: A. Do not tape wire harness to water pipe. Provide an 18" harness loop at all sleeve ends and direction changes. B. All splices must be contained in plastic valve box where a valve is installed. Allow expansion coils long enough so valve bonnet may be removed and placed outside the box for maintenance purposes. Provide separate hot lead for each automatic valve. One common wire for each controller. C. Provide one spare multi strand cable in each conduit to Level 2 to exterior planting. Identify each spare at the controller. Loop a 24" coil of spare wire inside each valve box. D. Install in sleeves under pavement areas. 3.08 QUICK COUPLER VALVE: A. Install per detail drawings and manufacturer's installation instructions. 3.09 CONTROLLERS and ACCESSORIES: A. Final locations to be approved by Architect. 120 VAC power to controllers to be furnished by Division 16. Conduits with pull wire to exterior planter and to Level 2 to be provided by Division 16. B. Install all controller accessories, wireless weather sensor, flow sensor, remote radio per manufacturer's instructions and detail drawings. Verify radio receiver reception prior to installation. 3.10 PIPE SLEEVES: A. Provide pipe sleeves double the diameter of the interior irrigation pipe(s). Cover sleeves as specified previously. 3.1 1 SPRINKLER HEADS: A. Install as per details. Locate sprinklers in planting areas a maximum of 6" from planter bed edge. Install 4" po up along perimeter of Level 5 green roof. Anchor head in insulation layer as needed to install flush to grade. B. Install head flush with finish grade and "fine tune" system to minimize overspray. 3.12 SUBSURFACE TECHLINE SYSTEM A. Install DL2000 dripline and components per manufacturer's instructions with the exception to depth. System must be thoroughly flushed prior to installation of DL2000. Soils must be installed prior to DL2000 installation. B. Verify existing field dimensions of area with irrigation plans for accuracy. Begin DL2000 layout 5 to 6 inches away from hardscape edge. Mark tubing intervals (15-16") on ground with flags or paint. Contact Architect for layout approval. Provide 72 hours notice. C. Coordinate DL2000 installation with planting. Plant all specimen trees and shrubs, 5 gallon size and larger, then place tubing at the row spacing interval indicated on the plans. D. Install piping horizontally and as level as possible to a maximum depth allowing 4 inches of cover from the top of finish grade. Offset the emitter outlets to form a triangular pattern throughout the tubing layout. E. Flush PVC header line prior to DL2000 installation. F. Install the air/vacuum relief valve below grade and at the highest elevation within each zone. Install valve as per detail. G. Prior to backfilling and before connection of line flushing valves, flush the entire system to remove any dirt or sediment that may have entered the system during the installation. Then install flush valves and operate circuit to check for leakage around both compression and threaded fittings. Make all necessary corrections to stop leaks. H. Water plant material thoroughly by hand prior to installation in DL2000 zones. Bring soil in planter beds up to its water holding capacity prior to planting. 3.13 SYSTEM FLUSHING: A. Flush the entire system prior to the installation of the DL2000 and root zone watering system. 3.14 FIELD TESTING: A. Request Landscape Architect attendance at each test. Give a minimum of one -week prior notice. B. Mainline Pressure testing: 1. Leave all system joints, connections, etc. exposed until after completion and acceptance of the pressure test. 2. Mainline shall be subjected to a static pressure test of 150 psi. To be valid all tests must be performed under the direction and supervision of Landscape Architect. 