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HomeMy WebLinkAboutPermit D01-180 - GRAND CENTRAL CASINO - BUILDINGD01-180 Grand Central Casino 14040 Interurban Ave S z 1 w te) 00 u,0 J H U) (L W0 g w ? u) 8 ILI z O- W w 0 O — O I- ww U.d lb - Z U= O Z City of Tukwila WARNING: Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 ,E,=SIND PERIOD EAPIRES. Parcel No: '- No: Ac:r-ess: ::a Status. ISSUES Suite %c- issued: 10i,26:::;C1 04/Z4/20L: ;:oegsry. NOT Tvpe: DEVPERr'l Zsining: C/LI Const Type: V-I HR ,D,:cupansy: Gas/Elec.: UEC: 197 Units: 000 F P: NDNE Setbacks: North: .0 South: .o .0 West. .o Water: TUKWILA Sewer: TUvWILA Wetlands: N Sls N Streou,s. Contractor Lisense 1) YNATCCOB3CR OCCUPANT GRAND CENTRAL CASINC P 14040 INTERUREPN AV S, TJWILA A : OWNER ATACS PRODUCTS INC Pnone: —106/:,:6-3S PO BOX 83:.:37, SEATTLE WA 93138 CONTACT CRAIG CHANEY Pnone: 1300 136 PL NE #100, BELLEVUE WA 93005 CONTRACTOR DYNA TECH CONSTRUCTION CORP 18:9 IBLI;;TH N.E. , ARLINGTON, WA A 1 kk4 44444444144444444*4 4 44;4 44,44**444,4 44 4 4 44, 44 44 4 4 44 44 44 ". Permit Description: CONSTRUCTION OF A NEW STORY CASINO CC;NSISTING OF 6,936 3O FT CASNIO AND 3ANOUET ROOM AREA, 7,C2.53 30 FT RESTARUANT AND KITCHEN AREA, AND •t ,C SO Fr OFFICE ANC' STGRAGE AREA. PUBLIC WORKS ACTIVITIES INCLUDE: SANITARY SIDE SEWER, WATER alPPLY, STORM DRAINAGE, LAND ALTERING EROSION PREVENTION AND 3EDIMP4T !]:...',NTRL, TURNOVER OF NWE CONSTRUCTED S 14GTH STREET AND FART .:)F 14IST STREET, NEW CITY SACKFLOW. .444444AA4444444444 4444 4444,11,44 4 4444 A A A 4 A A AA 4 4(44 • A 4 44444 44 4444** 4 & A• COn.:+trUCtiOn Valuation: S 1,304,579.10 PUBLIC WORKS PERMITS: 'iWater Meter Pe L:steU Seporate) Erg. App:: Curb Cut/AccesL/Sidewal; Y Fire Loop Hydrant: Y No: iz(in): Flood Control Zone: N Se Hauling: N Ston't f Time: Land Altering: Y Cut: Landscope Irrigation. Y Moving Oversized Load: N Sta: rinfe: Erd Time. Sanitary Side Sewer: Sewer Main E.tension: N Private: N Storm Drainage: Y 'utreet Use: Y Water Main EAtension: N Private: N Public: 4444444 444 4444 44 444*441.44444.44A4444.444A4 44 A AA*A44 4 A4 44 4•4444••4 4 •4 •4 4 4 •4 4 A A A ••. TOTAL DEVELOPMENT PERMIT FEET: :2,976.05 . 44444AAAAkkAA44.444A444A444444A A 4 A44 AA 44 A 44A 4 * A k 4 4. 4 4 4 444 4444 4 4 44444 444 444 Permit Center Authorized Siqac. I hereby tnat hove eau ard ,ed and Hiow :n to be tue .rd corec7. Al pC1,:oiL crsciftances c,overnin 7.his work will be C.Tini;.Thlj w'rete specified ne or no:. The grantinq 0' riiil, peihh;t doe t 2 tO , Hve aL,t'n6City t".0 cancel tne rn of afly Ote: _t..-'.r or lccol laws cegulat, constcucti.)n or the perfor:Nance of wrl.. I au. Inorize6 to sign - ! . or and obtain developmenh ______ Sgratu, pc ftIghzi4:9 beg de 41111r1( Tnis perh shai; 31:j vO.C: 'f tn wor ie of foc a Hod - - (206) 431-3670 t e .10/26/2601 THIS CERTIFICATE ISSUED PURSUANT TO THE REQUIREMENTS OF SECTION 109 OF THE UNIFORM BUILDING CODE, 1997 EDITION, CERTIFYING THAT AT THE TIME OF ISSUANCE THIS STRUCTURE WAS IN COMPLIANCE WITH THE VARIOUS ORDINANCES OF THE CITY REGULATING BUILDING CONSTRUCTION OR USE. FOR THE FOLLOWING: Occupant/Tenant: Building Address: Parcel No.: Property Owner: Occupancy: Occupancy Group: doc: CertOcc City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 GRAND CENTRAL CASINO 14040 INTERURBAN AV S TUKW 3365901035 EVERGREEN ENTERTAINMENT CORP 0002 Signature of Bu Iding Official CERTIFICATE OF OCCUPANCY D01 -180 Occupant Load: 733 A - 2.1 Type of Construction: V - HR Permit No.: D01 - 180 ai 029, Dote Date THIS CERTIFICATE MUST BE CONSPICUOUSLY POSTED ON THE PREMISES Printed: 08 -21 -2002 Permit No: 001-180 Status ISSUED Site Address: 14040 INTERURBAN AV IS Location: WATER MEIER :,UPPLEMENT DEVELOPMENT PH:Mir WATER METER A Water Meter Type: PERM DED Water Meter Size: 2.00 1.S0 Ouantlty: 1 1 Work Order No: 5107A Connection Fees: Install Deposit: Adti'l Install Deposit: Plan Review Fee: inspection Fee: Water Turn On Fee: Special Assessment: Other Fee: TOTAL WATER METER FEES $1,450.00 PUBLIC WORKS ENGINEER APPROVAL: LJM Applied Dato: Date: , 16/08/2001 10/26:2001 WA1ER METER B WATER M.TE:F, .00 1400.00 $ 00 1.00 11,000.00 $ 00 t.00 t.00 t 00 t.00 $10.00 $ 00 1.00 $15.00 1 00 $ 00 125.00 t 01) 1 $.00 t 00 $.00 .00 00 4.00 doc: Conditions City of Tukwila 6- " Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Parcel No.: 3365901035 Permit Number: D01 -180 Address: 14040 INTERURBAN AV S TUKW Status: ISSUED Suite No: Applied Date: 06/08/2001 Tenant: Issue Date: 10/26/2001 1: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 2: When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name, permit number and type of inspection being performed. 3: The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with approved plans and specifications and the applicable workmanship provisions of the UBC. 4: Any new ceiling grid and Tight fixture installation is required to meet lateral bracing requirements for Seismic Zone 3. 5: Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. 6: Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identi- fication showing the fire performance rating thereof. 7: Subgrade preparation including drainage, excavation, compaction, and fill requirement shall conform strictly with recommendations given in the soils report. 8: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 9: Plumbing permits shall be obtained through the Seattle -King County Department of Public Health. Plumbing will be inspected by that agency, including all gas piping (296 - 4722). 10: 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 should be made by calling Seattle -King County Department of Public Health, 296 -4787, 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 that agency on the job site. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12: All structural masonry shall be special inspected per UBC - Sec. 306(a)7. 13: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be con- strued to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 14: Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (248- 6630). 15: There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building Inspector. 16: A CERTIFICATE OF OCCUPANCY WILL BE REQUIRED FOR THIS PERMIT. 17: All mechanical work shall be under separate permit issued by the City of Tukwila. D01 -180 Printed: 05 -20 -2002 3 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 18: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any con- struction. These documents are to be maintained and avail- able until final inspection approval is granted. 19: All structural welding shall be done by W.A.B.O. certified welders and special inspected (UBC - Sec. 306(a)5). 20: All high - strength bolting shall be special inspected (UBC - Sec. 306(a)6). 21: The attached set of plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 22: The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3- 1.1) 23: A wet chemical portable fire extinguisher having a minimum rating of 2A:1 B:C:K shall be installed within 30 feet of commercial food heat- processing equipment, as measured along an obstructed path of travel. (UFC 1006.2.7). 24: Maintain fire extinguisher coverage throughout. 25: Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. 26: Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 106.3) (UFC Standard 10 -1) 27: Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 28: Commercial -type food heat - processing equipment from which grease -laden vapors emanate in normal cooking application shall be protected by an approved automatic extinguishing system. The extinguisher system shall be interconnected to the fuel and current supply so that the fuel or current is automatically shut off to all equipment under the hood, when the system is actuated. (UFC 1006) 29: No point in a sprinklered building may be more than 250 feet from an exit, measured along the path of travel. (UBC 1004.2.5.2.2) 30: Exit doors shall swing in the direction of exit travel when serving any hazardous area or when serving an occupant Toad of 50 or more. (UBC 1003.3.1.5) 31: Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) 32: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (UFC 1207.3) 33: Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207 -1212) 34: Internally illuminated exit signs shall have both bulbs working at all times. (UBC 1003.2.8.4) 35: When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 1003.2.8.2) 36: Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) 37: Exit doors from a group A, E or I occupancy having an occupant load of 50 or more shall not be provided with a latch or lock unless it is panic hardware. (UBC 1007.2.5, 1007 -3.10, 1007.5.8) 38: Exits shall be illuminated any time the building is occupied with light having an intensity of not less than 1 foot candle at floor level. Fixtures required doc: Conditions D01 -180 Printed: 05 -20 -2002 for exit illumination shall be supplied from separate sources of power for Group I, Division 1.1 and 1.2 occupancies and for all other occupancies where the exiting system serves an occupant load of 100 or more. (UBC 1003.2.9, 1003.2.9.2) 39: Any room having an occupant load of more thanb 50 where fixed seats are not installed, and which is used for classroom, assembly or similar purpose, shall have the capacity of the roorn posted in a conspicuous place on an approved sign near the main exit from the room. Such sign shall be maintained legible by the owner or the owner's authorized agent and shall indicate the number of occupants permitted for each room use. (UFC 2501.16.1) 40: Overcrowding an admittance of persons beyond the approved posted capacity are prohibited. (UFC 2501.16.3) 41: Exits shall not pass through kitchens, storerooms, restrooms, closets or spaces used for similar purposes. (UBC 1004.2.2) 42: When two or more exits from a story are required and when two or more exits from a room or an area are required, exit signs shall be illuminated. (UBC 1003.2.8.4) 43: The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. In the event of it's failure, illumination shall be automatically provided from an emergency system for Group 1, Divisions 1.1. and 1.2 occupancies and for all other occupancies where the means of egress system serves an occupant load of 100 or more. Such emergency systems shall be installed in accordance with the electrical code. (UBC 1003.9.2) 44: Manual operated edge- or surface - mounted flush bolts and surface bolts are prohibited. When exit doors are used in pairs and approved automatic flush bolts are used, the door leaf having the automatic flush bolts shall have no door knob or surface- mounted hardware. The unlatching of any leaf shall not require more than one operation. (UFC 1207.3) 45: All exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 1 1/2 hours in case of primary power loss, the exit signs shall also be connected to an emergency electrical system provided from storage batteries, unit equipment or an on site generator set, and the system shall be installed in accordance with the electrical code. (UBC 1003.2.8.5) 46: * ** SPRINKLER SYSTEMS * ** - UFC ARTICLE 10 - NFPA 13 47: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #1901) 48: Local U.L. central station supervision is required. (City Ordinance #1901) 49: 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 #1692) (UFC 903.4.3, 1106) 50: All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to the Tukwila Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212 -80) 51: 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 the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recorgnized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1901) 52: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #1901) 53: All exterior components of sprinkler systems should be painted RED. This includes: Post indicator valves (PIV), outside stem and yoke (OSY), wall indicator valves (WIV), and Fire Department connection (FDC). (City Ordinance #1901) 54: Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under doc: Conditions City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 1001 Tukwila, WA 98188 / (206) 431 -3670 001 -180 Printed: 05 -20 -2002 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 overhangs greater than four feet wide. (NFPA 13-4- 5.5.3.1) 55: 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- 2 -7.3) 56: All new underground piping shall be hydrostatically tested. Test pressure shall be not Tess than 200 psi for 2 hours. The amount of leakage at the joints shall not exceed 2 quarts per hour per 100 gaskets or joints. Contact Greg Villanueva, Utilities Inspector, Public Works Department, at (206)433 -0179 to make an appointment. (NFPA 24 -8- 9.3.1, 24 -8- 9.3.2) 57: Contact the Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1900 and #1901) 58: A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that arty sprinklers that have operated or been damaged in any way can be promptly replaced. These sprinkler shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be kept in an cabinet located where the temperature to which they are subjected will at no time exceed 100 degrees F. A speical sprinkler wrench shasll also be provided and kept in the cabinet to be used in the removal and installation of sprinklers. (NFPA 13 -2- 2.7.1, 2- 2.7.2) 59: The fire department connection (FDC) shall be equipped with a 5" Storz fitting(s). (UFC 1001.10) 60: ** *FIRE ALARM SYSTEMS * ** - City Ordinance #1646 - NFPA 72 61: An approved manual fire alarm system is required for this project. The fire alarm system shall meet the requirements of the Americans With Disabilities' Act, chapter 51 -20 WAC (Chapter 31 Accessibility), N.F.P.A. 72 and the City of Tukwila Ordinance #1900. 62: The installation of wiring and equipment shall be in accordance with N.F.P.A. 70, Article 760, Fire Protective Signaling Systems. (NFPA 72- 1- 5.5.4) 63: Local U.L. central station supervision is required. (City Ordinance #1900) 64: 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 #1900) (UFC 1001.3) 65: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance # 1900) 66: When the control panel is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Fire Alarm" or "Fire Alarm Control ". (City Ordinance #1900) 67: H.V.A.C. units rated at greater than 2,000 cfm require auto - shutdown devices. These devices shall be separately zoned in the alarm panel and local U.L. central station supervision is required. (City Ordinance #1900) 68: H.V.A.C. systems supplying air in excess of 2,000 cubic feet per minute to enclosed spaces within buildings shall be equipped with an automatic shutoff. Automatic shutoff shall be accomplished by interrupting the power source of the air - moving equipment upon detection of smoke in the main supply -air duct served by such equipment. Smoke detectors shall be labeled by an approved agency for air -duct installation and shall be installed in accordance with the manufacturer's installation instructions. (UMC 608) 69: Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (1- 5.2.8.2)) 70: Duct smoke detectors shall be capable for being reset from the alarm panel. (City Ordinance #1900) 71: CONTRACTOR SHALL NOTIFY PUBLIC WORKS UTILTIY INSPECTOR MR. GREG VILLANUEVA Q (206)433 -0179 OF COMMENCEMENT AND COMPLETION OF WORK AT LEAST 24 HOURS IN ADVANCE. CONTACT GREG VILLANUEVA FOR COORDINATION OF ALL WORK RELATED S. 141ST STREET ANF S. 140TH STREET. 206 -433- 0179 CONTRACTOR SHALL HAVE ONSITE AN APPROVED ELECTRICAL PLAN FROM TPE BEFORE BEGINNING ANY PUBLIC WORKS RELATED ELECTRICAL WORK. doc: Conditions 001 -180 Printed: 05 -20 -2002 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 72: The grease interceptor shall be connected so that no dishwater waste water enters the interceptor. The interceptor shall accept gray water only. Black water shall go to a separate side sewer. Permittee shall provide the City with all required turnover documents at least three weeks before requesting a Final Inspection from PUBLIC Works. Contact Dave McPherson at 206 -433 -0179 for further information. CONTRACTOR SHALL MEET ALL SITE PREPARATION AND EROSION PREVENTION RECOMMENDATIONS IN THE GEOTECHNICAL ENGINEERING INVESTIGATION BY KRAZAN AND ASSOC, DATED MAY 15, 2001 AND REVISION LETTER DATED OCTOBER 3, 2001. FOR REFERENCE, THE LETTER IS ENCLOSED WITH THE PLANS. 73: Contractor shall apply for a hauling permit prior to any associated activity. 74: ** *ELECTRICAL * ** UFC Article 85 - NPFA 70 - NEC 75: An aisle to and working space shall be provided for each electrical panel. An aisle width not Tess than 24 inches shall provide access to the panel and 30 inches of working space shall be provided directly in front of the panel. (NEC 110- 16(a), NEC 110- 16(c)) 76: Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) 77: All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 78: Doors into electrical control panel rooms shall be makred with a plainly visible and legible sign stating "ELECTRICAL ROOM" or similar approved wording. (UFC 8509.3) 79: When fire dampers are required to maintain fire resistance of construction, they shall be installed in accordance with their listing and U.B.C. Standard #43 -7. (UBC 713.11) 80: Fire doors, fire windows and fire dampers shall have a label or other identification showing the fire protection raing. Such label shall be approved and shall be permanently affixed. (UBC 713.3) 81: Draft stops shall be installed in attics, mansards, overhangs, false fronts set out from walls and similar concealed spaces of buildings having uses other than dwellings or hotels so that the area between draft stops does not exceed 3,000 square feet and the greatest horizontal dimension does not exceed 60 feet. Where approved automative sprinklers are installed, the area between draft stops may be 9,000 square feet and the greatest horizontal dimension may be 100 feet. (UFC 708.3.1.2.2) 82: When walls and ceilings are required to be of fire resistive or noncombustible construction, interior finish materials shall meet the requirements of Uniform Building Code 803. 83: Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (UFC 901.4.4) 84: Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided with an approved turn - around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #1846) 85: There shall be no enclosed usable space under stairways in an exit enclosure, not shall the open space under such stairways be used for any purpose. (UFC 1210.3) 86: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 87: Accumulation of combustible waste material is prohibited during the demolition phase of this project. Remove and properly dispose of all waste material prior to the close of the working day and as often throughout the day as needed. 88: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of constructino. doc: Conditions D01 -180 Printed: 05 -20 -2002 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 (UFC 901.3) 89: For all commercial, multi - family and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of any building and so that no point of a building (around it's perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measurd along the path of vehicular travel. (City Ordinance #1692) 90: Fire hydrants shall conform to American Water Works Association specifications C- 502 -54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 1/4" Pentagon open -lift operating nut. (City Ordinance #1692) 91: Tukwila City Ordinance #1846 provides that the required width of any fire apparatus road (fire lane) shall not be obstructed in any manner, including the parking of vehicles. Minimum required widths and clearances shall be maintained at all times. 92: Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger Toad of 68 lbs. per square inch. 93: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 94: 95: 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. 96: Driveways shall comply with City commercial standards. Driveway width shall be a 25' minimum and 35' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 10'. 97: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 98: Any material spilled onto any street shall be cleaned up immediately. 99: The Land Altering Permit fee is based upon an estimated 100: The concrete pool shall be demolished and broken up to the extent that no voids are observed when the pool is collapsed. 101: CLEAN AND REMOVE DEBRIS FROM CITY CATCH BASIN IN AND AROUND HAULING ROUTES. 102: 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. IMMEDIATELY FOLLOWING STORMS. 103: THE CONDITIONS UNDER WHICH TWO SEATTLE WATER DEPARTMENT EASEMENTS ARE GRANTED (REFER TO KING COUNTY RECORDING NO. 9305182053) WILL BE INCLUDED AS CONDITIONS OF THIS UTILITY AND ALL FUTURE UTILITY, BUILDING AND ACCESS PERMITS ISSUED FOR THIS DEVELOPMENT BY THE CITY OF TUKWILA, WHEN APPLICABLE. 104: ** *PLANNING DIVISION * ** 105: REVISION #13 - The top cap of the trash and generator enclosure walls (described in Detail 8, Sheet A1.1 as "galvanized metal flashing ") will be the same color at the EIFS Trim Band located on the casino building. This color is Parker No. 114. 106: REVISION #13 - The gates for both the trash and generator enclosures shall provide a visual barrier and shall not be transparent. The gates shall be painted with Parker Color No. 110. 107: REVISION #13 - The smooth panels covering the two gates (located at the east and west entrances of the alley between the Grand Central and Riverside Inn buildings) shall be painted with Parker Color No. 110. 108: REVISION #13 - You will be required to submit an inspection report (signed and stamped by John R. Alberti of JR Engineering) verifying that the generator and any noise barriers in the generator enclosure have been constructed and installed in accordance with JR Engineering's Acoustical report dated April 3, 2002. doc: Conditions D01 -180 Printed: 05 -20 -2002 I hereby certify that I have read these conditions and will comply with them as outlined. 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 provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: doc: Conditions City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 001 -180 Date: t7 Printed: 05 -20 -2002 „e4eV.zarikle -no CITY OF TUKWILA Address: 14040 INTERURBAN AV 5 PermiL No: Suite: Tenant : Status: ISSUED Type: DEVPERM Applied: 06/0B/2001 Parcel it: 336590-1035 Issued: 10/26/7:001 *ic*AA****VAAAAkk*AVWAAkAAA Permit Conditions: 1. No changes will be made to the plans unless approved by thr. Engineer and the Tukwila Building Division. 2. When special inspection is required either the owner, architect or engineer shall not the Tukwila Building . Division of appointment of the inspection agencies prior to the first building inspection. Copies of all ,a.)ecial inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name, permit number and type of inspection being performed. 3. The special i94.pector shallsubmit a final signed report statlnq whether .the work requiring spie inspectioW was to the best of/ the inspector's knowledge, in eunformance with approved/pans and specifications and the applicable WorOmanship prOvisions of the UBC. 4. Any new ceiling .grid and light Fixture installation is required to meet lateral bracing requirements for Seismic Zone 3. . 5. Partit,lo0 walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. 6, Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identi- fication showing the fire performance eating thereof. 7. Subgrade preparation including drainage, excavation, compaction,and fill requirement shall conform strictly with recommendaVons given in the soils report. 8. Al1 constrtction to be done in conformance with approved p/ans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 9. Plumbing permits shall 1e obtained through the Seattle-King County Department of Public Health. Plumbing will be inspected by that agency, including all gas piping (296-4722) . 10. 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 should be made by Galling Seattle-King County Department of Public Health, 296-4787, aL least three working days prior to desired inspection date. On work requiring Health Department approval, it is the contractor's responsibility tc have a set of plans approved by that agency on the job site. 11. Notify the City of Tukwila Building OivisiDn prior to placing any concrete. This procedure is in addition to :illy requirements for special inspection. 12. All structural masonry shall be special inspeG:ted per UBC - kr. Sec. 306(a)7. 13. Validity of Perm The issuance of a permi: .)r approval o plans, specifications, and computations shal not be con- strued to be a permit for, or an approval of, anv violation of any of the provisions of the building eode or of try other' ordinance of the jurisdiction. No permit presuming te give authority to violate or cancel the provisions of thL code shall be valid. 14. Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (248-6630). 15. There shall be no occupancy of the building{,) until the final inspection has been eompleted by the Tukwila Building Inspector. 16. A CERTIFICATE OF OCCUPANCY WILL BE REQUIRED FOR THIS PERMIT. 17. All mechanical work shall be under separate permit issued by the City of Tukwila. 18. All permits, inspection records, and approved plans shall be available at the job site prior to the start of any con- struct ion. These documents are to be maintained and avail- able until final inspection approval is granted. 19. All structural welding shall be done by W.A.B.O. certified welders and special inspected (U6C - Sec. 306(a)5). 20. All high-strength bolting shall be special inspected (UBC - Sec. 306(a)6). 21. The attached se i of plans have been reviewed by The Fire Prevention Bureau and are acceptable with the followiny concerns: 72. The total number; of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 108:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less, (NFPA 10, 3-1.1) 23. A wet chemical portable fire extinguisher having a minimum rating of 2A:18:C:K shall be installed within 30 feet of commercial food heat-processing equipment, as measured along an obstructed path of travel. (UFC 1006.2.7). 24. Maintain fire extinguisher coverage ehroughout. 25. Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be seeurely and properly anchored it! the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. 26. Extinguishers shall be located so as to be in plain view ( if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire,Extinguisher", with an arrow pointing to the unit. (NFPA 10, 106.3) (UFC Standard 10-1) 27. Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1-6.5) 28. Commercial-type food heat-proeessing equipment from which grease-laden vapors emanate in normal cooking application shall be protected by an approved automatic extingujshiny system. The extinguisher system shall be interconnected to the fuel and current supply so that the ruel,ee eurrent is automatically sh( )ff to all equipment node' he hood, when the system ieeactuated. (UFC 1006) 29. Uo point in a sprinklered building may be more than 250 feet from an exit, measured along the path of travel. (UBC. 1004.2.5.2.2) 30. Exit doors shall swing in the direction of exit travel when serving any hazardous area or when serving an occupant load of 50 or more. (tIBC 1003.3.1.5) 31. Exit doors shall be openab 1 e from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latehpa or otherwise rendered unusable. All locking devices shali be of an approved type. (UFC 1207.3) 32. Dead bolts are not allowed on auxiliary snit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (UF C 1207.3) 33. Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207-1212) 34. Internally illuminated exit signs shall have both bulbs working at all times. (UBC 1003.2.8.4) 35. When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 1003.2.8.2) 36, Aisles leading to required exits shall he provided from all portions of bvildings. Aisles located within an accessible route of travei also comply with the Building Code requirements for accessibility. (UFC 1204.1) 37. Exit doors from a group A, E or 1 occupancy having an occupant load of 50 or more shall not be provided with a latch or luck unless it is panic hardware. (UDC 1007.2., 1007-3.10, 1007.5.8) 38. Exits shall be illuminated any time the building is occupied with light having an intensity of not less than 1 foot candle •at floor level. Fixtures required for exit illumination shall be supplied from separate sources of power for Group I, Division 1.1 and 1.2 occupancies and for all other occupancies where the exiting system serves an occupant load of 100 or more. tUBC 1003.2.9, 1003.2.9.2) 39. Any room having an occupant load of more thong 50 where fixed seats are not installed, and which is used for classroom, assembly or similar purpoev, shall have the capacity of the room posted in a conspicuous place on an approved sign near the main exit from the room. Such sign shall be maintained legible by the owner or the owner's authorized agent and shall indicate the number of occupante permitted for each room use. WIC 2501A6.1) 40. Overcrowding an admittance of persons beyond the approved posted capacity are prohibited. (UFC 2591.16.3) 41. Exits shall not pass through kitchens, storeeooms, restroorns, closets or spaces used for similar purposes. (UBC 1004.2.2) 42. When two or more exits from a story are required and when two or more exits from a room or' an area are required, exit signs shall be illuminated. (UBC 1003.2.3.4) 43. The power supply for means of egress iilumination shall normally be provided by the premises electrical supply. In the event of it's failure, illumination shall be are automatically provided from an emergency far Group I, Divisions 1.1( nd 1.2 occupancies and fo( '.:11 ether occupancies where' — the means of egress syetem an occupant load of 100 or more. Such emergency systems ehall be installed in accordance with the electrical code. (UGC 1003.9.2) 44. Manual operated edge- or surface-mounted flueh bolts and surface bolts are prohibited. When exit doora are used in pairs and approved automatic flush bolts are used. the door leaf having the automatic flush bolts shall have no door knob or surface-mounted hardware. The unlatching of any leaf shall not require more than one operation. (UFC 1207.3) 45. All exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 1 1/2 hours in case of primary power loss , the eeit signs shall also be connected to an emergency electrical system provided from storage batteries, unit equipment or an on site generator set, and the system shall be installed in accordance with the electrical code. (UBC 1003.2.8.5) 46. *** SPRINKLER SYSTEMS Aito UFC ARTICLE 10 - NEPA 13 47. An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #1901) 48. Local U.L. central station supervieioo is required. (City Ordinance #1901) 49. When subject to vehicular damage, protective guard posts or curbs are required around all gas meters, electrical transformers, sprinkler valve. and hydrants. Posts and curbs are to be.,painted yel low. (City Ordinaate #1L392) (UFC 903.4.3, 1106 50. All sprinkler system plans, calculations and the contractors Materials and Test Certificatea submitted to the Tukwila Fire Prevention Bureau muat be 'stomped with the appropriate level of competency seal. (WAC 212-80) 51. All new sprinkler syatems and all modifications to existing sprinkler systems shall have Fire department review and approval of sdrawings prior to installation or modifieation. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and/or recorgnized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1901) 52. All valves controlling the water supply for automatie sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #1901) 53. All exterior components of sprinkler systeu s. should be painted RED. This includes: Post indicator valves (PIV) , outside stem and yoke (OSY), wall indicator valves (W1V), and Fire Department connection (FOC). (City Ordinance #1901) Sprinkler protection shall be extended to all area where required, including all enclosed areas, below obstructions and under overhangs greater than four feet wide. (NFPA 13-4-5.5.3.1) 55. All control, drain, and test connection valves shall be provided with permanently marked weather-proof metal or rigid plastic identification signs. The signs shall bc secured with cori( ion-resistant wire, chain other approved means, see0FPA 13-2-7.3) 56. All new underground piping shall be hydrostatieallv tested. Test pressure shall be not less than 200 psi for 2 hours. The amount of leakage at the joints shall not exceed 2 quarts per hour per 100 gaskets or joints, Contact Greg Villanueva, Utilities Inspector, Public Works Department., at (206)433-0179 to make an appointment. (NFPA 24-3-9.3.1, 24-8-9.3.2) 57. Contact the Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.)03) (City Ordinance #1900 and #1901) 58. 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 sprinkler shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be kept in an cabinet located where the temperature to which they are subjected will at no time exceed 100 degrees F. A speical sprinkler wrench shasil also be provided and kept in the cabinet to be used in the removal and installation of sprinklers. (NFPA 13-2-2.7.1. 2-2.7.2) 59. The fire department connection (FDC.■ shall be equipped with a 5" Storz fitting(s). (UFC 1001.10) 60. 4 **FIRE ALARM SYSTEMS - City Ordinance #1646 • NFPA 72 61. An approved manual fire alarm system is required for this project. The fkre alarm system shall meet the requirements of the Americans With Disabilities' Act , chapter 51-20 WAC (Chapter 31 Accessibility), N.F.P.A. 72 and the City oi Tukwila Ordinance #1900. 62. The installation of wiring and equipment shall be in accordance with N.F.P.A. 70, Article 760, Fire Proteetive Signaling Systems, (NFPA 72-1-5.5.4) 53. Local U.L. central station supervision is required. (City Ordinance #1900) 64. All new fire alarm systems or modifications to existing systems shall have the written approval of the Tukwila fire Prevention Bureau. No worE shall commence until a fire department permit has been obtained. (City Ordinance #1900) (UFC 1001.3) 65. Remote alarm annunciation indication is required if the control panel is not visible from the in entrance. (City Ordinance #1900) 66. When the control panel is located inside a room, the door to the room shall have a sign with one-inch letters which reads "Fire Alarm" or "Fire Alarm Control". (City Ordinance #1900) 67. H.V.A.C. units rated at greater than 2,000 elm require auto-shutdown devices. These devices shall be separateiy zoned in the alarm panel and local U.L. central station supervision is required. (City Ordinance #1900) 68. H.V.A.C. systems supplying air in excess of 2,000 cubic feet per minute to enclosed spaces within buildings shall be equipped with an automatic shutoff. Automatic shutoff shall be accomplished by interrupting the power source of the air-moving equipment upon detection of smoke in the main supply-air duct served by such equipment. Smoke detectors shall be labeled by an approved agency for • 111E21211W...., air-duct installation and shall he instalied accoidance with the manufacfTher's installation instrucf CIJMC 608) 69. Dedicated fire alarm system circuit breakec(s) shall be equipped with a mechanieal lockout device, (NFPA 72 (1-5.2.8.2)) 70. Duct smoke detectors shall be capable for being reset from the alarm panel. (City Ordinance 41900) /1. irk*ELECTRICAL" UFC Article 85 -- NPFA 70 - NEC 72. An aisle to and working space shall be provided for each electrical panel. An aisle width not less than 24 inches shall provide access to the panel and 30 inches of working space shall be provided directly in front of the panel. (NEC 110-16(a), NEC 110-16(c)) 73. Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110-22) 74. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 75. Doors into electrical control panel looms shall be makred with a plainly visible and legible in stating "ELECTRICAL ROOM" or similar approved wording. (UFC 8509,3) 76. When fire dampers are required to maintain fire resistance of construction, they shall be installed in accordance with their listing and U.B.C. Standard 443-7. (UBC /13,11) /7. Fire doors, fire windows and fire dampers shall have a label or other identification showing the fire protection raing. Such label shall be approved and shall be permanently affixed. (UBC 713.3) 78. Draft stops shall be installed in attics, mansards, overhangs , false fronts set out from walls and similar concealed spaces of buildings having uses other than dwellings or hotels so that the area between draft stops does not exceed 3,000 square feet and the greatest horizontal dimension does not exceed 60 feet. Where approved automative sprinklers are installed, the area between draft stops may be 9,000 square feet and the greatest horizontal dimension may be 100 feet. (LIEC 708.3.1.2.2) 79. When walls and ceilings are required to be o fire resistive or noncombustible construction, interior finish materials shall meet the requirements of Uniform Building Code 803. 80. Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (UFC 901.4.4) 81. Every building shall be accessible to Fire Department apparatus by way of access roadways with all-weather driving surface of not less than 20 wide and 13'6" vertical clearance. Access roads in excess of 1S0' shall be provided with an approved turn-around,area. Aceess shall be within ISO' of all portions of the buildings. (City Ordinance 41846) 82. There shall be no enclosed usable space under stairways in an exit enclosure, not shall the open space under such stairways be used for any purpose, (UFC 1210.3) 83. This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use, 34. Accumulation of combustible waste material is prohibited during the demolition phase of this urojt•c:t. ,_ Pemove and properly dispose( all waste material prior; the cle_;e of the working dc--'and as often throughout !:.fir day as needed. 85. All required hydrants and surface access road_. shall be installed and made serviceable prior to and during the time of constructing. (UFC 901.3) 86. For all commercial, multi- family and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of any building and so that no point of a building (around it's perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measurd along the path of v e h i c u l a r travel. (City Ordinance #1692) 37. Fire hydrants shall conform to American Water Works Association s p e c i f i c a t i o n s C-502-54; it shall be compression type, equipped with two 2 1/2" N.'S . T . hose ports and one 5" Storz pumper discharge port, and shall have a 1 1/4" Pentagon open -lift operating nut. (City Ordinance #1692) 88. Tukwila City Ordinance #1 846 provides that the required width of any fire apparatus road (fire lane) shall not be obstructed in any manner, including the parking of vehicles. Minimum required widths and clearances shall be maintained at all times. 89. Utility and detention vaults,, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 68 1b5. per square inch. 91. Any over looked hazardous condition and/or violation of the adopted Fire or B u i l d i n g Codes does not imply approval of such condition or violation, 92. CONTRACTOR SHALL NOTIFY PUBLIC WORKS U T I L T I Y INSPECTOR MP. GREG VILLANUEVA @ (206)433-0179 OF COMMENCEMENT AND COMPLETION OF WORK AT LEAST 24 HOURS I N ADVANCE. 93. • D • tu w 0 u.