3. Attach test compressor with pressure gauge to head of mainline. 4. Attach gate valve to opposite end of mainline. 5. Open gate valve at end of mainline until all air is removed from mainline. 6. Close gate valve and install pressure gauge, then reopen valve. 7. Apply 150 psi to mainline, test is for one hour. Maximum allowable drop is 5 psi in one hour. C. Lateral line Pressure Testing: All PVC lateral lines with PE (swing) pipe and swing joints installed and capped shall be tested under 80 psi static line pressure to the satisfaction of the Landscape Architect. 3.15 PERFORMANCE TEST: A. Request Landscape Architect attendance at the system coverage test. Give a minimum of one -week prior notice. B. System Performance Demonstration: 1. Upon completion of the system installation and after the flushing and pressure tests are completed, perform a system coverage test for each zone in the presence of the Landscape Architect and Owner's maintenance personnel. 2. System shall be tested for both manual and fully automatic operation. C. Maintenance Training: Upon acceptance of the system by the Owner's Representative, furnish to the Owner's personnel keys and other tools necessary to operate, and maintain the system. Furnish training standards specified previously in this Section 1 to the Owner's personnel. The Contractor is liable for all damages or losses resulting from failure to comply with the provisions of this paragraph. 3.16 CLEANING AND REPAIRS: A. Repair or replace any damaged materials, surfaces, and finishes caused by Work of this Section to the satisfaction of the Owner and at no additional cost to Owner. B. Clean up shall be done as each portion of work progresses. Refuse and excess materials shall be removed from the site and legally disposed of off -site. All walks and paving shall be swept down. 3.17 SYSTEM PROTECTION: A. Deactivate and drain the system prior to the onset of the freezing season and reactivate at the onset of the spring season. Accomplish each at least once during the warranty period. If construction is completed when the system is not in use, winterize after testing. Certify by letter the dates of winterization / activation. Repair damage from failure to comply. B. When using compressed air to winterize the system, do so in short cycles at no more than 40-psi air pressure. Do not allow pipe close to the compressor to get hot to the touch. 3.18 FINAL APPROVAL: A. Contingent upon receiving signed and approved permits as may be applicable, provide reproducible record drawings and two (2) three-ring binders of all catalog cuts,manufacturer's instructions, and maintenance and operation information. Provide two (2) complete sets of all tools and keys, and extra stock sprinkler heads as required and specified previously. 'REVIEWED FOR CODE COMPLIANCE APPROVE APR 28 2015 City Of Tukwila BUILDING DIVISION CITY OF TUKWILA JAN 0 2 2015 PERMIT CENTER U 0) -c 2 a) c0 U U) .a cv land entitlement s 0 a) . < 0 o s N N o a; csi_ CO rnCo co o co rn Phone: 206.204.0507 Melvin 0 R. Easter- RLA, 45 STATE WASHINGTON REGISTERED LAND CAPE ASLA c?6, OF ARCHITECT / -----' MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desc. 05/12/14 06/16/14 12/29/14 BUILDING PERMIT BID SET VE/PERMIT COMMENTS rnp TUKWILA VILLAGE - COMMONS BUILDING & PLAZA Z I j 14350 TUKWILA INTERNATIONAL BOULEVARD Z 0 TUKWILA , WA 98188 75m OWNER APPLICANT: G�3 F F TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 w w PUYALLUP, WA 98374 ro T : (253) 231- 5001 F : (253) 231-5010 rn COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theL.AStUd'IOLLc IRRIGATION SPECIFICATIONS BUILDING PERMIT Premier II LED Prrc act N9xne: Intertek Contemporary design meets the new generation of LED groan technology In this etunning Iuminaire, the Premier II. The Premier II sedan provldea up to fifty percent energy savings over traditional HID Tight sources; and offers excellent beam control and LED lifer beyond 100,000 hours for 350 mtlllemp systems. The Premier II is offered in six optical distributions. Yg p The Premier Ills fully-ceaied housing features an exceptionally well -designed thermal management system that provides superior heat dissipation. 'M,Qrrbat Optic,: j Sta►.t►a;rl # of LE32 (32LC) (�D) (044LLC) 80 96 (86LC) Miltierr► to (3) 530 {5} Kehler 1 vfiita 65000K Val whoa Calm Number. Dina nsiot-taI Drawings t r .,l i,l,°n•,. III', 8' 98MEM The Premier II fixture Is built with a cast aluminum housing, extruded aluminum arms and a spun aluminum, removable top. The Premier 11 aeries LED post top Is IES hall cutoff and D rk-Sky friendly. The Premier 11 Is especially faulted for any project where full control of light distribution la needed. Tha popular Premier II la the perfect compliment to any university campus, buslneee park, or walkway project where contemporary, architectural design le desired. VnIlet tit'' f1ilctultrliitll ;;;,:• °raha,uea Post 1 I Iow4•E }Jn971K4-WI K) Smooth Its Forest Green Silver Metallic (814 thlte 'Weathered Brown (WB) Soft Custom Color 11•aaiaenwlCC0.1'VW C,iNliltl�V S*191,Yit4Mom'•r win rip 1i IWLiE -hG3.41'YY'.10mlf M L Ill LLO, In maps+; n1 i off TOM p".FaY of »rrrruni •salts :+case mum in +p1-.!o sham tar ¢� Housing: Constructed of die oast and extruded slumlrurn with 11:Kral wlrlrOtxrgartrnart. Mounting tie prodded. Enclosure: One pram die curet taemin.m teemed ftscel:lee), 1/8' thick, Tempered etched obit!. Faceplate Is secured by two (2) socket head, retrials steel, captive acr4'we Threaded Into atenr_sa steel amens In the houalno ceasing. Continuous high terrizoratara 0-ring gesl ei far weather tlgitt o eratIcn. Ele ction:10.11"11E0luminaire,11.3 total a s:em waste, -X'0 alert tsrrpsrattxe. Integra1120V throtreh 277V elsotro.10 LEO drive; 0 -10V dtrmtna. The LSO end driver are rraou'ttsdl an a rsrnrvvblo plate for easy reolecsrr nt, Standard LED cabs terrpsratlxa fa 3000K (available In 40001t; add aufax K4). Through Wiring: Mexirurn lour .4) No. 12 AWG oonductors lutt ground) salable for 71al• C. Provided with 1/2' NFT threaded oordLit entries, Note: Q,re to the r3jrnesrio noon of LED tt ohrtolcpy, LED tuminaire Poo s on this aheat Is sublsot to throes et the die ttol of BEL'A-US. For this mat currant date, alma rarer to :vww, baa-us.c rn. Finish: Than luminaires sire mailable In four standard ®Et3A colora: Wash (ELK); White claiHT); Bronze (E; Silver (6LV).1b amity, acid appropriate eurllx to aatsloqnumber. Custom odors erappl:ad on spoOal orders, UL listed, callable for w t lacatiorlt and for Instetatlon vdtiIn 3 feet of ground. Type ran -IC. Froteofen oIa:3;1P64. Luminaire Lumens: 1 a Tooted In aocoralarvs with LM.78.08 ttan '1Ph lit}ct31I '8p0 faroil ago _-- O-1Cly 1 imr>rdni (DIM) Motion Sensor/Control Watt Stopper' FSP-211 e¢' Oararer p a' CLe Fir NfYY! eme4�r tmrr,'tr, Motion Sensor 20 triunes a t' CLp Br Mot ppraly nLNtt14 r2As'en Ca1PIP wIt 9,1**11Omni Wiriele(e�a� Cs)ontrol Coran 10 KV Surge Protector u/:ram'-Ma1 m tipu ith ne acnta+sexr hkMn •ntho t fats n 8: SEGA Product: Protect: Voltage: Color: Options: Modified: BEGA-US 1000013E0AWay,Carpinteria, CA93013 (805)e04-0503 FM(605)566-9474 www.bega-ua,corn coapa om BEGA•U0 2C12 UrPolsied 10rt2 Housing • The Premier II's housing is constructed Prom durable, corrosion -resistant, cast aluminum. • The spun aluminum top cap is .080 gauge, and easily removable fair service. • Silicone gasketing la provided for complete weetheir end Insect protection. Thermal Manxmerment • The Premier II provides excellent overall thermal management by meeimizing the efficiency of the heat sink In the fixture. This enables the Premier II to withstand