< ZF ZO w U � 0- C) t— w W CONTACT GREG VILLANUEVA FOR COORDINATION OF ALL WORK u,jZ U O CONTRACTOR SHALL HAVE 0NS1 TE AN APPROVED ELECTRICAL PLAN Z FROM TPE BEFORE BEGINNING ANY PUBLIC WORKS RELA1E0 ELECTRICAL WORK. RELATED S. 141ST STREET ANF S. 140TH STREET. 206 -433 0179 Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation uff- sit:e or into existing storm drainage facilities . 94. 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. 95. The grease interceptor shall be connected so that no dishwater waste water enters the interceptor. The interceptor shall accept gray water only. Black water .shall go to a separate side sewer. Permi ttee shall provide the City with a 1 i required turnover documents at least three weeks before requesting a Final Inspection from Public Works. Contact Dave McPherson at. 206 -433 -0179 for further information. CONTRACTOR SHALL MEET ALL SITE PREPARATION AND EROSION Z w c4 2 O 0 PREVENTION RECOMMENDATIONS IN THE GEOTEC!- +r;1(:•f ENGINEERING INVESTIGATION BY ( 'AZAN AND ASSOC, DATED MA'(( ... b 2001 AND REVISION LETTER T574IED OCTOBER 5, 2001. FOR RtIERENCE, ii-E LETTER IS ENCLOSED WITH 1HE PLANS. 96. Driveway: shall comply with City commercial standards. Driveway width shall be a 2Y minimum and maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 10'. 97. Work affecting traffic flows shall be closely coordinated with the City Utilities In Traffic Control Flans shall be submi tted to the Inspector for prior approval. 98. Any material spilled onto any street shall be cleaned up immediately. 99. The Land Altering Permit fee is based upon are estimated cy of . If the final quint. 1 t y exceeds this amount, the developer shall be required to calculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 100. Contractor shall apply for a hauling permit pr for to any associated activity. 101. The concrete pool shall be demolished and broken up to the extent that no voids are observed when the pool collapsed. 1 0 2 . CLEAN AND REMOVE DEBRIS FROM C I T Y CATCH BA',1 N 1 N AND AROUND HAULING ROUTES. ALL VEHICLES MUST MAKE COMPLETE STOP PRIOR 40 ENTERING PUBLIC RIGHT-OF-WAY. 103. 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 UNWORk EP FOR GREATER THAN 12 HOURS. DURING THIS TIME PERIOD, COVER OR MULCH OTHER DISTURBED AREAS, IF THEY WILL BE UNWORKED MORE THAN 2 DAYS PROVIDE ADEQUATE TEMPORARY ACCESS AS NOT 10 INTERFERE WITH OTHER VEHICLE MOVEMENT OR CAUSE TRUCKS TO TRAVEL OVER CURES COVERED MATERIAL MUST BE STOCKPILED ON SITE AT THE BEGINNING OF THIS PERIOD. INSPECT AND MAINTAIN THIS STABILIZATION WEEKLY AND IMMEDIATELY BEFORE, DURING AND IMMEDIATELY FOLLOWING STORMS. 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. 104. THE CONDITION: UNDER WHICH TWO SEATTLE W /\TER DEPARTMENT EASEMENTS ARE GRANTED (REFER TO KING COUNTY RECORDING NO. 9305113205'3) WILL BE INCLUDED AS CONDITIONS OF THIS UTILITY AND ALL FUTURE UTILITY, BUILDING AND ACCESS PERMITS ISSUED FOR THIS DEVELOPMENT BY THE CITY OF TLIt :WILA, WHEN APPLICABLE. I hereby certify that I have read these c o n d i t i o n s and will comply with them as outlined. All provisions of law and ordinances g0veinino this work will be complied with, whether specified herein or not. The granting of this ( nit doe not presume tv 4 authority t.o violate or cancel the 'provisions or any other wor;, or )0cal law.F. regulating construction or the perfopPence of wor1.. ,-- .:---- • -------,- Signature: Print Name: A 46 4-46( J7L Latri- / Date: Project NameTTenant: _ ' ` p ��1 Atvw' a „' c r� -'tV Value f Construction: * ?75 000 Site Address: I (��� s. City State/Zip: g8Its Tax Parcel Number: .. � TUKWILA Property Owner: EvCp wl c RE ,. -, t N — rEvi rQ�NI MC \ t —r a f vr Phone: i 2l - 0323 Street Address: City State/Zip: iA060 It.11eg )geo I ME. 5. T0Kw Ii Ac 981(02, Fax #: 201 244 4 - Contractor: T•0 .sf�LaT� Phone: Street Address: City State /Zip: Fax #: Architect: MEIZR.14.K. U- - ri. DiZGt -vi cr Phone: 425 Street $Gb l3 11, a, t4. I'CE loo elf-LI.EVOE W � q 6 a � y p. F 425 • 141 .1149 En ineer. Et, N- CON S uI.�CIt.1C, irJEll Q. 5 Phone: kZ5 .453 .9 t2lp Street Address: City State/Zip: 11224 554t► NE NE KE 4 MDRE I WA* 6 1So2 S Fax #: 425. 485. 1 136 C c t K a A�C� rso 0c1•1 t: Mt AGh'. LeNTZ. A ‘44t V( P �25 • 147. 3117 Street Address: City State/Zip: I Imo, et L MC *CO ZE.U.CVU E WAS . 4 1Soo5 Fax #: 925 •147. 7 49 Description of work to be done: Existing use: Retail ❑ Restaurant ❑ Multi - family ❑ Warehouse ❑ Hospital . i3 Church 14 Manufacturin g f:71 Motel/Hotel l El Office ❑ SchooVCollege /University ❑ Other Proposed use: ❑ Retail M Restaurant ❑ Multi-family ❑ Warehouse Hospital ❑ Church Manufacturing ❑ Motel/Hotel ❑ Office ❑ School/College/University 12I Other 060.10 GP" Inlet _ Will there be a change of use? ,I yes ❑ no f iTes extent of ib t5t P t iQ/tix ' ..Z E Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm 21 none ❑ other (specify) Building Square Feet: 143 o4 existing 13 S 3 new Area of Construction: 15 (05 T Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and store • e location on se • arate 8 1/2 X 11 • e'er indicatin ❑ yes ail no • • uantities & Material Safet Data Sheets CITY OF TUVILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 NCPERMIT.DOC 1/29/97 FOR STAFF USE ONLY Project Number: Q Permit Number: ! Jt�/ L 430 New Commercial / Addition / Multi - Family Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) ❑ Channelization/Striping ❑ Curb cut/Access/Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill _cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: • Sanitary Side Sewer #: QIJf- ❑ Sewer Main Extension 0 Private 0 Public • Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt It Size(s): 0 Deduct 0 Water Only u l Water Meier /Permanent # Size(s): I I . Water Meter Temp # Size(s): Est. quantity: gal Schedule: al Miscellaneous 14041 SI'eger IMl'ROVelV1E"KT 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 extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: e Date application expires: —0 / Applicatio takenAy: (initials) f \ PLEASE. SIGN BACK OF APPLICATION FORM BUILDING J 't-;; A R AU HO -• AGENT: Signature Pr* �' /,"�" Date: c 0 / Print name: Phone: 42. v7 3/7 Fax #: ZS -747 -Z 1. g Address: / 0W / yl Ce , el, Al Er klen, City /State /Zip: 66,1_,5tA.A9_, i/t/ '_ g os ALL NEW COMMERCIAL/ADDITION TI- FAMILY PERMIT APPLICATIONS M BE SUBMITTED WITH THE FOLLOWING: • ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER • ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Copy of recorded Legal Description from King County frt' CePtit,IN4- tJ h 14W) C5 Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. ❑ ❑ Metro: Non- Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include : ❑ Site Plan 1. North arrow and scale. 2. Existing and proposed utilities and existing hydrant location(s). 3. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. 4. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions. 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump - ster recycling screening. 6. Location and screening of outdoor storage. 7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's z boundaries, erosion control measures & three buffer protection measures. 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC w 18.45.040). 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. o i o 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, vi w species, location and spacing. Location of service areas and vault with proposed screening. 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. co u- 12. Lowest finished floor elevation (if flood control zone permit required). w 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply g 5 line will meet or exceed sprinkler system design criteria as identified by the Fire Department. U- 14. See Public Works Checklist for detailed civil/site plan information required for Public Works Review (Form H -9). ! a ❑ Vicinity Map showing location of site ❑ Building Elevations (Include dimensions of all building facades and major architectural elements) p ❑ Ig Mechanical Drawings w w ❑ ® Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations In structure) U ❑ ❑ Architectural drawings o --- ❑ Specifications (if separate document) w w ❑ Structural Calculations I o ❑ Sprinkler structural calculations indicating load of water -filed sprinkler piping z ❑ CI Height Analysis C• c N ❑ eft. Soils Report stamped by Washington State licensed Geotechnical Engineer p p ❑ ' Topographical and Boundary Survey " �. ❑ Tree Coverage Analysis (Multifamily only ) ❑ fg. Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 a ❑ Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) CY- ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions ❑ ood service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant Is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the pe►mit will be required as part of this submittal. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OFPRJURY BY OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. NCPERMIT.DOC 1/29/97 A *A AA A A A A A A A A d A A A •A d ( .1. A A A# A# A A A A A A 4 A A A A i A i A A A 'CITY OF TUk:WILA. WA +( 4 ♦.AAA. +44 AAA * A (~ A+ A A A A A a A ..... . .. .. .. • w w? 4 A 4 A k # ! A i 4 } A #AAA 4# A:# . A# N 4 A� A A TRANSMIT Number: R0101:76 A M ,ncj'ar, t : Payment ,,HErr. rl r_ 10.0: . � 1f.3.._6/01 12:S4 �l ;J t i ,n GRAND . E .. PRO Permit No: 4101-180 Live! ['EVPERM DEVELOPMENT P FPMI T Paf c' 1 r4. J : 336590-1035 Site Addrvsc,: 14040 INTERURE)AN AV S This Payment A A* .4 ** A A A A A A A A 4 A Accourtt Code 00 0/322.100 00 0/345.830 0 00/345.830 0 00/345.830 0 00/386.904 000/342.400 401/342.400 4 12/342.400 40 2/342,400 4 01/388.102 40 1/386.520 40 1/342.400 4 01/343.405 00 0/322..100 00 0/345.830 10,027.05 Total Fee .s: .;3,x,10 Tota 1 ALL Pint , 4y.bly.tlr A 1 , 4 * AAA #AAA A O r'iption BUILDING - NONR E^ Amount PLAN !:HECV - NONRES - '::.30 PLAN CHECF: - UTILITY 1 , 450. PLAN CHECF, - WATER METER ,,C . 00� STATE EJUILOIN0 S 1 0 5 INSP FEE URt:HARt;E 4 `.0 UTILITY ;�� 00 INSP FEE - FLH /LI..'WME INSP FEE - STORM DRAIN 30.00 150 INSP FEE - SME:' ,; 11.00 WATER CONNECTION 00' X30 WATER INSTALLATION (CEP) 1 400.00 WATER INSPECTION FEE . CJ15.00 . 0 WATER TURN-ON FEE LANG ALTERING PERMIT FEE 25.00 LAt�J0 ALTERING PLAN CHECK �' 5. , ,, 1,4,4*44444461, CITY OF TUKWIL AkkAkek*AkkkA4 TRANSMIT Numb Payment Meth Permit Parcel Site Addre This Payment 444**4144*4444 Account Code 104.367.120 4***4444****4rk 4 r4r1.444r1.44r4 1.1.rer1..44*.,..444rrri41, 444 A, WA ( ; TPANSMIT 4********** AAkkAkk 444444444k Ak AA 4 A Arr r 44A 441444 P0101367 Amount: 80,341.0 10/2301 14:12 od: CHECK Notation: GRANO CENTPAL PP 'nit: BLH No: D01-180 Type: DELTERM DEVELOPMENT PEPMIT No: 336590-1035 ss: 14040 INTEPUR8AN AV Total Fees: 93,819.05 80.841,00 Total ALL Fmts: 63,792,00 Ba lance: 10.027.05 444144444 A 84444 ** 444 444444444444444444444A444444444 Det,cription TRAFFIC MITIGATION FEE': Amount 80,841.00 7 4 .: •• Th Peyment it A A. A A. A A A A'***** •t• * ft ir A A 14 1 )4 A •A A 04r 0) t- fr r • CITY OF TUKWILA. W4 !9 c. I * * * * * * * * * * 4 - i• * * * * # * #, 1 f; I * A, t TRAN9MIT NuolJer: R0100;44 Am*ont: Peyment Method: CHEC ti crt LvE6CLIN Permit No: 001-IVO lyu:: DEVPEAM UVILi;PME01 'LF611 , Parcel No: 1360-103 1 bite Addresis: 1404 YO1 LEUR6AN RV b rotal F 7 ,C.'f', tiAlincet ***AA*A***A151r**************AAAAAA*A7Ai*OAAAAA*AAAAA**AAAAAA Account Codu Ouoriotton 14mQuor 000/:;45.830 PLAN CHECK - NONPLb 2.9!;1,t)0 Ic.ti41 ALL -13.44414W44444.4644. Proj ect � ..., ,i' 6 / T e of Ins ection: Type �,- A .- 0 Date called: Special instructions: Date wanted: 7 -c a.m s � ":m. Requester: Phone: S INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 K Approved per applicable codes. COMMENTS: Inspector: $47.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. PERMIT NO. (206)431 -3670 Receipt No: I Date: Project,:�' C 4 Type of Inspe Ion: Address: .^.. Date called: E: ...3 ../ ._.. Special instructions: Date want _4_0.2 t ei :r► Requester. in Phone: '/2-'5.. 25,. - t _ f INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: Inspector- INSPECTION RECORD Retain a copy with permit (206)431 -3670 PERMIT NO. Corrections required prior to approval. l) Add 4.if twt )42 ,v1A, 1 (0-/6-02,. 4 / Jj 44 1 El $47.00 REINSPECTIO E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: 1 Date: COMMENTS: M ` j -, Type of Inspectoo : f it ‘r� n T vLL2 k4t t.: �. ) i zi irA,l i -0,-;4 Hi 0 o 7 1 t - i r*� l , °l pp(0 C' 1 r -tr<l f-'cl ) Gira, r „ i - cv-e re par) A ,S Phone: Z :c 7, /•D y f f' 0 t . t ►. : P *-4110 AA l-PVt O(Gr r!'..J v(1 Liv,- ! . A 2S OO2 t Project: / i t lit / (r`� / t 0 ) ( ( 70 Type of Inspectoo : f it A rss O / ` , ii, li i t��" //44 A, _ , Date c Iled: / k f oq ' S Special instructions: P Dat nt : / vy ed j a.m. '1 l / f / Reques r. Phone: Z :c 7, /•D y 55 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. corrections required prior to approval. Inspector. `-; ?a rt" Date: 7` ()2 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: ( 4 L1 S'I ,, Type of Inspectiorrs n D((,2 ( r f Address: V-, v •• Special instructions: . .. A • • ( , , (()Or Phone: , ♦ -P v-- r r ea V - Sae Praisect: ( 0 f CoN CI k* "' I `tA r(rA ( 4 L1 S'I ,, Type of Inspectiorrs n D((,2 ( r f Address: Date called: Special instructions: Date wanted: Requester: - 3-PP tr Phone: 9 3L1 INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Corrections required prior to approval. n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspection: to 1 trnAntr : CO t r,n °\ rc }w f 4 t .,0 Special instructions: Date wanted: - 7-,' . yy I� ICAL�t t n • O Y\4 rO \ , t j G j� {� PP�\ft Cl R.P. Phone: P o`ject: ( CLIWG oci � ^ v , - ,, Type of Inspection: to Address: Date called: Special instructions: Date wanted: - 7-,' . -t a.m. p.m. Requester: R.P. Phone: 1 t 53 INSPECTION NO. CITY OF TUKWIIA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 K Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Corrections required prior to approval. Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: ry t,SI k +• - Pciz t Vrt Ivy, Date called: - 7 • • ' G3 or `-;'row) Special instructions: \rj Date wanted: - 7',a? c D-z 'fry -Co JI!1t4)tYG; . - P_ta'i- Phone: .l • I j Y t — It a , DC i s 1 A l I vy s (%t ' jel \ le' A t Q 1 ! r, ♦ C - 4. • 6 1 p 1 (.1 � :) -V T or oY/1 (A (tiv, r, . t� J'('J v AI / _.> i i Proipcct: , COrnv,c� � ���r�l ry t,SI k Type of Inspection: U s ; et / Address: J L-iO () ~4 relit vl Date called: - 7 • • ' G3 Special instructions: Date wanted: - 7',a? c D-z > fii' p.m. Requester: `-,-- Phone: 52 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 'Approved per applicable codes. Corrections required prior to approval. Inspector I Date: EI $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: / ( / f • ` ) 7/ 0 /;) i /*Li 6,1 /1 Address: /ft #O r 2/5/9 4 _( 6`;L(i) Date called: (yip Y / d ( - 7/ lo0c - 1--; nQ 6 ;vc j 1 �j .3J)n7 / . 1 61. / a.m. p.m. Requester :.. ( • Il l(fe Phone: - 7/...) 'iI 0 d. It , = kt-f' (-�,� lio) '7/) 5,c,c2 r:r ,..c. 7 -., ; ,r, i 71, i OA I2' mot Co/ Je/ "7 �)/ivt) 1' '1i, (i Y1 J 't i I Lt. fl j -105 // )) -q 1d t tr -- , ( ( / , ! ,A(, ! C1 It is .A.. Project: 1 / .. / ( / f • ` Type of / spectLQ : [J, Address: /ft #O r . r ' ' - f �+..� Date called: (yip Y / d ( - Special instructions: Date wanted: i f.) 7/) I i a.m. p.m. Requester :.. ( • Il l(fe Phone: Ctik CS5 1, LT 5 tom INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 d0 Approved per applicable codes. (Inspector: INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 0 Corrections required prior to approval. I Date: I 6 .2 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: P r ' ct: i Coccn a 4- t\ i r i 1 jype of Inspectio ti Mni fv 1 toil rt Address: 4 O Re cuchac Date called: -1 -- ?- Z3 --r) Z- Special instructions: Date wanted: a.m uester: rekr Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 -) ? PERMIT NO. (206)431 -3670 OMMENTS: Ins Approved per applicable codes. 0 Corrections required prior to approval. ) Ct Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: -V- COMMENTS: Type of Inspection: Address: MP O T j il,Q S. Date called: f "? sX-- ■ t 0--.0 Q. Date wanted: t 1.1 r 1 C... % tt.-.....,... . t.. . r4 Phone: t-15 L-f S S . Wt 0 c 4 - OJ tt. ( 4 S i A u•-.. c ,,, 4. a • 1 Pr ct: Type of Inspection: Address: MP O T j il,Q S. Date called: f "? sX-- Special instructions: Date wanted: t a.m. p.m. Requester: Phone: INSPECTION NO. INSPECTION RECORD Retain a ropy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 OBI —1;e0 PERMIT NO. (206)431 -3670 El Approved per applicable codes. El Corrections required prior to approval. Inspector: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: / i Date: -7[190j:1 / commkms: 7 ..,,,,. i / s (nil- a c 4 wi.44732,,,eitt.,cry 60 ..), /go( efr-1 1/ 57 o , ,5/J Ce Si t e d 7I ApAl 4 ii 5AA 1 l /401e, ao A pe sac cyr s& /I, II; 50 lit/ sr 4 .T.14 . 77-4 I I/ se) /I/ / Is": i cAttcx 4-Pg4 1 5 i1 AT M2 AA cu tA /2-F p kei-,6 ilk,' ur 44 4//11:24 70 1 )_." . 4 AT 4" v*41 Vt2" ( Ail/ Ax- , -4 Li Al T wi yeir(4c ,e. 7z) ,k7/6-17 ikkAIT: 'A/Air ,I () (rr) f b( 04 44 196 /4; A il (14 i , ,(1-17 14 4) /1.(- M t /u7 -ri Ltz Alt-i d . P 'act: , ,L • ..a..., 4-1. i Type of Inspectiory AN ess:, _ 1)( 4) — 1A Aii S' Date called: 7 2 Vo2 Special instructions: Date wanted: le le' a.m. P.m. Requestp -- 0 i? Phone: J Approved per applicable codes. .111.0.■ Fitt INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 I'm -4 PERMIT NO. (206)431-3670 17=1 Corrections required prior to approval. Inspector: Date: / El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: ' Type of Inspectio : i ij • A ) 0 f S Iv ) / 0 / Special instructions: V 1 -1,Y l' 1 4 r n �' a.m. 4. 1 / / \ P \ c. (Jr ,/ e T , r 1� + 1,0 ( 1 Iv 4)f IC' CT 0 # ! M r" 2 2/ - 01 r in ' .f Gf✓Ie r �:t rr, int 0 V•tom 04.4 f l /1n.J✓ ,0 ; , 1r \1 p 1''-' 1ceQbv, � t r10 1 tl el ref- t . c v»f't riot`-pd ,\ 18 G- , M k ( 1 e rt L-e project: //'', ) , e it t ri l t { TCrt � 4fill( Type of Inspectio : i A �1 9 ss 0 2 rJ in., r4/17 � Date t�Jle Special instructions: Date wa ed: 2 7 2 a.m. Requ yr: f Y Pho�� . r -. 7s it.. // Si INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ' COMMENTS: Type of Inspection: l 64 5 A ddress: _.._, 14 0 ( Id .�.1 A-14 Date called: 7/ �J o rt P Special instructions: 4.- - 1.F4 e e. C % L,C�o1 /- r_�„�I A l .5;7 ! A (1,"4h_L) At/ ), f 4 fii/ 4/ 6 j � ' �. ✓ . ., - a.m. p.m. _tom �• /}. V C .. 1 ... ill C e/ ' ..A.. 0o ( 4 u2A r1 IIIIM,:1i G kJ .0 1 l C, ) l j ‘ 1442"&i6) U � /^, /� .46' P ct: 4.416/C _� t6 /C- / 1.1�►41 Type of Inspection: l 64 5 A ddress: _.._, 14 0 ( Id .�.1 A-14 Date called: Special instructions: Date wanted: a.m. p.m. Requester: Phone: INSPECTION NO, INSPECTION RECORD Retain a ropy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. Inspector: , Date: 74 7 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: I Date: r1 — Pr,,ojject: 1 C Fj'7 17) /yY;1, /() Type of Inspection:, . t',,Gftt f ` ,1 i%ir; - ( r'„s,,vc Date called: f 7- / - 7Z , Address: r , / Y e l 4 / t ) .J,7 //?.,/ 4 1 ' L.. Special instructions: er , I...;..' 4 -... re._i ; ,..". 0 f Date wanted: 1 , " a.m. r -O _ — k. p.m. Requested Phqpe: • ; INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 • tar t ► l• J jekr1 ' -6? Cam\ wa1 + etickE,ore 11 \s\ go!. • • . i • e c,\ r cd • • • to tr :a IL • ti cc der uJ r. r • 1cl k\, c, a 4'. cc t.klk Q (VA Lkt r • vr� 7„} .ua.: i;�w^•.:w".� .Z '1�� ��` ' . v • COMMENTS: • pproved per applicable codes. fI Corrections required prior to approval. V Q.. eIt■J er....etsVc ` PERMIT NO. (206)431 -3670 C r'CC \l QCD a.\toc rQefrtrst"c ki, .' t>n ur ‘t14 (o aM - \( ) Gm\ - CD C I1tAl 17 Oc SA ' $ A. P MA\ ftq Cc hA rlq CCU,? f. \C\ 1• 1 Date: $47.00 REINSPECTION FEE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. r Receipt No: Date: Sprinklers: Fire Alarm: Hood & Duct: Halon: ,v Monitor: < ., 3 I Pre -Fire: Permits: Authorized Signature FINALAPP.FRM City of Tukwila Fire Department Address / `I k O t t 4<< v S (7o71i/ TDRWILA FIRE DEPARTMENT FINAL APPROVAL FORM Project Name G'f -' cl L ` }'` 6."`1 '*-) Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued T.F.D. Form F.P. 85 John W. Rants, Mayor Thomas P. Keefe, Fire Chief 0o1_ ?c7 /lol- 101 Permit No. A'rQ .L ` )c i Suite # Date Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575 -4404 • Fax (206) 575-4439 COMMENTS: , ^ 7/ / o2 - l G� �k•�i� 44/-1 Fi o rt YL+ 1A, r/firii k.ie-q vvn fi e� n � > /CI A4 1-G r .tJl. N,7h. t. , /2/4:04 , "" 7)' .Tju5?15'6- 770/J. Date called: ; 1 -VVi!-- Date wanted: / f ! ? 3. O a- A// - ' /Mh 72-) CV / , :,, 44 hi \I f4 /F , (A. , 7% 1 c... -r.t1 77 3 t)L ( __, bfit //c f2 ( e' ,, 0 U / I , - tt_} Phone: f S Lc 14 t, / (A .42/2„, Prpj ct:. .` , ^ Type of Inspectio 1 ° Address: ._. 1 c} �� S• Date called: ; 1 -VVi!-- Date wanted: / f ! a.m. p.m, Special instructions: Requester Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: PERMIT NO. (206)431 -3670 lip Corrections required prior to approval. COMMENTS: 7 ,' ( S 4 1 .-C.- 1 0 Uri r wAlc ,.. \ tf c ) I 1 t to Lo f C Y e,e, et k - k "A d (V . \ ,ti r" f 2.) 9 A v ( f - f +'f" 1 l�'S 1 ►'1 t , r J I#q c r Ovor e f OOm 0 y CrPi i , ef ri -le y" pop u e r. Phone: 1 1 1 . - 7 C - V -1 /.;?0? S -) r i th A t \-'S (° 0 ,, Set i ko- ( h CVt v - k t t' CI f >r eek.. P ject: n r G/ "'e ( -f17' !t ,' ( S Typegf In3pection: // -' e - j - 1■, r• / dress: /1- 1(,' 1.- /Q _L f1 Af.Y L.r j i. i / $ Dale call: iii/ l i' 2 Special instructions: VAA CICe 7 .t cth • Date wan d: / a.m. Reque er: Phone: 1 1 1 . - 7 C - V -1 /.;?0? 50 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 El Approved per applicable codes. Corlectigns required prior to approval. Inspector: 9 I Date:— I 7-1 ❑ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 1013. CaII to schedule reinspection. Receipt No- Date: OMMENTS: Type of Inspection: � `- ' dress: Date called: �,, 7/J4, CZ- X-2 (..(-.t,v-e et/I- cvil,01 71p 24 le 5" C i,i yt :47 Ali / c g-tt/ -i .fit * ( ) I( Phone: 1 0.14ce 11),I ,c. �.t 41 �r 4t� t 24) f P spect: f . a t. J7 .a1_. Type of Inspection: � `- ' dress: Date called: �,, Special instructions: Date wanted: a.m. p.m. Requester: Phone: c/6 INSPECTION NO. Receipt No: r INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Date: P o i . _ / PERMIT NO. (206)431 -3670 Corrections required prior to approval. Inspector: Date: 1D $47.00 REINSPECTION EfE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: Type of Inspection: ddress: Date called: Special instructions: Date wanted: a.m. p.m. Requester: / 4)2 AbWa 1 / (14A4.14..1�J / 5Txt" 1 ....14 ^ 2 ' 5 C. (tie,t 1 4d)-4-1 / ,-1 i v /42) al .dL£' S CA--A L e; -...1) (A4' 771 i si L 1)4' t ! 1' 1, 1'7 171.1,4t t/ 1 f ject: Type of Inspection: ddress: Date called: Special instructions: Date wanted: a.m. p.m. Requester: Phone: INSPECTION NO. Inspector: Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Corrections required prior to approval. t Date: 7 /7 ) , - - 7 10 - 1,. n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: \ /� c = S ‘ [ 0\i a v' i ci on , n (� h t n L, -4" i ra D .l lf \J( a e a ',_-\ s , 4^ C kb tit, t ay-AA 4 r {)m el n t ><, r ony►1 Q Special instructions: Date wanted: / 1 S 002- ) c I' ∎ - a .S I r s ., --t t <0 i , ` iL- k A c. h -9 IA h c., I Luc( uk v^ Y crlrYt 1 CnyI; ( -.or -PN..; 4 Projec . k • (CryvA ( ' 1 .!\ - • i' ) Typ f Inspection: , f ` C - t 4 I ddress: l Date called: Special instructions: Date wanted: / 1 S 002- am,.., p. ,,, Requester: "") Uf r Phone: 9 INSPECTION NO. Inspector CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Approved per applicable codes. LSI required prior to approval. D a t e : — $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: P( Co t YIt r \ a nVL ret I r in ' \ Ir'. r,,r0 `-eta 1•e_ a - \ s F 1 or)r Date called: j ick V I ` r - Unmev‘5 f P it 00 , „ C\ ic. - S AU.0 -Q ( o r- r3 ,c1 t :m � Requeste Phonei _ 7C / 1/407 Pf oject: J A f_ rOIe C rd C r V v - 4141 (t.' ) TY e of nspection: _1j1 -, f 14 �1� 6 /address: Date called: Special instructions: Date wan df S � D � :m � Requeste Phonei _ 7C / 1/407 L18 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. PERMIT NO. (206)431 -3670 Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: prpie_c; ce„,... T of Inspection: g3N 1.3 I _Li i 404„5 Date called: - 7 2.- Oi Special instructions: Date wanted: it 1, a.m. p.m. Reqgester: 74V1.1 541kAtx41 Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 Approved per applicable codes. El Corrections required prior to approval. 77/2/o A 4)-A1/4" g Arck." (Al A- g l ot (i1.14i4/114*1 ,(,Lr( 5 s /Q0 COMMENTS: Inspector: 6 L I Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspection: 2- t / • IA A, 6i . T , ( ` . lie)( t7 11)/2 --tr 7,1 ?nJnave I -r.�f g„,,,1 fi/t a c St .� /U _. (r uI-) 1 12d (x1)...e A., )7, , -r:.. f`. ` &J S ( ftM, J ,tt A cJ atd , j dcn.Jd . Requester: Phone: P ect: A Type of Inspection: Address: -�+ I o LQ U. Ave `) . .0 Date called: Special instructions: Date wanted: a.m. P.m Requester: Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. Inspector: j Date: - 7 ((14 (r2/ n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspection: Address: Date called: 7/i Vo Wa-E Date wanted: Mi,fr , , /. t . e C43 • J I in d i 10 mac' e GuGt• l 0 4 �- �r3 Ae ru.�t d, .� n /? / me: r)Iff k).'� , r I / t i/t sz 51 (-,4J J-.1 4-7`.-3 t r, i c,,•..„ Tee- . C' 5 (/g /' L ', k /0» be, ,�',} G , pp f _ Pr ' ct: &Zia ��'� -�.� Type of Inspection: Address: Date called: Special instructions: Date wanted: a.m. p.m. Requester: Phone: J INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. Inspector: Date: - 7f( (/ L $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspection: Address: ND Y- Tu S • Date called: '1/// Vo Special instructions: Date wanted: a.m. ! c. 2 p.m. Requtti r: /AA-V(4 /57 .gX( 4 v--r... -+-- 02.rcJ i , 3 (?) , 1 Wi (l' A je) , t (.� �{r1 [y � N ', .t). 5 • / / /ur` /1. t. .I j . LiLi., i G. (t )L + C a CP- l_ ".— (, "'. _ ''7"l '.1. A. i et) , (J. •. 7 f ' ( � ..s ,y Pr ct: Type of Inspection: Address: ND Y- Tu S • Date called: '1/// Vo Special instructions: Date wanted: a.m. ! c. 2 p.m. Requtti r: /AA-V(4 /57 .gX( Phone: INSPECTION No. INSPECTION RECORD Retain a ropy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Do/ ---fp PERMIT NO. (206)431 -3670 Approved per applicable codes. n Corrections required prior to approval. Inspector: i� \y' Date: — 714 0-1 " n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspection: Address: Date called: Special instructions: 7 C!Atc./ ru. < 4 , Requ i�� .., Sk J v T` e /-1..C.t�.rt _ Lam! 41 . g " Po. C , ,J /2;4 a , . ! ! t N A 4 . " / f k. t �,.d '• (.r) 721 te: / 0.- ..c-o i... c.c1 K. 7 /7g...1, t&.aii-.-i-wel Ai:v.,/ ,,.(400A.4 6':61 , i-14_ • e CU4 CM-c . C a( G& Q s - � i • P utt 6-14 (:6Ltw�c P 1 -6..4;3/it.? 6 (14-4 / f J/ c ' -i al. / 1 / P ect: / ' Type of Inspection: Address: Date called: Special instructions: Date wanted: a.m. p.m. Requ i�� .., /„.64.4 r4.., Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 COMMENTS: r � C Gip ' Type of Inspection: 2: ft Address: / /( 6 _ is /f ,ti bV,,; /Le' Date called: -1 7/ Special instructions: Date wanted: r t / a.m. P.m. Request q 4.., t I 1 Pe)C 7) .4 (% 1 / °lI d,.t'-,,, 77) p �- k , 6 v 2/v 1 05,E 6, ,PQ/ ,Z , d ` pt. 4 ____e g i f , .12c....„ A/�C. ...! (/ �y'~�y 6, f h / 2_ ,P / XL-- GC ct: r � C Gip ' Type of Inspection: 2: ft Address: / /( 6 _ is /f ,ti bV,,; /Le' Date called: -1 7/ Special instructions: Date wanted: r t / a.m. P.m. Request q I ra � FL:' Phone: P lt INSPECTION NO. Ei Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Corrections required prior to approval. Inspector: Date: 7/!` r ,r ( td n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspection: , A dress: /111)‘/, . � 4 - �or 'f . r 1 1) , , ,Iii,— ) Date called: Special instructions: 7 , LIZ , ' JAI a.m. p.m. Requester: ,.. r jj I Z 1�� A ♦ . -i + L2 / L ✓ w 1 4 arm_ .ti` S` — 1.'11. J 4- , 4p, ,J t t r j i r, Pr ' ct: / Type of Inspection: , A dress: /111)‘/, . � 4 - �or 'f . r 1 1) , , ,Iii,— ) Date called: Special instructions: Date wanted: a.m. p.m. Requester: Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 0t /c, PERMIT NO. (206)431 -3670 Approved per applicable codes. J Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: ce, U ww w0 to 3 Z � O W V O O O 1— w W u. O �Z O I COMMENTS: 2- 4.)1_. A aiet " ; 0 Ode: toi/i7Z__ /.10 /3/o 5, c .4 / c/-i / iff: 7 it,/ MOMFall ' / 1 , i -),} e ::) Date called: 7/ (/Oz. W Z ifr i 4AC L' OtriAl F;,(2.,4:: /-iyo, t,._)it idt 1/105 s < /z- /-2 IA-10 a /7 7? 241-citt i--s -7- ri f it A I- Phone: P. ect: 41..e,.. ( „tfr fi Type of Inspection:,..- 1 Ill Address: POO -, /, ' / 1 , i -),} e ::) Date called: 7/ (/Oz. Special instructions: Date wanted: / a.m. p.m. Requester: 7- 4/5 1 / jt:: Phone: r INSPECTION NO. Receipt No: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Date: 0 PERMIT NO. (206)431-3670 Approved per applicable codes. Corrections required prior to approval. Inspector: Date: 2-je) n $47.00 REINSPECTION EEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: Type of Inspection: ` L ) Date called: 6/2 4/2 Special instructions: Date wanted: a.m. p.m. 1 Z Phone: ) iL tT . ,� j r� I /a4-Aei p ,rt,f A.1244. 1 1-6/1A/KI c-fl-- itv 7 1 7 f /02 f mod- 1 / LQ..v4 1'-" 11. - Se ( 1 ' rui.44, (14„fri-cit c frx)kr-J7- , i1ect: 1 ( Type of Inspection: ` L dress: YIN() /f /,(Ib ,) .- --lie- Date called: 6/2 4/2 Special instructions: Date wanted: a.m. p.m. Request Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit L ."."Dcii/-1E - 0 PERMIT NO. (206)431 -3670 Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: f) IA' (II i .A ' _ •` �- /M [ K V M j 5e1 Dr 1) / J e...) , t it1 4 2'' le t r fl •...T • 7 // C. 0 4 Vacd f x --f' c,i.. Pe �"t,�.t 1 [Ali / t ? ' 1 )( 6 L CI 1 4 y le If 6 7 LI 76 p(q,q. Requester: x c: 4 i 6.4Ts f) Type of Inspection: -ll Address: - ,� 'OYo tfrl�� 1 I.� ?, e...) , Date called: Special instructions: Date wanted: a.m. p.m. Requester: Phone: INSP[CTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. [Receipt No: Date: COMMENTS: Type of Inspection: Address: J qo l) 1 (/ if l &ice a ,r t" Date called: Special instructions: Date wanted: a.m. p.rn. Requester: Phone: 444 J i .1. ..,a Awl ic / 0 all t j 4 I � �. / 4 .,_„.._.. _ jI * . -.re l - i . _, c 4 (JL& ti,s4. ( 11t. -...ice Pect: j a z i c t i Type of Inspection: Address: J qo l) 1 (/ if l &ice a ,r t" Date called: Special instructions: Date wanted: a.m. p.rn. Requester: Phone: /LN INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. J Corrections required prior to approval. n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee rnust be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: Type of Ins, ctinn toP Y/JZ /A 14 27 1- 750 64 C . ( /.. )(J r LAa re, , x Special instructions: Date wanted: a.m. ‘•/ 2. p.m. ' s . i_k(1 - ,, / / `' x 19 t ` r . 04:-: , Jo z-p---AX) . oject: Type of Ins, ctinn Address: 1yd '/o 71 t&'iadru ,4' . Date called: 4 / z /id Z. Special instructions: Date wanted: a.m. ‘•/ 2. p.m. Requester: `AAA.) AllriA...l.40 Phone: ff INSPECTION NO. J Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 18 PERMIT NO. (206)431 -3670 Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Pjoject: )1 ((fr 0114 I 1 ( - - /)1 47 C Typ of Inspecto � S C4f t / Address: AA i/C I /,J. , i ///1 / , .� Date ca+ie� � , (r l P / l G --., Special instructions: /r ft � � ,tom �`' ( r r �/ f Frtl7! Da w s a�m�i v' '! A .{ P. Reque ter: t ` r- Ph n . ,. 7S q _ 1/., 0 ,./. r ,,.. ,1 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 g Approved per applicable codes. COMMENTS: Inspector./ ` I yyy Date: 6� ;40a. El $47.00 REINSPECTION FIE REQUIRED. rior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Corrections required prior to approval. • COMMENTS: 1 T of Inspection: 4 t / /'" Address: / fo* r /f , ,, fJ, / , i �� f .s2.- )-c_ ., /1 4--i 1 2-k 8 - t ie..)2,.., I r ' iiJc-ke / 0,f., r = . . T 1. c - "� Phone: .,J ca < _c. t J /(... / ,. -4 ("tk) (iLL.,t,at , /'2 6124 z c T./La kkA.A.,-17` 1-0 e&A,,,. 0. 1,„..)e 7? to /2.'' f L 6.. 2, Pro 4 (.941.6 f � T of Inspection: 4 t / /'" Address: / fo* r /f , ,, fJ, / , i �� Date called: , 6/1 r4- Special instructions: Date wanted: a.m. t t c i p.m. Requeste ••' ix.e",-1 im Phone: h INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Q Approved per applicable codes. El Corrections required prior to approval. El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: f if 6; (� EA2.t.L . Type of Inspection: A C (:* / i -5 Address: _ / NOVO / 1 /, 002. J . L-- . ., - i ., ; $, 7 0 ,qi ( 1 ff I-71 Ott a _ 6 LKI a- I. .,r Date wanted: , C ,A 01 p a.m. Requester:/ J(46' Z� /4.144 .0 Phone: 1! _ ► 1/4..6.) 1 b o tak4 c/ 1 i4— , 1 U �i. T ( /0 Hera- eta-e , i A ri C . L L. 7 0 fei Yo 44.L c 4-., t� ,t.S/'..K -C 6i-6 4,frr° - / 1 Pr ct: ,1 A 1 A1 f if 6; (� EA2.t.L . Type of Inspection: A C (:* / i -5 Address: _ / NOVO / r Date called: � Special instructions: Date wanted: , ; 7 p a.m. Requester:/ J(46' Z� /4.144 Y f� Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWIIA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (_./_•0; PERMIT NO. (206)431 -3670 J Approved per applicable codes. El Corrections required prior to approval. El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspecti^, ; I 1*1 :116g2. -- .1-) . 1 4 Ai.. .4 15, - Cf702 1 , t..e Phone: 752/- CO5 - 75 L k2109 Ar.411, .41 ..• - - _ _ el 0 _ _ 1 - - ' ./), Acto Il■ . i - _ .. ..1 .. .. / 6 ( -ci k . 0.-)... 1 5 .1" 9) se,..,-,....,--1-iL "1/%4/ ..1 if ..f. /4":" C Pt 1° ' ''''' CO ** 1 .■•■■.......■■■■■4 Project: \ , V1 v 6 0 ,- tAt e V1 t ( it"( Type of Inspecti^, ; I 1*1 :116g2. -- .1-) . Address ; , PiC I f G ///4 t/r iro‘i rv..: Date catled: i —I ( r / / / 0, ...,_ Special instructions: Date w nted: m._ fr I 7 h. v Ca: Om Reg ester: Phone: 752/- CO5 - 75 L k2109 "B. INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 EJ Approved per applicable codes. PERMIT NO. (206)431-3670 Corrections required prior to approval. Inspect° Date: Co 4:4 L.- 0 $47.O�REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: . , :;" ..- • - 1 • '• COMMENTS: �f"c Type of Inspection: 7 (A.5 Address: r e 1 i Lei/ ) , , ,' ,..dee• .2.1 Date called: e' y V62, Special instructions: Date wanted: a.m. b// p.m. ) � f / —4! • �y�- �J [* 4ci� c M f r L.i_.. "`° C`IL, -,t. .4 fa." cil* ei) f3c). i (ii r r ..:; ;.- f 6X- x ?� 0!%� r< / .. r - 4 1 1 ! A .. 1 J Prgjpct: / /- 44 t if c c �f"c Type of Inspection: 7 (A.5 Address: r e 1 i Lei/ ) , , ,' ,..dee• .2.1 Date called: e' y V62, Special instructions: Date wanted: a.m. b// p.m. Requester, r 7,frt...uc4/ `lu4- Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 IX-!- ( () PERMIT NO, (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: • Date: , $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: tl N tL w o 9. d Z �O W § H W tt. O til Z P z COMMENTS: Type of Inspection: Address: /.y() 1 , 4211(1 Date called: . LP f s/o . Special instructions: /� / d '71 sr -^ t t �4?. to /12/c 7, c cz.1 _ i tl ea U /9-.t Phone: Co AID 5 , 1 i/ 5 r c Tio ---6 T; .. 1 F• .0.I a . / /yjI / f 4 .i /\t /7/(f+ fi L.4-1. --e...)1,4-,, e o kJ c,..e. / s r ; fi ,,-_. a ?c__ k'- 6/ ! / (A. 4 . 2. 5 ( , G 1 Fit 2 , i f- i ,, e , / .L+..c.c.. 5 Li) id \ -." 771 z` Project: � f S aJ r Type of Inspection: Address: /.y() 1 , 4211(1 Date called: . LP f s/o . Special instructions: /� / d '71 sr -^ t t �4?. Date wanted: 40 / a a.m. p.m. Requester: f' 4 U /9-.t Phone: ( INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Ei Corrections required prior to approval. Inspector: Date: JJ (n. 2 - J / lJJJ El 547.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Project: , &ran t evrlra l Casino Type of Inspection: i nter1 or ex }eri wa 1l boar Address: di#040 Interurban Av ".S Date called: 6 - b -0 Z Mitt /! r)c Special instructions: Date wanted: 6 - 7- 2. a.m. Requester: p e ." Phone: , t 2 5 -75 ' - , 12 0 , 7 c* ,Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Inspector: Date: � [J� Ei $47.00 REINSPECTIO FEE R EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: D i FO PERMIT NO. (206)431 -3 Corrections required prior to approval. Proj t: 0 !C � i✓f"�.` T Inspectio pe of : 0 lit -- 1 ( E� ,t Address: l f 40 t ip frikrUi l4 arm Au S . Date cal le 3 - oa Special instructions: Date wanted: a.m 'm. Requester: Pe- ) Phone - '7,9/-(#1,20 /71z-7 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. .Corrections required prior to approval. COMMENTS: lJ ft �.Ci� t2 /2 1 Dater . 0 $47.00 REINSP ` TION EEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No Date: COMMENTS: Type of Inspection: ,} ■A dress: Date called: � � Special instructions: ,(J S /4'd r t Date wanted: 1. a.m. p.m. Requester: /AAAR"t JI/_- .,.,fe fit., -,., Phone: 4 S _t 50 , i &L 11-1" 1 , 6 Lat., Li, (1(4.g --=C . 1.-'` SO 1-) 1 ' t "if /1W 2 4.1 kw K "Ti I'` ^ vi 1- t. ( g , ` 5/1 2 ,1 7 1 (, e` ,A (a,(71,1 /\ c1,‘) P ed: i. i /J ` /; Type of Inspection: ,} ■A dress: Date called: � � Special instructions: ,(J S /4'd r t Date wanted: 1. a.m. p.m. Requester: /AAAR"t / r )6 N/ .'. j €) r Phone: 51) INSPECTION NO. INSPECTION RECORD Retain a ropy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 E Corrections required prior to approval. Inspector: Date: / $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: Project: ) 7r tr t d t( r h ( 5 iii p tY? Type of Inspection: r ( r ,? it; f r, :.'} r r�l Address: �L/ L / ( _T i" ?lf t U rh t) AV.1 Date called: / 4 i 1 ) Special instructions: / f b r - Date wanted /` r 'T, � ' ! t a.m. p.m. Reque ter: � r ( f t _ Phnc: /�.`/'S - - 21 - LJ_ 4 /;-7? `13 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: l 7.00 REINSPECT! • INSPECTION RECORD Retain a copy with permit C�(1- ; 7c PERMIT NO. w N d (206)431 -3670 Corrections required prior to approval. Date: f Z 3 — � -- Insp:c or: I es at 6300 Southcenter B d., Suite 100. CaII to schedule reinspection. N FEE REQUI D. Prior to inspection, tee must be paid Receipt No: Date: f / - >f —1r t iv/ C' �9' j r f rl "s� I 3 Type of Inspection; / / 7 01/ / ea-,. f „ t . ' L Addres Dat call d: Special instructions: Date wa ed: CZO,.r C / CtR p.m. Requester: °f P77”. L/ 1"/) C) 42 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 IX Approved per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with permit / --1g© PE IT NO. 1 (26 )431 -3670 Corrections required prior to approval. [Inspect Date. �. 0 $47:110 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: _Project: / / ' 6 volt c vrft�'A 1 rs 11 , Type of Inspection: 1 f' In Addre s: J L )C 1 r : -K tIr I:00 f)v Dat,..calt d: .) 2 Y i Special instructions: �'!t r t` t� Dat a ed: 2 7/04Q .rill P.m. Reque ter: Ph27 S_ ./2 7 INSPECTION NO. INSPECTION RECORD TOP- /&7 Retain a copy with permit "PrAMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (?Q6)431 -3670 COMMENTS: 6.-e (VD Date: l J Approved per applicable codes. El it r $47.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: Correcti s required prior to approval. COMMENTS: , ; p ( { k . -} t- ; � ( �< <! r F. Type of lnspectiggA: / t'' 3 (t"! i i'j _ j J t r Y L17 f.` r t i r DateE�11 r r ( .-� 2. . -71- -1 -., 'T - - Special instructions: 1 ,r? 7 1 t. C t 1 /7,. , F ,, F , -, /i t L-1 " "- / ,,� Date w s --e. - 9 ‘ii sy r 4, ra " t _ � �- )h J i7. C Ph o e• zel2 - - - 7c, L) t / c , . ,, 4- dm / , a / 1q 1 41 ‘.4 ( 1/4 c., i ( ( ; l d / - , i I/fir.! {,� . = _ // ; • ,-/ l`l 7f . fit s..l X 'f� fj /i-v i4 l l: S r 4- -- i 4. > f rt�1 '! J- •)' J t •': /✓j' i 1 I • roject: (" ? r < r l , ; p ( { k . -} t- ; � ( �< <! r F. Type of lnspectiggA: / t'' 3 (t"! i i'j Address: /L /(, 4, j J t r Y L17 f.