higher ambient temperatures and higher drive currents without degrading LED in. Optical System • The hightest lumen output ixvoI0 Lee are utilized. High-performance acrylic optics feature industry leading Type 1, II, III, IV , V and V W optical 'distributions. Not -fading ecryllc optics ere impact-rneletent and rated to 94 percent translucence. • Ln life of our LEDs Is rated over 150,000 hours (for 35D mA)„ based on second party, usable life oalculatlons. • The optical system qualifies as TES full cutoff; and le Derk- Sky certified to restrict light trespass, glare and light pollution far neighborhood -friendly lighting, • CRI values are 70 for 4000K and 75 for 6500K, auatll.Ottarct Finish • Fixture oomponenta are atlemically pretreated throt,rgh a multiple -stage washer, and fnlehed with an electrostatically -applied, thermoset polyester powder coat textured paint with a 3 to 5 mils thickness. Finish ifs oven -baked at 400 °F for maximum adherence and finish hardness. • Available In standard end custom colors. • Finish Is guaranteed for flue (5) years. Alter:t;tic, 1(it7v # LED'a 2 48 Output rnA 3141 4580 4842 350 6120 530 2011 350 7680 630 11270 350 9176 51 100,000 150,000 100,000 I;> Premier LED Post Top Mount • The Premier Ili conlreotor-elendly mounting hardware slips over 4" O.D. x 4" tall tenon utilizing stemless steel hardware. • Round Internet Tenon Adaptors (RITA) are recommended for e smooth -looking connection. Standard for 4" and 5" poles, custom size required for 3' poles. Electrical Assembly • The Premier 1I le supplied with a high-performance driver available in 350 and 530 mA. The driver is Integrally -located in the housing, end Is operational from 120 V through 460 V, 5O Hz to 60 Hz input. Power factor is 90%. • Rated for -40a F operatlen. • 3 kV eine protector supplied as etanderd. Warranty • Five (5) year Limited Warranty on entire system, including ftrttah. For full warranty In1ormetian, please visit VislonalreUghttng,com. Soler Panel Option • The Premier II is compatible for use with Vlslonalre Llghting'e Solar Panel Pole're. Opllone • Sutton type photooell • 0-10v Dimming Driver • WattStopper FSP 211 *Motion Sensor • Wireless Control • 10 KV Surge Protector Please consult factory for detailed custom options. Listings • Premier 11 le ETL listed, suitable for wet locations. • iP 6D listed. • LM79 end L IV190. • Powder Coated TbughTu . is9FON= M 20ArES 110664 DESIGN11GHT tact �Vr,tae�t..0 :lux et rve EPA D,rt:r ,ryrn�Kklfns+l 41 u�rID 0+. ! rlc l:,xr•iSt Caul Jell 10 t11111Was LED LUMEN DATA CHART FOR 6500K rixtunt ants PRE.2.4. System L70 Flow Watts 2734 3438 2984 3787 39.43 38 160,000 8107 6469 7856 10572 9246 LLIMIERri OSSCPUP11011 Cambria 203 Is a small, low voltage dimmable LED and halogen MR18 luminaire, It Is available with a fully adjustable ride swivel stem (203, 203-FL), an adjustable canter rear swivel (203-CRS) or a stationary roar flush mount (203.FM). Side swivel models 203 and 203-FL provide 340'tiltend 360' rotation, Center rear swivel model CRSprovides 200'tile and 89r0' rotation. Center rear swivel model CRS provides 200• tilt and 360' rotation. Various lenses, louvers and color or dlohrolo filters can be oombined - up to throe at once -to create multiple lighting affects. Tha Lumlers exclusive Siphon Protection System (S.P.S.) prevents water from siphoning Into the Nature th rough Its own lead whim. SPEW/CATION FEATURES A ,.. Material Houftng, hood and mounting atom tare pracision•rnachlnod from oarroelon-resistant billet stock 6031-T8 aluminum, C360 brass, 01132 bronze, C110 copper or 8031304 stainlafs skeet. S ... Finish Painted Fixtures constructed from e051111 aluminum are double proteoted by an ROHB compliant chemlaal film undaroosting and polyester powdarcoat paint finish, surpassing the rigorous demands of the outdoor environment. A valeta, of standard colors are astable, C ... Bass, Menzel. Copper or Stainless Staid Fixtures oonstruated from brass, bronze, copper or stfiilasa steal are left unpslnted to reveal tits natural beauty of the meterial. Brass, bronze end copper will patina naturally over time. 0114 Lighting worwocop ilightinscorn 203 02.25" 57 3'A ,. 