` r t i r DateE�11 / i 6/6/c2 _ yN Special instructions: 1 ,r? 7 1 t. C t 1 /7,. , F ,, F , -, /i t L-1 " "- / ,,� Date w ed: j / r ! !C %o� a.m: pm Request r: ( J i7. C Ph o e• zel2 - - - 7c, L) t / c , CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION NO. Receipt No: INSPECTION RECORD Retain a copy with permit Date: (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. $47.00 REINSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. J COMMENTS: Type of Inspection: G ' A" A . dress: Date called: 4;4)A z t t ( Azt,-ejto i c('� 4.24 t ert v -#' ih.,( .121 L..ck Cr/ t ..Ni avvi 7 706 7 1/4 (.4A.$44 -rt a L0 (IL,. AJ oc,..f J. l ei U fJ i h J i rt t ' 6,'i crp J/ 5, rf A- {. y Pro' • ct: .r/ .1..0.....k.. !._L .. "'"D Type of Inspection: G ' A" A . dress: Date called: Special instructions: Date wanted: a.m. p.m. Requester: Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. EJ Approved per applicable codes. j Corrections required prior to approval. Inspector: Date: Q $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: (206)431 -3670 ,Project: �r , 7 ' ff ( - t ,,' . Type of Inspection: -- r h 7 t Id ess: f G It� ,rJ ,- Da ca 11 / /t Special instructions: % rib/ ;t Yr't't_ Cr I1 ?I, r ,' ( eliirj r 4 r rt i c f J D .nted: ' ii, C C.m. . p.m. RequEi1er, r ( r A Ph e ,. COMMENTS: A/ & ; 2 - A t1r ,. .� I .4 is h a,G. r•- •• OP, . hf . 2 4 N I Spector I Date: 39 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 RI Approved per applicable codes. Q Corrections required prior to approval. t, 00 REINSPECTION FE REQUIRED. Prio ,Ao inspection, fee must be paid t. 6300 Southcenter Blvd., uite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspection: ._ FL- A dress: ,,,_ /WO _L.., bi 5- , 0 51,- (W Nile,/ to (..46, t l7) ICCJ t 21 1 - ( IKt ti��j ILA) &ta,i41 , '1 i1i 4' / -tivr j' a.m. p.m. f : Phone: It. .;Alt 5' Vi2.„ / ft i . c 1,.c,. t t frk44..4.,,, . Y I /t-4 P-€! '} ✓. > /t . t / 0--. .., r t • l • �f�'� 1 1 a t ' 6 Pr • ct: i 40f (T(it l.A.4 e) Type of Inspection: ._ FL- A dress: ,,,_ /WO _L.., bi 5- Date called: Special instructions: Date wanted: a.m. p.m. Requester: Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWIIA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 El Approved per applicable codes. 0 )t) Inspector: Date: e fi $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Corrections required prior to approval. Receipt No: Date: 4 COMMENTS: Type of Inspection: J FI /f Address: Date called: .) /3 02-- Special instructions: Date wanted: 5 a.m. p.m. 1 I - ) 1 h) 2 I / 1 c f;th.£ 7 /vr. , ' . " -. (44' 72 2. 5-0 � p 5t . ",6- -{ ` 1 F. T) ' l.-.4. A Z A4 l ' die Prrpject: ,. F 440.4 4 ( 6:AAA. Type of Inspection: J FI /f Address: Date called: .) /3 02-- Special instructions: Date wanted: 5 a.m. p.m. Requester, ,.. 1,1:4 14 / SJrLi /Z cd - o t Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. 0 Corrections required prior to approval. Inspector: Ei $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: I Date: 6v 0 3/ _ i/ 60 Date: / PERMIT NO. (206)431 -3670 1i rt W i O 0 �W w W0 u.j WW • 0 O • N O F- F- P 2 UN o � c a, rhtzt I (- 61, III 0 , n: 11 1 TI; \ft 11 a Mdc 14.1rtyv 1 4‘ :.:-:, Dat61)1: / 0,2 Special instructions: _ Dateeta 71: V" Req : Phozeb c __ 7s( L ) 0 3e INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 CZ Approved per applicable codes. COMMENTS: El Corrections required prior to approval. () l fv 5 0 t) P 4 f Lt.) (,),.. (206)431-3670 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: -, . / � T/ /// l f , ?'F ; l .y'' • 'l'M' Type of Inspection: J/n � /J i Z (f..J./ ! //d (l,1 /.- _. L Address: _ Date called:`. ` Special instructions: Date wanted: ( a.m _:-, - / G) -E , '? p.m Requester:,, ../":& Phol}e: ../ _ /, - ) . ;: 9 .',%.:'(,) e 3 7 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION .. ; .. 6300 Southcenter Blvd, #100, Tukwila, WAS 98188 COMMENTS: 3-) CC), ) ,n r v\ et v \ ��1� Inspector: -pproved per applicable codes. J Corrections required prior to approval. Receipt No: INSPECTION RECORD Retain a copy with permit ERMIT NO. (206)431-36 Date: •_ 10 -02 ❑ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. { Date: P • 7: Au 4 4 44 / 0 a ; Type of Insoectior a• /020 No s: ,Lf41011.4 e 1 i Da called i 6) S ec I idstructions: ICa4e wante4 /.1 2 ,r0i P.m. Requester: I p Ph/\ as i s L i ....., Lo 09 \ INSPECTION RECORD s tain a copy with permit INSPECTION NO. CITY OF TUKWIIA BUILDING DIVISION 6300 Southcenter Blvd, i100;Tukwila, WA 98188 PERMIT NO. (206)431-3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: d r < 9 11/Atet/i/i/4, kv$1 (.2 Date: — — (7 $47.00 REINSPECT ON EH RE (RED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • COMMENTS: / � ar- _�` �� CF� J./Zell " Address: 141 v 1 76 Date called: j� Ali-- Special instructions: ('� jj j / —/ %n J T�'le. t_lt ,9q ,� Date wanted: / a.m. �j Requester: Phone: L 2 S — 7 S- cl - (i ? G;e) —d' L 4 --t_ L! -Zzi z 2- 4 f'-Z e... 1 7 A�'i3�h 1 .�4 '- sh.Q.t..t p rr ✓ ?r 1..2..E a / T I 1.--xx l /_� ( il- 7 -? rJ r1 ,J ti! >7 (A.ir' 6, I- v1:1-- , ✓ ✓✓ lA 1 O Project: <: VI4 () C ,, f•,t ( fsri,, Type of Inspection: ir ciH, tsr, / n5 Address: 141 v 1 76 Date called: j� Ali-- Special instructions: ('� jj j / —/ %n J T�'le. t_lt ,9q ,� Date wanted: / a.m. �j Requester: Phone: L 2 S — 7 S- cl - (i ? G;e) INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3.70 ?1, 1'. / Approved per applicable codes. EJ Corrections required prior to approval. JJ $47.00 REINSPECTIONVFEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Pni ect: / 4 � / PAsf4t ( II - A 1) (_etI 14& Type of Inspection: 5S , Address: /IO t jc7 i'_cf. AU 5'. Date called: 51/4i Special instructions: Date wanted: t r r f a.m. p.m. Request: . ( !♦ a .i Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: .6U Date: -5 //OZ.-- $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: INSPECTION RECORD Retain a copy with permit ?lot- /'O PERMIT NO. (206)431 -3670 re 00 0 LU w NO W U. N Z I- 0 ON 0 I-- WW g tL O ,z U= O z COMMENTS: ) ! ,�--:1 Tre of Ins ectio Ac-.147-70 Dtte/rallly rn. Da)e wa ed: ,) (Cm} _ �r 2_ . / . -{ ‘,1-6 /i' y`! {. e;/Y 7 71 --- " —LC V- 11..) ° J dk- f 1iy,h 11 /0 / �.�. oe-ic - 1 41( ./A7 0, :" / � �-4, / lam .3) � (L r.(- .- .,<,. -1'4. r ---t.. /' /, 3 • h .' ;-7/ - - t...e.e ( * & .,i7 / 2 ‘ /.'d ill (.2e,k ,Ii e 5' / 7 1 0 %-e 64.t'? .1-- /i . ...Y.,/ �^77c.. /1, // S / - i .7 jea1 0, 1:01 C1 - S t tti iltl :4 4,4 f � rr o ect: ,,,,, , Tre of Ins ectio Ac-.147-70 Dtte/rallly rn. Special instructions: Da)e wa ed: ,) (Cm} Requester " 7 71 --- " —LC V- 11..) ° INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Approved r applicable codes. Corrections required prior to approval. Inspect Date: I w $47.00 REINSPECTIO N EEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. Receipt No: Date: Z a w O 0 to o w N O W ED 3 Z 0 O • N 0 1— W w O .. Z U= O 1— Pro / �. �^ w ci b7 a C(_,Yt t t Ns 0 Type of Ins ection: )71, 77> f'7! ! A S rs;; / � ���r� vr6✓'r -1 Date called. Special instructions: Date anted, • �. a.m. Requester: Phone: INSPECTION NO. Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Date: PERMIT NO. (206)431 -3670 Corrections required prior to approval. $4 0 REINSPECT!. FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: ( A (N4 Type of Inspection: irZ-04 Date called: ipyp /4 2? Ad dress: I ° r II `/.. Z. fie(,/4 A JI J I) C: . j 1' 6 7C /1/ •ee Co I -f /(v\l of 1,491 4 /o2i/Il pie6 CeSj --y AA. , 1 1/1-9,(0)2. 4 pveje i5rt i J/ o /c t Ai1it {1 .,0 76 i f* s4-m ? / j m ck. 7 I.W. P oject: ( A (N4 Type of Inspection: irZ-04 Date called: ipyp /4 2? Ad dress: I ° r II ji S" S pecial instructions: Date wanted: it a.M. K P.M. Requestp/: j j )4,V4/2.154 {Cj/` - / f� / Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Receipt No: INSPECTION RECORD Retain a copy with permit Date: D - I�O PERMIT NO. (206)431 -3670 ID Corrections required prior to approval. Inspector: 6\if Date: t4 / 2 Y �1 0 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. is 1 Polec: ej24. z . L * 1 ( C Typp of Inspection: , t xx2Ae , LDiqs it Address: 1 l 'i 0 ( Tit IA U4/22/7 , prtdi Da e called: J / S. t ifc: 2 (/ fa? Special ins ructions: Date wanted: / / .re .... 1 ..... .f. SO A C / iit) p.m. Requester: 0 r p? 7 sli _ (. 0 6 , *5 3 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 t , Approved per applicable codes. orrections required prior to approval. COMMENTS: OE /./ ; 7 A Gti.. //..e • ert72 Al/Will/eV Inspec r: 7.00 REINSPECT ON FEE REQU,I ED. Prior to inspection, fee must be paid at 6300 Southcente Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: :•;?'-. ; • 1 %- •' ••'"' 0 2 7 F- Project: l _Project: <t 1 ( vJri/ (o�llI(, Type of In Rection: � k)(t 7 L t Address: / 1 - /C C 1 i qt 1 ('I/ t J Oate called: cal f JC ` 0 Special instructions: Date wa rl: In r t a.m. Reque t r: Pe r Pho 7 I-- 7511- - 4/ ( r 3� INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Dig Approved per applicable codes. INSPECTION RECORD Retain a copy with permit (206)431 -3670 Corrections required prior to approval. El $47.00 REINSPECTION' E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: Type of 1 s en: 1.,,e1 P _ ecti <<,. ci Y _ /1 Oa anted_ a.m P Requ Ater• „ Pt, r..�,Ligi ,t__ P' , P-7 L; / / , _v_6-6 -- r-zto frit — ' A - _ _ 'I .0• (/` ,n 4 P j est ' i. t ( ( 1 /- ,l 4 I f �)1 ti Type of 1 s en: 1.,,e1 P _ ecti <<,. ci r t ite t yL, 1 64(t t/rba r /'tt Date c�llec�• , — 5- L v, Special instructions: q 1/5.. Oa anted_ a.m P Requ Ater• „ Pt, '4;2 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. El Corrections required prior to approval. Ins ector• / ;;>,- I Date: zi P � 0 $47.00 REINSPECTIOVEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (206)431 -3670 Receipt No: Date: COMMENTS: 4 Ake .41. > S' Type of Inspection: �_ .. Date called: 4 (().--��) Special instructions: Date wanted: r a.m. p. m. Requester: it 1 1 tr 444 r l.-lt < el 1 w..4.s . Q-i E',4l` (A l(f- +012..1 r �. .P., M a A d , /.,-.6 f. 1 JyJ', r . 44,An COAA) o - _ 7 ,� /'.- r, c 6/c., . > 1.en, AA Ai tit) ' 77) All c, Gt` ir / S L44 ter «,, f �1 � I s c - . (' d Pro" • ct: .a�i If IL .s :♦ L.R. A: dress: i 6L iv S..-. KA 4 Ake .41. > S' Type of Inspection: �_ .. Date called: 4 (().--��) Special instructions: Date wanted: ! t . - ' a.m. p. m. Requester: S ,.)t4 4lsk c.. ,( . t Phone: 55) J INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 0 Approved per applicable codes. 0 Corrections required prior to approval. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Date: ! Zi . /3 2.- n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Pr C�..vn.o Type of Inspection: C-) MY Ad re s: Ye ]Gl- )u 5. Date called: 4// 0 z Special instructions: Date wanted: a.m. p.m. Requester f Atli &X Phone: INSPECTION RECORD Retain a copy with permit 'INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 El Approved per applicable codes. J Corrections required prior to approval. COMMENTS: ,Y}t ite101 (A, tfi.*I -e l S '�i k. 12) 2 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspection: ri_ ii r ss: .. fi t.° . � ,NA... A' --4,S. , Date called: '12. 2- Special instructions: Date wanted: a.m. t t `` i p.m. Requester: /: A/CJf4f 11;V I Phone: 2- v"2..- ; i O r .._s ...l � ! ' T f f k) l {�� Q / , 2 AA .S i t (1 P • ject: /1J ....ta-r 6a)..4/ Type of Inspection: ri_ ii r ss: .. fi t.° . � ,NA... A' --4,S. , Date called: '12. 2- Special instructions: Date wanted: a.m. t t `` i p.m. Requester: /: A/CJf4f 11;V I Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. l l Corrections required prior to approval. Inspector: 6 Date: 7 Receipt No: Date: INSPECTION RECORD Retain a copy with permit bol -) PERMIT NO. (206)431 -3670 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. it 1 COMMENTS/ •' .. at .'g • ( , I I ,, Typ f Inspection: f , i It 127 i K..J A ` ress• �^ 1 `1 x 1 — } ?_ r�4A \ v -- c Date called: '- 4- Date d ante f a .m _) J / , / .iii w.. L� a 1, l Jf .T ' a lil- Requester: �= c lat.» - (/L . r4/ . ____4_L___r _ _ d d 4- r 1/"c to 4... r y if 2...) 1 ,4- - ' 4 citl /! 4 , ; N w t A ' Project: fi , f F f (if i : ' r !I ( , I I ,, Typ f Inspection: f , i It 127 i K..J A ` ress• �^ 1 `1 x 1 — } ?_ r�4A \ v Ij 1;. I. c Date called: '- 4- Date d ante f a .m _) Special instructions: L - ( p.m. Requester: �= c Ph 21.7r)/3-._ 7 5 it_ L12 L ,)2 3D INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approvedper applicable codes. Corrections required prior to approval. ` Date: $47. O FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspect Receipt No: INSPECTION RECORD Retain a copy with permit Date: (206)431 -3670 COMMENTS: Z Type of Inspection: iinillitl Da alt : i `( ` 1 Address: /LA 4 ..r710 tr /xi /, A/ S ■ •,..• '' • P f Ar ?t� AP i6r +Gat t • • , r 0 • • • 1 • . J ,a _c, . • \ . .. -ill ' 3.1 \r-t blink. LI, 1, -,j I 5 crt 10 kr, - (�� J 1 GjACt �n✓'; 2rivt -�,( l . d , • __ 0 lit 1 %.• . • S I « ) YbI\ .p tr &Vl,4►0"S Cy Sfrt/tc G r ■ vk P V' In~\ rr o 1,) » ._ -mac v 1-e •...r.:� . • Z O.C. O v\`�.. 5 oAkt - w vv hiCTif- d Pfeject: ( — it eerthill rifsitio, Type of Inspection: iinillitl Da alt : i `( ` 1 Address: /LA 4 ..r710 tr /xi /, A/ S Special instructions: Date wanted: a. . 1 (,,yill _ f{ p.ni. Requ ter: ree r P *A2-- 75L/•Y/2071 29 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Approved per applicable codes. Corrections required prior to approval. Inspector: r r Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: INSPECTION NO. - 4.49-e INSPECTION RECORD Retain a copy with permit RMIT NO. (206)431 -3670 COMMENTS: -7 ' Type of Inspection: - Jc , V" i i r , 1 ` LOR ta1 1"tr 1 rkt\tivC t.1 t,c , �. - 1v 1 � 0,7 r'© ll1f% e s-tr op -p 4-ci 5 -, Date wanted: Wm. Requester: Pr' wP' (-: <I' A- s t Y clOw'v Phone: 5 0 U.) (i) P r 5 11 _ l' 10) ;\\ t(: er Y\ \ IV 1 u� L L' i--) rtY I i I , ACJiC< . e ' o n r. 11) r,, k. >,A.) Tag bo;\c ear, C , r)e p 1 .1 " - h,Slcl 1 i � C4 h - )C ' S Lti t')r,C: L]r ` c 4 U t .t�4 C i Project:— (Dr Nt r . Type of Inspection: - Jc , V" i Address: Date called: 41 . i � 0,7 Special instructions: Date wanted: Wm. Requester: Pr' Phone: • INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Inspector: Cr ..-e Z . INSPECTION RECORD Retain a copy with permit C orrections required prior to approval. Date: 0 2 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: 1.--) s,"' Type of Inspection: rf-U tu. rta 51 ��r. c Special instructions: k f 1 - C) k z Phone: s f'f -:? i t Lti h <� i v r e oe t clot {,rr,c k _ .f, p c D r 1 1 ) ro v t e 01 ! ( rPU 1 r- to 05 -Or Project: 1GvO oy� \V Type of Inspection: rf-U tu. Address: Date called: Special instructions: Date wanted: a.m. p.m. Requester: Phone: 29 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. aCorrections required prior to approval. LI $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Cdre INSPECTION RECORD Retain a copy with permit Date: 1 pcolect: I i SI ,t CIO W/ � ?IA /l <if � Type of Inspection: c j'b' Y f/ � 7 ddress: / ' '/f yo - `7Wr -/ ',1.E, A S Date called: 1 1— P2- - Special instructions: Date wanted: m`, I I — ;0 p.m. Reque er: Phiim - 7c , ./ - `/) 67 E i' 5 TW4 :•ter: `,' 28 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. J Corrections required prior to approval. COMMENTS: ) 14 r ? ‘MI A 94— Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: INSPECTION RECORD Retain a copy with permit COMMENTS: /,3t-t} Type of Inspection: L I / I 1 V 07 ( .44 5 y f "...a 41 1 1/ Address: 7 L' . Adt /4- A ""OX . / / Uc; iln-, L /3 (' iN)z) s� c..- ft i 4 /) A) au.) CA a`'y s c ' 1 / " O 5 E. - / Z.. /ni ,2p1Z ,J02.4, , t, . , 4 t Ja A ,Ce_a/ II.a6-1-41, 07 6 < cf,) ,e.:1), I Phone: Pr�ct ..fi /,3t-t} Type of Inspection: Address: Date called: t/ ,, Gi/ / iie) Z. Special instructions: t', r P Wi //VI i 0,e c� V �' T Date wanted: t / I t a.m. p.m. Req ues ter• l , �t,.c Phone: 'sD ot) INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)43 1 -3670 0 Approved per applicable codes. El Corrections required prior to approval. Inspector: Date: tip-8/1 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspection: (4 s 1 �} r J 1 / _. � _. - I ..r "' .• ". thi I S' l IA. are !t . =J • lir..4, . id IIERMINVINFBYY • 1 " 1-44 - /{. pir/MMIN ■ / / �I. 414 •. Air d IIMpr I 1 , /4 /.14- J Pr j ct: Type of Inspection: (4 s A dress: 1 40 1 v. thi I S' Date called: Special instructions: Date wanted: a.m. P.m. Requester: Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit () o I - 10 Approved per applicable codes. Ei Corrections required prior to approval. Inspector: Date: . ( `U2 Ei $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: ' Date: PERMIT NO. (206)431 -3670 • COMMENTS: Type of Inspection: -7 Address: Date called: 4 1 9 02 4'}r r,.4-0 j � .. �' ., ( 4 - lit 4 / X ( "t 6L f! ..,Z" , ; t Q , f ),? / a, • , %c. c-,,i =%z.. J /vat ) h/; S r/ ,5 2 3 . 'g. a 7 Vii' 5 04 5 7 /A / 2- t, n' 4 t , I , J cam. (. (M, /) .e ., , ;- y y- 1:. /.2.. . ., ( 1, ✓ r/ f ? f -:XIL I'0 ' v A. , _o 7 A) t,tN, pi l i(d Pro' t: 6A, -0 Type of Inspection: -7 Address: Date called: Special instructions: Date wanted: a.m. p.m. Requester: Phone: 1 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Corrections required prior to approval. Inspector: 6v Date: 05,./6 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: Type of I ion: JJ Address: Date call �� S Special instructions: P /0--4'w4;,— � b 4 f .1. k C.r, ......h....1 t r i S {.::)e' JO i c' a.m. p.m. Reques f (• n. Phone: rt _ j Y/$ ?- 74 -1) ecx (.a..L Ly 1 6 Ull''3, ' � 2 Li VV d(\,4 � �- F i ! c. 4 I T /-4, - (" eri ..: , P r�t� c;:tirtil (iO4 Type of I ion: JJ Address: Date call �� S Special instructions: P /0--4'w4;,— � b t%IL Date wanted: j t . � 6)-2— a.m. p.m. Reques f (• n. Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 bo /— 1S0 PERMIT NO. (206)431 -3670 j El Approved per applicable codes. El Corrections required prior to approval. Inspector: Date: tA� J El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: �lJQ,t,�t � Type of Inspection: 6 C. /11 ddress: Date called: / Special instructions: Date wanted: a.m. Z p.m. Requester: \ / 414 //tiA4 N4 j-' j Phone: i1 .2._ (A., c.,g .4...4./.." - - rr, t' ri t. _ _; d t 1 1 -ill .4 ,�v. ject: �lJQ,t,�t � Type of Inspection: 6 C. /11 ddress: Date called: / Special instructions: Date wanted: a.m. Z p.m. Requester: \ / 414 //tiA4 N4 j-' j Phone: c <41 �= x tF CTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Inspector: C3 Date: 0 s707......, D $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: INSPECTION RECORD Retain a ropy with permit PERMIT NO. (206)431 -3670 Corrections required prior to approval. Project: 1 Nit: /�., tAa•%. at Cam} AAr Type of Inspection: f !� i- Ad s Date called: Special instructions: Date wanted: a.m. p.m. Requester: Phone: INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: 7 INSPECTION RECORD Retain a copy with permit Dot— PERMIT NO. (206)431 -3670 Corrections required prior to approval. gfi 6 2 /6 7 0 itki Inspector: Date: 14 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspection: F.4 /i Address: #//24 G S Fr e ..U.c c 4,, 1 �r Ls Special instructions: Date wanted: a.m. p.m. Requester: Phone: i �. rI ila .a_ . .4 r 11 / J f V / 0 & 1v fi &IA %'1;)L41.2iA. - %2° ll/ kciii a A44 -p-� 4. . /4 — , fik (AAP r L-c-1411 /6-41 iiica) / Pr j ct: M14MJ � ( *It) Type of Inspection: F.4 /i Address: Date called: Special instructions: Date wanted: a.m. p.m. Requester: Phone: INSPECTION RECORD Retain a copy with permit 'INSPECTION NO. CITY OFTUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Approved per applicable codes. J Corrections required prior to approval. Inspector: CsU Date: 04 n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: tbt'--' 1 0 0 PERMIT NO. (206)431 -3670 COMMENTS: L a 0 1 v, _41, 1 1 1 Typ f I7ection: j' ' [ l T1 i vl Dat cal led: ! I L " j ,, -_� I) ' (1C. Date wanted: f C ' _ �! 1) L 0)1v You \rv+r, • p.0-.4 ( f)j) ) 1/ 4 'r 0(rk 1r: C t ^ ^ \IF' : i U 1 r A k °tick,.! PC ) . } $tl co\JP c stA3 'f -1v QC+ 4 Ptt- rifr1.k.1Ie,1,4 -,Oci ( -)/ f {"1), ) e () (A Typ f I7ection: j' ' Ili r • ss: • / 4 /. -a., �.� , u.r� Dat cal led: ! I Spec al i structions: Date wanted: f Requester; P I � `y 4 (- qJ09 2. 7 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. • (206)431 -3670 Approved per applicable codes. LI Corrections required prior to approval. Inspector: 1 A)L Date: Li 1 .� El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspection: // Ad, ress: II#.Ojo t _Q. AAA Date called: q f i 21 - Special instructions: Date wanted: r ` i a.m. p.m. Requester: Phone: l Z . ' ! .s U - . � A i 0 J� i4r rite f � /4-0,.... f 1 / 1 .o C � r ► ' ki' e,tp'2 , 4 Pro' : Type of Inspection: // Ad, ress: II#.Ojo t _Q. AAA Date called: q f i 21 - Special instructions: Date wanted: r ` i a.m. p.m. Requester: Phone: kotu) INSPECTION RECORD ' : Retain a copy with permit CTioN. NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. EJ Corrections required prior to approval. ri $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 1 I-z ~ W 00 N IU CO u„, w u. CO Z � tu 1-O n V ON 01-- LU U. ui U O 1— Z I Project: 6p C - rA 4 Type of :Inspection: z..h YIte Wall i100 Date called: A. dress: {-- a • - to , i to Special instructions: Date wanted: 41. 3 «) CrIfie. Requester: t' e'r Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. COMMENTS: I,) a w�� h� G� wt� h[ S l rl a4 ( L : Tr() 14 4C‘ Inspector: Date: 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: � W 0 0 NO � w = �O W 8E1 at w �F uiZ U= O 1— Z COMMENTS: I r.. f rc� - Type,of Inspection: A . TI if .{ i, A (L.- Date called: 1/ - -t x_ Address: U a I ( I. Special instructions: F. ,, Date wanted: '7 r'C IBS IVI / / CC&S ( ) 1 Phone: L /) 7,c , .., 2 .l J "LYE I t S \ •r (14 ' �t 1 I I C\ 4 or \ C. 4-,; )1 er I 3 • ) - E4191 of r��1 t-$ rnrm« 1-1 1 /k)0 1‘ Si( 4 O �r {Gr (Or)1nn ' . We 5Ic -e o 4' „,,,, � ,e4 t"(4iii Project: 6 r4rl d I r.. f rc� - Type,of Inspection: A . TI if .{ i, A (L.- Date called: 1/ - -t x_ Address: U a I ( uttJai) 50 . Special instructions: Date wanted: '7 (a.m.) Requesters Phone: L /) 7,c ARC '` Vk'A wtr y,F, ;4.`'"F,tP -;` ` 25 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 �C11 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: Date: ` 1 _ 02 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: { Date: COMMENTS: Type of Inspection: „ i_ /. is,fittc/tr -- 74n .7A-t,,,ii,_ -- -5 PPC t cc ( Special instructions: \ 4.1* ii /.), . Pt - it/\ / ' 40 / 44 I eho V LA) il Requester: Phon . ...,.: 7 4 4z 6 s Ale) Pg4 A i_ c.7 Ai 67 t‘ 11 /Ai / J I) /D( c- i /4)/5 • Pioject: / I ':•. '',.' ( „ a a I ( ik,ii.ize Type of Inspection: „ i_ /. is,fittc/tr -- 74n .7A-t,,,ii,_ -- Date called: —.- Special instructions: \ 4.1* ii /.), . Pt - it/\ / ' 40 Date wanted:- "3 , ,..- • . . Requester: Phon . ...,.: 7 4 4z 6 . INSPECTIO NO. CITY OF TUKWILA BUILDING DI 100N 6300 Southcenter Blvd, #100, T,ukwirt, WA 98188 into INSPECTION RECORD Retain a Co y with permit Approved per applicable codes. El Corrections required prior to approval. (.44 atic44 [4:2 47.00 REINSPE410N FEE REp IRED. Prior to inspection, fee must be paid t 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • PERMIT NO. (206)431-3670 Date: P��c�Gt�r:� � - �� � � Type of Inspection:, r -� A� r s� 9 0 it l�AyDate called: Special instructions: f (a 2 ' P A J ,V ) Date want h 2 j 02. -a.m. ' (' p.m. Requester :, Ph e ( ,)S) - ` - t 23 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. [J Corrections required prior to approval. COMMENTS: l {) F) \ O y 11 Inspector: f, ■ Date: -.41 _11- t PERMIT NO. (206)431 -3670 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 1 r oject: ' �. ! . Ty.: of Inspection: .� ` r I 117A t e4 l,c.tlr c 4, 4 Date calle .. S . if S /o -Z. Special instructions: (c. 2 1 Li a., Date wantei a.m . .— l fi f C p.m. Requester: P V) t 4 L 1 I r 5S C i a Z� INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 0 Approved per applicable codes. COMMENTS: (206)431 - 3670 Corrections required prior to approval. Ae 0 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: , {�� Y' ` r 1 C 1()I 1 fi Type of Inspection 1-1:'1,,-4( ._ .. -�) C /%1 / r - t / Address:, L t /tr lit/till 1 > -i /11/ S Date called: "3- 1:2- t Special instructions: If t►Y j NO , (xi + r w v ., ; � c l{ Date wanted: ,` 1 - CI1? P.m. Requester: Phone: J 1r Ci i — .` 10 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit !-- /SC PERMIT NO. (206)431 -3670 Approved per applicable codes. n Corrections required prior to approval. COMMENTS: r ° n \ �' I > m ( � � � r ro t n r'O b IP i 1\ (i � ( El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: J /� /� Ci '" 4 /0 - " e/ 3/t / !a 2_. �r t.t,i, 4' a:. f'-'7 / 7/ l7" // 1.1 T r&-fr Le. T l i, 1? `/U � S g.. * t) ` 414 ) le t, I r 1 - m at t t, /� r f 0L),, � � .,,, g. Y ill C;) a 412.--,.± tN vL 7t 0 at , 6 ` f r % , 1 ` i 4:4-34. 17 -P Lprin 1 4 LL i A6 I ` 414. / i, I I' .. 41.k AI t I P g ;, 4.,- 0 ri-ai r - „4„5. 74( / / / Pr . ct: f/ � �� / /3 f J /� /� Ci '" 4 /0 - " e/ Type of Inspection: f " _ �/r j/ �' "� 7 �� dress: u Date called: 1 Special instructions: Date wanted: r , / / a.m. p. Requ e ste jj r: t)ap, ,.. y .+ f t � 11a I Fi^'-, . . Phone: ? I CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Q Approved per applicable codes. El Corrections required prior to approval. Inspector: f; \ Date: } lirt r $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 COMMENTS: Type of Inspection: _ ,f— -��... £7 A dress: /L cy yo i f -. if Date called: , -z. 7 W2-- - Special instructions: Date wanted: / = 1 —�i� 2- a.m. p.m. Requester / / ✓'+n .t4 i / [ 'l / tlwi ! „ rk' c () I (()4 ( J�A > k 5 , Ir -` -- d Y `,, fa f -.t, t\ f;,.e.-4 1 14 /; --. )r,1 t) r; -s, t /, 'J ifil � '4) 7 51� , o J , Pr j ct: / . � r � .fit, 6 a <�" fl Type of Inspection: _ ,f— -��... £7 A dress: /L cy yo i f -. if Date called: , -z. 7 W2-- - Special instructions: Date wanted: / = 1 —�i� 2- a.m. p.m. Requester / / ✓'+n .t4 i / [ 'l / tlwi L. `� 6 Phone: J INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Do /. /yo PERMIT NO. (206)431 -3670 Approved per applicable codes. [] Corrections required prior to approval. Inspector: Date: -3/16/0-2-- n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: I Date: Pro ,n - i , I"� SIG/ / ( /E.: ` Type of fnsp lion 1 4'. / � fSf /L.ti� ELI �8'1 Address: , .., :.ik„...,, - Date called. e, - / 2 - ©? Date wantgl: 8 .- ss a.m. p _6/P50 Special instructions: Requester: �r Phone: INSPECTION NO. [Inspector: gi n `2b INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. $47.00 REINSPECTION FEE EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Pr.'ect: , L a 4.AA -0 i( Type of Inspection: G SS A.: ress: 14,0 'f; VL ikki Date called: Special instructions: Date wanted: a.m. p.m. Requester: Phone: S5� INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 0 Approved per applicable codes. COMMENTS: Inspector: (�v Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Bl■d., Suite 100. Call to schedule reinspection. Receipt No: Date: INSPECTION RECORD Retain a copy with permit Do I - fi b PERMIT NO. (206)431 -3670 El Corrections required prior to approval. • / Project: 1 , i $ r 1- ,1.. et f , -. Type of Insptiction- / , , ,,,t,-,-,/,,,- ,,- ft Address: / t ie i /V __../ i $ •;‹ /1 4 „.. /0)) 2 .1,,_:, Date called: • • , ) / -/- "(!..... j Special instructions: ( )4 b(t( PX WS:. .--- -A 6 / i , , ., ,. (" i t . !!' . .' fri Date wanted: 7 r i ( 2- p.m. Requester: , / r-"" Phone: •-' 1 - « /( // - . S 1 S INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 913188 " (206)431- 6 0 r:j Approved per applicable codes. COMMENTS: 4 1 `i INSPECTION RECORD Retain a copy with permit PERMIT NO. Corrections required prior to approval. t Inspector- Ct '‘ J t- -t-elf41-1"1 Date: El $47.00 REINSPECTION FEkBEQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 13r oject: (? ( s , r ... ° e . t t ! tr+ l (Pt.t! i1 Type of Inspection: / , / f , t; .,(• / / iii ,, - el( Address. �: Date called: Special instructions: Date wanted: ' Cm. Re quester: Phone: ' tf - /it/ i INSPECTION NO. COMMENTS: Inspector: 7^, :J) - INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila,.VVA 98188- PERMIT NO. (206)431 -3670 Approved per applicable codes. [j Corrections required prior to approval. r off ^, f i 7-1 r'.r'' .t (- I (744 , Date: , -2/0-h $47.00`REINSPECTION FEIN, EQUIR D. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ifs Receipt No: Date: ( roject: - l( ( e(LA4cL/ .. Type of Inspection: � 1 f%..) 0 (i / / ;.0 • ddress: I I--/ U u wt le-u- 1 Date called: _ S. Special instructions: f - .. ' �-- Date want _ J ,� / E1 / ( : a.m . .m p. Req ter: lI 1T U (/Y - Es:i` 17 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: A Ins ectori Date: �-O 7 0 $47.00 REINSPEC ON ¶(REQUIR . Prior to inspection, fee must be paid at 6300 Southcenter Blv Suite 100. Call to schedule reinspection. Receipt No: I Date: COMMENTS: Type of Inspection :' • (,c ) .- ( ( (A.44i-). Address: I c I) -+-r l�. ((,u k o ' Date called: d 0 2. , S 21) q Sp e ial i structions: OC,.- / -1 e-7te. i. /L. (A / / l 'it�'4.1. r / - .� / I t (94 (Add' - T if i ` viJ c) Date wanted. a.m. . Reques • r f Ph e: ( * 2 )( L 0 ( 19/ Si' E Gr t. it,er / r / 2 t:I �(4 ,e /- -? *' -,‹ f/ \ I P ject: L (« Type of Inspection :' • (,c ) .- ( ( (A.44i-). Address: I c I) -+-r l�. ((,u k o ' Date called: d 0 2. , S 21) q Sp e ial i structions: OC,.- / -1 e-7te. i. /L. (A / / l 'it�'4.1. r / - .� / I t (94 (Add' - T if i ` viJ c) Date wanted. a.m. . Reques • r f Ph e: ( * 2 )( L 0 ( 19/ Si' E Gr INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable co8es. Corrections required prior to approval. t ,� ,.�. 1 . ; / • fj $47.00 REINSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project:A / � / is e t / 4 ( a.t.44' iaJ I Type of f Inspection: f ) e. �jy /�Q t; i . . ,! ���„-f;.� - c1WC, Address: 140 E All t Date called: T Z Z7 -ci- Special instructions: ---'j. it t }lftel )��,,, Date wanted: , ta.m. Requester: t - Phone: _ Li � ( 5f� . ( .r CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Eli Approved per applicable codes. COMMENTS: ( - Ae Ira ,4f Date: El $47. REINSPECT! Cf IV FEE REQUIRED. Prior to inspection, fee must be paid at. 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: wrN INSPECTION RECORD Retain a copy with permit (206)431 -3670 Corrections required prior to approval. COMMENTS: Type o Inspectionr� �!r) /1, ?e, 4 r Address: .__.) r I c 1 \St)f_�c \ C/V - ( O \i -� Request' } i -� i , 4- �.A. AA :3 I b o ha c-,, 1 rcivvP ✓41 S � \Q 5 r'r c Protect: „c ,/' • y ` , 1g,. - , e - p e .Gr ( f`.2 ,, Type o Inspectionr� �!r) /1, ?e, 4 r Address: Date called: Special instructions: f ,/ 4!-..- Gl �: ”. ` ,_,,K_t 4--n../ ,d.� -G zee, .r .n. Date w anted: a. 4.7.- //C -Jc p Request' } Phone: " 9y /— . cf 2 IL/ INSPECTION NO. Inspector (� i INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 - 4,0,„34 Date: z ' PERMIT NO. (206)431 -3670 D Approved per applicable codes. 0 Corrections required prior to approval. El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: J U 00 CI) Co al J w a 2 N O O W • 0 • D O I— w O z U • (4) O Z COMMENTS: Type of Inspection: :� old Address: 1 t) 1...,L�. � S, A �t�- i " ( a Special instructions: (/U a - t- 4 ut`_I, G:.1 Ali T iiL G M .44 I Reques r: 4 ..R -¢,■ l S curt k.A,\ . I 2(0 t? " 0 — tu. A .12 A , *-( 7 s . K s G 6 41 N -0- k:t c c 0) s i d( c < u41-Li . I 1 ( L t [03, C e c (2, a " (2 ` Ni- i2_ 1 - 4 (L I{ ), i l p K.. . 6 rki cat -- 9 to N5 t..h 049 c1 t: O, f '-".. -JeaI\ ((Z 11 `t am+ t'J Pr ect: 4 ! l (0,4_1,A. ' Type of Inspection: :� old Address: 1 t) 1...,L�. � S, Date called: 0 - )- 1(0[ ( Special instructions: Date wanted: llt a.m. t, .., p.m. Reques r: 4 ..R -¢,■ l S curt k.A,\ Phone: SD INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 DON- o PERMIT NO. (206)431 -3670 Corrections required prior to approval. Inspector: C■ ■ Date: i $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 1 l C� a ect: /1 lid ( i . ( T e f tns ? e o nskt ection: 7 #V0 i9nie4 Ai" 5 Date calledr Special instructions: / 6 0 f i r ( i'- r Ki 14/ 1-t , •I/M N7 %W Date wanted: a.m. Requester: —vC ., Phone: 2 ) i( 44/ .> 8 9, 2- _ 3 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 COMMENTS: Inspector: Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. o / -/5 0 PERMIT NO. (206)431-3670 0, 47.00 REINSPECTION/EEE REQUIRED. yf ior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. 9 Ito schedule reinspection. Receipt No: I Date: Pr Cign(' (et if( t 6-is, Type of Inspection: ,5 Address: jt Date called: Special instructions: Date wanted: e�?IO a /' 171 Requester: t' i'c r Pho e: 5D INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 0 Approved per applicable codes. COMMENTS: PERMIT NO. (206)431 -3670 Corrections required prior to approval. El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: .1 P jest: A 6 C Ac{ v Type of.Inspection: c� t -�, -3 4 .&- ress �,, 1 t y � l. 1 I t.WW Date called: S 1 L n Special instructions: Date wanted: ' 1_ /`i � a.m. p.m. Request Phone: ' 4 Li "- ► ` Y` �, 2. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 COMMENTS: C T i47.00 REINSPECTIO FEE REQUIRED. Prior . inspection, fee must be paid at 6300 Southcenter BI d., Suite 100. Call to schedule reinspection. Receipt No: Date: U INSPECTION NO. INSPECTION RECORD Retain a copy with permit I ( t (.14 (206)431 -3670 � U) PERMIT NO. Approved per applicable codes. J Corrections required prior to approval. COMMENTS: P 1 ,/ , j M Jtd t 1 +. ' `� ' i / 9 L 3 f+ Addres • i , , I s' {, r" . ..) D" /ill - Special instructi ons: ! 1 0 ( "Date wanted: - - Requester: Phone: (.} (_ / � 7t 1 '< - ( 0 7 [ 714.4 - llt ?., / 7/Ap ,4-- e-'-,'z, .t. "-- ''� ( t / jam / 7, C 5 ...-0-2 , e 9 Ai Y"7 I '7 f", ll -- _, i e i7 -. 2r / 4 7 74 / 2 - ._- fi t.'" r _ f• ( S t n A Project Type of fns eclion: Addres • f Date called: Special instructi ons: ! 1 0 ( "Date wanted: m. Requester: Phone: (.} (_ / � 7t 1 '< - ( 0 7 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Approved per applicable codes. U Corrections required prior to approval. Date: // aiT Inspect Q $47.00 REINSPECT, Iq FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: INSPECIION NO. INSPECTION RECORD Retain a copy with permit (206)431 -3670 4 !/f/ ject: ��yy � rr '�t'� if ,1fM / (I Mr,, Type of Inspee �GL.til( 1Ur7 _- i" Address: / -AIM, L`f' /,h n , / v "� f Date called:: / _.. i,e' — O ,/ Special instructions: Ak 4 / / 4 7 `. ! I Date anted: Requ ter: 7� Phone: --2 71f17 — r / /1 ` Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 (206)431- 3670 PERMIT NO. Corrections required prior approval. 1 k Inspector: // Date: )_,17. 0 $47.0+ ' EINSPECTION F-EtS QUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., tilite 100. Call to schedule reinspection. Receipt No: Date: Z W 0 0 co O -J_ w 0 }} g J u. co d LU o W U O • 1- W � O W U= O F- Z foject: sot t*.•. / ` .. 44 4 a ,4._• of Inspection: . - -- . A• • ress: — Date c. sled: Special instructions: V-:-. ( a:Z.0-n , -) F O(..�) 1 p vv, D a r e want ed: i i' I 0 ? a.m. Req ster: j Phone: ( (af >l 1 414 . 1 - . g Approved per applicable codes. COMMENTS: INSPECTION RECORD Retain a ropy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 fo (-(o PERMIT NO. (206)431 -3670 Corrections required prior to approval. r7 nrrte j I`e c" rtv . \ C P✓ ' fl5 LAJ \k rec.4 r P .nn,r` ( Inspector: I Date: 11_ 0 2. El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite WO. Call to schedule reinspection. Receipt No: Date: ra S�� P4oject: i ( it ( ` / 'r(1 (((/ Type of Inspection: , /'/ • , Address: , /,J L / ( , / / / << I [ f /!, <1 I --, called: -1.-j �..,.1 Special instructions: i / 1 1:.. -> / pIv - ; ! ' ( , /;1 / /r 'f ( , , , Date wanted: r ''''a.m.,) jr .- ', - l -p.m: cx Requester: �i r P td, "" L/ v/- cs COMMENTS: u- ., , r. r� l 4 /T 5 Inspector Date: C INSPECTION NO. jJ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Corrections required prior to approval. n $47.00 REINSPECTIOEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Q Z Q F 00 y 0 co cu N u_ w 2 rn F W Z W U O rn S w 0 u- 0 tit z 0 pp 2 COMMENTS: 4 • , Type of(Inspection: {? Address: .. Date cal d Sp cial instructions: IC � 0 y a e1 " t4-/7 ( ',U0 Date wanted: / , 1. = ' .. / t 4 .4'411M Mal -1111111411.11 P one: z. I UMW 01 I BM lir I r- w I im rm 1 is f 6 red rla r 4=2 EMILMIW I MM / r -- A I Ei. 1 r t i1 . / _ ,• f f ry .# 4 5 .0e 5I'rs �'�f . r� i7e ! C f,e74 .l /I l " . 6'.�7/}/.,,./ ,r f - A ii+ r T,� / ? j% fb.,) •/ ,°G'f? I'' f P (77(7.1 ( e4dAa4 ect Type of(Inspection: {? Address: .. Date cal d Sp cial instructions: IC � 0 y a e1 " t4-/7 ( ',U0 Date wanted: a.m. 2- ,p m Requester: e.isl AA' � ( � P one: z. Z a INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. b CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: • l�rt� `- Date: /94'01.1 V'? ❑ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: .r 7 ,.. *- - 2 ..lib ✓ Type of Inspe do 4,4 - Tbo r ri ; - / JJ[y� /-./ / I!.✓ ei�4+[.i'� r / �' f 11 / f -y tt,_ - �... h- ' -7',04 :. ' -L -C /. /r' c,-, , e,e. 42 A Date wanted: 12 � P / O ( R eq ‘dr ., t/1. -1• .i ster: I— e)v 1 Loin: , 1 4 1 . A X411 / /� / � � .- /7 / L. - 1114, if l (9v, f c / 6 ',,,.,71- - „..--,,,,, 47; ,,,,, / 4 , 4 , -1 , - . .- - / , _ J (l ° . - ti A- s ec.., - / x le-I(.. );'' ( P ject: rte 64 ( -- 4 .:> ( s;,1u Type of Inspe do 4,4 - Tbo r ri ; - Address: --r if o +-� 41.w. called: S. ! 2 1 2`7!0 ! Ske ial instructions: K Ir A Z.L 1 f(9 A e It- Oil /1 Date wanted: 12 � P / O ( R eq {ra.m. p ster: I— e)v 1 Loin: Phone: ✓ . INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 C o f on uir pri orid approval. (-C. �/ Date: E $47.O E1NSPECTION FE QUIRED. Prior to inspection, fee must be paid, at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. f Receipt No: Date: l COMMENTS: Type of Inspection: C' ((I ( Cv0 tt ft 1 ,(} ( C r, Of •Y O tl 5 f 1 S. Special instructions: , ,. fr (t V 1 i- -- t/ ( v t ' j��,C [i() (4Cv �� 0J1^ r, II"( tt ekU r ~ S v y - 0 , 4 Y(. i1∎ V t(Ci* 7rxi., a.m• Fni) -iC t S + eQ 0.c (jai t r r (' i f }'l3 `i fi Ph I7 S-. L 1).7 - 0 / A • A • f, , — s. 1) -167) _4I ( + c-� ( Y,s ( e� c•-\-1-‘4, ` 1 S t t ('J L ('t( me iI CCt\A . V ivr 40 (d o7 Y tS' J r' !?� o ci vt c t� p , r ,•1 - .P • Y A t X(1,- MO i)3 k I l ''r `',, ' P jest: , . l {t1 r r r� 'jIL Address: // �}},,,, ii-vi I fttlot ti» U', 1 Type of Inspection: C' ((I ( Cv0 tt ft 1 Date Gill i t 2_, i '� / n Special instructions: , ,. fr (t V 1 i- -- t/ ( v t ' j��,C [i() (4Cv �� 0J1^ r, II"( Date w t ( 2 /7( 1 a.m• Fni) Requeste : ] Ph I7 S-. L 1).7 - 0 / ! HT - 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 PERMIT NO. (206)431 -3670 Q Approved per applicable codes. 0 Corrections required prior to approval. - Inspector: \ e 0 Date: ) 141-0 I 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: ` i 7''Z- tt 1'' - r S r ( 7 Type of,lns . / yt 4-! CJ6J�// mac- - ! ., l ddress: U - -L.. Date alle V.. : r� f 4 . P Special instructions: f)t Ip r i g f G � (I / >7 &' X:2'' ( - f �/ r ! Pi ' ) , ! " l4) 4J /6 C ; ? l..- �� f / ' ��� r Phone: � . ( 1. 4i ( ) 4 1/:; - 10 1.37 L s / 1 AreMPlarc" - - 4 '' , ./7 " ( j ,L 4 . 4 ( ,,,, 11 , / A 40 1 1 - 7 , 9 , -re.,,,,1":-iet / �. 1 .'I A r - ., /► • a fa ,41.--21 4 "" r /VA-1 :6f � ojec� � � _.! `,�yf�/ � )/^ ` !Y�� Type of,lns . / yt 4-! CJ6J�// mac- - ! ., l ddress: U - -L.. Date alle V.. : r� P Special instructions: f)t Ip r i g f G � Date wan e : �/ a.m. m ` Requ ter , � �� �� f / ' ��� r Phone: � . ( 1. 4i ( ) 4 1/:; - 10 1.37 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Inspector: J (206)431 -3670 ID Approved per applicable codes. Corrections required prior to approval. I Date: 0 $47.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: a , ( ( 4 f r' f) Type of Inspection: c ._)CH- ( 1 Ott` n () le' rV`r +e' Address: I LI 0 V) _\ { , - 8 t( ., r ,v y1 . bate called: t t 1 ( Special instructions: Zi , �t If t ' � / AM �� Date wanted: I (a r0. 1 ;„I -f 0 i Requester^'(t' -y { ^�! 1t et.. •.. le , kl∎ - • . t \ar / y t.. G . -, ! K l w'✓ 0 X 'R`' K I A rte- /1 fq Pro ect: +., t- (�rci lAri L ''iltAd { a , ( ( 4 f r' f) Type of Inspection: c ._)CH- ( 1 Ott` n () le' rV`r +e' Address: I LI 0 V) _\ { , - 8 t( ., r ,v y1 . bate called: t t 1 ( Special instructions: Zi , �t If t ' � / AM �� Date wanted: I (a r0. 1 ;„I -f 0 i Requester^'(t' -y { ^�! 1t et.. •.. le , Phone: } L .�. ` H h.2 r i i INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 pproved per applicable codes. ❑ Corrections required prior to approval. $47!00 REINSPECTION FEE INQUIRED. Prig( to inspection, fee must be paid at,6300 Southcenter Blvd., Sui 100. Call to reinspection. Receipt No: INSPECTION RECORD Retain a copy with permit Date: Date: COMMEN S: 4 Ty • - of Inspection: f a fi f t_ of L (,- -)- p(�vr, -P l c. I t ,...,- y.i.„,,,,,,y\ _ Date wanted: f a.m. I .m". R u ifd" ✓ t' L ,f..._ ..t) i ` • • je is 4 Ty • - of Inspection: f a fi f s c �j�, C i i Dat • ca led: 1 ( / Special instructions: kA { zo..ti Date wanted: f a.m. I .m". R u ifd" ✓ 74'...61 /,/} l ! _ lXi " _ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Inspector: pproved per applicable codes. INSPECTION RECORD Retain a copy with permit OW 7 PERMIT NO. (206)431 -3670 Correctt'ons required prior to approval. Date: , • j $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ooject: 1 '1 / ttrtra to' ft I c 16t n7 T pe,,of Inspection: yy k" - C On jL.C4b J2,kvvrL'apr -v 5, � �` � 0 I Special instructions: 911:190 Date,. : .,� ''" a. r r : • .. p•m• Regt` er• eeye' 1j 2tio -°1€. -'. 5 NSPE TI CI -OI= TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 981 Approved per applicable codes. ❑ Corrections required prior to approval: CO ENTS: INSPECTION RECORD Retain a copy with permit ISO PERMIT NO. (206)431 -3670 $47.60-8 SPECTION tfiE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: (36 06/15/ 2002 THU 20:34 1A1 253 926 6395 41ILGARD ►E'1PERING NdTempering AANOVid, C'leacly the best To: 04M014174 `tJ ■. From the desk of Date: -- Number of pages including this page: Re: j7_ a N 7.fir Gt.,.A SS 'SUPP Memo: Make it a f = great day! Janet Martini w " . kcs; at el41ennq, nc. s ec�vrai GCass r acts 910 54th Aienue Fast A.U. Box 11368 Tacoma, WA 98411.0388 253/922.1010 FAX: 253V922.3370 €00/e24.8674 0001/002 0815 ;2002 THU 20 RI 253 926 6595 CIGAR') TE IPER11G Z002 002 M tte it)Cct tlui w* August IS, 2002 TO : JANET MARTINI COMPANY ; MILGARD TEMPERING FROM ; HAROLD BOYLE COMPANY;TEMPA GLASS FABRICATORS REGARDS, HAROLD BOYLE ESTIMATOR Mir h TEMPA GLASS PASRICATOItS INC. THIS LETTER IS TO CONFIRM THAT THE % BRONZE GLASS SUPPLIED TO M LGARD TEMPERING FOR YOUR PURCHASE ORDER # IMP- 003S59 FOR THE GRAND CENTRAL CASINO PROJECT WAS FULLY TEMPERED AS PER INDUSTRY SPECIFICATIONS AND STAIJDAR,DS, RECEPt.?D AUG 16 ZOUG BUILDING DEPARTMENT TEMP% GLASS FAIMCATORS INC. I S00 Railwa" St'ea}, N ii Von«.er, d C. Canoin V ' 13 Tcl. 004.480.0576 To:I Ftea: 1•dQl.if 3 4. 4 Fnx: 6044816 639 F':T J. c., ;Ote('IpQio .,.CCM 'Nr6c: s ww.tempaglan cost SFS9926ESZ ! 01 6689 086 te SStilD bdW31 a3 00:91 ?00 ?.. S ! )fti th & ASSOCIATES, INC. July 29. 2002 GEOTECFINICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14040 Interurban Avenue South Tukwila, WA 98168 RE: In Progress Special Inspections Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington Dear Gail, In accordance with your request and authorization, our firm performed special inspections for the above - referenced project. The inspections were performed by our inspectors on July 15, 2002. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications, and the 1997 Uniform Building Code. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRA?AN & ASSOCIATES, INC. r r William B. Throne Auburn Division Manager Pacific Northwest Region W BT \ tr cc: CITY OF TUKWILA DYNATECH MERRIC K LENTZ ARCHITECT RECEIVED ,SEP 0 3 2002 COMMUNITY DEVELOPMENT Offices Serving The Western United States /CA No. 066 -01201 Permit No. D01 -0180 1501 Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 -2556 01:01 OfrOu • traid Krazan & Associates, Inc. DATE: PROJECT#: O 1 IR ' \ )0 PROJECT: L: ro c C. ; LOCATION: rt 0• CVNIA 5 KRAZAN PROJECT MANAGER: G4( )It.r :t4N1(:At EPN:INEEfnNr, • ENvIPO it-j1FNIAt. EN( 'AM PtN CUN;rrIJC :NUN if SrINC, AND Ir4;PF C a c ( ©rrbt 2. To the best of my knowledge, the abo Superintendent/Representative: 1114,4)0X A C. c si G _ `7.11 -uV' �ot _ f' + ►4 �nCS� _ �`` 1 `Q rru� cA + n 215 West Dakota Avenue, Clovis, Ca 93612 • 4231 Foster Ave., Bakersfield. CA 93308 • 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • 545 Parrott St., San Jose, CA 95112 • 123 Commerce Circle, Sacramento, C4 95815 • c ol% �y coeN n - Cain. r (1r1JQ1n (559) 348-2200 1661)633 -2200 (209) 572-2200 1 408)271.2200 1916)564.2200 CONTRACTOR: PERMIT NO: ,,,/ INSPECTOR: !r) co- U (` e_ JURISDICTION: C r d t 1 k, A WEATHER: J,''■(4, C I 13 TEMP: 1jL "ct,.bt P,AS r cc. 4r t isl eta 03 ( C 1� n � FIELD REPORT NO.: 8811 •�- `' __ °VA Kw- (St v3 ANN _ _P.rcCr. l" .. - ] :_. _ a ,mac_ c . _--r t"_f:�,_ . `S� _ __c on. c \ +A.5 & Mk`ler k c. j a - fit, i"%b`i.C C' kt‘ � C13 1 _ _ .fr - -_ `.�.�.._.__ GS�+. ... -� Ci1 -. _ etit Z./.10 ion _�`c�_ =z\ .__�_. _ Can %+. -1-b -.- � -.� C1 3. _K `►.Y_k GSki.S f� 1 C oo __._ �ttL RQo�s.� �� i'R�4vt� �Ioe _ - c�+t1C� - - -_�. t �... _ _ -- (24 o r CL.b \at -- - lrJ. J•,IJyn, _ HOURS _ DESCPT UT -_ - O ... .._ O7 MIL _ ; 226 N. Sherman, Ste. *Corona, CA 92882 1501 15th Street NW. *106, Auburn, WA 98002 207 14 State Hwy 305 N.E., Ste. 3C, Poulsbo, WA 98370 19501 I44th Avenue NE a F -300, Woodinville, WA 98072 12816 N. E. 95th St., Ste. B -100, Vancouver, WA 98682 WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Technicia • - • (9091549.1188 • (253) 939 -2500 • (360) 598-2126 • (4251485 -5519 • (36W 254 -3200 DATE: PROJECT #: PROJECT: LOCATION: OUttsc' OtZ n'1-tc 'bovIIN.% , L\ KRAZAN PROJECT MANAGER: w Test f1iIKra.Zan & A ssociates, Inc. Gf.orrr.Irruc :nt EruanFEnuu; • Errvrrtonr,t 1;i Eru.rrrrrnrru; Cor(;murnor( Tr';nru; AND In•,arc ,n ❑ WASHINGTON DENSOMETER C SANDCONE LOCATION MAP N 1 r'oeToC' 3% GisevAcAS 13 1-0•4e--- . sm. c.(Z' -‘ Z. Z NOTE: Separate report S/B use for each item Curve O_OY /b Location(Comments) Curve Mode & Density Moist Percent Required Depth °a Compaction Elevation (M S_ 131 ° 33 1 )32.ei 3.$ L32. &_ s_o ,c o CONTRACTOR: PERMIT NO: D ( a (� F INSPECTOR: m A pK- 56.4 ) JURISDICTION: L('�• o P ' 1 t A . L/ , ) c WEATHER: tet.ti TEMP: NUCLEAR TEST fI OTHER Unified Soils Classification r Map Location: Cl Attached CI Plans. Sheet# To the best of my knowledge, the above Superintendent/Representative: ❑ on Backside 215 West Dakota .4 enue, Clovis, Ca 93612 • 4231 Foster Ave., Bakersfield, CA 93308 • 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • 545 Parrott St., San Jose, C4 95112 123 Commerce Circle, Sacramento, C4 95815 • 4.a P (559) 348 -2200 (661)633.2200 (209) 572-2200 ( 408) 271.2200 9116) 564.2200 �, Paved Areas (circle one): Su • Agg ' sphalt Pad (s) El Other ❑ ' Trenches (circle one): Sewer / Water / Storm Drain / Utly / Irr. Max Dry ( Opt Density Moisture Technician: COMPACTION REPORT NO.: 4 9 2 3 226 N. Sherman, Ste. 4 fTorona, CA 92880 1501 15th Street NW, tt 106, Auburn, WA 98002 20714 State Route 305 N.E., Ste. 3C. Poulsbo, WA 98370 13434 N. E. 177th Place, Woodinville, WA 98072 11913 N. E. 103rd Ahenue, Vancouver, WA 98662 HOURS • (9091549.1188 • (2531939.2500 • (360) 598.2126 • (425)485.5519 • (360) 254.3200 Curve Test Method: FDaity Avg. Std Count Densities � 1 Daily Avg. Std /_ .Count moisture t o 6 `Gauge# �lT pe o?s,.1 9 ed in accordance with the approved plans, specifications, and regulatory requirements. Q 1- .DESCPT _ _ IN OUT ST OT l IK12I22 ll Tl & Associates, Inc. GF , ,rrr:NNr• :At Er,r.rr1FFPING • Etp/InQN1,1Et1'%•. DA WO [PING C2(irl',tf7tJr:tROrj TF ,rirr; AND Irli'r‘:nr,ri DATE. , - 1 j 'C) PROJECT #: Q Vt. 4 • Q, Z O 1 PROJECT: c`o, C„t■■ ("Ip ter LOCATION: 1.441 t. ".4.r 4 SO.n 1 v1/4) 2 1 KRAZAN PROJECT MANAGER: v WASHINGTON DENSOMETER SANDCONE LOCATION sg Test Elevation V 3)'0 6 Gtorp * V 1AA_S s 3 i %e . L t 174 10 5/ h:3• 9 to Map Location: 0 Attached U Plans. Sheet# Superintendent/Representative: Location(Comments) 7 *..(!i'E -- ___ lil' *1 (r , w 14:1N ❑ on Backside o��yOptanl To the best of my knowledge, the abov performed 215 West Dakota Avenue, Clovis, Ca 93612 • 4231 Foster Ave., Bakersfield, CA 93308 • 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • 545 Parrott St., San Jose, CA 95112 • 123 Commerce Circle, Sacramento. CA 95815 • NOTE: Separate L� Paved Areas (circle one): Su report S/B use for n s Pad each item -- ( ) ❑ Other Curve Q 20 Qt1 -9_ til___ __ _.- - -. - -- - -_- - - -_ .. _ - -- - -__ _ /31. H- Curve Test Method: Daily Avg. Std Count Densities Daily Avg. Std Count moisture_ Gauge# a , j 1559)348.2200 (661)633.2200 ,:09)572 -2200 ■ 408) 271 -2200 916) 564-2200 Curve Mode & Density Moist Percent 35 I . .__I0 r CONTRACTOR: PERMIT NO: ' e.1 - 0 1 St' INSPECTOR: I AO(. JURISDICTION: (.T\'\ O "Vµ \ WEATHER: b r7(l V) COMPACTION REPORT NO.: 4 9 2 2 NUCLEAR TEST C OTHER Unified Soils Classification Depth % Compaction S � i3 3. 9 ,3' 7 4, /315 q 226 N. Sherman, Ste. ,, Corona, CA 9'880 1501 15th Street NW, 4106, auburn, WA 98002 20714 State Route 305 N.E., Ste. 3C, Poulsbo, WA 98370 13434 N. E. 1; 7th Place, Woodinville, WA 98072 11913 N. E. 103rd 4w'nue, 1.Incouver, WA 98662 HOURS TEMP: O° sphalt ❑ Trenches (circle one): Sewer / Water / Storm Drain I Utly / Irr. Max Dry Opt Density Moisture • (909)549 -1188 • (253)939.2500 • (360) 598-2126 • (4251485-5519 • (3601254-3200 Required DESCPT;IN OUT__. ST OT ; MIL • in accordance with the approved plans. specifications, and regulatory requirements. SR pl pr11�(b(J nician: 4f4411Kr3zari & Associates, Inc. DATE: PROJECT #: \ "A,C) PROJECT: (C c4 CCNb rm..) LOCATION: I vo4(x* u‘r c>41,..kt \ KRAZAN PROJECT MANAGER: LI WASHINGTON DENSOMETER E SANDCONE ri NUCLEAR TEST 0 OTHER LOCATION MAP Grotr.cmcAt. Eru • E'V.i111 . EN( ;INF piNG Cotr,trzucrioN tr;titir; AND IN-,PF,.wm • NOTE: Separate report S/B use for each item Curve Percent Mode & Density : Moist P t Test Elevation . Location(Comments) Curve Required t , . Depth . % . Compaction ..._ 1.4 — !1D ) .4 8 t l ' "So' NE ogEket") (t, cii 140 i i :11.13 S 7 1.5 N.G. A 7;11 Z• t_ 1 A 7.1.1 3.c:i sip oitits1 to c-i_Lag.. or, , Map Location: 0 Attached CI Plans. Sheet# 1 To the best of my knowledge, the above Superintendent/Representative: El on Backside V r Curve Test Method: 215 West Dakota Avenue, Clows, Ca 93612 • ,559) 348-2200 4231 Foster Ave., Bakersfield. CA 93308 • (661) 633-2200 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • ‘ 209) 572-2200 545 Parrott St., San Jose. CA 95112 • ( 408) 271-2200 123 Commerce Circle, Sacramento, CA 95815 • , 9761 564-2200 COMPACTION REPORT NO.: 4921 CONTRACTOR: PERMIT NO: 1 7 l o IF INSPECTOR: Plo Ne ••••It JURISDICTION: 40 WEATHER: Paved Areas (circle one El Pad (s) 0 Other Technician: 0 Trenches (circle one): Sewer / Water / Storm Drain / Utly / Irr. Max Dry Opt Unified Soils Classification Density Moisture - r 1 226 N. Sherman. Ste. • Corona. CA 92880 1501 15th Street NW. 4106, Auburn, WA 98002 20714 State Route 305 N.E.. Ste. 3C, Poulsbo, WA 98370 13434 N. E. 177th Place, WoudinwIle, WA 98072 11913 N. E. 103rd Al. enue, Vancouver, MI 98662 TEMP: l`c Agg/Asphalt •- • • (909) 549-1188 • (253) 939-2500 • (3601598-2126 • (425) 485-5519 • (360) 254-3200 _ — HOURS LDESCPT OUT $T_ OT_ MIL Daily Avg. Std Count Densities ..,/__ Daily Avg. Std Count moisture L, c uge# (pl performed in accordance with the approved plans, specifications, and regulatory requirements. OC. 411<raZan & A ssociates, Inc. Gt',tE< Env :INURING • ENvirif.,nr,+r ,.r.t EN( Arr(I PING — Cr)ristrrr;at r rt•,tirrr; AND I`r,IEcri',ri DATE: 1 PROJECT #: O `,L `L 01 Z 0 'I PROJECT: +S nd LOCATION: ' vcc' boar A" \ KRAZAN PROJECT MANAGER: \A) Q � ❑ WASHINGTON DENSOMETER ❑ SANDCONE t, NUCLEAR TEST LOCATION MAP bC 4`. Map Location: 0 Attached 0 Plans. Sheet# To the best of my knowledge, the abo Superintendent/Representative: N • (d e kr 'S0, NOTE: Separate report S/B use for t each item Test Elevation Location(Comments) , � �l I aloe 011 iciSraffi. kit LBf2. , • Ct`tcwc') 0 on Backside Curve 215 West Dakota Avenue. Clovis, Ca 93612 • (559) 348-2200 4231 Foster Ave., Bakersfield, CA 93308 • (661) 633-2200 1025 Lone Palm Ave. Ste. 2E. ,Modesto, CA 95351 • 1209) 572-2200 545 Parrott St., San Jose, CA 95112 • 1408) 271 -2200 123 Commerce Circle, Sacr.um•nto, C4 95815 • i 916) 564-2200 Curve Test Method: Curve CONTRACTOR: PERMIT NO: , tt INSPECTOR: el ARC ` L , a e, �1 JURISDICTION: C.s TI,k-_•) • \ A WEATHER: C_ I TEMP: C2 C Paved Areas (circle one): Sub /Ag El Pad (s) ❑ Other Trenches (circle one): Sewer ! Water / Storm Drain ! Utly / Irr. Max Dry Density aticisk i<13,"; Unified Soils Classification COMPACTION REPORT NO.: 4 9 2 5 �+� s c 6b1. A•,ptv, Ip0t-018 ❑ OTHER Mode & Depth Daily Avg. Std Q Count Densities�,4 U Daily A __ Avg. Std tpci Count moisture U I & 1 , 2 4 a, WAS NOT performed in accordance with the a Technician Density Moist 1473 .___93 , K c1 _. 9 2°10_ `itt.tt ' 93 tell 1 . HOURS —_ DESCPT IN , OUT ST , OT __? MIL 226 N. Sherman, Ste A, orona. CA 92880 1501 15th Street NW, 0106. Auburn, WA 98002 20714 State Route 305 N.E.. Ste. 3C, Poulsbo, WA 98370 13434 N. E. t '; th Place, Woodinville, WA 98072 1 191 i N. E '03rd 4‘enue. Vancouver, WA 98662 Opt Moisture Percent Required Compaction proved plans, specifications, and regulatory requirements. • 1909)549.1188 • (2S3)939 -2500 • (360) 598.21.6 • (425) 485 5519 • (3601254.3200 1 I(r2I_Z2iiTl & Associates, Inc. GEOru :IrHK: Errcarjf ING • Er ENt:rrlF[r u Crlrr;rnur; rum r;,rarr: Aria Irr,vrc:rrr�u DATE: — 1.5 — 0 �► PROJECT #: 0 (Alt — PROJECT: C., r C.oto /. no LOCATION: 1-e-A< ,A.c bo ly 1 KRAZAN PROJEC;'ONAGER: COMPACTION REPORT NO.: 4924 qtx-Sf.16.e, CONTRACTOR: PERMIT NO: INSPECTOR: ( ARV- JURISDICTION: (,,1(ti 0 ' rat ..t, WI( t% WEATHER: �vLE1Rv■ 1 C TEMP: l.a Ql 1 WASHINGTON DENSOMETER C SANDCONE l NUCLEAR TEST ❑ OTHER i i.00ATION MAP .c •l TUo' gy p• Test Elevation I V' I iO' O racXy. tTM `Q 3 ab 3 y i �f Map Location: 0 Attached Vsd QC cui %o' o C Q . 0 Plans. Sheet# t3d To the best of my knowledge, the abov Superintendent/Representative: Location(Comments) ❑ on Backside Curve Gauge# 215 West Dakota Avenue, Clovis. Ca 93612 • ( 559) 348-2200 4231 Foster Ave., Bakersfield. CA 93308 • 1661) 633.2200 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • 1209) 572.2200 545 Parrott St., San Jose, CA 95112 • , 408) 271 -2200 123 Commerce Circle. Sacramento, 1'4 !)58 S • ,-. 564.2200 P 1 Paved Areas (circle one): Sub /A ❑ Pad (s) ❑ Other ❑ Trenches (circle one): Sewer / Water / Storm Drain / Utly / Irr. Unified Soils Classification Max 94 — J Opt Density_ Moisture NOTE: Separate report S/B use for each item Curve Test Method: Daily Avg. Std ._13L _ Count t Densities ,Dally Avg. Std / _G Count _`Q i) . l.. Curve Mode & Density ' Moist Percent Required Depth v,,.."� /a Compaction N s,S S , I1• IN y i cv-1,3% 11 4_6 1 .1_ -9._1_x, iii .3i 9), 226 N. Sherman, St • �:�'r'ona, CA 92880 1501 15th Street NW, 4106, Auburn, WA 98002 20714 State Route 305 N.E., Ste. 3C, Poulsbo, WA 9830 13434 N. E. 177th Place, Woodinville, WA 98072 11913 N. E. 103rd •tvenue, Vancouver, WA 98662 HOURS DESCPT IN OUT ST . OT : MIL . WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Technician: • (909)549.1188 • (253) 939.2500 • (360)598-2126 • t 4251485.5519 • . 360) :54.3200 r— Client: Grand Casino Project: Grand Casino Project Number: 066 - 01201 Source: Sample No.: 020910 Elev. or Depth: Sample Length (in. /cm.): Location: S. 140th Sub - Grade Description: 5/8" Minus USCS Classification: AASHTO Classification: Natural Moisture: Liquid Limit: Plasticity Index: Testing Remarks: Tested by H. Nelson Sample # 020910 Percent retained on 3/4 in. sieve: Percent passing No. 200 sieve: Specific gravity: 2.85 Type of test: ASTM D 1557 - 91 Procedure C Modified Mold Dia.: 6.00 in. Hammer Wt.: 10 lb. Drop: 18 in. Layers: five Blows per Layer: 56 151 141 131 121 111 101 ZAV SpG 2.65 MOISTURE DENSITY TEST DATA Specimen Data Test Data And Results POINT NO. 1 2 WM + WS 10072.0 10382.0 WM 6206.0 6206.0 WW +T 518.00 600.00 WD +T 511.00 580.00 TARE 54.00 96.00 MOIST 1.5 4.1 MOISTURE 1.5 DRY DEN 111.9 o.0 5.0 10.0 15.0 Max dry den= 128 Uncorrected Results: Max dry den= 128 ASTM D 4718 Correction Data: Bulk Specific Gravity of Oversize Material = 2.75 Moisture of Oversize Material = 0.1 % Corrections Applied to Every Test Point KRAZAN & ASSOCIATES, INC. 3 4 5 10702.0 10962.0 10800.0 6206.0 6206.0 6206.0 600.00 611.00 652.00 567.00 565.00 588.00 50.00 50.00 50.00 6.4 8.9 11.9 4.1 6.4 8.9 11.9 117.9 124.2 128.3 120.7 pcf Opt moisture= 9 % pcf Opt moisture= 9 % I(raZari & ASSOCIATES, INC. July 29, 2002 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION RECEIVED SEP 0 3 1001 Mrs. Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14040 Interurban Avenue South Tukwila, WA 98168 RE: Laboratory Testing Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington Dear Mrs. Roche, In accordance with your request and authorization, we have performed laboratory tests on the material sampled from the above referenced project site. The laboratory tests performed on the material were in accordance with the applicable ASTM test methods. The results of the laboratory tests are presented on the following pages. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. William B. Throne Auburn Division Manager Pacific Northwest Region Warn Ix CC: CITY OF TUKWILA DYNATECH MERRICK LENTZ ARCHITECT COMMUNITY DEVELOPMENT Offices Serving The Western United States KA No. 066 -01201 go 1501 — 15 Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 -2556 J1:01 I.A Joc COMPACTION TEST REPORT 163 153 _ 143 H a 13 o 133 123 + 1 . 4 . - } r - - - - - -- 1- • r , - r -- ; , . I , . r - i I i - - - i ; ' f -- 1 ZAV for Sp.G. = 2.67 � � I I , I L L-- I 1 ` 11 - -t� -- 1- I I l ' , ' I i __ I .- I i � I I - , ._ r . ._.___ I I { 1 ! t 1 I ' 1 i -- s t { I + ' { i 1 - - 1 -t.— i 1 i I { { , i I i I t } ---r i I . Ii ! i i I 113 ! 1 0 2 4 6 8 10 12 Water content, % Test specification: ASTM D 1557 - 91 Procedure C Modified Oversize correction applied to each point Elevl Depth Classification Nat. Moist. Sp.G. LL P1 % > 3/8 in. % < No.200 USCS AASHTO 2.67 25.0 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density = 141 pcf Optimum moisture = 3 % 134 pcf 4 % t 1/4 crushed rock Project No. 066 -01201 Client: Grand Central Properties of Tukwila LLC Project: Grand Casino • Location: Sub base on S. 140th Remarks: Tested by Hal N. Sample # 020909 Plate COMPACTION TEST REPORT KRAZAN & ASSOCIATES, ES, INC. jr. July 23, 2002 City of Tukwila DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 Southcenter Boulevard Tukwila, Washington 98188 RE: Final Letter Regarding Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington Dear Whom It May Concern, In accordance with your request and authorization, we have performed special testing and inspection services for the above referenced project. The special inspections for this project were: • Structural Steel Inspection, (Including Welding and • Reinforced Concrete Inspection High Strength Bolting) • Masonry Inspection • Soil Inspection — In Place Density Testing • Epoxy Dowel Inspection To the best of our knowledge, all work which has been tested and/or inspected has been found to be in general accordance with the approved plans and specifications, engineering revisions, Chapter 17 of the 1997 Uniform Building Code and AWS D1.1 2000. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Thomas L. Watson Construction Services Manager Pacific Northwest Region tiw cc: DYNATECII aZafl ASSOCIATES, INC. GEOTECIINICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Project No. 066 -01201 Offices Serving The Western United States 1501 - 15`" Street NW Suite 106 • Auburn, Washington 98002 • (253)939-2500• Fax: (253) 939 -2556 Permit Number D01-t8fr'"' ZO I 01:01 01uj1 JUL- 10u QUIETLY SUPERIOR July 11, 2002 Mr. Michael Cabe Merrick Lentz Architects 1800 135 PL NE Suite 100 Bellevue, WA 98005 () O SUBJECT: GRAND CENTRAL CASINO GENERATOR NOISE to Reference 1) Letter, City of Tukwila to Merrick Lentz Architect, "Planning Division Comments: N u. Grand Central Casino (D01- 180) ", April 8, 2002 W O Dear Mr. Cabe, u. ¢ can a Per your request and in response to Reference 1, J.R Engineering visited the generator installation at w the Grand Central Casino. The purpose of the visit was to confirm that the barrier around the z o O generator was built to the specifications noted in our previous letter and to verify that the installation would comply with the City of Tukwila's noise ordinance. 2 o Since the Grand Central Casino and the adjacent properties are zoned commercial, the noise limit for t continuous sound is 60 dB(A). For sounds lasting 15 minutes or less per hour, the applicable noise w w level is increased to 65 dB(A). u o For maintenance purposes, the generator will run for 15 minutes once per week and the 65 dB(A) isi N limit is applicable. The generator will only run continuously during power outages, which are v - considered an emergency case and the noise limits are not applicable. z Our initial inspection showed the barrier was not as high as we had expected (the barrier was 4 feet higher than the generator, we had intended that it would be built 4 feet higher than the generator, engine and enclosure assembly). Therefore, we elected to show compliance with the noise code by actual sound measurements after making the improvements described in Table 1. The noise measurements showed that the sound level at the adjacent property was 64.2 dB(A) at the noisiest point. This level complies with the 65 dB(A) limit specified in 8.22.050 of the Tukwila Municipal Code. E -mail: mail @quietlysuperior.com • Website: http: /;www.quietlysuperior.com JUL -12 -2002 04:08PM TEL) +1 425 822 2021 J R ENa I VEER I N6 +1 42D 642 2021 F' . u2. Uo E N G I N E E R JR. I N G 815 Sixth Street South, Suite 107 / Kirkland, WA 98033-6757 (425) 827-0324 FAX: (425) 822.2021 ID)CMA RST.S &D RECEIVED CITY OF TUKWIL.A JUL 152001 PERMIT CENTER PAGE:002 R =100% JUL- 12 -2002 IRE to Merrick Lentz, 7/9/02 Grand Central Casino Generator Noise TABLE 1: ACOUSTICAL IMPROVEMENTS OF GENERATOR INSTALLATION The air duct for the exhaust ventilation was inverted, so that the airflow (and a significant portion of sound) was directed downward. Commercial grade carpet was placed under the inverted air duct to reduce the sound reflected off the concrete pad. Crude seals were implemented around the edges and bottom of the steel door. The seals were made of trimmed pieces of 2x4. The conditions noted in Table 1 must be maintained or improved upon for continued compliance with the noise code. The site supervisor will improve the seal around the door by incorporating weather stripping along the edges of the door and 2x4 assembly. This will reduce the observed sound levels further. A proposed cap will also be installed on top of the existing concrete CMU wall. This will increase the barrier height by a few inches, which will also reduce the observed sound levels at the adjacent property. Installation of an acoustically absorbent lining in the exhaust duct will provide sound attenuation equivalent to that provided by the commercial carpet. The advantage of this alternative configuration is that the lining will stay dry and would not be subject to deterioration from weather. The foam provided in the manufacturer's kit would be an acceptable lining as would 1" thick Knauf Insulation Board (plain facing 3.0, 4.5, or 6.O lb. /ft If the carpet is maintained as part of the acoustical treatment, it will eventually need to be replaced. The replacement carpet should be commercial grade and about Vs" thick including the backing. Use of a closed cell foam pad underneath the carpet may improve its durability, as water will not be absorbed from below. The site noise measurements were taken with a Larson Davis 2900 real time analyzer, a Larson Davis 900B preamplifier, a Larson Davis 2559 microphone and a Bruel & Kjaer windscreen. A Bruel & Kjaer 4228 pistonphone calibrator was used to calibrate the system before and after the measurements. This system complies with ANSI specifications for a Type I sound level meter system. �� a. ALB t %% $: ; *stilt,;., 1 es 19791 Sincerely, J R Engineering JUL -12 -2002 04:09PM TEL) +1 425 822 2021 J R Et ;1 VEER 1 t•tu +1 425 82. 20171 f- . U3 /fit. John R. Alb ID)CMA RST.SaD Page 2 of 2 • r ��rs s 0. ct PAGE: 003 R =100% "r i az & ASSOCIATES, INC. July 8, 2002 Project No. 066 -01201 Permit No. DO1 -180 Tars. Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14040 Interurban Avenue South Tukwila, WA 98168 RE: In Process Inspection Report Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington of Respectfully submitted, KRAZAN & ASSOCIATES, INC. t!- :' z 0 Dear Mrs. Roche, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. William B. Throne Auburn Division Manager Pacific Northwest Region WBT /tr Enclosures GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION cc: CITY OF TUKWILA DYNATECH MERRICK LENTZ ARCHITECTS Offices Serving The Western United States 1501 — 15 Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 - 2556 01201 breuk.Joc Krazan Associates, Inc. Project No. 066 -01201 Cyl. Code 020835 Pour Date 6/4/2002 Report No. 9463 Weather Overcast Jurisdiction City of Tukwila Permit No. 001 -180 Project Grand Casino Engineer Location 14060 Interurban Ave S. Architect Merrick Lentz Architects Client Grand Central Properties of Tukwila, LLC Contractor Dyna -Tech Construction Corp. Field Data 020835 -5 020835 -6 020835 -7 020835 -8 Grids Light standards nspector R. Hansen Reviewed By 4 Remarks Results Reviewed By Codes for Break Types: 1. Cone X 2. Cone & Split 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Site Mix Reported Batch Data supplier Corliss Plant No. 002 Cement Type I & I I Concrete X Mortar Grout Flex Beams Design X Actual Prisms Grouted Ungrouted Other Mix No. 009023 Conc. Air Cern. lbs. Temp. Temp. Unit F. Ash lbs. Time Truck # Ticket # % Air Slump (F) (F) Wt. 11:45 082 082857 -- 5 3/4" 72 65 -- C. agg. ibs. C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water Placement Area Admixture Footings Walls Columns Grade Beams Other Slab /Deck Slab Pilings Other X Air Ent. (ozicwt) Remarks Placed by truck chute. Consolidated by H/F vibration. 7 yard load. Water added by contractor. Date Reviewed 7 /7 3. Cone & Shear Water Added on Job (gals.) 4. Shear Ob. MOM MUM =MI IBM NOM MI= Laboratory Data Design Strength 3000 Date Specimens Rec'd. Cyl. Test Field Wt. Max. Comp. Tested Break Test Method 6 Items Inspected X Conforming Non - Conforming a Code Date Cure Age Dim Area Lbs. Load Str. (psi) Set # By Type 020835 -1 6/12/02 8 4x8 12.60 42000 3,330 HN 4 ASTM C39 X 020835 -2 7/2/02 28 4x8 12.57 55000 4,380 HN 5 C -1231 X 020835 -3 7/2102 28 4x8 12.55 54500 4,340 HN 4 Other 020835 -4 H Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) Aug 16 02 12:34p SOLD TO AT?. MM 812vt2OO2 3UANTITY B/O DROEPED 2 2 4 4 4 1 1 1 D'(4ATECH CONSTRUCTION 1829188TH NE ARLINGTON WA 9223 DELIVERY SALESMAN 1 P.O. NUMBER r XIS Raney ! PEER QUANTITY SHIPPED DS Inc. 3402 Smith Avenue • P.O. Box 5036 Everett, WA 98206 -5036 (425) 258 -2966 • Fax (425) 259 -6932 commereialdoors.com DESCRIPTION SHIP TO DYNA T ECG ! CONSTRUCTION GRAND CENTRAL CASINO TUL'NILA GRAHAM DOOR I4' BR 4-0 X 9.0 W. SC SW WMT BIRCH GCD WO SHOP DOOR MOD CUT & BLOCK WIDTH MAKE INTO 40' WIDE DOOR WD SHOP DOOR PREP CUT OUT ONLY MAKE 4-1/2' STILES TO CUT OUT O8L LITE AND SAV( KERF tN CENTER OF DOOR TO LOOK LIKE PAIR GRAHAM DOOR 30 X 5.0 W. SC RN BIRCH GCD-PC I WD SHOP DOOR MOD CUT & BLOCK WIDTH MAKE INTO 20' WILE DOORS I WD SHOP DOOR PREP CUT OUT ONLY MAKE 4-I /2' STILES TO CUT our SEE ATTACHED SHEET FOR DETAILS WOOD SHOP MAKE POPLAR GRIDS FOR OUTSIDE OF LITS. !41SIDE GETS LIP STOP CM GLASS TO BE 1/4' THICK I THE 40' DOOR WILL BE ACTIVE RHR THE 20' DOORS WILL BE FIXED I WOOD SHOP 6.6 WIDE BY 8-0 TALL 8. 13/16' Sal RA8 POPLAR JAMB NO PREPS WOOD SHOP MACHINE ACTIVE DOOR FOR AR .4720 OEADLATCH AND 454 RHR MACHINE THE RH INACTIVE LEAF FOR FOUR HINGES MACHINE THE LH INACTIVE LEAF FOR ASA STRIKE TO MATCH UP WITH AR DEADLATCH HARTUNG 7 1 3 2 ' DEFUSED WHITE SAFETY LAMINATE I I X 48' McKIIVNEY HINGE TA2714 4 4 X 4% US260 ADAMS RITE DEAD LATCH 4720AN - 05802 -828 YALE MORTISE CYLINDER 2153 - 1 -1/8' E1 R US2t6D X AR CAM ADAMS RITE PADLE 4590 - 02- 00-828 ROCINVOOO 858 US280 FUJSH PULL 4t :jt_3 17 tron 0035 -4 4c40.2vo:;5 = `.o 00;00 SERVICE CHARGE OF -V2% PER MONTH APPLIED TO PAST DUE ACCOUNTS (18% PER ANNUM) PLUS lEASONABLE ATTORNEY AND COLLECTION FEES. leceived oy any terms agreed to .ccepted returned goods suoject to 25% restocking charge. No returns or. special orders or nor-stock items. 4immum invoice charge of 57.50. vCOMMEReJALDOORS AND HARDWARE INVOICE NUMBER 44235.224 THIS IS YOUR INVOICE - DO NOT DESTROY DUE DATE TERMS ' SHIPPED VA : DATE ,SHIPPED Ce128132 1 ; 1C'f1'R :1 y� O TF;UCY. f Lit: BUt:�►.t�ry�:. DEPARTMEM p. C e'tTx ; I. PRICE EXTENSION 337 57 337.57 77.00 77.00 14.00 26,00 120.19 250.38 77.00 .154.00 14.00 28.00 2E0. 1000.00 175.00 175.00 63.00 ; 63.00 56.28 1 225.12 . 7.15 1 51.45 22.40 48.51 18.52 28.60 51.45 22.40 48.51 18.52 49.00 49.00 SUB TOTAL I 2,562.55 DELIVERY SALES TAX INVOICE TOTAL 2,062.55 IKr azan& ASSOCIATES, INC. June 17, 2002 Project No. 066 -01201 Permit No. D01 -180 Mrs. Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14040 Interurban Avenue South Tukwila, WA 98168 RE: In Process Inspection Report Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington Dear Mrs. Roche, GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION 1-00 /9( Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. William B. Throne Auburn Division Manager Pacific Northwest Region WST /tr Enclosures CC: CITY OF TUKWILA DYNATECH MERRICK LENTZ ARCHITECTS Offices Serving The Western United States 1501 — 15 Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 -2556 01201 brcak.doc r• Krazan & Associates, Inc. Project No. 066 -01201 Cyl. Code 020835 Pour Date Weather Overcast Jurisdiction City of Tukwila Project Grand Casino Location 14060 Interurban Ave S. Client Grand Central Properties of Tukwila, LLC Concrete X Field Data Supplier Corliss Prisms Grouted Conc. Air Temp. Temp. Time Truck # Ticket # • Air Slump (F) (F) 11:45 082 082857 -- 5 3/4" 72 65 Placement Area Footings Slab /Deck Grids Light standards Remarks Placed by truck chute. Consolidated by H/F vibration. 7 yard load. Water added by contractor. Inspector R. Hansen Laboratory Data Cyl. Code 020835 -1 020835 -2 020835 -3 020835 -4 020835 -5 020835 -6 020835 -7 020835 -8 Mortar Walls Slab Test Field Date Cure Age Dim 6/12/02 8 4x8 12.60 7/2/02 28 4x8 7/2/02 28 4x8 H Remarks Results Reviewed By Codes for Break Types: 1. Cone Ungrouted Reviewed By 4W Wt. Area Lbs. X 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Plant No. 002 Site Mix Grout Flex Beams Columns Pilings Design Strength 3000 2. Cone & Split Max. Load 42000 Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corp. Other Unit Wt. Grade Beams Other X Dato Reviewed // 3. Cone & Shear 6/4/2002 Report No. 9463 Permit No. D01 -180 Reported Batch Data Cement Type I & I I Design X Mix No. 009023 Cem. lbs. F. Ash lbs. C. agg. lbs. C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water Admixture Other Air Ent. (or/cwt) Comp. Tested Break Str. (psi) Set # By Type 3,330 HN 4 4. Shear 10 WI 00 MD MOW Water Added on Job (gals.) Date Specimens Recd. Test Method Other Actual 6 10 OD Items Inspected X Conforming Non - Conforming ASTM C39 X C -1231 X Compressive X Flexural l Test Results Conforming Non - Conforming ■ 5. Columnar (Split) June 12, 2002 Michael Cabe 1800 136 Place NE, #100 Bellevue, WA 98005 Dear Mr. Cabe: Cizy of Tukwila Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 to REVISION #16 Development Permit Application Number D01 -180 Grand Central Casino 14040 Interurban Ave S 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 Public Works Department. At this time, the Building, Planning and Fire Departments have no comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be acce ted throw h the mail or b a messen • er service. If you have any questions, please contact me at (206) 431 -3684. Sincerely, Kathryn A. Stetson Permit Technician end xc: File No. D01 -180 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 Steven M. Mullet, Mayor Project Name: Permit #: Date: Reviewer: CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS Grand Central Casino 14040 Interurban Avenue South D01 -180 Revision 16 06.10.2002 L. Jill Mosqueda Development The City Of Tukwila Public Works Department has the following comments regarding Revision #16 for the above permit. Revision #16concerns the conduit and tamper wire for the backflow prevention device. Please contact me at 206- 433 -0179, if you have any questions. 1. The Applicant /Owner shall pay for conduit and hand hole installation. The City will install and connect the tamper wire from the vault to George Long Building. 2. Two -inch conduit, in place of four -inch conduit, is acceptable. 3. Please condition Revision #16 as follows: • L &I electrical shall inspect the conduit installation. • Locate existing conduit to the north by hand potholing to avoid damaging the gas line. Projects /atacs /d01 -180 grand central rev #2 Page 1 I t�.7�� & ASSOCIATES INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION June 7, 2002 KA No. 066 -01201 2C0? Permit No. D01 -0180 Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14040 Interurban Avenue South Tukwila, WA 98168 RE: In Progress Special Inspections Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington William B. Throne Auburn Division Manager Pacific Northwest Region W BT\ tr cc: CITY OF TUKWILA DYNATECH MERRICK LENTZ ARCHITECT Dear Gail, In accordance with your request and authorization, our firm performed special inspections for the above - referenced project. The inspections were performed by our inspectors on June 4, 2002. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications, and the 1997 Uniform Building Code. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Offices Serving The Western United States 1501 — 15' Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 -2556 01201 Jrr.l.. 1I(ra22Iri & Associates, Inc. GEOTECHNIr:AI ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION GATE: Lo -- 4- o 2 - PROJECT #: v - O' 20 PROJECT: Gtzra ?AB Ca s L et. C .__ - _ -_ _ LOCATION: IN TERt,I_.ZTia•sI._5 _fit S- 5r KRAZAN PROJECT MANAGER: _ W B T S,?' s__i ci,acs:rc_71_ 13_ ThE _coNTRac1- Fo f __ Re RAC-dt ____COL)_C le c_ _11 Cte crrar< ____e111ir_EIc._ 4 qtr tPJJ APA.s S'44�,�41 5 $C'STL�'C Fo R s 2 E SAin ,51PACiiLC, 1...cylSzt21: 4 c RtaY_ Qs___fL4. — aF:.S. r.e.1. 44 E: t C L BUSS ALU 1i O O g p 2 3 � . ( / . , e . Lo & . sFS C°NCRETE' Es&i r qq“ Fo n ry r DATA, Co p. EI'r kkr Ey) 4`L T E IL tr C14cL:t Au ___ t�_nt.t 't.YJ p Hf1 YlORgrtoAl / 2C'm ' wR rtltJ6 FOR. CatiCarrEs To the best of my knowledge, the abo Superintendent/Representative: 215 West Dakota Avenue, Clovis, Ca 93612 • (559) 348-2200 4231 Foster Ave., Bakersfield, CA 93308 • (661) 633.2200 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • (209) 572 -2200 545 Parrott St.. San Jose, CA 95112 • (408) 271 -2200 123 Commerce Circle, Sacramento, CA 95815 • (916) 564-2200 FIELD REPORT NO.: 8 6 0 9 CONTRACTOR: u uR r = PERMIT NO _ !�..-_O1 ) INSPECTOR: AHDY /- ~>(AHS EN JURISDICTION: C; •t_o� rkw14n WEATHER: O ✓t<kCA:„. r RECEIVED JU 1 7 2002 Hi}tif�tN� DEPARTMFNT DESCPT WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements Technician: 226 N. ShermJrf, Ste. A. Corona, CA 92882 1501 15th Street NW. #106, Auburn, WA 98002 20714 State Hwy 305 N.E., Ste. 3C, Poulsbo, WA 98370 19501 144th Avenue YE # F -300, Woodinville, WA 98072 12816 N. E. 95th St., Ste. 8 -100, Vancouver, WA 98682 HOURS IN OUT ST 0 O 12-3o a__ TEMP: t }j° — (x • QT • (909) 549.1188 • (253) 939-2500 • (360) 598.2126 • (425) 485 -5519 • (360) 254-3200 MIL May 16, 2002 Dear Rick: • City of Tukwila. Steven M. Mullet, Mayor Merrick D. Lentz Merrick Lentz Architect 1800 136th Place N.E., Suite 100 Bellevue, Washington 98005 VIA FAX 425 - 747 -7149 Department of Community Development Re: Grand Central Casino 14040 Interurban Avenue South, Tukwila L98 -0101 (Design Review) Steve Lancaster, Director Michael Cabe's recent (undated letter) and revised plan sheets (submitted May 14, 2002) propose the following changes to the design of the Grand Central Casino building, approved by the Planning Commission on August 30, 2001: The addition of a 289 square foot CMU enclosure to accommodate a generator. This enclosure will be located adjacent to the 240 square foot CMU trash enclosure. The walls of the generator enclosure will be 810" tall. The walls of the trash enclosure will be 6 feet tall. The walls of both enclosures will have a top cap matching the color of the trim band of the casino building. The entrances of both enclosures will be gated. There will be a gate at the east and west entrances of the alley which is located between the Grand Central Casino building and the Riverside Inn building. Both gates will have a smooth faced panel, painted to match the "building body color" of the Grand Central Casino building. Per TMC 18.60.030(D), the proposed changes are approved as minor, insignificant modifications which will have no impact on the project design subject to the following conditions. Final approval by the Planning Department of the building permit will be dependent upon your compliance with these conditions: The top cap of the trash and generator enclosure walls (described in Detail 8, Sheet A1.1 as "galvanized metal flashing ") will be the same color at the EIFS Trim Band located on the casino building. This color is Parker No. 114. The gates for both the trash and generator enclosures shall provide a visual barrier and shall not be transparent. The gates shall be painted with Parker Color No. 110. The smooth panels covering the two gates (located at the east and west entrances of the alley between the Grand Central and Riverside Inn buildings) shall be painted with Parker Color No. 110. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 2064131 -3670 • Fax: 206 -431 -3665 Merrick D. Lentz May 16, 2002 Page 2 4. You will be required to submit an inspection report (signed and stamped by John R. Alberti of JR Engineering) verifying that the generator and any noise barriers in the generator enclosure have been constructed and installed in accordance with JR Engineering's Acoustical Report dated April 3, 2002. Sincerely, Nora Gierloff Planning Supervisor r Zy cc: Deborah Ritter, Senior Planner Brenda Holt, Permit Coordinator • a. May 16, 2002 Mr. Mike Cabe 1800 136 Place NE, #100 Bellevue, WA 98005 Subject: DO1 -180 Grand Central Casino Revision #15 Dear Mr. Cabe: The City has received your proposed revision #15 to the approved plans for the Grand Central Casino. Your revision proposes to change the cost - sharing decision for the utility vault and the backflow device as reflected on Page C5 of the approved plans. Based upon your telephone call to me, I have reviewed the development file associated with the project. The only reason for the utility vault to be moved and the backflow device to be replaced is your project. These costs would normally be borne by the project. Even though the possibility of the City paying for these costs may have been discussed during the permit review process, the final decision to share the costs - City will pay for the new backflow device and Grand Central Casino pay for the vault and all other costs - seems more than equitable and the approved plans reflect this decision. You have not presented any information that would warrant a change in the previously approved plans and the cost - sharing decision. Therefore, your proposed revision #15 to revise this cost - sharing plan is denied. Should you have any questions, please contact me, (206) 433 -0179, at your convenience. Sincerely, C�rrczaa,.� ames F. Morrow, P.E. Director, Public Works (P:Lauric /iimJCabe Ltr) City of Tukwila Steven M. Mullet, Mayor Department of Public Works James F. Morrow, P.E., Director cc: D01 -180 Building File D01 -180 PW Development File 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -433 -0179 • Fax: 20o -431 -3665 May 13, 2002 To: Jim Morrow Subject D01 -180 Grand Central Casino Sheet C -5 Background: Existing backflow prevention for George Long needs to be relocated to accommodate the new S. 140 St. New S. 140 St. required as part of frontal improvements for Casino. Before the project began, access to George Long was incorrectly located on the ATACS property. ATACS property sold to Steve Dowen, who became Evergreen Entertainment. Evergreen Entertainment hired Rick Lentz as project manger. Rick Lentz employs Mike Cabe, who replaces Mr. Chaney. PW Development expedited all responses to Applicant submittals to accommodate Applicants needs. Summary: July 6, 01 Al Spencer e- mailed me saying City will fund vault and valve. Al copied Brodin and Running Oct 02, 01 City sent response to 2 submittal (correction Letter #2), requests note saying vault and device paid by City. Oct. 9, 01 Submittal #3: Applicant response to Correction letter #2, C5 doesn't have note. Oct. 12, 01 City sent response to 3 submittal. Marked -up C5 has note saying City pays for device and contractor pays for all else. Oct. 15, 01 Applicant provides 4 submittal with note on Sheet C5 saying City pays for device and Contractor pays for all else. October 18, 01 Approved plans CC: Building Brown File Development Blue File D01 -180 Grand Central C5 backflow note summary RECEIVED CITY OF TUKWILA PERMIT CENTER 05'02/2002 14:40 FAX 425 485 1136 Nelson Consult Engr Nelson Consulting Engineering Ps Prepared by j Date 5, /01 19221 58th Ave NE Kenmore, WirMngton 98028-3118 (425) 483-9126 Yax: (425) 485-1136 ' 7 . - . ckiscic Agza._ Cot.z.L.44s104 FrzatittilEv 75 1CP Ps .1 rL 335 ps1 Fii me PSI _ _ 4 .4. 4 N 7.P.4 , S - Tup 7.447 S Fr .:6454v (7 ;2.154 , 26z-ft7L-6 t Abi 1,1,-04 5v-i 7;4. • I P-- X4i0) ?f,o)7,6t. hue} 2.V. SFr Stu', 6141,017. IS SliatiMlieAu-l' ACe4EPTAZA.4 [WISP-let_ / PA j '..tait.\SeAL14 • . . . Job Name: Grand Central Casino DescriPti": Ar2a gruo r • • • - - STIAD RAPE e Page Number: PAW; DE,PARTNII-N 05/02/2002 14:40 FAX 425 455 1136 Nelson Consult Engr W..mnt 87 Uniform 5uiidira Code 191 NOS11 Vert 6.05 BY Jeffrey Nelson PE SE • Nelson Consulting Eng veering P5 on: 06 -02 -2002: 2C1 :22 PM Prolectc - locetion: Summary 1.5 N •x 3.5 N x 7.7 FT/ Stud - Spn>re- Plnr•Flr (South) - my llz: Sect..tcn Adequate 3y: 6.7% Vertical keactlono: 002 Z ISTc Lfie: Vert- LL -Rw1- 665 LB Dead: Vert -0L- liven= 224 15 Total: Vert- TL - 889 i.e Horizontal K eih.t :C� +u Toted ;Zeaalon at lop of Column. TL•Xxn -Too= 27 L5 Total ¢section at f'atto^: of Coturrn: '.'.•Il.:at•°,Dt um. 77 :.3 Herizonted Deflection: P:';:::rt: 1,tetoI:rt .- I td :,;lit• 4o., 6.56 Ili = 1./164 Aka! Loans: Live Loads: PL= 435sa L5 Dead Loads: Pp. •.. • Column Self Welsh G&W- 11 10 ;ucai Loads: ' "= z 8 1..L' .r XI'xls` .,,., 0 f. :N Eeeenv;city (Y -Y Axis c ev' 0.00 N Axial De - *Von Fae :..r: •• 1•00 Lateral Lade: (Non Wind /Setemicl Loathe aovlied to: ; 0z Fite) • Uniform Lateral lord: v/.. .At- 7 :'.,t 1/star al :.rzr,:on Fetter: Cd•1.*.!-, ' :?^ CoIut i Dade tenth: __: ' %'/ kT Maximum Unbrscod l wrath (X - X Aeve): L><= 7.7 FT Ma•dr't.h1 tint ree,i i. ..gw1(( - A,is): Lv- 2.0 FT t,oh;mn Ena Condttla: Kt•: '.0 CaicuiatM Properties: Column Section (X -X Axis): 3•!i;; ;tr Column Section (Y- f Axle): dr' 1.F; IF' rrat A. 5.25 Iti2 Seccti,n iAUdu'.un (X -X Axis): e. 3.00 IN3 rbctlar Modulate (Y-Y Axle Sv= 1.31 IN3 Slenderness Patio* Lex/dx= 26.40 • Ay, tt 143v Properties Fo-. 3t.11A aorx;o Pine -Fir (9outhl Crrinretrve SN eet,: Pc= 430D Si P Moduiueof?laa1ctsv: 7 4 *0 7w:0CD '31 eendlna Stress (X-X hie): Fbx= 575 PSI men Strere (Y-Y Axis): Fry 375 P51 Ad' eelea Frivol-Wee: Fox: Fbri= 723 PSI ,'N.tusto slit F'actoro: C4'. !';7 ( rot el t;es t :..•t 1 _; i F : Fk:-: 44^•) P5' Adjustment Factors: Cd.1.00 G( -1.10 C..to41.10 Cr.1.l13 c,I- ': ,.. .•1? Fe: °6 • I Miustment F actors: Cd' .00 Cf -1.0E C -0.5E Column Calculations (Controll me Case Orrvi: Ccn•1diine Loa4 Crier. Asdal tots :.Sao an 1.at.ersi i:•u.l+ i D .4 :..:,err, Id' Ccmorosetve Street: k- 169 PSI Allowable am /v.06 11s Strews: Fe. 346 PSI Eeeentricty Moment (X -X Axis): Mx 0 F7 -Le Eccentriav Motrent (Y -Y Axle): i4;e -sv- 0 Fr -L' Moment Due to Lateral Loa/....2 t'' 1' A...ol: ntv-- 52 F i •Lo Send ire Stress Lateral leads Orly (X-X Axis): ftnc- C PSI Allowable eendina Stress (X -X AK s): =bi'' 723 Psi eerutina 5treee Latxal Loads OrM ;Y -Y Axis): fbv= 474 PSI Allowab.e Dentine Streea (Y-Y Acts): FbN/= 500 P51 Combieed Stress Fetter: C5F= 0.93 ..,,a.._.. R,:l4 �'"aki�d • 05/('2/2002 14:41 FAX 41:t; 4&3 ilL6 NeAboa LSuiL zL.px gnnn nooll ■••••■...• 1..4 • 1.■••■•• lb el IMINOMMONY Neloon Consulting En et- r'S =1Ut.:, A,t NV Karstnores,WA 86028.-536 (4Es)46oeue rac {44) ace-ntid •••• • • wow...* • • .1. • •••••••■ WOOOSTUDWALL. UGC 1997 OVA* 1 i'veket JD, NAME GliolaCertrio JOU:; Y INPUT: •WALL DESCRIPTON STUD WIDTH (INCHES) STUD THICKNESS (INCHES; • STUD SPACING (INCHES) : STUD LENGTH (NCHES)• f 9 1 HIS AN ISOLATE) POST DESIGN (1■YES.0•N0) a IFSO13F3.: i:FG. W000 SUBJECT TO CRUSHING '1=7E5,040) . •LOAD SI MAIARY UDC slc.1e12.3.2 1s- OL•LL(F•RO 'D• DL•L:(FL .LL(ROOF) 2i- DL- LL(FLR) *WIND 21)• DL ).SEISiAIC 3- CL.LL(s'LR) V2tL(ROOF)*WIND 4. DL.UL(FLR)'LL(ROOP)+1/2WND DL•UL : • .. • • • SEIA147 (POU10.T. TOTAL AXIAL 946.' 946.1 646.7 046.7 946.1 04.7 Mita mono war -LOADING 5 5 3EAD LOAD IPLF) • 1.5 ROOF SNOVY LOAD 16 FLOOR LL IPLF) w 62 6 SEISMIC LOAD (PSF) . WIND LOAD (PIP' • - ALLOWABLE LWIT STRESSES 1P7 stud 0•e". Fo (SENDING PSI) = ;,75 Fe p e Miel (COMP PSI) a N.) Fe WTI. (COMP.PSq a /Y' E(n"T•I)a 140 ALLOW. STRESS INCr EASE FOR ROOF LL (AS 11 ^•'00!4 IS CRUSHING CRITICAL. (1 sYES,C.N01. ( "f ) 3E 4 !Nn ere is. 76.67 I b..;? . )! '1.5• )i.e? ey7 ..:14.0x .;;); f EOUA.TION 0.36 0.34 021 026 026 0.21 160 0 550 S i 'tiindv srd watt Cq • .5) s. •w • .:: • . ••n . -,'.s. ••-•• wensan.-•nn•eerunt•rzr hoes aura T Ngse f1 ' f, HAVE ADEQUATE CAPACITY •'+•• -••+.v. us.ewas.. assn ..•.ee••*aasasa•assa•aa••s:s CrieL' COMP PERP GRAIN PERP. GRAN STRESS PSI 0.35 1.6 030 1.6 0.35 its 0.36 115 0.36 115 0.36 1•; •r Q.f6__ 11v (INCHES) DEFLECTION D 0256 0 0255 0.0255 o 0266 00255 0 0127 0255 & ASSOCIATES, INC. April 26, 2002 Project No. 066 -01201 Permit No. D01 -180 Mrs. Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14040 Interurban Avenue South Tukwila, WA 98168 RE: In Process Inspection Report Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington Dear Mrs. Roche, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. GEOTECIINICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION William B. Throne Auburn Division Manager Pacific Northwest Region WBT /tr Enclosures CC: CITY OF TUKWILA DYNATECH MERRICK LENTZ ARCHITECTS Offices Serving The Western United States 1501-15 Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 -2556 01201 brnk.doc Krazanf & Associates, Inc. 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Project No. 066 -01201 Cyl. Code 020433 Pour Date 3/20/2002 Report No. 8454 Weather Cloudy Jurisdiction City of Tukwila Permit No. 001 -180 Project Grand Casino Location 14060 Interurban Ave S. Client Grand Central Properties of Tukwila, LLC Field Data _ _ Site Mix ! Reported Batch Data Supplier American Plant No. 001 Cement Type I & I I Concrete X Mortar Grout Flex Beams Design X Prisms Grouted Ungrouted Other Conc. Air Temp. Temp. Unit Time Truck # Ticket # % Air Slump (F) (F) Wt. 12:10 126 079826 -- 3 55 35 Placement Area Footings X Walls Columns Grade Beams X Slab /Deck Slab Pilings Other Grids on site for reinforced concrete placement insp. Resteel was in place per plan details sheet S-4. Concrete was placed via chute at footings/grade beams west of grid A & lines 1.5 to 4.5 entry area. Inspector E. Smith Reviewed By a Laboratory Data Design Strength 2500 Date Specimens Rec'd. Test Field Wt. Max. Comp. Tested Break Test Method Date Cure Age Dim Area Lbs. Load Str. (psi) Set # By Type Cyl. Code 020433 -1 020433 -2 020433 -3 020433 -4 020433 -5 020433 -6 020433 -7 020433-8 Remarks work and materials per plans & specs. Remarks 3/27/02 7 4x8 12.56 65000 5,180 SW 4 ASTM C39 4/17/02 28 4x8 12.53 78000 6,230 PT 1 C -1231 X 4/17/02 28 4x8 12.53 77000 6,150 PT 1 Other c31, 143,172,1064 Results Reviewed By Codes for Break Types: 1. Cone 2. Cone & Split Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corp. 00 MI J Date Reviewed 3. Cone & Shear Mix No. 0902 Cem.lbs. 5 1/2 SK F. Ash lbs. C. agg. lbs. C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water Hot Admixture Pozz rio Other Air Ent. (orlcwt) Water Added on Job (gals.) 4. Shear Actual NO Mb +15 Items Inspected X Conforming Non - Conforming Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) K'razari & Associates, Inc. 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Project No. 066 -01201 Cyl. Code 020456 Pour Date 3/22/2002 Report No. 6389 Weather Cloudy Jurisdiction City of Tukwila Permit No. D01 -180 Project Grand Casino Location 14060 Interurban Ave S. Client Grand Central Properties of Tukwila, LLC Field Data Supplier Corliss Concrete X Prisms Grouted Remarks 020456 -2 020456 -3 020456 -4 020456 -5 020456 -6 020456 -7 020456 -8 Remarks Results Reviewed By Mortar Codes for Break Types: 1. Cone Grout Ungrouted Conc. Air Temp. Temp. Unit Time Truck # Ticket # % Air Slump (F) (F) Wt. 1:15 077 078974 -- 5 1/4 60 50 I Inspector R. Marler Reviewed By 01( 2. Cone & Split Site Mix Reported Batch Data Plant No. 002 Flex Beams Other 1 Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corp. Placement Area Footings Walls X Columns Grade Beams Slab /Deck Slab X Pilings Other Grids Foundation stem walls grid line 1 to 3 west of grid line A. Resteel installaion per drawings on sheet S2 Notes & sheet S4 detail K. Also poured remainder of slab on grade line 2 to 3 on line A monolithically with stem walls & Misc. found. exten. Laboratory Data Design Strength 2500 Date Specimens Rec'd. Cyl. Test Field Wt. Max. Comp. Tested Break Test Method Code Date Cure Age Dim Area Lbs. Load Str. (psi) Set # By Type 020458-1 3/29/02 7 4x8 12.48 61500 4,928 PT 2 ASTM C39 4/19/02 28 4x8 12.54 73000 5,820 PT 1 C -1231 4/19/02 28 4x8 12.54 75000 5,980 PT 3 Other 4 1 Date Reviewed 4 3. Cone & Shear Cement Type I & I I Design X Actual Mix No. 000902 -- Cem. lbs. 517 F. Ash lbs. C. agg. lbs. 1910 3/4 C. agg. lbs. 2 -- -- C. agg. lbs. 3 Sand lbs. 1370 Water 240 Admixture 26 oz. Polyheed Other Fibermix Air Ent. (oz/cwt) 7 Water Added on Job (gals.) 4. Shear MIMI 0 Items Inspected X Conforming Non - Conforming X Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) April 26, 2002 Michael Cabe Merrick Lentz Architects 1800 — 136th Place NE, Suite 100 Bellevue, WA 98005 RE: Letter of Incomplete Application #1- Revision #13 Development Permit Application Number D01 -180 Grand Central Casino 14040 Interurban Avenue S Dear Mr. Cabe: City of Tukwila Department of Community Development Steve Lancaster, Director This letter is to inform you that Revision #13 to your permit application received at the City of Tukwila Permit Center on April 24, 2002, is determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed. Building Division: Ken Nelson, Senior Plans Examiner, at (206)431 -3670, if you should have any questions regarding the attached. Planning Division: Deb Ritter, Associate Planner, at (206)431 -3663, if you should have any questions regarding the attached. Steven M. Mullet, Mayor Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206)431 -3670. Brenda Holt, Permit Coordinator encl File: Permit File No. D01 -180 a 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 tu UO 0 O uj 3 CI § W L ud O z f OrsomilseVoMfaft krazari & ASSOCIATES, INC. April 25, 2002 Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14040 Interurban Avenue South Tukwila, WA 98168 RE: In Progress Special Inspections Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington Dear Gail, In accordance with your request and authorization, our firm performed special inspections for the above - referenced project. The inspections were performed by our inspectors on April 8, 2002. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications, the 1997 Uniform Building Code, and AWS D1.1 2000. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOC TES, INC. William B. Throne Auburn Division Manager Pacific Northwest Region WBT\ tr cc: CITY OF TUKWILA DYNATECH MERRICK LENTZ ARCHITECT GEOTECIINICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION 1501— 15" Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 -2556 01201 ur.aa Offices Serving The Western United States KA No. 066 -01201 Permit No. D01 -0180 DATE: APPLICANT: RE: ADDRESS: Cii of Tukwila Department of Community Development PLANNING DIVISION COMMENTS April 25, 2002 Merrick Lentz Architect Grand Central Casino (D01 -180) Response to Incomplete Letter #3 Revision #13 after Permit is issued 14040 Interurban Avenue South Please review the following comments listed below and submit your revisions accordingly. Your application has been deemed to be incomplete. 1. Sheet A1.0 shows an increase in the number of compact parking spaces from 39 to 47. Per TMC 18.56.090(A), the total number of compact parking spaces may not exceed 30% of the total 131 parking spaces. The maximum number of compact spaces allowed is 39. Please make the necessary revisions to Sheet A1.0. 2. Sheet A3.0 shows a change in the exterior building materials proposed for the east elevation. You have indicated your intention to use "smooth panel siding and trim band" on the east side of the building to serve as a substitute for the EFIS siding and EFIS trim previously approved by the Board of Architectural Review on August 30, 2001. This substitution is not acceptable as it does not match the materials used on the other three sides of the building and, if made of wood, will not be equal to EFIS in durability. Please make the necessary revisions to Sheet A3.0. 3. Your request for approval by the Director of Community Development for a minor and insignificant modification to the BAR approved design is not complete. PLEASE NOTE: Your request must first be approved by the Director under Design Review File L98 -101 before the same revisions can be approved as revisions under Building Permit D01 -180. You did not provide all of the items required in our April 8, 2002 letter. Specifically, your reply to Item 3b of that letter was unsatisfactory and you did not provide Item 3c. Please resubmit a complete package containing all of the following: a. Modification of the design of the trash and generator CMU enclosures to include a cap along the top of the walls of those enclosures, matching the appearance of the trim band on the main casino building. Your proposed "concrete cap ", shown on Sheet A1.1, Details 5 and 6, does not duplicate the effect of the building trim band and as such, is not acceptable. Please make the necessary revisions to Sheets A1.1, A3.0 and DR -3.0 (color elevations). b. Three copies of a revised color elevation for Sheet DR -3.0 "West Elevation Trash Enclosure" and "Front Elevation — West ", reflecting the changes required on various plan sheets. The revisions to the color elevations will include the trash enclosure with revised CMU top cap and revised entrance gate, generator enclosure with revised CMU top cap and entrance gate, and panel /gate at the end of the southern alley (located between the Riverside and Grand Central Buildings). Steven M. Mullet, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 Rick Lentz Architect April 25, 2002 D01 -180 Page 2 c. Please resubmit a copy of Merrick Lentz's letter addressed to the Director of Community Development, referencing File No. L98 -101 and requesting that your proposed change to the approved design be considered a "minor and insignificant modification" having "no impact on the project design ". d. Revised site plan (Sheet A1.0) incorporating the revisions required in Item 1 above. If you have any questions on the requested revision, Deborah Ritter is the planner assigned to the file and can be reached at 206 - 431 -3663. Deborah will be out of the office May 1 through May 9. If you should have any questions during those days, please contact Carol Lumb at 206 -431 -3661. cc: Carol Lumb, Senior Planner Bob Benedicto, Building Official Determination of Completeness Memo To: Permit Center From: Ken Nelsen, Sr. Plans Examiner Date: 04/25/02 Re: Grand Central Casino, revision #13, Permit D01 -180 The Building Division has deemed the subject permit application incomplete. Please have the applicant provide the following information on additional revised plans and/or with other applicable documentation. 1. Sheet A3.0, East Elevation indicates a clouded revision changing the EFIS finish to an unspecific Smooth Panel Siding. Regardless that the elevation revision was shown on an earlier revision #10, it is contrary to the B.A.R. design. Any B.A.R. alterations or revisions must be approved before the Building Department approval. Provide specifications and details for the B.A.R. review of any revised siding finish materials. 2. An architectural cross section detail for the East wall noted in the comment above can not found on the original or revised plans. Provide a typical cross - section including siding materials. No further comments at this time • Page 1 Tukwila Building Division Ken Nelsen, Plan Examiner Ext. 1677 Respectfully, Michael Cabe MERRICK LENTZ ARCHITECT Transmittal To: City of Tukwila Fax #: Attn: Deb Ritter From: Michael Cabe Date: April 24, 2002 Re: D01 -180, Letter of Incomplete #2 -- Correction letter #2 — Revision #10 Pages: 1. Based on the previously submitted Acoustical Report and specifications for the proposed generator, the height of the generator is 54" (4' -6 "); detail 8/A -1.1 has been revised to show that the enclosure exceeds the requirements of said report. 2. The exterior elevations on sheet A -3.0 have been revised to reflect the height of the generator enclosure. 3. A letter and required sheets are enclosed and addressed to the Board of Architectural Review for the Minor and Insignificant Modification having No Impact on the Project Design. 4. Detail 7/A -1.1 note regarding the trash enclosure gate has been modified to read " solid, light weight metal gate ". 5. Sheet A -1.0 has been revised to show the location of the trash enclosure gate. 6. A detail has been added to sheet A -1.1 for the fence located at the "alleyway' along the South property line. The said fence along the West Elevation will have the gate; the East elevation will be a solid panel. 7. The note on sheets L -1.1 and L -1.2 has been revised to say "wall" not fence. L V i SiON ( 8(10 - 1 36 Place N.E., Suite (00 Bellevue. Washington 98005 425.747.3177 FAX 425.747.7149 E -Mail: mikei (ci mlarch.com APR 2 4 2002 a 13 The Board of Architectural Review Director of Community Development City of Tukwila 6300 Southcenter Blvd Tukwila, WA 98188 Re: File #L98-101, Minor and Insignificant Modification having No Impact on the Project Design On August 30, 2001, the Board of Architectural Review was presented with the design proposal for the above referenced project, which included a 240 sq. ft. 6' high 8" CMU trash enclosure, 9" wide "closure strip located at the South property line, adjacent to the existing Riverside Casino building, and with the proposed Grand Central Casino building footprint shown within 9" of the South property line. The project and said components were approved as presented at said meeting. The trash enclosure square footage has increased to 521 sq. ft., this includes the addition for a generator enclosure. The generator portion will be constructed of the same material approved for the trash enclosure with the exception that the generator portion will be 8'10" in height. After all approvals were made by the City of Tukwila and a building permit was issued, the City deemed that the building was too close to the South property line, thus changing the approved "closure strip" from 9" to 5' -6" between the two buildings at the South property line. It's our contention to assuage the Board of Architectural Review with this resubmittal of Insignificant Modification, which has no Impact on the project design. We are requesting this be reviewed under TMC 18.60.030(D) and approved. Respectfully, Merrick Lentz Architect Michael Cabe Transmittal MERRICK LENTZ ARCHITECT I800 - 136' Place N.E., Suite 100 Bellevue, Washington 98005 425.747.3177 FAX 425.747.7149 E- Mail: mikcc(a tnlarch.com lr- APR 2 4 200? ,�_frMr7 •N, \03 001 - I $D j9b- /Job - igo Addendum5 To: Dyna -Tech Construction Fax #: Attn: Peer Hinshaw From: Michael Cabe Date: April 23, 2002 Re: Tukwila Casino Pages: 5, including cover sheet MERRICK LENTZ AR The following is information on the additional framing added over the service bar in the Event room. Respectfully, Michael Cabe 1800 - 136 Place N.E., Suite l00 Bellevue, Washington 98005 425.747.3177 FAX 425.747.7149 E -Mail: mikecOi;mlarch.cum R E C i 1 UiLim:yt„ DEPARTME .I . 04/23/2002 09:38 FAX 425 485 1136 Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028-3118 (425) 483-9126 Fax (425) 485-1136 ! • Peeiqn flbor'for fdlowspot live lo`aci:, 50 P5F (1997 UDC TOO 10E-13) , 1 ., , i :(c--4s....: . h- 1 ! --- i- - i-- -i - -1 ; •• . • . • • ' ... . • f *' 1...".".....! ESL ■CrWZ I N, iC P 0.... ! I r . 1? . :::... @ Ze4C1.‘ t 1 ) : 3 29 _ t .-, , . , . 1 • ;- - • , .......... , Lit s--(% ) 1 oci.: t . . , . 1 1 (_ i .. i5strtn)f 1C,L , , , : : , •. 1 : i .... ..: . . , 1 ' i :3?!cf #- - - . - 0 l - --- 1.......i•_. I 4Ps : . P/ ; 7. , .. ; . ,_ ...;.... t. . 1 • , , . , : ; -- I biZ5-1-4 2- '.- - *;-' : ' i — . • ' I . . .. .. . _ 1 ; : 1 . ,.... 1... ...1, -:. ■•■■•■•■•■■•-■ .- l .■ I 3:- ---- 20 t'3. • N' I 1. ..., . 1 . - i I' .......f.--. L - 1.... 1. .1_. ;.. ': ,- • , ....: ; • . . • 1 . ■ 1 i i ' . Prepared *OM APR-23-2002 09:41AM TEL)425 485 1136 Nelson Consult Engr Job Name: Grand Cent-al Casino Description: Followspat Room - - JtI ate: 4/23/2002 002 Job No: 0'046 Page Number. 1 / F5 F5 • C_i6 OR-Sy . . . .; .. 3. • IZO ST140 ID)CMA RST.S&D PAG2:002 R=100% 04/23/2002 09:39 FAX 425 485 1136 Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028 -3118 (425) 483 -9126 Fax: (423) 485 -1136 { - -.. :-- 4r(0- r - L_ 1 ! I ...1 APR -23 -2002 09:42AN TEL)425 485 1136 Nelson Consult Engr 4 Prepared by: .01 Job Name: Grand Central Casino Description: FollaNSpot Room I Date: 4/23/2002 ID)CNA RST.SaD Z003 Job No: 01046 Page Number 2 / F5 C.) -�w U u. — 0 z U 0 PAGE:003 R =100. Area Loads Dead ks Construction ks Floor Live ks Roof Live ks Wind ks Snow ks 0.012 0.01 0.05 0.025 0 0.025 , 04/23/2002 09:40 FAX 425 485 1136 Nelson Consulting Engineering Project 01046 Job: Grand Central Casino Client: Merrick Lentz Architects Input Data Span Horizontal Actual Left Right Span Length Support Support Length Width Width 11 ft to to Member 1 Overall Length Reactions APR -23 -2002 09:43AM TEL)425 485 1136 Nelson Consult Engr 004 Foilowspot platform Beam - Followspot Joists Page 3 (F"-- 09:17:04 04/23/02 Designed by: Jeffrey Nelson Checked by: Span 1 8 8 1.5 1.5 Notes. • Lengths are to center line of bearing. • Spacing or tributary width is 1.33 ft. 8 8 Notes; • Positive loads act down. Distances are measured along horizontal axis. • Live loads are patterned to 100%. • Weight of members is included in the calculations. Summary of Member Forces - Load Combinations Member Span Shear Max Bending Max. Torsion Deflection K ft -kip ft -kip in 1 1 0.34 0.68 -0.041 Support Load Horizontal Vertical Moment nent Comb. K K ft -kip 1 Dead +Floor Live w/Pattern Loads 0.00 0.34 0.00 2 Dead+floor Live w/Pattern Loads 0.00 0.34 0.00 ID)CMA RST.SaD Pi GE:004 R =100' Check of Member 1 - 2x12 ✓ Material type is No. 2 -Hem -Fir - Dimensional Check for reFetitive use? Yes Top flange bra:ing is Fully 13ra:ed E,; 1300 ksi Moist use? No Bottom fange bracing is Fully Braced Et,: 1300 ksi le 178 in^4 S,- 31.6 in le 3.2 irr^4 S.-' 4.2 in ^3 a assumed as .06E Shear CH - I Snow Ca -1.15 This is not a spaced column K - 1.0 J 0.85 ksi F 0.5 ksi _ P : 1.25 ks i F, 0.405 ksi Side loaded? No Overstress factor -1.05 Lx . Allowable Floor live load deflection *.1./360 Kv -1.0 Allowable Floor total load deflection - U240 L - F.: 0.075 ksi Member wet t used in anal is « 0 klf Area - 16.88 in ^2 Actual dens i • 25 .cf I Ca Critical Reaction K Axial kit Bending - X ksi Bendtn3 - Y ksi Shear lot Ll. Dell. to TL Defl in Span I F', ksi o <11 �. z o 50 0 0 N.A. I.A. Value 0.342 0.259 0 0.024 -0.032 -0.041 Allowable 0.456 0.978 i .222 0.075 0.2667 0 4 % of Allots. 75 ✓ 27 ✓ 0 ✓ 32 ✓ 12 ✓ 10 ✓ Location 0 4 4 1 4 4 I Ca L/d Limit L, /d l, Fcc , ksi Far s ksi Fie ksi KCti c F', ksi Span 1 50 0 0 N.A. I.A. 1000 0.3 0.8 1.5625 I Ca wow 1.00 Cr► Cr, Cr e Crib CM? CM, 1.00 CAL 1.00 C , 1.00 C4111 L R. 1.00. 0 r Span 1 1.00 1.00 1.00 1.00 1 00 1.00 c IIIIEIIZMII 1.2 5 wow 1.00 C Cv cu C.. Cr C C Cr 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.00 1.00 04/23/2002 09:41 FAX 425 485 1136 Nelson Consult Engr Nelson Consulting Engineering Project 01046 Job: Grand Central Casino Client: Merrick Lentz Architects Design Data Followspot platform Beam - Followspot Joists Timber Design 1 - Option 1 - Check of Member 1 - 2x12 ✓ Critical Design Checks Minimum Bearing Span 1 Span Program Yersicn 4.07 - 7/7/1999 Actual Length ft 8 APR -23 -2002 09:43AM TEL)425 485 1136 Left Support Right Support Mtn. Bearing Min. Bearing in in 1.5 1.5 ID)CMA RST.SaD Page 4 iFS 09:17:04 04/23/02 Designed by: Jeffrey Nelson Checked by: f0 005 PAGE:005 R =100' April 18, 2002 Michael Cabe Merrick Lentz Architects 1 800 — I36th Place NE, Suite 100 Bellevue, WA 98005 RE: Letter of Incomplete Application #2 — Correction Letter #2 — Revision #10 Development Permit Application Number D01 -180 Grand Central Casino 14040 Interurban Avenue S Dear Mr. Cabe: This letter is to inform you that your response to Correction Letter #2, Revision #10 to your permit application received at the City of Tukwila Permit Center on April 16, 2002, is determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed. Planning Division: Deb Ritter, Associate Planner, at (206)431 -3663, if you should have any questions regarding the attached. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206)431 -3670. Sincerely, Brenda Holt, Permit Coordinator encl File: Permit File No. D01 -180 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 IKt'3Zafl ASSOCIATES, INC. April 17, 2002 Mrs. Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14040 Interurban Avenue South Tukwila, WA 98168 RE: In Process Inspection Report Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington Dear Mrs. Roche, Respectfully submitted, KRAZAN &ASSOCIATES, INC. William U. Throne Auburn Division Manager Pacific Northwest Region WBT /tr Enclosures GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION cc: CITY OF TUKWILA DYNATECH MERRICK LENTZ ARCHITECTS E .J APR 2 3 2002 commuN IT 0 EV = Lf ?PM Project No. 066 -01201 Permit No. DO1 -180 Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Offices Serving The Western United States 1501— 15 Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 -2556 01201 break.doc Klrazarr & Associates, Inc. 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Project No. 066 -01201 Cyl. Code 020406 Pour Date 3/13/2002 Report No. 6380 Weather Overcast Jurisdiction City of Tukwila Permit No. D01 -180 Project Grand Casino Engineer Location 14060 Interurban Ave S. Architect Merrick Lentz Architects Client Grand Central Properties of Tukwila, LLC Contractor Dyna -Tech Construction Corp. Field Data Supplier Corliss /American Concrete Site Mix Plant No. 002 Concrete X Mortar Grout Flex Beams Prisms Grouted Ungrouted Other Conc. Air Temp. Temp. Unit Time Truck # Ticket # % Air Slump (F) (F) Wt. 8:00 134 078497 -- 5" 71 39 Placement Area Footings Walls Columns Grade Beams Slab/Deck Slab X Pilings Other Grids Slab on grade section within guidelines 7 to 3; A to Resteel in place and in compliance wiht approved drawings. Remarks Inspector R. Mader Reviewed By Laboratory Data Cyl. Code 020406 -1 020406 -2 020406.3 0204064 020406 -5 020406 -6 020406-7 020406 -8 Remarks Results Reviewed By Test Field Wt. Date Cure Age Dim Area Lbs. 3/20/02 7 4x8 12.47 4/10/02 28 4x8 12.61 4/10/02 28 4x8 12.61 Codes for Break Types: 1. Cone X Design Strength 2500 2. Cone & Split Date Specimens Rec'd. Max. Comp. Tested Break Load Str. (psi) Set # By Type 51000 4,090 GN 1 61500 4,880 PT 3 60000 4,760 PT 5 Date Reviewed y/ 3. Cone & Shear Reported Batch Data Cement Type I & i I Design X Actual Mix No. 09024 Cem. lbs. 517 F. Ash lbs. C. agg. ibs. 1910 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1 370 Water 240 Hot Admixture 26 oz. Poly Other Fibermesh -- Air Ent. (oz/cwt) -- -- Water Added on Job (gals.) 4. Shear items inspected X Conforming Non - Conforming Test Method Other ASTM C39 C -1231 . Compressive X Flexural Test Results X Conforming Non - Conforming Sala de Ma 15 a. 5. Columnar (Split) Krazan & Associates, Inc. 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Project No. 066 -01201 Cyl. Code 020436 Pour Date Weather Snow /Rain Jurisdiction City of Tukwila Project Grand Casino Location 14060 Interurban Ave S. Client Grand Central Properties of Tukwila, LLC Field Data Supplier American Concrete X Mortar Prisms Grouted Time Truck # Ticket # 9:30 074 078730 Placement Area Footings Slab /Deck Inspector E. Smith Laboratory Data Cyl. Code 020436 -1 020436 -2 020436 -3 020436 -4 020436 -5 020436 -6 020436 -7 020436 -8 Remarks Results Reviewed By Walls Slab X Test Field Date Cure Age 3/25/02 7 4/15/02 28 4/15/02 28 Dim 4x8 4x8 4x8 Codes for Break Types: 1. Cone % Air Slump 3 3/4 Grout Ungrouted Columns Pilings Remarks work and materials per plans & specs. Reviewed By # 4 --- Wt. Area Lbs. 12.56 12.54 12.54 X Design Strength 2500 2. Cone & Split Max. Load 52000 62000 63500 Site Mix Plant No. 001 Flex Beams Other Conc. Air Temp. Temp. Unit (F) (F) Wt. 60 35 Grade Beams Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corp. Other Grids Concrete placed via pump & consolidated by H/F vib. at S.O.G. Grid A to B & lines 2.5 to 6.2 Comp. Str. (psi) 4,140 4,940 5,060 3/18/2002 Report No. 8455 Permit No. D01 -180 Date Reviewed 3. Cone & Shear Reported Batch Data Cement Type i & 1I Design X Actual Mix No. Cam. lbs. F. Ash lbs. C. agg. lbs. C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water Admixture Other Air Ent. (oz/cwt) L$ 09024 517 1910 Fiber Mesh Rheomfx 235 Water Added on Job (gals.) PT 5 4. Shear Ile WO 01.1•1 1370 240 26 oz. Poly Date Specimens Rec'd. Tested Break Set# By Type MJ 1 PT 1 +30 VINO Items Inspected X Conforming Non - Conforming Test Method ASTM C39 C -1231 X Other c31, 143,172,1064 Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) ! Kr azan & ASSOCIATES, INC. April 12, 2002 GEOTECIINICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION APR 2 3 2002 co min. i r y Mrs. Gail Roche oEV ! .t'Io y"1 =N GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14040 Interurban Avenue South Tukwila, WA 98168 RE: In Progress Special Inspections Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington Dear Mrs. Roche, In accordance with your request and authorization, our firm performed special inspections for the above - referenced project. The inspections were performed by our inspectors on March 18, 2002. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications and the 1997 Uniform Building Code. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. s, William B. Throne Auburn Division Manager Pacific Northwest Region WWI\ tr CC: CITY OF TUKWILA DYNATECH MERRICK LENTZ ARCHITECT 1501— 15' Street NW Suite 106 • Auburn, Washington 98002 • (253) 939-2.500 • Fax: (253) 939 -2556 RceErti Offices Serving The Western United States KA No. 066 -01201 Permit No. D01 -0180 01201 dit.dog QK raZ2 . & Associates, Inc. DATE: 2 /$'_ 7 2- PROJECT #: 4 ,6 - 0/ 2 d / PROJECT: 6. a //AN CAS /,/ CLIENT: . r7z,vT' KRAZAN PROJECT MANAGER Z✓g T O/V s /TL FD R /7ir //vF0W c E a Co v€ R £ n t',vT //VsOE r, o,v, .//vs,OrrTe 0 .4O /r) 04/ . . Tt(Hr41CAL ENcu if E Hu' Em C , rnUtrlQN rESTIt1G Ario ir1;PEcnoti • NArUHnL PEsouPcES / WErli•r d); To the best of my knowledge. the above Superintendent/Representative: /'s /A-•' a /•/6 L //Vfo.dC'/YG i ! ] /° O A G,tAOC , ' FA/14 il o/t/ CciA C,eC rt Atucrrn,=-ovT, v/k•c o e 47 - etc CO V/ft 215 West Dakota Avenue Clovis, CA 93612 4231 Foster Ave. Bakersfield, CA 93308 1025 Lone Palm Ave. #8G Modesto, CA 95351 545 Parrott St. San Jose, CA 95112 123 Commerce Circle Sacramento. CA 95815 CONTRACTOR: YN q �EC 14 JURISDICTION: CiTf OF Kiv/LA PERMIT #: 0 a / - / S 0 INSPECTOR: iO -Si�iTN WEATHER: S/10 S't'mt PEA .4p o,7 o vc-o /°44/t,s , lea t tsTE O • (559) 348 -2200 • (661) 633 -2200 • (209) 572 -2200 • (408) 271 -2200 • (916) 564 -2200 tL LA/ E. O ro,e /S le Erne , 47 syt.lR fk411LL, GorP7 , et r.JO PA' /o!Z TO I 1 /77f 9- C rOL/ FIELD REPORT NO: 6 7 TEMP: 3S° Hi V / .!P A Al 'SIr .57-"er ON 6 e Coots -'csr -pp GA /0 A Po 4 r �c cs 2,S to Z • Cc C A' PO Cie Yy p-o,4• S.• fi' p , r /ivfo p P77 47) 434.4 !77/ITt/2 /■ /I / C / WAS NOT performed in accordance with the approved plans,_wecifications, and regulatory requirements. Technician: 1501 -15th St. NW Suite 106 Auburn, WA 98002 20714 State Hwy 305 NE Suite 3C Poulsbo, WA 98370 19501 144th Ave. NE #F -300 Woodinville, WA 98072 11913 NE 103rd Ave. Vancouver, WA 98662 • (253) 939 -2500 • (360) 598 -2126 • (425) 485 -5519 • (360) 254 -3200 Z c w 0 0 w N w g? N Zo w 3 ON 01— O . Z U= O ~ Z 4, frariAtaljei Kr azari & ASSOCIATES, INC. April 1 I, 2002 GEOTECIINICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Mrs. Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14040 Interurban Avenue South Tukwila, WA 98168 RE: In Process Inspection Report Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington Dear Mrs. Roche, Respectfully submitted, KRAZAN & ASSOCIATES, INC. William B. Throne Auburn Division Manager Pacific Northwest Region WBT /tr Enclosures cC: CITY OF TUKWILA DYNATECH MERRICK LENTZ ARCHITECTS APR i 7 ZU�L Project No. 066 -01201 Permit No. D01 -180 k& 318659 Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Offices Serving The Western United States 1501— 15`" Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 -2556 01201 brcak.doc Krazan & Associates, Inc. Project No. 066 -01201 Cyl. Code 020026 Pour Date Field Data Supplier Miles Concrete X Prisms Time Truck # Ticket # 1:30 14 420227 Placement Area Footings X Slab /Deck Inspector K. Gordon Laboratory Data Cyl. Test Code Date 020026 -1 1/11/02 020028 -2 020026 -3 020026 -4 020026 -5 020026 -6 020026 -7 020026 -8 2/1/02 2/1/02 Remarks Results Reviewed By Codes for Break Types: Mortar Grouted Walls Slab Field Cure Age 7 28 28 1. Cone Jurisdiction City of Tukwila Weather Partly Sunny Project Grand Casino Location 14060 Interurban Ave S. Client Grand Central Properties of Tukwila, LLC Grout Ungrouted Conc. Air Temp. Temp. Unit % Air Slump (F) (F) Wt. -- 4" KG 68 50 Columns Pilings Grids A/1 to 3, B /9, B /6, B/4 - footings 10 /B to F, F/1 to 10. Remarks Concrete placed via pump truck and consolidated with H/F vibration. Reviewed By ne( Wt. Dim Area Lbs. 4x8 12.40 4x8 12.53 4x8 12.53 X Design Strength 2500 2. Cone & Split 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 - 2500 Site Mix Plant No. 3 Flex Beams Other Grade Beams Max. Comp. Load Str. (psi) 42500 3,430 66500 5,310 66000 5,270 Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corp. Other Set # 1 1 1 Date Reviewed 2/6 3. Cone & Shear 1/4/2002 Report No. 6548 Permit No. D01 -180 Reported Batch Data Cement Type I Design Mix No. Cem. lbs. F. Ash lbs. C. agg. lbs. C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water Admixture Other Air Ent. (ozlcwt) Tested Break By Type RH 4 GN 1 GN 1 4. Shear 01500 470 468 32 gal Water Added on Job (gals.) Other Actual Test Method 0 1860 1884 1480 1558 20 gal Items Inspected X Conforming Non - Conforming ONWINIP Date Specimens Rec'd. 1/7/02 ASTM C39 C -1231 XC Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) Krazan & Associates, Inc. Project No. 066 -01201 Cyl. Code 020047 Pour Date 1/9/2002 Report No. 6305 Weather Cloudy /Sun breaks Jurisdiction City of Tukwila Permit No. D01 -0180 Project Grand Casino Engineer Location 14060 Interurban Ave S Architect Merrick Lentz Architects Client Grand Central Properties of Tukwila, LLC Contractor Dyna -Tech Construction Corp. Field Data Supplier Miles Sand & Gravel Concrete X Mortar Prisms Grouted Ungrouted Other Conc. Air Temp. Temp. Unit Time Truck # Ticket # % Air Slump (F) (F) Wt. 13:10 747 420733 -- 4" 61 52 Placement Area Footings Walls X Columns Grade Beams Slab /Deck Slab Pilings Other Grids Stem wall @ grid A. Grade beams @ grids A- F/1.1 -3. Remarks Concrete placed by pump truck Consolidation via H/F vibration 12 yard load inspector R. Hansen Reviewed By Laboratory Data Cyl. Code 020047 -1 020047 -2 020047 -3 020047 -4 020047 -5 020047 -6 020047 -7 020047 -8 Remarks Results Reviewed By Test Field Wt. Date Cure Age Dim Area Lbs. 1/16/02 7 4x8 12.30 2/6102 28 4x8 12.46 2/6/02 28 4x8 12.46 Codes for Break Types: 1. Cone X 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 2. Cone & Split Site Mix Plant No. 1 Grout Flex Beams Design Strength 2500 Date Specimens Rec'd. 1/10/02 Max. Comp. Tested Break Load Str. (psi) Set # By Type 51500 4,190 RH 3 70000 5,620 GN 1 70000 5,620 GN 1 Date Reviewed M 3. Cone & Shear Reported Batch Data Cement Type I - I I Design Actual X Mix No. 01500 Cern. lbs. 467 F. Ash lbs. -- -- c. agg. lbs. 1873 7/8" C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1573 BLD Water 160 Admixture -- -- Other Air Ent. (oz./cwt) -- -- Water Added on Job (gals.) 4. Shear •111101, MOO 0 Items Inspected x Conforming Non - Conforming Test Method ASTM C39 C -1231 X Other Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) Krazan & Associates, Inc. Project No. 066 -01201 Cyl. Code 020073 Pour Date Weather Overcast Project Grand Casino Location 14060 Interurban Ave S. Client Grand Central Properties of Tukwila, LLC Field Data Supplier Miles Concrete X Prisms Laboratory Data Cyl. Code 020073.1 020073 -2 020073 -3 020073 -4 020073 -5 020073 -6 020073 -7 020073 -8 Remarks Results Reviewed By Mortar Grouted Placement Area Footings Walls Slab /Deck Slab Grids KC B to F/3 to 9. Test Field Date Cure Age 1/18/02 7 2/8/02 28 218/02 28 Dim 4x8 4x8 4x8 Codes for Break Types: 1. Cone Jurisdiction City of Tukwila Grout Ungrouted Site Mix Plant No. 1 Flex Beams Other Conc. Air Temp. Temp. Time Truck # Ticket # % Air Slump (F) (F) 1:30 752 421014 -- 4" 62 60 Columns Grade Beams X Pilings Remarks Concrete placed via pump truck and consolidated with H -F vibration. Inspector K. Gordon Reviewed By Wt. Area Lbs. 12.49 12.53 12.53 2. Cone & Split 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 - 2500 Design Strength 2500 Max. Load 48000 77000 75000 3:'; crX: ,Yii- Y..4,`'7:'t•^jj :.'