44a { 203-FL D .,. Hood Hood 1a removable for easy relarnping and accepts up to three lntamal eacesaorlas etonoe (lenses, louvere, filters) to eohleve multiple II;hting offsets. Modal 203, 203-ORS tit208•FM: Weep hole* prevent water and mineral stain: Pram collecting on the lone, even in the straight -up position. Modal 203-Fla Tha flush Iona design roduce ilxturo length, minimizes debrla oolleotlon and prevents water and mineral stains from colliding on the fans. ®,,Minket Housing and hood era salad with e hlg h temperaturs aillcona o-ring gasket to prevent water intrusion, P... Lent Tempered glass lens, featory sealed with high temperature adhesive to prevent water intrusion and breakage dust* thermal shook. 02,25" . ti 203-GRS 203-FM G .,. Mounteng Stem Modal 203 and 203.FL include fully adjustable side -mounted swivel atom, providing 340• tilt and 360' roI atIon for easy aiming. Center roar swivel (203-CRS) or stationery rear flush mount (203.FM) modals one also available. All rrwdela Incrllude 1/2" NPS threaded male fitting. Stainless ateel oIm•looking muchcn1ama ara standard (not available en 203.FM). Lumiere'a exotuelve Siphon Proteotion System {g,P.9.} prevents water frcarn siphoning Into the fixture through to own land wlrat. H ... Hardware Stainless steal hardware is standard to provide maximum oo neaten -resists moo. I .,.. Socket Ca remlo,octet with 250' C Taflonfl3 coated load wires and GL16.3 bl•pin base. ...18Isotrlocl Remote 12V transformer required (not Inoluded), NOTE: inielel power d new on LEO equipped fixtures is 15 watts. Whin sizing Lvantfortner uss 15 watts per LED fixture. Nominal power draw after start up h IEwatto or 10watts eooardingty. Also, LEDs are more voltege sensitive than standard halogen MI113 lamps. The LED module Is detained to operate between 10 and 13 volts. Any leg or more voltage can cause premature failures. K.,Lamp He login lamp not Included. Available from Lumlare as an aotreetory. LED modules ere int:luded and pre available In four color temperatures (2100, 300D, 4000, and 6700) and three dlattributions (spot, narrow, and tlaod). Bath color temperature and dlntributlon mutt be specified when ordering - ate raversa aids for details and oatalog loglo. S.steolfloatione nod Dimensions eubleet, to charms without notice. came Your rvaraarmrri raraadrranrl :Wpm rnP firitaa, IVY CAMBRIA 203 ieW LID ew LED SOW (max.) MR78 Halogen Low Voltage Meant/flood AOL0324112 10/23F2913 a ea9l PM D E3- 0 DC1320 Ease • Two place decorative fluted oast aluminum pole base. 4"0.D. Smooth {4R$) 4" D.D. SIB) Smooth O.D. (lute F)d ptW a4rltun fled, winos utm oft 1111 O M/. Eel 1;►a'L1LT t►al4iatlai k Finish • All bases are shot -blasted and cleaned to a near -white finish prior 10 painting. A Quali-Guard° textured thermoset polyester powder coat (a than applied to a minimum or 3 millimeters and then oven -baked at a temperature of 400 °F to promote exceptional adherence and f(nteh herdnees. Finish le warranted for a full two (2) years. An optional five (5) year extended warranty le also available. se diameters ng from 8.25" - 9.26"'. Consult factory for details. Base • Two place decorative flu t eluminum pole base. Finish • All balsas • blasted and cleaned to a neer--white finish prior to painting. A Quail -Guard') textured thermos. •aster powder coat le then applied to a minimum of 3 millimeters end then oven -baked at a tam • • a or 400 'F to promote exceptional adherence and 'finish hardness. Base finish le warranted for a • (2) years, An optional five (5) year extended warranty le also available, . I rrds tJ�1 +rfo Y R. a� 1 rc�� m t9 teartri Fr! LKa d 11 Ytk':4;1lmnrs4ii' Moiaiien tp p oo"n] i 1• gr P.' LJ In IF.t rC i:1ti ar n'bi FciCi of amrc Stxa nai ri 1,K�+'. e rt fpl „ iRNAIRE I.I(IIIiIIIA$ (trmaim* r• A Whore +Yaw tight' ';1y„ 1;°,, V Refractor (ORS) Compact Fiete t wlnt unlverral raw (260T) 2 (3n) (4� Type {BK) White (WH) Forest Green (FG) Gr (GO Silver Metallic ($L) Custom Color (CC) Bronze ) (BK White Forest Green TO) (DT) Silver Metallic (St.) Custom Color krr r- , aa'prltd tit n» Malt Name: ee tee The Pavilion beilird oombines contemporary *lino with architecture! appeal. Match the Pavilion bollard to Vfalortalre L1glt faggs Pavillon Ilea Mize (sea Aiohlteotural serdion)foren exciting, uniform prcjeat look. Thla bollard provides smooth lowdevel, 300-degree, symmetrloal lffffllllumfnatlon. It is en excellentchoice for walkways, entrenoes, promenader, plazas, courtyards, driveways and landscaped areas. Lane: Clear, high•Impect•roUstant aarryyI with silicone geskeanq for aweaather- tlght Beal. An optional Intend light shield Is avelleble. Housing: Extruded aluminum 9' diameter housing with spun altrnktum top cap. Heavy-duty, oast ahrnlnum bass plate acnoeafed within *sit Is designed foralandard anchor bott mounting to m conorale base, Galvanlzsd.ansthor belts arm 31B'x12". Pavilion 11 ArchlwOutgl fntUr . CF CF. t'snaallf .11/11 ;t Finish: Durable Quell-Ouardc textured, thermoset polyester powder to available In a xelea6on of arahlteoturai or custom eiders, Finite a guarante for two (2) years. Optics: RrlatnatIc glass rafraclor with clear acrylic horizontal louvara providing Typo V ayminelrlcsl Tight distribution. Lamp: HID 3010 70 watts offered [n High Pressure Sodium; or Pulse Start Metal Hailde for superior emolenoy, lumen maintenance and ool0r randier:it. Cf — 26 to 42 watts In Compact Fluerasoent. Ballarat: HID — e premium HPF regulating autotranaformar, available In High Pressure Sodium or Pulse Start Metal Halide. CP —e Mists -performance electronio Ira nsfo mer operates at 120 the, 217 volts, 50 to d10 Ala, with a 80% power factor, end le rated for -20 °C opt:ratroxr. (10 (2) 240 ) 277 (4) 480 (5) M-Tap neemec saw WM at a7apedtrv�r1:r.rJef (6) 347 (8) 120.277 " mrtIarral (LINV) Black ( K) Ve leta Forest Green (Fe) (t Ore Sliver Metalllo (8L) Soft Gold (SG) Custom Color (CC) LAW `Epaolfy e In4Lns has Sri i) (8T277) Coals Fn na fll9 (DF703) (DF240) (DF430) Internal Light Shield (ILfS) Emergency Battery Pack ,OF only, oGlia r OO+trintdae nl fit Pomp pow-gout/VW Cold Weather Battery Pack "CP only, 0h'ms 4D+ rilwles or IlumtfI t1 f durinp pont*PLaaas, (CL G, rr Base Tomplato 6" Round Bollard -"yv186' Td'3% �64_lt.Cr�lt�" 1,!-W3i:tH.att°ry 1:r. gOi t'���pl.�lp,NCE OR CdDAPPRGVeD APR 28 2015 city at Tukwila Vill_OING DIVISION 0(70 RECEIVED CITY OF ,rUKVVILA JAN 0 2 2015 PERMIT CENTER U J —J 0 • 11) cd a) 0) E a) cd 0 rn co co c Q rn o Q N O Sa ON 0) O a, �'S m rain 206.204.0507 ai 0 s a_ Melvin R. Easter - RLA, di STATE WASHINGTON REGISTERED LAND CAPE ASLA V OF ARCHITECT MELVIN R. EASTER CERTIFICATE NO.398 Issue Dates Rev. Date Desm. Al2/29/14 05/12/14 06/16/14 BUILDING PERMIT BID SET VE/PERMIT COMMENTS mp TUKWILA VILLAGE - COMMONS BUILDING PLAZA Z I j 14350 TUKWILA INTERNATIONAL BOULEVARD Z > 0 TUKWILA , WA 98188 CO -5 m OWNER APPLICANT: nip D TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 201 - 27TH AVENUE SE, BUILDING A, SUITE 300 .) w PUYALLUP, WA 98374 w T : (253) 231- 5001 F : (253) 231-5010 COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF THE LA STUDIO, LLC IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT. © 2013 theLAStUdIOLLC LIGHTING DETAILS L30 BUILDING PERMIT