.v' ..3,+1u'X �£.- ti,'2r:�- T:,rS. .. .. ' . Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corp. Unit Wt. Other Comp. Str. (psi) 3,840 6,150 5,990 Set # 1 1 1 Date Reviewed 3. Cone & Shear 1/11/2002 Report No. 6554 Permit No. M101-156 Reported Batch Data Cement Type I Design Mix No. Cem. lbs. F. Ash lbs. C. agg. lbs. C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water Admixture Other Air Ent. (oz/cwt) Tested Break By Type RH 4 SW 3 SW 1 7S 4. Shear Actual X 01500 467 467 • Water Added on Job (gals.) Test Method Other 0 al ON 1860 1870 1480 1564 33 gal 19 gal Items Inspected X Conforming Non - Conforming Date Specimens Rec'd. 1/15/02 ASTM C39 C -1231 X Compressive X Flexural T est Results X Conforming Non - Conforming 5. Columnar (Split) Krazan & Associates, Inc. 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Project No. 066 -01201 Cyl. Code 020104 Pour Date Weather Cloudy Project Grand Casino Location 14060 interurban Ave S. Client Grand Central Properties of Tukwila, LLC Field Data Supplier Corliss Concrete X Prisms Mortar Grouted Time Truck # Ticket # i 1:00 115 076214 Placement Area Footings Walls Slab /Deck Slab Jurisdiction City of Tukwila Grout Ungrouted Site Mix Plant No. 2 Flex Beams Other Conc. Air Temp. Temp. Unit % Air Slump (F) (F) Wt. 4.5" 62 48 -- Columns Pilings Grade Beams Other Grids Concrete placed at 5.5 to 10/A.5 to K6 C in grade beams. X Remarks Concrete placed via pump truck and consolidated with H -F vibration. 8cy total. Inspector K. Gordon Laboratory Data Cyl. Test Field Code Date Cure Age 020104-1 1/24/02 7 020104 -2 020104 -3 020104 -4 020104 -5 020104 -6 020104 -7 020104 -8 Remarks 2/14/02 28 2/14/02 28 Results Reviewed By Codes for Break Types: Dim 4x8 4x8 4x8 1. Cone Reviewed By /# Wt. Area Lbs. 12.49 12.59 12.59 Design Strength 3000 2. Cone & Split Max. Comp. Load Str. (psi) 39000 3,150 51000 4,050 55500 4,410 Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corp. Tested Break Set # By Type 1 RH 4 1 TW 3 1 TW 3 Date Reviewed 014 3. Cone & Shear 1/17/2002 Report No. 6558 Permit No. D01 -180 Reported Batch Data Cement Type I Design Mix No. Cent lbs. F. Ash lbs. C. agg. lbs. C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water Admixture Other Air Ent. (oz/cwt) 4. Shear Actual X 09013 5sk 470 1815 Water Added on Job (gals.) 1370 I 26.5gai 23.5oz -- 3.3oz Test Method Other 0 Items Inspected X Conforming Non - Conforming Date Specimens Recd. 1/18/02 ASTM C39 C -1231 X Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) Krazan & Associates, inc. Project No. 066 -01201 Cyi. Code 020118 Pour Date Weather Overcast w /rain Jurisdiction City of Tukwila Project Grand Casino Location 14060 Interurban Ave S. Client Grand Central Properties of Tukwila, LLC Field Data Supplier Corliss Concrete X Cyl. Code 020118 -1 020118 -2 020118 -3 020118 -4 020118 -5 020118 -6 020118 -7 020118 -8 Prisms Grouted Time Truck # Ticket # % Air Slump 13:15 122 076251 Placement Area Footings Walls X Slab /Deck Slab Grids Stem wall © grid 1 /A -F Remarks Placed by conc. pump consolidated by H/F vibration. 7 yard load. nspector K. Gordon Laboratory Data Test Field Date Cure Age 1/25/02 7 2/15/02 28 2/15/02 28 H Remarks Results Reviewed By / Mortar Dim 4x8 4x8 4x8 Codes for Break Types: 1. Cone -- 4.5 Reviewed By t W Design Strength 2500 Wt. Area Lbs. 12.48 12.43 12.53 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Site Mix Reported Batch Data Plant No. 002 Grout Flex Beams Ungrouted Columns Pilings 2. Cone & Split Max. Load 36000 53000 50000 Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corp. Other Conc. Air Temp. Temp. Unit (F) (F) Wt. 53 40 Grade Beams Other Comp. Str. (psi) 2,880 4,263 3,990 Date Reviewed 2 3. Cone & Shear 1/18/2002 Report No. 6310 Permit No. D01 -180 SW Cement Type I - I I Design X Actual Mix No. 009013 Cern. lbs. 470 -- F. Ash lbs. C. agg. lbs. 1815 7/8 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1370 Water 220 Admixture 23.5oz Other Air Ent. (ozlcwt) 3.3oz/yrd 4. Shear 1M 40 Mi Water Added on Job (gals.) Test Method Other 00 OD bid polyheed 10 OD MP I tems Inspected X Conforming Non - Conforming Date Specimens Rec'd. 1/22/02 Tested Break Set# By Type GN 4 ASTM C39 SW 4 C 1231 X Compressive X Flexural 5. Columnar (Split) Test Results Conforming Non - Conforming Krazan & Associates, Inc. Project No. 066 -01201 Cyl. Code 020196 Pour Date 2/1/2002 Report No. 8156 Weather Partly Cloudy Jurisdiction City of Tukwila Permit No. D01 -180 Project Grand Casino Engineer Location 14060 Interurban Ave S. Architect Merrick Lentz Architects Client Grand Central Properties of Tukwila, LLC Contractor Dyna -Tech Construction Corp. Field Data Supplier Concrete Prisms Remarks Results Reviewed By Mortar Grouted Conc. Air Temp. Temp. Unit Time Truck # Ticket # % Air Slump (F) (F) Wt. 9:30 -- -- -- Fluid 55 40 Placement Area Footings Walls Slab /Deck Slab Grids Underneath interior steel columns. Remarks Grout mixed mechanically on site. nspector J. Gelder Reviewed By Laboratory Data Cyl. Test Field Code Date Cure Age Dim Area 020196 -1 2/8/02 7 2x2x2 4.46 020196 -2 3/1/02 28 2x2x2 4.46 020196 -3 3/1/02 28 2x2x2 4.46 020196 -4 H 020196 -5 020196 -6 020196 -7 020196 -8 Codes for Break Types: 1. Cone Plant No. Grout X Flex Beams Ungrouted Other X Columns Pilings 2. Cone & Split 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Site Mix X M Mir Grade Beams Other X Design Strength 2500 Date Specimens Rec'd. 2/2/02 Wt. Max. Comp. Tested Break i Test Method Lbs. Load Str. (psi) Set # By Type 31500 7,060 1 TLW 3 ASTM C39 28000 6,278 1 MJ 3 C -1231 30500 6,840 1 MJ 3 1 Date Reviewed 3// 3. Cone & Shear Reported Batch Data Cement Type Design Mix No. Cem. lbs. F. Ash lbs. C. agg. lbs. C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water Admixture Other Air Ent. (or!cwt) 4. Shear No info given MOO MO. Water Added on Job (gals.) Actual 10 Mil Items Inspected X Conforming Non- Conforming Other Gio9 Se Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) Krazan & Associates, Inc. Field Data Supplier Corliss Concrete Prisms Project No. 066 -01201 Cyi. Code 020286 Pour Date Weather Clear Jurisdiction City of Tukwila Project Grand Casino Location 14060 Interurban Ave S. Client Grand Central Properties of Tukwila, LLC Placement Area Footings X Slab /Deck Cyl. Code 020286 -1 020286 -2 020286 -3 020286 -4 020286 -5 020286 -6 020286 -7 020286 -8 Remarks Mortar Grouted Test Field Date Cure Age 2/19/02 7 3/12/02 28 3/12/02 28 H Results Reviewed By Codes for Break Types: 1. Cone Grout Ungrouted Time Truck # Ticket # % Air Slump 1:20 121 077066 -- 4 Conc. Air Temp. Temp. (F) (F) 52 46 Walls Columns Grade Beams Slab Pilings Other Grids Placed Pegola footings, (ALL) on Line 2. Site Mix Plant No. Flex Beams Other Remarks Rebar was placed in accordance with the City of Tukwila approved drawings. Inspector T. Watson Reviewed By AV Laboratory Data Design Strength 2500 2. Cone & Split 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939-2500 Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corp. Unit Wt. Wt. Max. Comp. Dim Area Lbs. Load Str. (psi) 4 x 8 12.53 35000 2,790 4 x 8 12.57 57000 4,530 4 x 8 12.57 57000 4,530 Date Reviewed 2/12/2002 Report No. Permit No. D01 -180 3. Cone & Shear I Reported Batch Data Cement Type I - I I Design X Actual Mix No. 9030 Cem. lbs. 470 F. Ash lbs. C. agg. lbs. 1815 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1370 Water 220 Admixture 23.5 Other Air Ent. (ozlcwt) 3.3 Tested Break Set# By Type SW 4 MJ 3 MJ 1 3� 4. Shear GOAD Water Added on Job (gals.) Date Specimens Recd. Test Method Other 7357 10 Items Inspected X Conforming Non - Conforming ASTM C39 C -1231 X Compressive X Flexural T est Results x Conforming Non - Conforming 5. Columnar (Split) Krazan & Associates, Inc. Project No. 066 -01201 Cyl. Code 020310 Pour Date Weather Cioudy Project Grand Casino Location 14060 Interurban Ave S. Client Grand Central Properties of Tukwila, LLC Field Data Supplier COrliSs Concrete X Placement Area Footings Slab /Deck Inspector E. Smith Laboratory Data Cyl. Code 020310-1 020310 -2 020310 -3 0203104 020310 -5 020310 -6 020310 -7 020310 -8 Remarks Time Truck # Results Reviewed By Mortar Prisms Grouted 7:30 130 077355 Walls Slab X Codes for Break Types: 1. Cone Jurisdiction City of Tukwila Grout Ungrouted Ticket # • Air Slump Pilings Columns 2. Cone & Split 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 3 1/2 57 43 Reviewed By Site Mix Plant No. 001 Flex Beams Other Conc. Air Temp. Temp. Unit (F) (F) Wt. Grade Beams Grids sampled concrete placed via conveyer belt and line pump at lower s.o.g. grids A to F & lines 1 to 3.1 Remarks work and materials per approved plans & notes. Design Strength 2500 Test Field Wt. Max. Comp. Date Cure Age Dim Area Lbs. Load Str. (psi) 2/26/02 7 4 x 8 12.56 49000 3,900 3/19/02 28 4 x 8 12.52 61000 4,870 3/19/02 28 4 x 8 12.52 63000 5,030 H Other 2/19/2002 Report No. 8130 Permit No. D01 -180 Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corp. Mix No. Cem. lbs. F. Ash lbs. C. egg. lbs. C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water Admixture Other Alr Ent. (oz/cwt) Date Reviewed 3/22 3. Cone & Shear Reported Batch Data Cement Type I - I I Design X Actual Water Added on Job (gals.) MJ 1 4. Shear 09024 517 1910 3/4" 1370 240 30 oz 1# fiber 26 oz WRA Date Specimens Rec'd. Tested Break Set # By Type SW 4 MJ 4 Test Method +10 rheomix 235 Items Inspected X Conforming Non - Conforming ASTM C39 C -1231 X Other " 1,1 ' 43 . 172 . 1064 Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) Krazan & Associates, Inc. 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Project No. 066 -01201 Cyl. Code 020324 Pour Date Weather Cloudy Project Grand Casino Location 14060 Interurban Ave S. Client Grand Central Properties of Tukwila, LLC Field Data Supplier Miles Concrete X Prisms Placement Area Footings X Slab /Deck Inspector W. Throne Laboratory Data Cyl. Code 020324 -1 020324.2 020324 -3 020324 -4 020324 -5 020324 -6 020324 -7 020324 -8 Remarks Results Reviewed By Mortar Grouted Time Truck # Ticket # % Air Slump 1:00 43 425909 -- 4 Walls Slab Grids column footings @ bldg. entrance 1.2, 1.7, 2.5, 3.1, 3.5, 3.8 Test Field Date Cure Age 3/1/02 7 3/22/02 28 3/22/02 28 H Codes for Break Types: 1. Cone Jurisdiction City of Tukwila Ungrouted Columns Dim Area 4 x 8 12.49 4 x 8 12.57 4 x 8 12.57 Grout Pilings Reviewed By Ai( Site Mix Plant No. 4 Flex Beams Other Conc. Air Temp. Temp. Unit (F) (F) Wt. 63 50 Design Strength 3000 wt. Lbs. 2. Cone & Split Max. Load 52000 70000 81000 D Engineer Architect Merrick Lentz Architects Contractor POE IOW Grade Beams Other Remarks resteel per plans, concrete placed by chute and mech. vibrated Comp. Str. (psi) 4,160 5,570 6,440 Date Reviewed - 3/ 7 Z- 3. Cone & Shear 2/22/2002 Report No. 7304 Permit No. 318659 Reported Batch Data Cement Type I - I I Design X Actual Mix No. 0155 Cem. lbs. 517 F. Ash lbs. C. agg. lbs. C. agg. lbs. 2 C. agg. lbs. 3 -- Sand lbs. 1430 Water 33 Admixture Other Air Ent. (ozicwt) MJ 1 4. Shear 1860 MOP Water Added on Job (gals.) Test Method Other 5 Items Inspected X Conforming Non - Conforming Date Specimens Rec'd. Tested Break Set # By Type MJ 1 ASTM C39 MJ 1 C -1231 K Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) Krazan & Associates, Inc. 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Project No. 066 -01201 Cyl. Code 020372 Pour Date 2/28/2002 Report No. 8128 Weather Cloudy Jurisdiction City of Tukwila Permit No. D01 -180 Project Grand Casino Location 14060 Interurban Ave S. Client Grand Central Properties of Tukwila, LLC I Field Data supplier American Concrete Concrete X Prisms Mortar Grout Placement Area Footings Walls Slab /Deck Slab X Grouted Ungrouted Conc. Air Temp. Temp. Unit Time Truck # Ticket # % Air Slump (F) (F) Wt. 7:45 116 077892 -- 4 3/4 54 42 -- Columns Pilings Site Mix Plant No. 002 Flex Beams Other Grade Beams Other Grids conc. placed via conveyer at 6" s.o.g. grid A to F & Line 3.1 to 9 Remarks work & materials per plans & specs., revisions & 97 UBC Inspector E. Smith Laboratory Data Cyl. Test Field Wt. Max. Comp. Tested Break Code Date Cure Age Dim Area Lbs. Load Str. (psi) Set # By Type 020372.1 3/7/02 7 4 x 8 12.48 44000 3,530 MJ 4 020372 -2 3/28/02 28 4 x 8 12.53 58000 4,629 PT 1 020372.3 3/28/02 28 4 x 8 12.53 59000 4,709 PT 2 020372 -4 H 020372 -5 020372 -6 020372 -7 020372.8 Remarks Results Reviewed By Codes for Break Types: 1. Cone Reviewed By Design Strength 2500 2. Cone & Split Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corp. • Date Reviewed 3 / 3. Cone & Shear Reported Batch Data Cement Type I Design X Actual Mix No. 09024 Cem. lbs. 517 F. Ash lbs. C. agg. lbs. 1910 C. agg. lbs. 2 C. agg. lbs. 3 -- -- Sand lbs. 1370 Water 240 Admixture 26 oz i" raw Other -- 30 oz Rh.omx235 Air Ent. (ozlcwt) Water Added on Job (gals.) Date Specimens Recd. 4. Shear Oa eM Items Inspected X Conforming Non - Conforming Test Method ASTM C39 C -1231 X Other C- 31,143,172.1064 Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) Krazan & Associates, Inc. Project No. 066 -01201 CyI. Code 020387 Pour Date 3/5/2002 Report No. 7723 Weather Rainy Jurisdiction City of Tukwila Permit No. M101 -156 Project Grand Casino Location 14060 Interurban Ave S. Client Grand Central Properties of Tukwila, LLC Field Data Supplier American Concrete Concrete x Mortar Placement Area Footings Walls SlablDeck Slab Remarks Prisms Grouted Ungrouted Other Conc. Air Temp. Temp. Unit Time Truck # Ticket # % Air Slump (F) (F) Wt. 11:00 103 078164 Grids grade beams between grids A to B & 3 to 6 Remarks Inspector D. Bale Reviewed By Laboratory Data Design Strength 2500 Results Reviewed By Codes for Break Types: 1. Cone X Grout Flex Beams Columns 4" 50 48 Pilings 2. Cone & Split 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 - 2500 Site Mix Plant No. 002 MOO Grade Beams X Other Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corp. Date Reviewed it/S— 3. Cone & Shear Reported Batch Data Cement Type I - I I Design X Mix No. 09024 Cem. lbs. 517 F. Ash lbs. C. agg. lbs. 1910 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1370 Water 240 Admixture 26 oz Other Air Ent. (oz/cwt) Cyi. Test Field Wt. Max. Comp. Tested Break Code Date Cure Age Dim Area Lbs. Load Str. (psi) Set # By Type 020387 -1 3/12/02 7 4 x 8 12.57 57000 4,530 MJ 2 020387 -2 4/2/02 28 4 x 8 12.60 72000 5,714 PT 4 020387 -3 4/2/02 28 4 x 8 12.60 70000 5,556 PT 1 020387. H 020387.5 020387 -6 020387 -7 020387 -8 Water Added on Job (gals.) 4. Shear Nina .40 Va MA IM 0. 0108. Date Specimens Rec'd. Test Method Other Actual 15 INF Items Inspected X Conforming Non - Conforming ASTM C39 X C -1231 Compressive X Flexural Test Results X Conforming • Non - Conforming 5. Columnar (Split) ;S. Krazan & Associates, Inc. 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Project No. 066 -01201 Cyl. Code 020398 Pour Date 3/8/2002 Report No. 6592 Weather Cloudy Project Grand Casino Location 14060 Interurban Ave S. client Grand Central Properties of Tukwila, LLC Field Data Supplier COrli33 Concrete X Remarks Prisms Grouted Results Reviewed By Codes for Break Types: Mortar Jurisdiction City of Tukwila Grout Ungrouted 1. Cone 1 X 1 2. Cone & Split Site Mix Plant No. 2 Flex Beams Other Conc. Air Temp. Temp. Unit Time Truck # Ticket # % Air Slump (F) (F) Wt. 12:30 106 078351 -- 4 3/4 68 45 Placement Area Footings X Walls Columns Grade Beams Slab /Deck Slab Pilings Other Grids A line and South approx. 20' / 2 to 6 Main entry & Women's lounge Remarks Concrete placed via pump truck and consolidated with H -F vibration. nspector K. Gordon Reviewed By "1 Laboratory Data Design Strength 4000 Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corp. Date Reviewed 3. Cone & Shear Reported Batch Data Cement Type I Design Mix No. Cem.lbs. 5 1/2 SK F. Ash lbs. C. agg. lbs. C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water Hot Admixture Other Air Ent. (ozlcwt) Cyi. Test Field Wt. Max. Comp. Tested Break Code Date Cure Age Dim Area Lbs. Load Str. (psi) Set # By Type 020398 -1 3/15/02 7 4x8 12.63 47000 3,720 MJ 4 020398 -2 4/5/02 28 4x8 12.64 53000 4,190 PT 2 020398 -3 4/5/02 28 4x8 12.64 55000 4,350 PT 4 020398 -4 020398 -5 020398 -6 020398 -7 020398 -8 Permit No. D01 -180 Water Added on Job (gals.) Items Inspected X Conformitg Non- Conforming Date Specimens Rec'd. 4. Shear Test Results X Conforming Non - Conforming Actual NO MI OM OM OD 40 • Test Method Other 0 ASTM C39 C -1231 Compressive X Flexural 5. Columnar (Split) Krazan & Associates, Inc. Protect No. 066 -01201 co. Code 020436 Pour Date 3/18/2002 Report No. 8455 Weather Snow /Rain Jurisdiction City of Tukwila Permit No. D01 -180 Project Grand Casino Location 14060 Interurban Ave S. Client Grand Central Properties of Tukwila, LLC Field Data Supplier American Concrete X 020436 -5 020436 -6 020436.7 020436 -8 Prisms Remarks Mortar Site Mix Plant No. 001 Grout Flex Beams Grouted Ungrouted Other Conc. Air Temp. Temp. Unit Time Truck # Ticket # % Air Slump (F) (F) Wt. 9:30 074 078730 -- 3 3/4 60 35 Placement Area Footings Walls Columns Grade Beams SlablDeck Slab X Pilings Other Grids Concrete placed via pump & consolidated by H/F vib. at S.O.G. Grid A to B & lines 2.5 to 6.2 Remarks work and materials per plans & specs. Inspector E. Smith Reviewed By ' "T Results Reviewed By 1 Codes for Break Types: 1. Cone R 2. Cone & Split 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Laboratory Data Design Strength 2500 Cyl. Test Field Wt. Max. Comp. Tested Break Code Date Cure Age Dim Area Lbs. Load Str. (psi) Set # By Type 020436 -1 3/25/02 7 4x8 12.56 52000 4,140 MJ 1 020436 -2 4/15/02 28 4x8 020436 -3 4/15/02 28 4x8 020436 -4 H Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corp. Date Reviewed 324 3. Cone & Shear Reported Batch Data Cement Type 1 & 11 Design X Actual Mix No. 09024 Cem. lbs. 517 F. Ash lbs. -- -- C. agg. lbs. 1910 C. agg. lbs. 2 -- C. agg. lbs. 3 -- -- Sand lbs. 1370 -- Water 240 Admixture 26 OZ. Poly Other f i b "'�' 235 Air Ent. (oz/cwt) -- -- I 1 Water Added on Job (gals.) L Date Specimens Rec'd. 4. Shear AMP Test Method • +30 Items Inspected X Conforming Non - Conforming ASTM C39 C -1231 X Other c31. 143.172,1064 Compressive X Flexural Test Results Conforming Non - Conforming 5. Columnar (Split) Krazan & Associates, Inc. 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Project No. 066 -01201 Cyl. Code 020433 Pour Date 3/20/2002 Report No. 8454 Weather Cloudy Jurisdiction City of Tukwila Permit No. D01 -180 Project Grand Casino Engineer Location 14060 Interurban Ave S. Architect Merrick Lentz Architects Client Grand Central Properties of Tukwila, LLC Contractor Dyna -Tech Construction Corp. Field Data Supplier American Concrete X Mortar Grout Flex Beams Prisms Grouted Ungrouted Other Conc. Air Temp. Temp. Unit Time Truck # Ticket # % Air Slump (F) (F) Wt. 12:10 126 079826 -- 3 55 35 Placement Area Footings X Walls Slab /Deck Slab Columns Pilings Grids on site for reinforced concrete placement insp. Resteel was in place per plan details sheet S-4. Concrete was placed via chute at footings/grade beams west of grid A & lines 1.5 to 4.5 entry area. Remarks work and materials per plans & specs. Inspector E. Smith Reviewed By Laboratory Data Cyl. Test Field Wt. Max. Comp. Tested Break Code Date Cure Age Dim Area Lbs. Load Str. (psi) Set # By Type 020433 -1 3/27/02 7 4x8 12.56 65000 5,180 SW 4 020433 -2 4/17/02 28 4x8 020433 -3 4/17/02 28 4x8 020433 -4 H 020433 -5 020433 -6 020433 -7 020433 -8 Remarks Results Reviewed By Codes for Break Types: Design Strength 2500 2. Cone & Split Site Mix f Reported Batch Data Plant No. 001 Cement Type 1 & 11 Grade Beams X Other Date Reviewed 3 / 7- 0 3. Cone & Shear Design X Actual Mix No. 0902 Cem.lbs. 5 1/2 SK F. Ash lbs. C. agg. lbs. C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water Hot Admixture Pozz 1% Other Alr Ent. (oz/cwt) 4. Shear rib OD. Mtle Water Added on Job (gals.) MOO 11■=1 Items Inspected X Conforming Non - Conforming Date Specimens Rec'd. Test Method +15 ASTM C39 C -1231 X Other c31, 143,172,1064 Compressive X Flexural Test Results Conforming Non - Conforming 5. Columnar (Split) Krazan & Associates, Inc. 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Project No. 066 -01201 Cyl. Code 020456 Pour Date Weather Cloudy Project Grand Casino Location 14060 Interurban Ave S. Client Grand Central Properties of Tukwila, LLC I Field Data Supplier Coriiss Concrete X Mortar Prisms Grouted Placement Area Footings Slab /Deck Remarks Inspector R. Marler Laboratory Data Cyl. Code 020456 -1 020456 -2 020456 -3 020456 -4 020456 -5 020456 -6 020456 -7 020456 -8 Remarks Results Reviewed By Walls X Slab X Test Field Date Cure Age 3/29/02 7 4/19/02 28 4/19/02 28 4x8 H Codes for Break Types: 1. Cone Jurisdiction City of Tukwila X Grout Ungrouted Site Mix Plant No. 002 Flex Beams Other Conc. Air Temp. Temp. Unit Time Truck # Ticket # % Air Slump (F) (F) Wt. 1:15 077 078974 -- 5 1/4 60 50 Columns Pilings Grids Foundation stem walls grid line 1 to 3 west of grid lino A. Resteel installalon per drawings on sheet S2 Notes & sheet S4 detail K. Also poured remainder of slab on grade line 2 to 3 on line A monolithically with stem walls & Misc. found. exten. Reviewed By fral Wt. Dim Area Lbs. 4x8 12.48 4x8 Design Strength 2500 2. Cone & Split Max. Load 61500 Grade Beams 3/22/2002 Report No. 6389 Permit No. D01 -180 Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corp. Other Comp. Str. (psi) 4,928 Mix No. Cem. lbs. F. Ash lbs. C. agg. lbs. C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water Admixture Other Air Ent. (oz/cwt) Date Reviewed 3 /L 3. Cone & Shear Reported Batch Data Cement Type 1 & 11 Design X 000902 517 CO OW MD MOM Water Added on Job (gals.) Date Specimens Rec'd. Tested Break Set # By Type PT 2 4. Shear Test Method Other Actual 0 1910 3/4 1370 240 26 oz. Polyheed Fibermix Items Inspected X Conforming Non - Conforming ASTM C39 C -1231 Compressive X Flexural Test Results Conforming Non - Conforming 5. Columnar (Split) WELDING INSPECTION 1 Krazan & Associates, Inc. REPORTNO.: 2279 GEOTECMNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: O AP/Z/t ' Zc oZ PROJECT //:Q 61 = 2 °/ PROJECT: /24, JD CEO- -- C4S,NC) LOCATION: /4/0_ / '7.LI(Za/��/ ) KRAZAN PROJECT MANAGER: Gl/'81 RI STRUCTURAL STEEL FIELD SHOP WELDING XV.T. MATERIAL ID U.T. M.T. P.T. item(s) inspected: .__ tztZ�_ .__DL�f� /G. ___3 -.� ZAL—Slic:.-W-7 A a �1 -- Location K5' Welder qualification/certification verified for: ___PL. '1/ /Ou SL }/ e process: Weld Type: j Weld Size 'Codes: AWS Di, 1- VERHEAD To the best of my knowledge, the abov Superintendent/Representative: 215 West Dakota Avenue, Clovis, Ca 93612 4231 Foster Ave., Bakersfield, CA 93308 1025 Lone Palm Ave. #8G, Modesto, CA 95351 545 Parrott St., San Jose, CA 95112 123 Commerce Circle. Sacramento, CA 95815 ORIZONTAt) GMAW P.P. 5/16" TITLE 21 • (559) 348-2200 • (661) 633.2200 • (209) 572-2200 • (408) 271-2200 • (916)564.2200 CONTRACTOR: .DY,u1 TEC/1 PERMIT NO: POI 71_ INSPECTOR:. _..S , /170X6 JURISDICTION: C /r / _. or WEATHER: _ /N'Arx . _. • SAW PLUG 3/8" TITLE 24 Technician: Ccrlic)57 .. TEMP: _ i/672, c/41) Fc?.�itx __pE2sav�.t k Filler Metal: __C7_/ f/_ __ � _ -�, T_v1_I�' _ -- E Other: Other: Other ASME RI NOTES Li DISCREPANCIES 1 % COMPLETE t DS IZgAzetArthei, _41.6ZG lfb41n)4 /N CortlaJB.I___4" W)7H / A77o& • 226 N. n, Ste. A, Corona, CA 9288 • (909) 549 -1188 1501 15th Street NW, #106, Auburn, WA 98002 • (253) 939-2500 383 Equestrian Dr., Poulsbo, WA 98370 • (360) 598 -2126 13434 N. E. 177th Place, Woodinville, WA 98072 • (425) 485.5519 YISL1.44L S1126-V6M _ _ ?S__iv&7ZE_ y 7ta !t4(CE_ /QE__&?19DS__._sS ?_4LZCD cart ) 4304-7.5 5.b t D . AS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. April 10, 2002 Michael Cabe Merrick Lentz Architect 1800 136th Place NE, Suite 100 Bellevue, WA 98005 Dear Mr. Cabe: Cizy of Tukwila Department of Community Development g 0 co cn U)w w U. CO 3 Z w This letter is to inform you of corrections that must be addressed before your development permit can be - o O approved. All correction requests from each department must be addressed at the same time and W reflected on your drawings. I have enclosed comments from the Planning Department. At this time, the ? Q Public Works, Building, and Fire Departments have no comments. U O -- 0H Please address the attached comments in an itemized format with applicable revised plans, w w specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision 0 block. L N In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have 0 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. RE: CORRECTION LETTER #1 to Incomplete Letter in to Revision 10 Development Permit Application Number D01 -180 Grand Central Casino 1404 Interurban Ave S If you have any questions, please contact me at (206) 431 -3684. Sincerely, Kat 14,( , v C( AlLc Z,t;') Kathryn A. Stetson Permit Technician encl xc: File No. DOl -ISO Steven M. Mullet, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206- 431 -3665 DATE: APPLICANT: RE: ADDRESS: City of Tukwila Department of Community Development Steve Lancaster, Director Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Deb Ritter is the planner assigned to the file and can be reached at 206 -431 -3663. Please make the following revisions: PLANNING DIVISION COMMENTS Steven M. Mullet, Mayor w w 0 Vy O 9 • LL w Your application has been deemed to be incomplete. u. N d z April 8, 2002 Merrick Lentz Architect Grand Central Casino (D01 -180) Response to Incomplete Letter #2 Revision #10 after Permit is issued 14040 Interurban Avenue South 1. Based on the enclosed acoustical report (prepared by J.R. Engineering, dated O April 3, 2002), Sheet A1.1, Detail 8 must be revised to reflect one of the following options (a or b): 2 w U � O N O I- w w u. O z_ o b. show the height of the proposed generator in relation to the proposed wall, Z demonstrating that the proposed CMU wall enclosure will exceed the height of the generator by 3 feet (see acoustical report, page 3). In this scenario, the detail shall also indicate that acoustically absorbent facing (i.e., "Soundblox ") will be used and that it will face the generator on all interior sides. PLEASE NOTE: The specifications for the generator indicate that it will be approximately 4'10" in height — please verify this information with the acoustical engineer and then dimension the generator on the elevation. a. show the height of the proposed generator in relation to the proposed wall, demonstrating that the proposed CMU wall enclosure will exceed the height of the generator by 4 feet (see acoustical report, page 3). PLEASE NOTE: The specifications for the generator indicate that it will be approximately 4'10" in height — please verify this information with the acoustical engineer and then dimension the generator on the elevation. As a condition of final approval of the building permit, you will be required to submit an inspection report (signed and stamped by John R. Alberti of JR Engineering) verifying that the generator and any noise barrier(s) have been installed in accordance with the acoustical report. 2. The North Elevation on Sheet A3.0 and the notes on Sheet A1.0 must be revised to show the correct height of the generator enclosure. The height of the generator enclosure will depend upon which option is chosen in Item #1 above. The North Elevation on Sheet A3.0 shall also reflect a modification in the design of the trash and generator CMU enclosures to include a cap along the top of the walls of the enclosures, matching the appearance of the trim band on the main casino building. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206-431-3665 Rick Lentz Architect April 8, 2002 001 -180 Page 2 3. The Board of Architectural Review ( "BAR ") approved the exterior design and site plan of the casino on August 30, 2001 under File L98 -101. In that design, you proposed a 240 square foot trash enclosure. Since that time, you have proposed changes to accommodate a generator. The proposed generator enclosure will be located next to the trash enclosure. The combined footprint of the trash and generator enclosure will now be approximately 429 square feet. Additionally, based on the requirements of the acoustical report (referenced above), the walls of the generator enclosure will be approximately 9 feet in height. Per TMC J v 18.60.030(D) no changes shall be made to BAR approved designed without further () o BAR approval and consideration of the change in the context of the entire project; N except that the Director of Community Development is authorized to approve minor, insignificant modifications which have no impact on the project design. co u- w PLEASE NOTE: Merrick Lentz is to submit a letter addressed to the Director of Community Development, referencing File No. L98 -101 and requesting that your proposed change to the approved design be considered a "minor and insignificant N' modification" having "no impact on the project design ". Your submittal to the 0 Director is to include the following: w a. Site plan (Sheet A1.0, revised as indicated in Item 2 and 5 of this letter). g b. Modification of the design of the trash and generator CMU enclosures to 2 o include a cap along the top of the walls of the enclosures, matching the o w appearance of the trim band on the main casino building (see Item 2 0 above) w w c. Three copies of a revised color elevation for Sheet DR -3.0 'West Elevation u. Trash Enclosure" and "Front Elevation — West ", reflecting the changes z required on various plan sheets as identified in Items 2, 4, 5 and 6 of this v cn letter. P z Please submit your letter to the Director with your other revisions under D01 -180. 4. Sheet A1.1, Detail 7 must be revised to provide more detail about the proposed "light weight metal gate" on the trash enclosure. This gate must provide a visual barrier and may not be transparent. Please make the necessary revisions. 5. Sheet A1.0 must be revised to show the location of the trash enclosure's metal gate. 6. Sheet A1.1 must be revised to include elevations depicting both of the proposed panels to be located at either end of the alley between the Riverside inn and the new casino building. Sheet A3.0, West Elevation should also be revised to reflect the western panel. 7. Sheets L1.1 and L1.2 must be revised to show a "6 foot -high CMU sight - obscuring wall" not a "fence ". E I( razan & ASSOCIATES, INC. March 13,2002 Nirs. Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14040 Interurban Avenue South Tukwila, WA 98168 RE: In Progress Special Inspections Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington Dear Mrs. Roche, In accordance with your request and authorization, our firm performed special inspections for the above - referenced project. The inspections were performed by our inspectors from February 19 to March 8. 2002. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications, AWS D1.1 98 and the 1997 Uniform Building Code. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCI ES, INC. William B. Throne Auburn Division Manager Pacific Northwest Region WBT\ tr I CC: CITY OF TUKWILA DYNATECII MERRICK LENTZ ARCIIITECT GI OTECIINICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Offices Serving The Western United States 1501 — 15`" Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 -2556 1 •to- : 066 s 01'1/1 *---) Permit No. X11111 -156 D- 0I -018u DOf -1$0 01201 Ur J.x �aZ � & Associates, Inc. CE �frrtitu�.11 I_.•lraf agHtN; • {_ r i 1',r01 ;rTv,N TE;r.rir, i1f +f7 IN;HCrr.' r • i J.: n,HA L / DATE: Z- ` 9 ` a 2 - PROJECT #: – a / 2 Qj PROJECT: GR -'1 CA s/N'v^ CLIENT: c k . 6 -Rtr,t/ TER rAvit# rii f�i KRAZAN PROJECT MANAGER: L✓. 677, ..5-/r£ o T E£L '7- Co A. c. .PFT /Ad.3.PlCTCiO "1E /.vi3R S/2c cf'.•,OIE" _rP4 C,.t• GA /.Os r a F t ��. c s r o 3. / . FIELD REPORT NO: CONTRACTOR: Dm, ! TcC// JURISDICTION: CrT y or Tai{ tv/I #: c- 0/ - O! rQ INSPECTOR: 2 .5,:1 / lN WEATHER: Ct s to,o q ct'.?r rn.•T /N PEe / 06', cc tdro#m4" t $ r A fi/f Cc Pa-Cr TEO pp /:7R fb Co.,. CRbrae / Cr m frr F'!/ (11 19•AdVice J'. s _rci rticv 1 rT Tr, 4O4rt•4 Z - /S -t5? ,CoR L/J"£ sF C • ix 2 3 S TEMP: y. A - ECT /sys �.D »+ /.}• Li + c ER. / / ct s - /'h • s R 4 Ri f/P CONCH r Tr w.s.r Pi,, c a 42 V / .t C iW tVJ VER ,Q 6S r s. L ■ /°&'V r- C a ✓.( zho.4r >� 1' /.v6.. /PF/ TO e 4 '813 C7 f oR .S- •eliccz' /.vor'o,v/p•ATl (W. rt 1. ' A 4- rr+AtT g A1S O.'fl,r /to w At 6 cco oo•o t i✓,T11 /4" re) pt NOrzS ?7 l/rC To the best of my knowledge, the abov Superintendent /Representative: 215 West Dakota Avenue Clovis, CA 93612 4231 Foster Ave. Bakersfield. CA 93308 1025 Lone Palm Ave. #8G Modesto, CA 95351 545 Parrott St. San Jose, CA 95112 123 Commerce Circle Sacramento, CA 95815 WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. • (559) 348-2200 • (661) 633.2200 • (209) 572 -2200 • (408) 271.2200 • (9 16) 564 -2200 Technician: 1501 -151h St. NW Suite 106 Auburn. WA 98002 • 20714 State Hwy 305 NE Suite 3C Poulsbo. WA 98370 • 19501 144th Ave. NE #F-300 Woodinville, WA 98072 • 11913 NE 103rd Ave. Vancouver, WA 98662 • (253) 939 -2500 (360) 598 -2126 (425) 485 -5519 (360) 254.3200 f T an & Associates, Inc. Grort[ftrilr.A1 1 :r1;tr l t FpdY • t iiriap ir G'}r1',r1�V�_r'r,rl ) rl , Ar„, irryt, 7 , • ^ L, ri■NA!_ PE,CPC.L; / `ti; rr,,r;r.; DATE: f . - ��— PROJECT #: (0 - 0 PROJECT: _ _ G A , CLIENT: j,4 j ArAtiIIp2 KRAZAN PROJECT MANAGER: WV OA/ S ; Fvr 5-7 - L srez ., `„ Vioecrio A! it J e*o wuiJ s c p1 aret #2€ i094J 1E_ r E ,Ar tJs 7)1.) ..?o o o 215 West Dakota Avenue Clovis. CA 93612 4231 Foster Ave. Bakersfield, CA 93308 1025 Lone Palm Ave.tl8G Modesto, CA 95351 545 Parrott St. San Jose, CA 95112 123 Commerce Circle Sacramento, CA 95815 c-DiAJ • (559) 348 -2200 • (661) 633 -2200 • (209) 572-2200 • (408) 271 -2200 • (916) 564-2200 4AJ Fo''tt V 2.; F/40 hih STP.Ev - Ttl 301,7z Agee it/ To the best of my knowledge, the above WAS / WAS NOT performed in accordance with the apps ved plans, specifications, and regulatory requirements. Superintendent /Representative: Technicia • CONTRACTOR: AJA TQC4 JURISDICTION:C /1.7 DF 7t4.144); LG PERMIT #: - a /80 INSPECTOR:'7r - w4rsc WEATHER: -- R4i. 4J FIELD REPORT NO: 1501 -15th St. NW Suite 106 Auburn, WA 98002 • 20714 State Hwy 305 NE Suite 3C Poulsbo, WA 98370 • 19501 144th Ave. NE $ F -300 Woodinville, WA 98072 • 11913 NE 103rd Ave. Vancouver. WA 98662 TEMP: 6 " (253) 939 -2500 (360) 598 -2126 (425) 485 -5519 (360) 254 -3200 K razar]- & Associates, Inc. DATE: 2 2 - - O 2. rrr)trr:f■Ntr:Al. f: r,itIFEPltvv • E i cr.r ^:,•+ - AL f:rnlydNECP■N, r rEihJE Atyf) lti,PEr:r'rr, • r iAn;PA RESoi.,Pcfi / WIE 'I,tr ,r; PROJECT #: 0 1 . d 0 / 2 O / PROJECT: 062, e-vD (,4r /n/o CLIENT: ree .errA/ 1;✓TreT..,N,r7rA/T KRAZAN PROJECT MANAGER' w 4T. ::"/ rr Fa, 2t/.vfo,E'r C o Crr . c , r,7" jr /f_r r/ oN. ./.v c err .E'r /A/A c/,vt'r FO/' S. QG. ro F '- Lm/FS 3./ T o 9 *t- ir� /.o� A r o oni 1.A.cs Ira 7- CZ rAR4 .ers co,a/'rcrit0 "444/7>f /A/zo r0� A/6- r o Nc Rf. /•t Ay 4 r c Ay, L/►'. Co„k, c e r rt Wolf ,oc.► c r 1/ /,, eat/ v e4( Ck' g' CWvr•4 /D•.T1i7 .F /Qt"STfT.G. G✓o.t•A' v- /Nog /B Prg 9` 6 r.vt,Cet ,l tTCS. ? 7 Zre C 215 West Dakota Avenue Clovis. CA 93612 4231 Foster Ave. Bakersfield, CA 93308 1025 Lone Palm Ave. #8G Modesto, CA 95351 545 Parrott St. San Jose, CA 95112 123 Commerce Circle Sacramento, CA 95815 WEATHER: CG a i. /tD y" • (559) 348-2200 • (661) 633-2200 • (209) 572.2200 • (408) 271 -2200 • (916) 564-2200 A•°i /2 v To the best of my knowledge, the above(/ WAS NOT performed in accordance with the approved plans, specific. tip , and regulatory requirements. Superintendent/Representative: Technician: FIELD REPORT NO: '3 9 7 I. CONTRACTOR: L) 'NA %(// JURISDICTION: C,7 of Ti Kw/LA PERMIT #: O 0/ - / 10 INSPECTOR: £ sn,,, 7H TEMP: 1 /2 ( 't v S — 1501.15th St. NW Suite 106 Auburn, WA 98002 • 20714 State Hwy 305 NE Suite 3C Poulsbo, WA 98370 • 19501 144th Ave. NE #F -300 Woodinville. WA 98072 • 11913 NE 103rd Ave. Vancouver, WA 98662 • (253) 939 -2500 (360) 598 -2126 (425) 485 -5519 (360) 254-3200 ttia I(I'21Z2u1& Associates, Inc. GEOrECHNICAI ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: � S d Z- PROJECT #: _ eX40 f- -)l PROJECT: C.'.at'✓tr•/ /_7 Gam..! 7 i& 4- _ .ref -S /mil© LOCATION: / dGO _ KRAZAN PROJECT MANAGER: {rJij_ ..._ _. _ _?!`!_'�►.?___!S__�Zr�1�s_.�L7. —� �`_%"'� -"% - mac _.. G __ . _ /G �± . � K. L. -- ! ^ ��LS.d , . �� �� -.--rte I �0 ��. /J S / 45 e,gr_t'©R -e -t Y v i4i&o 1■1r=G. - /2 �, / VALi -Jv '3 T Y /s1 _.K 7 V /Si 2_ To the best of my knowledge, the abo Superintendent/Representative: 215 West Dakota Avenue, Clovis, Ca 93612 • 4231 Foster Ave., Bakersfield, CA 93308 • 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • 545 Parrott St., San Jose, CA 95112 • 123 Commerce Circle, Sacramento, CA 95815 • FIELD REPORT NO.: 15 3 6 0 CONTRACTOR: 1•�Y�`� . tCU - PERMIT NO _ _ /�/O r / INSPECTOR: ��¢V� _ JURISDICTION: . _ i :4/< WEATHER: Ic ! y . __ TEMP: Wv (559) 348 -2200 (661) 633 -2200 (209) 572 -2200 (408) 271-2200 (916) 564 -2200 Sherman, Ste. A, or. x."92882 01 15th Street NW, rt 1 _./" • m, WA 98002 20714 State Hwy 305 N.., Ste. 3C, Poulsbo, WA 98370 19501 144th Avenue NE # F•300, Woodinville, WA 98072 12816 N. E. 95th St., Ste. 8 -100, Vancouver, WA 98682 + _ HOURS QES PT IN OUT T ST 1 OT 1 MIL WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Technician: • (909) 549 -1188 • (253) 939-2500 • (360) 598.2126 • (425) 485.5519 • (360) 254-3200 1 I(razari & Associates, Inc. GEOrECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: _ . . - . PROJECT #: c7GCe;:• . _ G7_ /z !_. PROJECT: C Z fr-J v..- c.,�,�.[T/.�,/}�._ G i/Q0. LOCATION: / KRAZAN PROJECT MANAGER: _W., 7 -- G2 /mil_ .��_�sz/� = -c� Gc�• -rte / /iA// 77 y c•-f "./cam .`3 77. -r rvi -__fir N„ : C- 77Z-3 — ^DES.C� T IN OUT ' 0; 1 : 00_ ` f To the best of my knowledge, the abov4 if ,8'/ WAS NOT performed Superintendent/Representative: CC 215 West Dakota Avenue, Clovis, Ca 93612 • (559) 348 -2200 4231 Foster Ave., Bakersfield, CA 93308 • (661) 633 -2200 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • (209) 572-2200 545 Parrott St., San Jose, CA 95112 • (408) 271 -2200 123 Commerce Circle, Sacramento, CA 95815 • (916) 564 -2200 FIELD REPORT NO.: 16361 CONTRACTOR: /-�. Y - 7 Ci- PERMITNO: _.._ o/ --/ S _ INSPECTOR: _ _ /�A_r /_L. JURISDICTION: _ WEATHER; ig4 /n/ y - - in accordance with the approved plans, specifications, and regulatory requirements. Technician: Sherman, Ste. A, Corona, 14 92882 1501 15th Street NW, #106, Aubum, WA 98002 20714 State Hwy 305 N.E., Ste. 3C, Poulsbo, WA 98370 19501 144th Avenue NE # F -300, Woodinville, WA 98072 12816 N. E. 95th St., Ste. 8.100, Vancouver, WA 98682 HOURS ST • (909) 549 -1188 • 1253) 939.2500 • (360) 598.2126 • (425) 485.5519 • (360) 254 -3200 OT r- MIL t1 Krazan ji ri(<< N'A':'i Er1s1r,FEKN J • i (1,'a , - . • .1; r •J ;? d OO �.0 ra�',T NI; .tt �F :T'•,r At 1r) It 1',7tr' , • , • NI DATE: 3 .•-- PROJECT #:-- C)( 00_ I PROJECT:61 D r .y+ CLIENT: KRAZAN PROJE MANAGER: (,)7 & Associates, Inc. To the best of my knowledge, the a Superintendent/Representative: 215 West Dakota Avenue Clovis. CA 93612 4231 Foster Ave. Bakersfield, CA 93308 1025 Lone Palm Ave. #8G Modesto, CA 95351 545 Parrott St. San Jose, CA 95112 123 Commerce Circle Sacramento, CA 95815 CONTRACTOR: l na T�. JURISDICTION: ( ' j Wilie ERMIT #: obi- . • JNSPECTOR: / M1 IPOMI „ WEATHER: 472/IMP TEMP: AS NOT performed in accordance wit the approved plans Zpecifications, and regulatory requirements. h tan: • (559) 348 -2200 • (661) 633 -2200 • (209) 572 -2200 • (408) 271 -2200 • (916) 564.2200 FIELD REPORT NO: n 7 3 5 1501- 151/St. NW Suite 106 Auburn, WA 98002 • 20714 State Hwy 305 NE Suite 3C Poulsbo, WA 98370 • 19501 144th Ave. NE #F -300 Woodinville, WA 98072 • 11913 NE 103rd Ave. Vancouver, WA 98662 • (253) 939 -2500 (360) 598 -2126 (425) 485.5519 (360) 254 -3200 March 11. 2002 Dear: Mr. Cabe: City of Tukwila Michael Cabe Merrick Lentz Architect 1800 — 136th Place NE, Suite 100 Bellevue. WA 98005 Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application #2 — Revision #10 Development Permit Application Number D01 -180 Grand Central Casino 14040 Interurban Avenue S This letter is to inform you that your response to Incomplete Letter 41 to Revision 410 to your permit received at the City of Tukwila Permit Center on March 4. 2002. is determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed. Planning Division: Deb Ritter, Associate Planner, at (206)431 -3663, if you should have any questions regarding the attached. Steven M. Mullet, Mayor Please address the attached comments in an itemized format with applicable revised plans, specifications. and /or other documentation. The City requires that four (4) complete sets of revised plans. specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a'Revision Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions mist be made in person and will not he accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206)431 -3670. Sincerely, gat Brenda Holt, Permit Coordinator encl File: Permit File No. D01 -1S0 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 20o- 431 -3o70 • Fax: 206 - 431.3005 DATE: APPLICANT: RE: City of Tukwila Department of Community Development Steve Lancaster, Director PLANNING DIVISION COMMENTS Steven M. Mullet, Mayor � March 5, 2002 U Merrick Lentz Architect U g Grand Central Casino (D01 -180) 2 w Response to Incomplete Letter #1 F Revision #10 after Permit is issued CO 0 IL ADDRESS: 14040 Interurban Avenue South w a� u-¢ N uj z Your application has been deemed to be incomplete. W U 1. A report signed and stamped by a licensed acoustical engineer demonstrating that g' the generator will meet the conditions of the Tukwila Noise Ordinance (TMC 8.22). to uj This study shall include all of the following: V U. O (1) a description of the equipment; Z U N (ii) the noise levels created by the equipment; P O (iii) any noise mitigation necessary to meet the requirements of the Noise Ordinance; and (iv) noise barrier analysis and specifications. d. A generator testing schedule is to be provided that specifically addresses the hours of testing and the duration and frequency of the tests. PLEASE NOTE: As a condition of final approval of the building permit, you must also submit an inspection report (signed and stamped by the acoustical engineer) verifying that the generator and any noise barrier(s) have been installed in accordance with the acoustical report. Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Deb Ritter is the planner assigned to the file and can be reached at 206 - 431 -3663. As stated in our January 11th letter to you, the following must be provided: 2. Sheets L1.1 and L1.2 indicate a "sight obscuring fence" between the shop and casino building. This must be revised to indicate a "6 -foot high sight obscuring wall" made of CMU, as shown on Sheet A1.0 and DR3.0 and as approved by the Planning Commission. 3. Sheets L1.1 and L1.2 indicate the addition of a chain Zink fence to be installed at either end of the alley between the Riverside Inn and the new casino building. However, during the applicant's presentation before the Planning Commission on August 30, 2001, the Planning Commission requested that a panel be inserted in the space between the two buildings. This panel was to be of the same materials as the casino building and designed to prevent 6300 Southcenter Boulevard, Suite 4+100 • Tukwila, Washington 98188 • Phone: 20o --131 -3670 • Fax: 206 - 431.3665 Rick Lentz Architect March 5, 2002 D01 -180 Page 2 entry into the alley. The applicant informed the Planning Commission that their request would be implemented. The method used to block alley access must not require a building permit and may not exceed 6 feet in height. Any method requiring a building permit will be considered to be a structure, and as such, may not be located in the 5 foot setback. You may use a chain Zink fence to span the 5'5" gap at either end of the alley. These chain link fences must not exceed 6 feet in height. The insertion of wood slates in this fencing is not acceptable. You may then place a panel on the outside of each of the fences so that you will be able to match the exterior treatment of the casino building. These panels must not exceed 6 feet in height. In the event of a fire, this panel material must be breachable by the Fire Department. A gate will not be required by the Fire Department in either fence. Please make the necessary revisions on all applicable plan sheets (especially A1.0, A3.0, L1.1 and L1.2). February 27, 2002 K razan & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Mr. Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14060 Interurban Avenue South Tukwila, WA 98168 RE: In Process Inspection Report Grand Central Casino 14060 Interurban Avenue South Tukwila, Washington Dear Mr. Roche, RECEIVED MAR 0 5 2002 COMMUNITY DEVELOPMENT Project No. 066 -01201 Permit No. D01.180' Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. William B. Thrtfne Auburn Division Manager Pacific Northwest Region WBT/tr Enclosures Cc: CITY OF TUKWILA DYNATECH MERRICK LENTZ ARCHITECTS Offices Serving The Western United States 1501 — I5 Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 -2556 01201 Neuk.Jo: Krazan & Associates, Inc. 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Protect No. 066 -01201 Cyl. Code 020196 Pour Date 2/1/2002 Report No. 8156 Weather Partly Cloudy Project Grand Casino Location 14060 Interurban Ave S. Client Grand Central Properties of Tukwila, LLC Field Data Supplier Concrete Prisms 'Placement Area Footings Walls Slab /Deck Slab Grids Underneath interior steel columns. Remarks Grout mixed mechanically on site. nspector J. Gelder Reviewed By yie Laboratory Data Design Strength 2500 Date Specimens Rec'd. 2/2/02 Cyl. Test Field Wt. Max. Comp. Tested Break T est Method Code Date Cure Age Dim Area Lbs. Load Str. (psi) Set # By Type 020196 -1 2 /8 /02 7 2x2x2 4.46 31500 7,060 1 TLW 3 ASTM C39 020196 -2 3/1/02 28 2x2x2 1 C -1231 020196 -3 3/1/02 28 2x2x2 1 Other C !09 020196-4 � H 1 020196 -5 020196 -6 020196 -7 020196 -8 Remarks Conc. Air Temp. Temp. Unit Time Truck # Ticket # °!o Air Slump (F) (F) Wt. Results Reviewed By Mortar Grouted 9:30 •- -- -- Fluid 55 40 Codes for Break Types: 1. Cone Jurisdiction City of Tukwila X Pilings Columns 2. Cone & Split Site Mix X Plant No. Grout X Flex Beams Ungrouted Other Grade Beams Other X Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corp. Date Reviewed lif/L 1 3. Cone & Shear Permit No. D01 -180 Reported Batch Data Cement Type Design Actual Mix No. No info given __ Cem.lbs. -- -- F. Ash lbs. -- - - C. agg. lbs. -- -- C. agg. lbs. 2 -- -- C. agg. lbs. 3 -- -- Sand lbs. -- .- Water -- -- Admixture -- -- Other -- -- Alr Ent. (oz/cwt) -- 1 Water Added on Job (gals.) 4. Shear Items Inspected X Conforming Non - Conforming Compressive X Flexural Test Results Conforming Non - Conforming 5. Columnar (Split) Krazan & Associates, Inc. 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Project No. 066 -01201 Cyi. Code 020286 Weather Clear Project Grand Casino Location 14060 Interurban Ave S. Client Grand Central Properties of Tukwila, LLC Field Data Supplier Corliss Concrete Prisms Placement Area Footings X Slab /Deck Grids Placed Cyi. Code 020286-1 Mortar Grouted Ungrouted Time Truck # Ticket # % Air 1:20 121 077066 -- Walls Slab Pegola footings, (ALL) on Line 2. Remarks Rebar was placed in accordance with the City of Tukwila approved drawings. Inspector T. Watson Laboratory Data 020286 -2 020286 -3 020286 -4 020286 -5 020286 -6 020286 -7 020286-8 Test Date 2/19/02 3/12/02 3/12/02 Remarks Results Reviewed By Codes for Break Types: Field Cure Age Dim 7 4 x 8 12.53 28 4x8 28 4x8 H 1. Cone Jurisdiction City of Tukwila Grout Slump 4 Columns Pilings Reviewed By Wt. Area Lbs. X Plant No. Flex Beams Other Conc. Air Temp. Temp. (F) (F) 52 46 Design Strength 2500 2. Cone & Split Max. Load 35000 Grade Beams n Pour Date 2/12/2002 Report No. 7357 Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corp. Site Mix Unit Wt. Other Comp. Str. (psi) 2,790 Date Reviewed 2 3. Cone & Shear Permit No. D01 -180 Reported Batch Data Cement Type 1 - 11 Design X Actual Mix No. 9030 Cam. lbs. 470 F. Ash lbs. C. agg. lbs. 1815 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1370 Water 220 Admixture 23.5 Other Alr Ent. (ozlcwt) SW 4 4. Shear 3.3 Water Added on Job (gals.) Date Specimens Rec'd. Tested Break Set # By Type Test Method Other 10 Items Inspected X Conforming Non - Conforming ASTM C39 C -1231 X Compressive X Flexural Test Results Conforming Non - Conforming 5. Columnar (Split) KraJaZ & ASSOCIATES, INC. February 19, 2002 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14060 Interurban Avenue South Tukwila, WA 98168 RE: In Progress Special Inspections Grand Central Casino 14060 Interurban Avenue South Tukwila, Washington Dear Ms. Roche, In accordance with your request and authorization, our firm performed special inspections for the above - referenced project. The inspections were performed by our inspectors from January 16 to February 8, 2002. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications, AWS D1.1 98 and the 1997 Uniform Building Code. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSO DATES, INC. William B. Thro Auburn Division Manager Pacific Northwest Region WBT\ tr e cc: CITY OF TUKWILA DYNATECH Offices Serving The Western United States RECEI FEB 2 7 2002 COM MUNITY En! t 1501 — 15 Street NW Suite l06 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 -2556 KA No. 066 -01201 Permit No. MI01 -156 D01 -180 01:01 a6 a,. an & Associates, �J�• .� i,t 0�'A, I •1• • ('„•n. ,'d•1 •,•:., I'r .r,::n!I ; r ,r,•,nn, :rl Ir,'rr, Ara) I r.:a • • DATE: (- (7 - 0.2 PROJECT #• n tr l - OA_ PROJECT: CLIENT: � KRAZAN PROJECT M ' NAGER: �,".' +-, .. t nc. / 11. n At.'/, CONTRACTOR: JURISDICTION: PERMIT #: INSPECTOR: WEATHER: FIELD REPORT NO: T L T TEMP: 6 10° - 1- A-o. - (c..) eh* CI Y i .. " : t P- .� I / 1 Ifig / I I I /. / 9 F A Alm a _/1/ I . � . 41, %7 Al 1 . � . / • .4.., � . .�f% O.. ,�, .. , To the best of my knowledge, the above Superintendent /Representative: 215 West Dakota Avenue Clovis, CA 93612 4231 Foster Ave. Bakersfield. CA 93308 1025 Lone Palm Avo.t18G Modesto. CA 95351 545 Parrott St. San Jose. CA 95112 123 Commerce Circle Sacramento, CA 95815 / WAS NOT performed in accor • (559) 348-2200 • (661) 633-2200 • (209) 572 -2200 • (408) 271-2200 • (916) 564 -2200 e with the n'•an: proved plans, specifications, and regulatory requirements. 1501 -15th St NW Suite 106 Auburn. WA 98002 20714 State wy 305 NE Suite 3C Pou/sbo. WA 98370 • 19501 144th Ave. NE #F -300 Woodinville. WA 98072 • 11913 NE 103rd Ave. Vancouver. WA 98662 (253) 939 -2500 (360) 598-2126 (425) 485 -5519 (360) 254-3200 051Krazart& Associates, Inc. DATE: PROJECT #: PROJECT: LOCATION: KRAZAN PROJECT MANAGER: GEOrECIINICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPEC nor, 2- ((i >•z To the best of my knowledge, the abo Superintendent/Representative: 215 West Dakota Avenue, Clovis, Ca 93612 • (559) 348; 4231 Foster Ave., Bakersfield, CA 93308 • (661) . 2200 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • (209) 572 -2200 545 Parrott St., San Jose, CA 95112 • (408) 271 -2200 123 Commerce Circle, Sacramento, CA 95815 • (916) 564.2200 CONTRACTOR: PERMIT NO: INSPECTOR: JURISDICTION: WEATHER: FIELD REPORT NO.: 15 3 7 P fe f >l - 113 try GA" WAS NOT performed in accordance with the approved plans, specifications, a Technicia 'man, Ste. A. Corona, CA 92882 1 15th Street NW, z106, Auburn, WA 98002 20714 State Hwy 305 N.E., Ste. 3C, Poulsbo, WA 98370 19501 144th Avenue NE # F -300. Woodinville, WA 98072 12816 N. E. 95th St.. Ste. B-100. Vancouver, WA 98682 TEMP: C) t/e fft t/e [/e f 0 ( -i S 7?-1.e„. _teak( re{ Cc „� 0 7 ' S �T't�L _ _ - �C%S ''L .0'7 ar ni s /e l s - -eiv cd37 ; c_, f 72,x. r vi_-e 17 _ '' 1, "Ile__. ho/e„.1 144 `5 fisCm I"11 ✓ (du i. Kirk Lc I te 271 . ° sf .ee( i________ / 5 .c,_ c - .. ) - , , ifre__- e_ 5i em y 5e 0,,.p /es 1/rie_ 1/41 j z " P re st//'fLs *drz.zfre..-----cl-, t .h l e, -se P c 7 g , -C--> 4�., / L '/ S _ //I/ LLK 1a_ f _ HOURS DESCPT IN OUT ST LQT , MIL regulatory requirements • (909) 549 -1188 • (253) 939-2500 • (360) 598.2126 • (425)485.5519 • (360) 254-3200 1IK.r2I22U1.. & Associates, Inc. GEOrF:Htltc EN AtIrEmNG • EtIPPONAAPITAI Enc.uifEnfty, C0N jtnucnori fF ,r rim, Arlo INSPK :IION DATE: ) -1 f'2- OZ PROJECT ll: O( -0/ Z o 1 PROJECT: GRn)-rp ra , r , 0 LOCATION: 140 ANr'I~Al/pR4t) Ave. LS. KRAZAN PROJECT MANAGER: 1.A) 3T DSA File /Appl. No. OSHPD No Permit No. - DO) CONTRACTOR >444 reC I.O.R.: ----- RicfrrDai Note, ./ PRESENT AT SITE: ,Su PE /t/A 7'Fr/D.ans; COPIES TO: (uetur t.& WEATHER: rw r-*rrA sT tJ TEMP: 4 147 0(1 a/re AS k(QtiErir 3'r r- t= COOTRA(. OR- Fr]Q. Pcett1F(ltir'tr!'i C01.)':R37'F 11.),;,FLCr /01,J c.1 o SrF µ WALL Q GRtp 17 A ro F 1.0(5 ^TEE/. t.0. 3;Ze i SR - I Rom Emc/1.)c'L1 Qt Srt--rC. . e • - lit • [- • . a 1 a / R•f_tf/G V /2 RAT /env To the best of my knowledge, the above Superintendent/Representative: 215 West Dakota Avenue, Clovis, Ca 93612 4231 Foster Ave., Bakersfield, CA 93308 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 545 Parrott St., San lose, CA 95112 123 Commerce Circle, Sacramento, CA 95815 CC(P.4.1 3S` • (559)348-2200 • (661) 633 -2200 • (209) 572-2200 • (408)271.2200 • (916) 564 -2200 ti M Q P 4cc kc?n7f 2E 4fcro Z Kcaviu Doe j Co42s, P te. ApFRov 226 N. Sherman e. A. Corona, CA 92880 1501 15th Stre t NW, tt 106, Auburn, WA 98002 20714 State Route 305 N.E., Ste. 3C, Poulsbo, WA 98370 13434 N. E. 177th Place, Woodinville, WA 98072 11913 N. E. 103rd Avenue, Vancouver, WA 98662 FILE COPY S F rU A WAS NOT performed in accordance with the approved plans, specifications. and regulatory requirements. Technician: • (909) 549 -1188 • (253)939.2500 • (360) 598 -2126 • (425)485.5519 • (360) 254-3200 pN 1 I(I2I2u1. & Associates, Inc. CJ1•�rrrF t "1• irEpihr, • Pi, .A; .?•;.,r r . - r 4[ptro; �• r.rw,r.(K:ri Ut;' Ara) IN,Prr • NIA ,N.r� RE; �,r'E; !'Ib'; a .tit DATE: TAA., C - PROJECT #: Cat. Ct).Cl PROJECT: (. ) C4S;/4,'7 CLIENT: LiVe_17Z.6./Is,W/u cr7V7E7t7791/. • KRAZAN PROJECT MANAGER: /./ dr ",1 (�F,,/s� 77CAJ.'; t � z - tentED TF7l1S,L v FiG,'ncit,) Tay i AJi 1.ME11M 140nr - MA ,S■t) 96 'l AL l A. • 144 - • _ 1.. 4. / / . To the best of my knowledge, the abov SuperintendentiRepresentative: 215 West Dakota Avenue Clovis, CA 93612 4231 Foster Ave. Bakersfield, CA 93308 1025 Lone Palm Ave. #8G Modesto. CA 95351 545 Parrott St. San Jose, CA 95112 123 Commerce Circle Sacramento, CA 95815 32. K T Are) o ."16 mo,, nF 776 TA Pet?„ C.L+ RED 1.02 mHG7.) ti • (559) 348 -2200 • (661) 633-2200 • (209) 572 -2200 • (408) 271 -2200 • (916) 564 -2200 FIELD REPORT NO: CONTRACTOR: Dyiuii nio-i JURISDICTION: C i ly cf_. &A. icr) PERMIT #: fl C• - INSPECTOR: 5, Zein& WEATHER: c"./2-72c4-;7 TT P472lei?,w a c,) ;.1 -,4)Z &, ti /V r}/r SiC l�ltlLbQ� % - 2eSsa $ u)172/= .4htlid 1.i 7C' /C// /41/G J t.:V OA/ Techni, an: 1.151h St. NW Suite 106 Auburn, WA 98002 • 20714 State Hwy 305 NE Suite 3C Poulsbo, WA 98370 • 19501 144th Ave. NE #F -300 Woodinville, WA 98072 • 11913 NE 103rd Ave. Vancouver, WA 98662 • TEMP: 7 r WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. (253) 939 -2500 (360) 598-2126 (425) 485-5519 (360) 254 -3200 I(1 '21Z3]1. & Associates, Inc. r) ticwnr:AL Er4rit1TFPifr • f:•rr; .t. F ^ir)r1FFP,r: ; r / TI' 1 (iT t:ri A!4;: 1!4 %;' 1,'1 • NAII,on, • t; r.., DATE: •'�o�- - a Law _oaf A PROJECT #: PROJECT: CLIENT: KRAZAN PROJECT ANAGER: To the best of my knowledge, the abov SuperintendentlRepresentative: 215 West Dakota Avenue Clovis, CA 93612 4231 Foster Ave. Bakersfield, CA 93308 1025 Lone Palm Ave. #8G Modesto, CA 95351 545 Parrott St. San Jose. CA 95112 123 Commerce Circle Sacramento, CA 95815 • (559) 348 -2200 • (661) 633 -2200 • (209) 572 -2200 • (408) 271 -2200 • (916) 564 -2200 ch clan: FIELD REPORT NO: in CONTRACTOR: _ JURISDICTION: PERMIT #: . NSPECTOR: *Ar WEATHER: 0 trc ' TEMP: i WAS NOT performed in accordance with the approved pins, spe fications, and regulatory requirements. 1501.15th St. JW Suite 106 Auburn, WA 98002 20714 State wy 305 NE Suite 3C Poulsbo, WA 98370 19501 144th Ave. NE #F -300 Woodinville, WA 98072 • 11913 NE 103rd Ave. Vancouver, WA 98662 (253) 939.2500 (360) 598-2126 (425) 485 -5519 (360) 254 -3200 1IKI21ZaI1 & Associates, Inc. DATE: PROJECT #: PROJECT GEOrECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION LOCATION: _ -. - - - - -- _jit0_- _ -r"{e-e-r1r -1 - KRAZAN PROJECT MANAGER: CONTRACTOR: PERMIT NO: _ __ _ INSPECTOR: _ JURISDICTION: WEATHER: FIELD REPORT NO.: 15 4 J9 Pyn a`1 , 7 _ -L 5-6 th (JAI As ��► � s s1 �: � scw.a. re y ciP® cam, • TEMP: Sri's 6`v.a �s . 1 _.._> ..t' b..Aa L - A V -{� •rf- • 6, To the best of my knowledge, the abo Superintendent/Representative: 215 West Dakota Avenue, Clovis, Ca 93612 • (559) 348 -2200 4231 Foster Ave., Bakersfield, CA 93308 • (661) 633 -2200 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • (209) 572-2200 545 Parrott St., San Jose, C4 95112 • (408) 271 -2200 123 Commerce Circle, Sacramento, CA 95815 • (916) 564-2200 / WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements Technician: DESCP 226 Al. Sherman, Ste. A, Corona, CA 92882 1501 15th Street NW, :106, Auburn, WA 98002 20714 State Hwy 305 N.E., Ste. 3C, Poulsbo, WA 98370 19501 144th Avenue NE F -300, Woodinville, WA 98072 12816 N. E. 95th St., Ste. B-100. Vancouver, WA 98682 • HOURS IN Q U T ' ST I OT . MIL • (909)549.1188 • (253) 939-2500 • (360) 598 -2126 • (425) 485 -5519 • (360) 254-3200 Test Elevation Location(Comments) Curve Mode & Depth Density Moist % , Percent Compaction 1 ' 1 Required 9S ---- -- S G .SLL L A, i d a.4- 3 g 9 1? 7- / ` .c) S S i4- 4 d- a aL L. / O• a a8 •/ I.-a- C. a Q ice. a b'- E la * •C. , /a9 _L9 2. LI 4 f -3 Lf ? Y. `f la-3 E o. F -- a -3 F d. tr ( .— — I i QUI 1 I(razati & Associates, GEOTECHNICAt ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: ) //4/- PROJECT #: 06G PROJECT: LOCATION: G ��.•- _Cu s.�t� _ KRAZAN PROJECT MANAGER: Inc. CONTRACTOR: PERMIT NO: INSPECTOR: _ JURISDICTION: WEATHER: COMPACTION REPORT NO.: 3 332 �M G 1 I 6 � �5 _ N /f .1 - v lc-Ay �`l - ❑ WASHINGTON DENSOMETER ❑ SANDCONE g NUCLEAR TEST ❑ OTHER LOCATION MAP Map Location: 0 Attached 0 Plans. Sheet# To the best of my knowledge, the abov Superintendent/Representative: N 0 on Backside NOTE: Separate report SIB use for each item Curve Curve Test Method: _ Daily Avg. St 'Count Densities aa-31 Daily Avg. Std Count moisture X Gauge# 215 West Dakota Avenue, Clovis, Ca 93612 • (559) 348.2200 4231 Foster Ave., Bakersfield, CA 93308 • (661) 633.2200 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • (209) 5724200 545 Parrott St., San Jose, CA 95112 • (408) 271.2200 123 Commerce Circle, Sacramento. CA 95815 • (916) 564-2200 ❑ Paved Areas (circle one): Sub /Agg/Asphalt ad (s) ❑ Other ❑ Trenches (circle one): Sewer / Water / Storm Drain / Utly / irr. Opt Moisture Unified Soils Classification Max Dry Density L HOURS LD SCPT T IN OUT i ST OT MIL - L AS/ WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Technici - 226 N. Sherman, Ste. 4, Corona, CA 92880 1501 15th Street NW, #106, Auburn, WA 98002 20714 State Route 305 N.E., Ste. 3C, Poulsbo, WA 98370 13434 N. E. 177th Place, Woodinville, WA 98072 11913 N. E. 103rd Avenue, Vancouver. WA 98662 TEMP c • (909) 549 -1188 • (253) 939-2500 • (360)598.2126 • (425)485.5519 • (360) 254 -3200 February 18, 2002 Krazari ASSOCIATES, INC. GEOTECULAICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Nlr. Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14060 Interurban Avenue South Tukwila, WA 98168 RE: In Process Inspection Report Grand Central Casino 14060 Interurban Avenue South Tukwila, Washington Dear Mr. Roche, Respectfully submitted, KRAZAN & ASSQCIATES, INC. William B. Throne Auburn Division Manager Pacific Northwest Region WBT /tr Enclosures CC: CITY OF TUKWILA DYNATECH MERRICK LENTZ ARCHITECTS RECEIV FEB 2 7 200? �iMM UNITY Project No. 066 -01201 Permit No. 001 - 180 Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Offices Serving The Western United States 1501 — 15` Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 -2556 0101 brerk.duc Krazan & Associates, Inc. 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Project No. 066 -01201 Cyl. Code 020008 Pour Date Weather Clear Jurisdiction City of Tukwila Project Grand Casino Location 14040 Interurban Avenue South Client Grand Central Properties of Tukwila, LLC Field Data Site Mix Supplier Miles Sand & Gravel Concrete X Mortar Prisms Grouted Placement Area Footings X Slab /Deck Inspector T. Tran Laboratory Data Cyl. Code 020008-1 020008 -2 020008 -3 020008 -4 020008 -5 020008 -6 020008 -7 020008 -8 Remarks Walls Slab Test Field Date Cure Age 1/4/02 7 1/25/02 28 1/25/02 28 Results Reviewed By Codes for Break Types: 1. Cone X Grout Ungrouted Columns Pilings 2. Cone & Split Plant No. Flex Beams Other Conc. Air Temp. Temp. Unit Time Truck # Ticket # % Air Slump (F) (F) Wt. 2:10 19 419856 -- 4" 69 43 Grade Beams Other Grids Footing on line F/1 - 9, line 9/A - F column footing @ F/1.2,3 .1,5,7,@9 /F, E, D, C, B @ 7.1/E, D, C, @ 3 /E, D, C & B. Remarks Sampled at 32 of 48cy. Reviewed By /14 Design Strength 2500 Wt. Max. Comp. Dim Area Lbs. Load Str. (psi) 4x8 12.36 32000 2,590 4x8 12.54 65000 5,180 4x8 12.49 62000 4,960 12/28/2001 Report No. 7905 Permit No. D01 -180 Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corporation Date Specimens Rec'd. Tested Break Set # By Type GN 4 GN 1 Date Reviewed 24 3. Cone & Shear Reported Batch Data Cement Type Design X Actual Mix No. 01500 Cem. lbs. 470 F. Ash lbs. C. agg. lbs. 1869 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1576 Water 153 Admixture Other AIr Ent. (ozicwt) GN Water Added on Job (gals.) 4. Shear alval• OP. Other 0 Woe MAW OHO AO. MIMS Ob Items Inspected X Conforming Non - Conforming 1/4/02 Test Method ASTM C39 X C -1231 X Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) FED-15-2002 14:40 FROM:KRP2AN February 15, 2002 I(razan GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Mr. Craig Chaney MERRICK LENT'Z ARCHITECT' 1800 -136 Place Northeast Bellevue, Washington 98005 RE: RLcomiz2 235 Water - repellent Admixture for Concrete Proposed Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington Dear Mr. Chaney: At the request of Peer Hinshaw with Dyna Tech, we have prepared this addendum letter regarding the use of Rheomix® 235 admixture in the slab concrete and a scaler for the slab surface in lieu of the visqueen for the underelab vapor barrier at the Grand Central Casino project. It is our opinion that the combined use of the RheornixE 235 admixture and slab scaler is acceptable. We recommend that prior to installing any flooring on the slab, the vapor emission rate be measured by test method ASTM E -1907 to verify that the vapor emission is acceptable to the flooring installers. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN AND ASSOCIATES. INC. Chris Behrens, R.G., R.E.G. Senior Engineering Geologist CB/SLC RECEIVED Lb 1 .: 2002 BUlLOiNslu DEPARTMENI / in V P -- 42548568 ,77 TO:206 242 4820 P.002/002 & ASSOCIATES, INC. Scan L. arawa , ',E. Engineering Manager With Eleven Offices Serving The Western United States 19501 144' Avcnuc N6 NE- -300 • Woodinville. Washington 98072 • (425) 485.5519 • Fax (425) 485.6837 KA Project No. 092.01028 09201029 Rhaomtx 235.doc Reid iddleton February 12, 2002 File No. 26 -02- 005- 001 -01 Mr. Steve Lancaster City of Tukwila Department of Community Development 6300 Southcenter Boulevard Tukwila, WA 98188 Reference: Contract For Services, dated February 18, 1999 Subject: Grand Central Casino and Riverside Dear Mr. Lancaster: RECEIVED FEB 12 2002 DEVELOPMENT Thank you for considering Reid Middleton to provide professional engineering services for the Grand Central Casino and Riverside Inn site investigation. This letter confirms our telephone conversation on December 27, 2001. A. Project Understanding We understand the Grand Central Casino is under construction on property immediately north of the Riverside Inn site. A concrete wall and footing have been constructed for the Grand Central Casino adjacent to the existing exterior concrete masonry wall of the Riverside Inn. The ground surface at the Grand Central Casino site was lowered to permit construction at the intended elevation. There is currently a dispute between the property owners as to whether or not the construction of the wall and footing has damaged the existing wall and, consequently, the building as well. We understand the City of Tukwila would like Reid Middleton to investigate the existing conditions and determine if there has been damage to the extent there is an imminent life - safety hazard to the occupants of the Riverside Inn. B. Scope of Work 1. Record Drawing and Consultant Report Review. Reid Middleton will review available construction drawings of the Grand Central Casino. We understand construction drawings of the Riverside Inn are not available. Reid Middleton will also review relevant support documents of the Riverside Inn (i.e., structural calculations, geotechnical reports). Washington Oregon Alaska Engineers P /annerr Surf 0 ort Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 fox 425 741 -3900 _ ..: .W'.F. V •Y2 � JiMw �" Mr. Steve Lancaster City of Tukwila February 12, 2002 File No. 26 -02- 005- 001 -01 Page 2 2. Site Visit. Reid Middleton will make a site visit to confirm the existing condition and investigate the circumstances surrounding the construction in question. Sincerely, 4. Additional services requested by City of Tukwila. We appreciate the opportunity to assist you on this project. Please call me if you have any questions or require clarification. Reid Middleton, Inc. Ij Philip R. Brazil, P.E., S.E. Senior Engineer Report of Findings. Reid Middleton will provide a report of its findings from Items B.1 and B.2. The report will be addressed to the City of Tukwila. dls\ 26se\ planrevw\ tukwilakontract \GrandCentral.doc h:\ doc \forms\agrement\ltr- agr.doc \prb Reid iddletan 411Krazan & ASSOCIATES, INC. February 6, 2002 GEOTECIINICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Ms. Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14060 Interurban Avenue South Tukwila, WA 98168 RE: Laboratory Testing Grand Central Casino 14060 Interurban Avenue South Tukwila, Washington Dear Ms. Roche, In accordance with your request and authorization, we have performed laboratory tests on the material sampled from the above referenced project site. The laboratory tests performed on the material were in accordance with the applicable ASTM test methods. The results of the laboratory tests are presented on the following pages. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. William B. Throne Auburn Division Manager Pacific Northwest Region WBn pc CC: CITY OF TUKWILA DYNATECH Offices Serving The Western United States 1501 — 15' Street NW Suitc 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939.2556 KA No. 066 -01201 Do 1` 012011g-doe 135 130 125 C. V! C la 0 120 115 110 Test specification: Oversize COMPACTION TEST REPORT ZAV for Sp.G. = 2.65 • - • . . . 2.5 5.0 7.5 10.0 Water content, % ASTM D 1557 Procedure C Modified correction applied to each point 12.5 15.0 17.5 Elevl Depth Classification _ Nat. Moist. Sp.G. LL PI % > 314 in. % < No.200 USCS AASHTO 0 GP 2.65 0.0 4.4 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density = 124.9 pcf Optimum moisture = 10.7 % 124.9 pcf 10.7 % 5/8 minus Project No. 066 -01201 Client: Evergreen Entertainment Inc. Project: Grand Central Casino • Location: stockpile Remarks: Sample ID: 9873 Curve: A Tested By: SD COMPACTION TEST REPORT KRAZAN & ASSOCIATES, INC. t SIEVE SIZE PERCENT FINER SPEC. PERCENT PASS? (ONO) 75 jn. 100.0 CRS. MEDIUM .625 in. 97.9 0.0 0.0 .5 in. 90.5 22.6 12.2 .375 in. . 69.1 #10 39.2 #20 16.6 #60 10.7 #200 4.4 % COBBLES % GRAVEL % SAND % FINES CRS. FINE CRS. MEDIUM FINE SILT CLAY 0.0 0.0 41.9 18.9 22.6 12.2 4.4 Project: Grand Central Casino Client: Evergreen Entertainment Inc. Sample No: 9873 Location: stockpile 100 90 80 70 60 50 40 30 20 10 ---- 0 loo 100 4 (no specification provided) Particle Size Distribution Report Source of Sample: On Site 10 1 GRAIN SIZE - mm 5/8 minus PL= D85= 11.0 D30= 1.10 C 21.58 USCS= GP Sample ID: 9373 Curve: A Tested by: SD 0.1 Soil Description Atterberq Limits LL= Coefficients D60= 5.00 D15= 0.373 C 1.05 Classification AASHTO= Remarks Project No.: 066 - 01201 Date: 1 -16 -02 Elev. /Depth: 0 0.01 PI= 050= 3.64 Die 0.232 0.001 X Owner X Contractor X Architect X Building Dept. X Engineer Client Friedman Development Contractor Construction Associates Job Number, 1 01 -515 1 Report Number. ) 022 1 Permit Number. ( 001 -026 ; Field Cure Age (Days) Project Southcenter Storage Architect Reid Middleton Weight Address: 5950 Southcenter Blvd. Engineer. DCI Tested in general accordance with Client Friedman Development Contractor Construction Associates 2 -7-02 Date: 1 -31 -2002 inspector. JD Rabe 2.75x5.5 5.94 2.75# Inspected the resteel and placement at 1 Retaining wall at east elevation from south end of wall to bldg comer 5350 Height of lift j Varies, contractors stopped work due to water seepage problems. 2 2 -7-02 Resteel is grade 1 60 1 , as specified, from C, B 5.94 Placement Data Batch Weights 5890 Supplier. Glacier 0877 Cement (type/lbs.): 1111 705 Fine (lbs.): 2125 Coarse size/lbs.: 800 . ea Waters./gal): Aea: 267 Mix Number. Admixtures (specify) 4 oz. /c d Total Yards Placed: 8 Placed pneumatically: Yes Coarse (size/lbs.): Fl Ash lbs.: 40 W/C Ratio: S • eked Stren . • si : 4000 Sample Data (UBC 19241DCLU Directors Rule 35 -98) Yards Slump Shotcrete Temp Ambient Temp Truck No. Ticket No. Cast Cores: 1-4 7.0 2 12 70 43 73 348577 Cast Cores: Position of • anel when shot Vertical Testin ! • erformed • er • endicular to • anel. Weather. Rainy, 40's Nozzlers: Casey Blow Pipe Operators: 1 Terry Equipment Used: Date Samples Picked U .• 2 -1-02 Comments Contractors cutting off finish coat and trimming back sags from seepage. To try to finish another day Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with X 1 _ 2 -7-02 7 2.75x5.5 5.94 2.75# 31,780 5350 ASTM C1140 2 2 -7-02 7 2.75x5.5 5.94 2.79# 35 010 5890 � Conforms 1 Does Not Conform Cowles to C....,....,,i....,4• n. min, OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4-US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com SHOTCRETE REPORT TEST RESULTS Reviewed by: I Conforms x • I Does Not Conform 1 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 X Owner X Contractor X Architect X Building Dept. X Engineer Inspected the resteel and placement at 1 Retaining wall at east elevation from south end of wall to bldg comer Job Number. 1 01 -515 1 Report Number: I 021 1 Permit Number: I D01 -026 i Project: Southcenter Storage Architect: Reid Middleton Address: 5950 Southcenter Blvd. Engineer: DCI Client: Friedman Development Contractor: Construction Associates Date: 1-30-2002 Inspector. JD Rabe/ Josh Inspected the resteel and placement at 1 Retaining wall at east elevation from south end of wall to bldg comer Height of lift: 8cyds only, placement discontinued due to laborer and scaffold issues, possible change in top elevation, some minor adjustments in rebar placement may be necessary prior to resumption of shotcrete application Resteel is grade j 60 I , as specified, from C, B Placement Data Batch We ghts Supplier: Glacier Cement (type/lbs.): I /11 705 Water (lbs. /gal): 267 Mix Number: 0877 Fine (lbs.): 2125 Admixtures (specify) Total Yards Placed: 8 Coarse (size/lbs.): 800 pea Aea: 4 oz. /cyd Placed pneumatically: Yes Coarse ( size/lbs.): Specified Strength (psi): 4000 Fly Ash (Ibs.): 40 W/C Ratio: Sample Data (UBC 1924/DCLU Directors Rule 35.98) Yards Slump 21/2 Shotcrete Temp 70 Ambient Temp 36 Truck No. 00 Ticket No. 348402 Cast Cores: None obtained Cast Cores: Stopped early Position of panel when shot: Vertical 1 Testing performed perpendicular to panel. Weather. Overcast high 30's Nozzlers: Casey Blow Pipe Operators: 1 Terry Equipment Used: 1 Date Samples Picked Up: 1 No panel shot Comments 1 Specimen Test Field Age Size Area Max Load Strength Tested in general Number Date Cure (Days) (In.) (Sq.ln.) Weight (Lbs.) (psi) accordance with ASTM C1140 I Conforms 1 Does Not Conform Conies to: CA TN rest I') . vl• Al MI 1114 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 W wBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: ww.ottorosenau.com SHOTCRETE REPORT TEST RESULTS Reviewed by: Conforms ( x ( Does Not Conform This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 Conies to: CA TN rest I') . vl• Al MI 1114 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 W wBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: ww.ottorosenau.com SHOTCRETE REPORT TEST RESULTS Reviewed by: Conforms ( x ( Does Not Conform This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 X Owner X Contractor X Architect X Building Dept. X Engineer X Inspected the resteel and placement at Job Number. ( 01-515 1 Report Number. 1 020 1 Permit Number: D01 -026 , " Test Date Project: Southcenter Storage Architect Reid Middleton Address: 5950 Southcenter Blvd. Engineer. DCI Client Friedman Development Contractor. Construction Associates Date: 1 -29 -2002 Inspector. JD Rabe/ J. Day X Inspected the resteel and placement at So. '/2 2" floor elevated pan deck. Previously noted non - conforming items are now correct. Some ice In channels of pan deck. Chipped, removed and thawed with weed burners Discussed and recommended aci cold weather procedures. Contractors are tentin! and heatin• area below slab. Resteel is grade 1 1 , as specified, from Placement Data Batch Wel! hts Supplier: Stoneway Cement (sack/type/lbs.): I/11 450 W/C Ratio: 0.47 Mix Number, 4852 -a Sand (Ibs.): 1407 Admixtures (specify) Adva 10.8 oz./ d Max Slump Allowed: 5 Aggregate (size/Ibs.): 1927'4' Total Yards Placed: 103 A !r .. ate size/lbs.: Wrda 64 21.2oz. /c d Placed Via: Boom pump Aggregate size/Ibs.: Fly Ash (Ibs.): 80 Daraset 68.9 oz.cyd Vibrated: Yes Required psi (f c): 4000 Water (Ibs. /gal): ASTM C 109/109M Sampling and Casting of Samples (ASTM C 172, C 31/C 192) Yards Slump C 143 Air % C 231 Conc. Temp C 1084 Ambient Tem • Truck No. Ticket No. Cast Samples: 1-4 64 5 n/t 60 37 434 241124 Cast Samples: Compressive X Cast Samples: Flexural Weather: 1 Cold, cloudy, wind ssw 5 Slump Range: 1 4-5 Date Sam • Ies Picked U • Comments Specimen Number Test Date Field Cure Age (Days) Size (In.) 4x8 Area (Sq.in.) 12.55 Weight 8.80# Max Load (Lbs.) 45,140 Strength (psi) 3600 Tested in general accordance with ASTM C39 X 1 2 -5-02 7 ASTM C 78 _ _ _ ASTM C 109/109M i _ Compressive X Flexural 1 Conforms 1 Does Not Conform Copies to: OTTO ROSENAU 8 ASSOCIATBdNC. fD Geotechnical Engineering, Construction Inspection & Materials Ong 6747 M. L King Way South, Seattle, Washington 98118 -3216 � 9 2 002 Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4-US • Fax: (206 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Webs CONCRETE REPORT TEST RESULTS Reviewed by: Conforms 1 x rl Does Not Conform This report applies only to the items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 To: CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS Alan Doerschel Jim Morrow Cyndy Knighton Laurie Werle File Project Name: Grand Central Casino 14040 Interurban Ave S File #: D01 -180 Date: 01.29.02 Reviewer: L. Jill Mosqued Subject: Traffic Mitiga on Fee Refund In October 2001, the Grand Central Casino provided the City $80,481.00 deposit for traffic mitigation fees. On January 16, 2002, Jim Morrow, Public Works Director, notified Grand Central Casino in writing that the final mitigation fee is $51,014.00. Please refund the difference of $29,467.00 to: Mr. Steven Jones Foster Pepper & Shefelman PLLC 1111 Third Avenue Suite 3400 Seattle, Washington 98101 -3299 Projects /ATACS /D01 -180 traffic mitigation refund 1 January 25, 2002 Mr. Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14060 Interurban Avenue South Tukwila, WA 98168 RE: In Process Inspection Report Grand Central Casino 14060 Interurban Avenue South Tukwila, Washington Dear Mr. Roche, krn3IT1& ASSOCIATES, INC. GEOTECIINICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Respectfully submitted, KRAZAN & ASSOCIATES, INC. William B. Throne Auburn Division Manager Pacific Northwest Region WBT /pc Enclosures Cc: CITY OF TUKWILA DYNATECH MERRICK LENTZ ARCHITECTS 11160101110111111111111=111111rimers Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Offices Serving The Western United States 1501 — 15 Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 -2556 > <•.q i�{''. f. %: iY'e� ^. Via. Project No. 066 -01201 Permit No:'D01 -180 01:01 breal.dv Krazan & Associates, Inc. Field Data Project No. 066 -01201 Cyl. Code 012074 Pour Date Weather Sunny Project Grand Casino Location 14060 Interurban Ave S. Client Supplier Miles Concrete X Mortar Prisms Grouted Placement Area Footings X Walls Cyl. Code 012074 -1 012074 -2 012074 -3 0120744 012074 -5 0 12074 -6 012074 -7 012074 -8 Time Truck # Ticket # 1420 731 418625 '!o Air Slump -- 3.75 Slab /Deck Slab Pilings Grids Concrete placed via pump and consolidated by H/F vib. at footing for tilt wall panels grid A to F along line 1. Remarks Work and materials per plans and specs. Inspector Ed Smith Laboratory Data Test Field Date Cure Age 12/21/01 7 1/11/02 28 1/11/02 28 H Remarks e6F Results Reviewed By ' Codes for Break Types: Dim 4x8 4x8 4x8 1. Cone Jurisdiction City of Tukwila Reviewed By Wt. Area Lbs. 12.50 12.42 12.42 Grout Ungrouted Columns 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 - 2500 Design Strength 2500 2. Cone & Split Site Mix Plant No. 1 Flex Beams Other Conc. Air Temp. Temp. Unit (F) (F) Wt. 66 44 Max. Load 51000 81000 77000 T A Engineer Architect Contractor Dyna -Tech Construction Corp. Grade Beams Other Comp. Str. (psi) 4,080 6,520 6,200 12/14/2001 Report No. 6616 Permit No. D01 -180 Air Ent. (ozlcwt) L Tested Set# By Type KG 1 RH 1 RH 1 Date Reviewed .? 5 - 3. Cone & Shear Reported Batch Data Cement Type 1 Design X Actual Mix No. 01550 Cem. lbs. 516 F. Ash lbs. -- C. agg. lbs. 1858 7/8" C. agg. lbs. 2 -- C. agg. lbs. 3 Sand lbs. 1520 Water 26.6 gi Admixture Other 4. Shear Water Added on Job (gals.) 0 Items Inspected X Conforming Non - Conforming Test Method WOO AID Mi Date Specimens Rec'd. 12 - - Break ASTM C39 C -1231 X Other C31,143,172,1064 Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) January 24, 2002 Craig Chaney 1800 — 136th Place NE, #100 Bellevue, WA 98005 Dear: Mr. Chaney: City of Tukwila Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application #1 — Revision #10 Development Permit Application Number D01 -180 Grand Central Casino 14040 Interurban Avenue S This letter is to inform you that your Revision #10 to your permit received at the City of Tukwila Permit Center on January 11, 2002, is determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed. Planning Division: Deb Ritter, Associate Planner, at (206)431 -3663, if you should have any questions regarding the attached. Please address the attached comments in an itetnized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206)431 -3670. Sincerely, L. Brenda Holt, Permit Coordinator encl ' File: Permit File No. D01 -180 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone- 206 -431 3670 • Fax: 206 - 431 -3665 January 11, 2002 Mike Cabe Merrick Lentz Architect 1800 — 136th Place Ne, Sutie 100 Bellevue, WA 98005 RE: CORRECTION LETTER #1 — Revision #6 Development Permit Application Number D01 -180 Grand Central Casino 14040 Interurban Avenue S Dear Mr. Cabe: This letter is to inform you of corrections that must be addressed before your Revision #6 to your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Division and Fire Department. At this time, the Planning Division and Public Works Department have no comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. 1 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, please contact me at (206)431 -3670. Sincerely, i Wait_ FILL Brenda Holt Permit Coordinator encl xc: File No. D01 -ISO 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 -431 -3065 cry of Tukwila Department of Community Development Steve Lancaster, Director Steven M. Mullet, Mayor City of Tukwila Department of Community Development PLANNING DIVISION COMMENTS DATE: January 11, 2002 APPLICANT: Merrick Lentz Architect RE: Grand Central Casino (001 -180) Revision #10 after Permit is issued ADDRESS: 14040 Interurban Avenue South Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Deb Ritter is the planner assigned to the file and can be reached at 206 -431 -3663. Your application has been deemed to be incomplete. Steven M. Mullet, Mayor Steve Lancaster, Director 1. The footprint of a proposed generator is shown immediately east of the trash enclosure (Sheets A1.0, L1.1, L1.2). It is our understanding that underground tanks will not be required since a natural gas line will be supplying fuel to the generator. However, the following must be provided: a. Please label the generator on all applicable plan sheets. b. The generator must be screened from view using the same materials as those proposed for the trash enclosure. Please revise Sheet A3.0 to incorporate the detail shown on DR3.0, and amend it to reflect an enclosure for the generator. c. A report signed and stamped by a licensed acoustical engineer demonstrating that the generator will meet the conditions of the Tukwila Noise Ordinance (TMC 8.22). This study shall include the following: (i) a description of the equipment; (ii) the noise levels created by the equipment; (iii) any noise mitigation necessary to meet the requirements of the Noise Ordinance; and (iv) noise barrier analysis and specifications. d. A generator testing schedule is to be provided that specifically addresses the hours of testing and the duration and frequency of the tests. PLEASE NOTE: As a condition of final approval of the building permit, an inspection report (signed and stamped by the acoustical engineer) must be submitted verifying that the generator and any noise barrier(s) have been installed in accordance with the acoustical report. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206- 431 -3665 Rick Lentz Architect January 11, 2002 D01 -180 Page 2 2. Sheets L1.1 and L1.2 indicate a "sight obscuring fence" between the shop and casino building. This must be revised to indicate a "6 -foot high sight obscuring wall" as shown on Sheet A1.0 and 0R3.0 and as approved by the Planning Commission. MIBMOSEMZEDEMZIEMPO 3. Sheets L1.1 and L1.2 indicate the addition of a "8 -foot chain link fence" to be installed at either end of the alley between the Riverside Inn and the new casino building. However, during the applicant's presentation before the Planning Commission on August 30, 2001, the Planning Commission requested that a panel be inserted in the space between the two buildings. This panel was to be of the same materials as the casino building and designed to prevent entry into the alley. The Planning Commission's request was acceptable to the applicant. Please make the necessary revisions on applicable plan sheets (especially A1.0, A3.0, L1.1 and L1.2). January 9, 2002 Ronald J. Trompeter Eisenhower & Carlson, PLLC 2830 Two Union Square 601 Union Street Seattle WA 98101 Subject: Riverside Inn, 14040 Interurban Avenue East Dear Mr. Trompeter: Following our initial inspection of the referenced premises (prompted by your December 17, 2001 letter) we retained Reid Middleton, Inc. to conduct additional investigation and analysis. The results of this investigation are contained in Reid Middleton's letter report dated January 8, 2001 (copy attached). Your client Mr. Woyvodich has been aware that this report was being prepared, and has requested a copy upon its completion, which we will provide together with other documents he requested, under separate cover. For your information, we are also providing copies of the enclosure to Mr. Rick Lentz, architect -of- record for the Grand Central Casino project, and to Mr. Steven G. Jones, attorney representing Grand Central Casino. Sincerely, City of Tukwila Department of Community Development Steve Lancaster, Director Department of Community Development Cc: Rick Lentz, Merrick Lentz Architects Steven G. Jones, Foster Pepper & Shefelman Duane Griffin, Tukwila Building Official David St. Pierre, City Attorney's office /e{ Steven M. Mullet, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 Reid ` iddleton January 8, 2002 File No. 26 -02- 005 - 001 -01 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Site Evaluation Grand Central Casino and Riverside Inn Dear Mr. Griffin: RECEIVED JAN 0 9 2002 DEVELOPMENT Pursuant to your request, I went to the site of the proposed Grand Central Casino and the existing Riverside Inn in Tukwila on two occasions, December 21 and 28, 2001. The purpose was to observe and evaluate recent construction activities along their shared property line. On both occasions, I met with Dave Larson, the senior building inspector for the City of Tukwila, Benny Woyvodich, the owner of the Riverside Inn, and Wayne Jennings, the maintenance manager of the Riverside Inn for the lessee. I took several photos on my first visit, copies of which will be provided, upon request. Rick Lentz, the architect of record, was also present on my second visit. My understanding is that the lessee of the Riverside Inn is the owner of the Grand Central Casino. Dyna -Tech Construction is apparently the contractor for the construction project. I was provided with several documents, including: • Original construction drawings approved by the City of Tukwila (dated October 26, 2001). • Structural calculations by Nelson Consulting Engineering (dated May 29, 2001). • The geotechnical engineering investigation report by Krazan and Associates (dated May 15, 2001). • A technical information report by Pacific Engineering Design, the civil engineer of record (dated May 16, 2001). • Site evaluation reports by Mr. Timothy File, P.E., dated December 12 and 19, 2001. • A letter from the Law Offices of Eisenhower and Carlson, dated December 19, 2001 Washington Oregon Alaska Engineer) Planner) Surtoorj Reid Middleton, inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Duane Griffin City of Tukwila January 8, 2002 File No. 26 -02- 005 - 001 -01 Page 2 north of the south property line. • Field reports and laboratory test reports by Krazan and Associates, beginning on November 21 and continuing through December 12, 2001. • A report by Mr. Rick Lentz, the architect of record, dated December 29, 2001, w • A letter by Mr. Sonny Proctor of Dyna -Tech Construction, dated December 26, v v 2001, summarizing results of the monitoring of the elevation of the north exterior g S wall of the Riverside Inn. N LL Several revisions to the approved drawings were reviewed and approved by the City of w 0 Tukwila. Those that were relevant to my evaluation include: i 1 • Revision No. 1, dated October 29, 2001, which resulted in a decrease in the co d allowable vertical soil bearing value from 3000 psf, to 1000 psf at the south us exterior wall and 500 psf elsewhere, and included revisions to the structural ? calculations and gcotechnical report. The concrete footings were increased in size, if the concrete slab -on -grade was increased in thickness, and concrete grade beams were proposed. MCI • Revision No. 4, dated December 10, 2001, which resulted in an increase in the w w thickness of the footing at the south exterior wall. LL'O • Revision No. 5, which resulted in a relocation of the south exterior wall to 5'6" iii z F � O z I was asked to determine whether or not the recent construction for the Grand Central Casino along the shared property line poses a life- safety hazard to the occupants of the Riverside Inn. The Riverside Inn is a one -story building of wood frame construction including the floor, which has an accessible crawl space beneath it. It was apparently constructed in the 1960s. Its north exterior wall is constructed of concrete masonry units and is approximately 16'0" high. It is adjacent to the property line that it shares with the Grand Central Casino. The proposed Grand Central Casino is a mainly one -story building of wood and steel frame construction but with a concrete slab -on -grade floor. A partial second floor is located along the north exterior wall. Its foundation is currently under construction. The south exterior wall is of reinforced concrete "tilt -up" construction and is approximately 23'0" in height (above the concrete floor). The original intent was to locate the wall adjacent to the property line that it shares with the Riverside Inn. 'Reid iddleton Mr. Duane Griffin City of Tukwila January 8, 2002 File No. 26 -02 -005- 001 -01 Page 3 However, it was relocated to 5'6" from the property line, as documented by Revision z No. 5 (noted above), and is now in place at that location. A review of the construction documents indicates that a specific location for the wall was not proposed until the relocation placed it 5'6" north of the south exterior property v 0 line. Previously, it was depicted as adjacent to the line, but a specific distance v o between its outside face and the line was not noted. See Sections A/A5.0 and 2/A6.0 u� w for further information. w u. w Construction of the Grand Central Casino was preceded by the demolition of the 5 buildings for two businesses on the site: Atacs Products, Inc. adjacent to the Riverside I. Inn, and Reliable Auto Motors to the north of Atacs Products. 03 w The elevations of the floors of the buildings are relevant to my evaluation and are z documented in the construction drawings. Two systems are used: elevations per the 1- vertical datum established by King County Survey Control Point No. RENT1911, and j o reference elevations. They are as follows (reference elevations shown in parentheses): § • Top of wood floor, Riverside Inn: 19.25 (101.85). w w • Top of concrete slab -on -grade floor, Atacs Products: 17.81 (100.41). v �O • Top of concrete slab adjacent to south exterior wall, Grand Central Casino: 17.40 z (100.00). _ • Top of concrete slab to the north, Grand Central Casino: 18.40 (101.00). t, z The reference elevations will be used throughout the remainder of this report. There are two elevations for the Grand Central Casino due to a 12 -inch vertical step in the floor, located 40'0" north of the inside face of the south exterior wall. The south exterior wall is in place, but the foundation has yet to be completed to permit construction of the concrete slab -on- grade. This prevents a verification of its eventual location. However, the drawings propose that it be located approximately 1'10" below the wood floor of the Riverside Inn, stepping up 12 inches at a line 40'0" to the north. Review of the construction documents also created some confusion in my mind as to the intent of the design team in certain respects. Although not directly relevant to my investigation, there may be indirect impacts upon the issues in question that I have yet to detect. The 12 -inch vertical step in the floor of the Grand Central Casino is shown on Sheet A2.0. Exterior Doors No. 1, 2, and 26 lead to the exterior at the west side of the building. Doors No. 1 and 2 lead from the floor at Elevation 101.00, while Door No. 26 leads from the floor at Elevation 100.00. There is no mechanism proposed for access between the door under the covered walkway (i.e., ramp, 12 -inch step). See also the West Elevation on Sheet A3.0. Vodif Reid iddleton Mr. Duane Griffin City of Tukwila January 8, 2002 File No. 26 -02- 005- 001 -01 Page 4 Sections A -A and B -B on Sheet C7 are site cross sections of the proposed parking area. Both specify the top of the concrete floor (FF) at Elevation 101.00 (18.40). The 100 -year storm elevation of the nearby Duwamish River is specified at Elevation 100.00 (17.40). Section B -B is located on Sheet C3 at the area of the floor proposed at Elevation 100.00 (17.40) in the architectural drawings. A question arises whether the south portion of the floor at elevation 100.00 is intended to be the same as the 100 -year storm elevation. When I arrived at the site on December 21, I observed the south concrete wall and footing of the Grand Central Casino in place, presumably 5'6" north of the south property line. The masonry wall of the Riverside Inn appeared to be adjacent to the property line. A cast -in -place concrete wall and footing had been constructed adjacent to and below the masonry wall (see enclosed Diagram No. 1). This wall was apparently constructed to provide lateral, and partial vertical, support for the masonry wall. Pins were observed along the top of the wall in two locations. A third pin was located east of the Grand Central Casino, near the northeast corner of the Riverside Inn. This indicated to me that the shared property line is located approximately 1 inch north of the north face of the masonry wall of the Riverside Inn. I made detailed observations of the masonry and concrete walls. There was no visible distress in either wall that might lead one to conclude that the recent construction of the concrete wall had caused significant damage to the masonry wall. The masonry wall was apparently part of the original construction of the Riverside Inn. I found it to be in reasonably good condition. There were no visible cracks in the wall except for a vertical crack extending from the bottom of the wall to approximately 8'0" above, near mid - length of the wall. It was a maximum of 1/32 inch in width. Mr. Woyvodich indicated to me that there is no vertical reinforcing in the cells and they were not grouted, but there is horizontal joint "ladder- type" reinforcement in the mortar joints spaced at 24 inches o.c. There is also a fully grouted 8 -inch horizontal bond beam at the elevation of the roof, for the purpose of supporting the bolts for the Ledger that, in turn, supports the roof trusses. The masonry wall provides vertical support for the northern end of the roof and floor, as well as partial lateral support of wind and earthquake forces for the building. The construction of the masonry wall appeared to have been poorly executed in places. It had been located adjacent to the masonry wall of the former Atacs Products building. The outside faces of the walls were apparently about 8 inches apart. The masons were probably unable to reach around to trowel the mortar joints on the outside face of the Riverside Inn wall. Excess mortar should have been placed along the outside bed joints and, as a result, fins of mortar projecting from the outside face Reid iddleton Mr. Duane Griffin City of Tukwila January 8, 2002 File No. 26 -02- 005- 001 -01 Page 5 should be visible today. Instead, there were significant areas of missing or thinned areas of mortar. The concrete wall and footing are located immediately adjacent to the masonry wall. The ground surface was apparently excavated immediately adjacent to the masonry wall, down approximately 4'0" below the bottom of the masonry wall, to enable construction of the concrete wall and footing. This had been completed before I arrived on December 21. There is an ongoing dispute between the property owners concerning the dimensions of the concrete footing for the masonry wall, namely, whether or not the footing projected north of the north face, or terminated at the north face, of the masonry wall. I was not able to resolve this dispute since the recent construction has covered the footing from view. I found both viewpoints plausible. There is additional supporting documentation relevant to the support of the masonry wall by the concrete wall that should be considered, but has not yet been made available to me. The contractor made several measurements of the elevation of the masonry wall during the excavation and construction of the concrete wall and footing. In the December 26 letter from Dyna -Tech Construction (noted above), Mr. Proctor states several times that there was "no change" in the elevation. Logs of the measurements should be requested for review to enable verification of these statements. The concrete wall and footing were apparently not designed by a registered engineer before their construction. Mr. Timothy File, P.E., whose evaluation reports are noted above, is now undertaking that task. His calculations and conclusions, and recommended remedial actions if necessary, should also be reviewed. Measurements of the masonry wall elevation were apparently last conducted on December 11. We recommend they resume and continue at least until design of the concrete wall is resolved. There is also an ongoing dispute between the property owners concerning the condition of the brick masonry veneer on the face of the east exterior wall of the Riverside Inn, extending from the northeast corner of the building, and the concrete walkway below. Mr. Woyvodich apparently believes that the recent construction has caused settlement in this area and this has affected the condition of the veneer and walkway. A close examination revealed that there is no visible evidence of recent movement in the veneer or walkway. The walkway extends along the west exterior wall of building. It generally slopes down and away, perpendicular to the wall. It is generally level parallel to the wall. However, the first 6 lineal feet also slope down toward the north, parallel to the wall. It appears that it was originally constructed in this manner. The nearby expansion joint does not show any evidence of recent Reid iddleten ` 71. '• �m d .�:. Y' �J�� CJ ' •! iaL. "...i. n"iliil_...n�,..�. —•r.+.+x�� Mr. Duane Griffin City of Tukwila January 8, 2002 File No. 26 -02- 005- 001 -01 Page 6 movement. There is no visible evidence of distress in the veneer and it appears to be level. The soffit of the roof above appears to be sloping parallel to the wall, apparently due to the temporary wood support placed nearby. ci On December 21, I also made observations inside the Riverside Inn along the north v exterior masonry wall. Measurements were taken of the slope of the flooring v g CO perpendicular to the wall at several points along the wall. They were as follow: w • No slope near the northwest corner in the Banquet Room. us us w • Downward slope toward the masonry wall of /2 inch vertical to 4'0" horizontal 15 (1.0%) at the northeast corner of the Banquet Room, the Utility Room, and the y Casino (wood strip flooring). w F • Downward slope toward the masonry wall of 3/4 inch vertical to 4'0" horizontal (1.5%) in the Women's Room. w o • Downward slope toward the masonry wall of 1 1/4 inches vertical to 4'0" horizontal §52 (2.5%) in the Men's Room. tu No slope was detected at these points further to the south from the masonry wall. In u. the rooms where the slopes were detected, there are several wood stud partitions that Z extend perpendicular from the masonry wall. There were visible gaps of 6 approximately 1 /4 inch in width between many of these walls and the masonry wall. 0 The gaps do not appear to have been intended when the walls were originally constructed. But they also appear to have occurred a substantial period of time before the present. There was no visible evidence to suggest that the present construction might have led to the appearance of gaps. In all likelihood, they existed before the present construction began. One exception, however, is the Men's Room. Caulking had been installed to cover a gap within the toilet compartment. There is now an offset in the bead of caulk that appears to have occurred in the recent past. I returned to the site on December 28, to make observations within the attic and crawl space of the Riverside Inn in the vicinity of the masonry wall. The attic was reached by a hole through the ceiling in the Banquet Room, providing limited access to the attic immediately above the Banquet Room. The trusses are essentially flat, constructed of vertical 2x6 wood members spaced approximately 24 inches o.c (see enclosed Diagram 2). Wood 2x6 ledgers are located against the masonry wall opposite the top and bottom chords of the trusses. The chords are generally nailed to the ledgers. The bottom ledger appears to be connected to the concrete wall with 3/8 -inch diameter anchor bolts at approximately 4'0" o.c. There were also vertical Reid iddleton Mr. Duane Griffin City of Tukwila January 8, 2002 File No. 26 -02- 005- 001 -01 Page 7 wood members between the top and bottom ledgers at regular intervals along their lengths. Our limited access prevented a more thorough verification. The bond beam described above is likely at this location. There was no visible connection of the top ledger to the masonry wall. As a consequence, there was also no visible evidence of any positive connection of the roof diaphragm to the masonry wall for the transfer of lateral wind and earthquake forces to the wall. Presumably, the roof diaphragm is nailed to the top ledger (not visible to me). For there to be a load path for the transfer of lateral forces, positive connections between the top ledger and the masonry wall are necessary. None were observed. Access to the crawl space was through a closet near the rest rooms. The clear height is approximately 4'0" from the ground surface to the underside of the floor joists. There were vertical 2x12 wood joists at approximately 16 inches o.c., supported by 4x10 wood beams at approximately 10'0" o.c., supported by 4x4 wood posts at 6'0" to 8'0" o.c., supported by continuous concrete strip footings (see enclosed Diagram 3). The joists are parallel to the masonry wall. The beams, posts, and footings are perpendicular to the masonry wall. The strip footings are approximately 12 inches wide by 6 inches thick and appear to have been poured directly against the excavated ground surface without individual trenching for them. The footing for the masonry wall was visible and is approximately 8 inches thick, projecting horizontally 4 to 6 inches from the inside face of the wall. The ground surface in the crawl space slopes up to approximately 18 inches below the bottom of the floor joists at the masonry wall. The strip footings supporting the wood posts generally alternate in extending to the wall and stopping short of it at the bottom of the sloping ground surface. The northernmost posts supporting the wood beams are 6'0" to 8'0" o.c. away from the wall. The beams continue to the footing beneath the wall. Wood shims approximately 1" thick x 3" x 4" were generally found between the ends of the beams and the top of the concrete footing. Significantly, a wood shim was not found under the wood beam nearest where the slope was measured in the Men's Room. The beam rested on a tiny wedge of mortar. There was visible distress in the connection. The beam was clearly sloping down toward the masonry wall. There was no visible evidence of any positive connection of the floor diaphragm to the masonry wall for the transfer of lateral wind and earthquake forces to the wall. Presumably, the floor diaphragm is nailed to the edge joists adjacent to the wall (not visible to me). For there to be a load path for the transfer of lateral forces, positive connections between the edge joists and the masonry wall are necessary. None were observed. Reid iddleton Mr. Duane Griffin City of Tukwila January 8, 2002 File No. 26 -02- 005 - 001 -01 Page 8 To summarize my investigation and observations on December 21 and 28, I did not Z detect visible distress on the exterior of the Riverside Inn that might have been the result of the recent construction of the Grand Central Casino. However, there was a 2 significant slope in the flooring of the Riverside Inn near the north exterior wall and v o visible distress in at least one wood beam in the crawl space. There are three w possibilities that might explain this. They are: u. • Settlement of the foundation beneath the masonry wall soon after construction was co 0 0 completed in the 1960s. • Lateral and/or vertical displacements during the recent earthquake in late February N d 2001. z • Construction of the Grand Central Casino. 6' w Foundation settlement is common, even expected, in many buildings, given the D 0 compressible nature of bearing soil. Geotechnical investigations commonly predict a §52 maximum total settlement of 1 inch and a maximum differential settlement of h inch w when their recommendations for construction are adequately carried out. It is v generally expected that construction practices will take this into account. It has not u- p been established that excessive differential settlement has occurred at the masonry id N wall, and I did not detect any. The sloping floors could be due entirely to flaws in the �- original construction. There could also be a simple remedy for it, namely, leveling of z the floors and re- shimming of the wood beams. However, the geotechnical investigation and report by Krazan and Associates, noted above, discovered that the site for the Grand Central Casino has unfavorable soil conditions. It is underlain by 6 to 8 feet of very loose to loose fine sand with variable amounts of silt and gravel to silty fine sand (Fill). This layer is, in turn, underlain by 10 to 12 feet of very soft to lean clay (Recent Alluvial). There is also a high potential for liquefaction during a severe earthquake. Significant measures are being undertaken on the site to address this. See the revised report and pages 3 to 5 of the original report for further information. Conditions at the site of the Riverside Inn are likely to be similar to those encountered at the Grand Central Casino site. The building probably experienced significant settlement in the first years after construction was completed. The foundation of the masonry wall probably experienced significant differential settlement during the same time. The bottom of the footing is approximately at Elevation 99.3. The bottoms of the footings at the remainder of the building are generally at Elevation 96.8. The footing for the masonry wall was likely placed in a bearing stratum with substantially Reid iddleton Mr. Duane Griffin City of Tukwila January 8, 2002 File No. 26 -02- 005 - 001 -01 Page 9 less vertical soil bearing capacity and substantially more potential for differential settlement than the footings elsewhere in the building. czw c.)o w O • 0 D o 8t- w w L O tii Reid Middleton, Inc. l= � The lack of any visible evidence of positive connections of the roof and floor diaphragms to the masonry wall for the transfer of lateral wind and earthquake forces to the wall is also relevant. We experienced a significant earthquake in late February, 2001. The questionable nature of the vertical support of some of the wood beams by the footing beneath the masonry wall could also have caused settlement. It is the most probable cause for the excessive slope at the flooring in the Men's Room and the visible distress in the supporting beam below the floor. I have concluded that most of the slope in the floor construction of the Riverside Inn occurred during a short period of time after the original construction was completed. As a consequence of this, it is probable that the condition of the wood floor near the masonry wall has largely existed for a long period of time. This condition does not pose an immediate life- safety threat to the occupants of the building. If I can be of any further service or if you have any questions or comments, please call me directly at 425/741 -5039. Sincerely, Philip . Brazil, P.E., S.E. Senior Engineer bjr\26se \01 \051TukwilaSiteEval\ Reports \EvalReport_01- 08- 02.doc \prb Enclosures Reid iddleton 1. Provide flame spread data. FIRE DEPARTMENT REVIEW COMMENTS 2 Project Name: Grand Central Casino 14040 Interurban Avenue S Permit File No.: D01 -180 v o co 0 Date: J anuary 7, 2002 w Reviewer: Don Tomaso, Fire Prevention u) LL wO (206)575 -4404 N D O If you have any y y questions regarding the following items, please contact Don Tomaso at the phone number above. �O I(r & ASSOCIATES, INC. January 7, 2002 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14060 Interurban Avenue South Tukwila, WA 98168 RE: In Progress Special Inspections Grand Central Casino 14060 Interurban Avenue South Tukwila, Washington William B. Throne Auburn Division Manager Pacific Northwest Region WHIN pc CC: CITY OF TUKWILA DYNATECH /3(_, 0 o l RECEIV FEB 0 4 2002 D EVELOPM TY ENr Offices Serving The Western United States KA No. 066 -01201 Permit No. M10I -156 Dear Ms. Roche, In accordance with your request and authorization, our firm performed special inspections for the above - referenced project. The inspections were performed by our inspectors from December 19, 2001 to January 4, 2002. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications, and the 1997 Uniform Building Code. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. 1501 — 15' Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 - 2556 Krazan & Associates, Inc. DATE: 4;/1 g / PROJECT It 04_U /.2 I_ PROJECT LOCATION: / „v c1� �a�t !?'rt - KRAZAN PROJECT MANAGER: 6 .6� GEOtECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION al ( c i rc - 7o.,.. G.)&44___ CONTRACTOR: PERMIT NO: INSPECTOR: _ JURISDICTION: WEATHER: FIELD REPORT NO.: D 4 1527 ---c&s/s — - TEMP_t ,, _ _ ] s. _ _ _ _ F — 0 e- y -e.suc p (c4c•t,cx 4 .Si.) I� jt -•{-0 eL.. • fzy n�s o� - i O + £ - An At S E c.- - p - - cic ►rh,�� 1,4ed ro 1G( All 5 nw 12 ,6_11,2. f'Dc44 L , CMY! k h,`- 4 . To the best of my knowledge, the abov Superintendent/Representative: 215 West Dakota Avenue, Clovis, Ca 93612 • (559) 348 -2200 4231 Foster Ave., Bakersfield, CA 93308 • (661) 633.2200 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • (209) 572-2200 545 Parrott St., San Jose, CA 95112 • (408) 271-2200 123 Commerce Circle, Sacramento, CA 95815 • ( 916) 564 -2200 rep.Lced c.) Co c-{L. clt^ X14) — HOURS 226 N. Sherman, Ste. A. Corona, CA 92882 1501 15th Street NW, #106, Auburn, WA 98002 20714 State Hwy 305 N.E., Ste. 3C, Poulsbo, WA 98370 19501 144th Avenue NE # F -300, Woodinville, WA 98072 12816 N. E. 95th St.. Ste. 8-100, Vancouver, WA 98682 / WAS NOT performed in accordance with the approved plans, specifications. and regulatory requirements. TechniciAn: d • (909) 549 -1188 • (253)939.2500 • (360) 598 -2126 • (425)485 -5519 • (360) 254 -3200 1 & Associates, Inc. GEOrECNNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION rESTING AND INSPECTION DATE: ... JDO PROJECT #: O 6 6 - 0 I a- 0_1 PROJECT: Co C ` - Ccc.:x ^° ___.. LOCATION: ` _ ._ _- .- -. - - L _ .__•..� u!!�K'�_ — - KRAZAN PROJECT MANAGER: ___ "CZ, CONTRACTOR: _ PERMIT NO: _ INSPECTOR: -_ JURISDICTION: WEATHER: FIELD REPORT NO.: 15189 11,444- Co o 4-; iys ., . ( E 13 1 '0 vd ,• �t ra.c GsSe, v-e- TEMP: `7‘5" p_KAS • &t.l re4 at,.iAZLtd L I i 1 1�F' c.�P •.,� let,r.G- p & v 1 . To the best of my knowledge. the above Superintendent/Representative: 215 West Dakota Avenue, Clovis, Ca 93612 • 4231 Foster Ave., Bakersfield, CA 93308 • 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • 545 Parrott St., San Jose, C4 95112 • 123 Commerce Circle, Sacramento, C4 95815 • / WAS NOT performed (559) 348-2200 (661) 633-2200 (209) 572-2200 (408) 271.2200 (916)564.2200 in accordance with the approved plans, specifications. and regulatory requirements Technician: I HOURS IDESCPT I IN QVT 1 $T OT MIL, r -SI - /037 -- ' .2. S-- S , t- t t 226 N. Sherman, Ste. A. Corona. CA 92882 1501 15th Street NW, x106, Auburn, WA 98002 20714 State Hwy 305 N.E., Ste. 3C, Poulsbo, WA 98370 19501 144th Avenue NE # F -300, Woodinville. WA 98072 12816 N. E. 95th St, Ste. 6.100, Vancouver, WA 98682 • - • (253) (909)549 939.2500 1188 • (360) 598 -2126 • (425) 485 -5519 • (360)254.3'00 aza11 & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: / 4 __ PROJECT #: . Did , PAD / -_ ______ . ._ . PROJECT: —_��idi '1 C- S: tiU LOCATION: -__. _-_ -_ [ `f0 v__ el 04;04 KRAZAN PROJECT MANAGER: _ _-_- __ 1-G G CONTRACTOR: PERMIT NO: _ INSPECTOR: JURISDICTION: WEATHER: FIELD REPORT NO.: 15187 P r w 1 `z ._ 04 :A. S dcv-e. b 4 7 a,v2 tO tct Ce t) A t 3 To the best of my knowledge, the above Superintendent/Representative: 215 West Dakota Avenue, Clovis, Ca 93612 • (559) 348-2200 4231 Foster Ave., Bakersfield, CA 93308 • (661) 633 -2200 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • (209) 572-2200 545 Parrott St., San Jose, CA 95112 • (408) 271.2200 123 Commerce Circle, Sacramento, C4 95815 • (916) 564-2200 C. ON n2 c t-1 G- b 1 �AAsv / WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Technician: 0 226 N. Sherman, Ste. A, Corona, CA 92882 1501 15th Street NW. #106, Auburn, WA 98002 20714 State Hwy 305 N.E., Ste. 3C, Poulsbo, WA 98370 19501 144th Avenue NE # F -300, Woodinville, tVA 98072 12816 N. E. 95th St.. Ste. B -100, Vancouver, W4 98682 TEMP: HOURS i DES PT 1 IN Ql1T $1 OT . MIL j w_ /„?c , '.?S ao —�— • (909)549.1188 • (253) 939-2500 • (360) 598.2126 • (425) 485.5519 • (360) 254 -3200 1 '2Z1- & Associates, Inc. GEOrECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 2 67 / PROJECT#: . -Q 6 6 ( / PROJECT / _ _ -- LOCATION: 5 1 - _ - . c7`rer:1•>L. 404.4 ± - - S. CONTRACTOR: PERMIT NO: INSPECTOR: JURISDICTION: KRAZAN PROJECT MANAGER: 14f B f -- _ WEATHER: FIELD REPORT NO.: 14 611 oti / L.� .1 ‘ c.,ok AIL �_ SIP car 7_q To the best of my knowledge, the abov Superintendent/Representative: 215 West Dakota Avenue, Clovis, Ca 93612 • (559) 348-2200 4231 Foster Ave., Bakersfield, CA 93308 • (661) 633-2200 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • (209) 572-2200 545 Parrott St., San Jose, CA 95112 • (408) 271-2200 123 Commerce Circle, Sacramento, CA 95815 • (916) 564-2200 1.1/C 0,1/C, _46 e.., • 226 N. Sherman, Ste. A. Corona, CA 92882 1501 15th Street NW, #106, Auburn, WA 98002 20714 State Hwy 305 N.E., Ste. 3C, Poulsbo, WA 98370 19501 144th Avenue NE # F -300, Woodinville, WA 98072 12316 N. E. 95th St., Ste. 8.100. Vancouver, WA 98682 TEMP_ -49- okze .t,. a r o_ �-+ . ✓' �g� /'^ 2�rt7 - v )____ -0 mg HOURS _ DESCPT i IN OUT Y ST _OT __ I j r f 4-- -(009) 9 1108 • (253) ,:9 -2500 • (360) 8.2126 • (425)485.5519 • (3601254.3200 AS NOT performed in accordance with the approved plans. specifications, and regulatory requirem Technic' f l� I(J & Associates, DATE: PROJECT #: PROJECT: CLIENT: KRAZAN PROJECT (: ,,,., , r. . ,A•,., Ir • r is ∎1 , Pi ; ■. 1, . ! 11: .06&- o L,t l cue never t . „S -I� P t Q i)poo 1-e-1 Crim-cfr, 0\ 4-0 Icy," s 0," t15 pe-c15 Sa v • A 6 _:v_ • VY c Pe_0,h, /17, 4e..e., To the best of my knowledge, the above SuperintendentiRepresentative: 215 West Dakota Avenue Clovis. CA 93612 4231 Foster Ave. Bakersfield. CA 93308 1025 Lone Palrn Ave. #8G Modesto, CA 95351 545 Parrott St. San Jose, CA 95112 123 Commerce Circle Sacramento, CA 95815 NAGER: l� Z T • (559) 348.2200 • (661) 633-2200 • (209) 572 -2200 • (408) 271-2200 • (916) 564 -2200 nc. CONTRACTOR: ^D �J y n0. JURISDICTION: C 4 : PERMIT #: o G l l go SPECTOR: WEATHER: Cc On-64 Crt tAtt_ 0 h 'cia FIELD REPORT NO: - 0 Ago Ili 470,_ WAS NOT performed in accord ce with the approved plans, specifications and r9816rypuirements. G er? wt % &A7L/ 1501 -15th t. NW Suite 106 Auburn, WA 98002 • (253) 939 -2500 20714 State Hwy 305 NE Suite 3C Poulsbo. WA 98370 • (360) 598.2126 19501 144th Ave. NE r$F -300 Woodinville, WA 98072 • (425) 485.5519 11913 NE 103rd Ave. Vancouver, WA 98662 • (360) 254 -3200 i Krazan & ASSOCIATES, INC. January 4, 2002 Mr. Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14060 Interurban Avenue South Tukwila, WA 98168 RE: In Process Inspection Report Grand Central Casino 14060 Interurban Avenue South Tukwila, Washington Dear Mr. Roche, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN� 9►SSOCIATES, INC. William B. Throne Auburn Division Manager Pacific Northwest Region WBTIpc Enclosures GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION CC: CITY OF TUKWILA DYNATECH MERRICK LENTZ ARCHITECTS Offices Serving The Western United States 1501 — 15th Street NW Suite 106 • Auburn, Washington 98002 • (253)939-2500* Fax: (253) 939 -2556 RECEIVED JAM C 7 2002 COMMUNITY DEVELOPMENT Project No. 066 -01201 Permit No. D01 -180 01201 break. Krazan & Associates, Inc. Project No. 066 -01201 Cyl. Code 012040 Pour Date 12/6/2001 Report No. 6526 Weather Cloudy/ Rain Project Grand Casino Location 14060 Interurban Ave S. Client Grand Central Properties of Tukwila, LLC Field Data Supplier Miles Concrete X Prisms 'Placement Area Footings Slab/Deck Mortar Grouted Walls X Slab Jurisdiction City of Tukwila Grout Ungrouted Conc. Air Temp. Temp. Unit Time Truck # Ticket # % Air Slump (F) (F) Wt. 0830 42 417759 -- 2.75" 55 40 Grids 1 to 2 / A Through F Tilt up panels Remarks 3000 t 3 days Placed via chute to boom pump and consolidated with H -F vibration Inspector K. Gordon Reviewed By Laboratory Data Design Strength 4000 Date Specimens Rec'd. 12/06/01 Cyl. Test Field Wt. Max. Comp. Tested Break (— Test Method Code Date Cure Age Dim Area Lbs. Load Str. (psi) Set # By Type 012040 -1 12/10/01 4 4x8 12.54 57500 4,590 1 RH 3 ASTM C39 12/10/01 4 4x8 12.54 57000 4,550 1 RH 3 C -1231 4x8 012040 -2 012040 -3 012040 -4 012040-5 012040 -6 0 12040 -7 012040 -8 Remarks 12/13/01 1/3/02 1/3/02 Results Reviewed By Codes for Break Types: 1. Cone X Columns Grade Beams Pilings Other 7 6x12 28.26 158000 5,590 1 RH 3 28 6x12 28.26 191000 6,760 1 RH 4 28 6x12 28.26 206000 7,290 1 RH 1 2. Cone & Split 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Site Mix Plant No. 1 Flex Beams Other a Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corp. 3. Cone & Shear Reported Batch Data Cement Type 1 Design X Actual Mix No. 01550 Cem. lbs. 516 F. Ash lbs. C. agg. lbs. 1858 7/8 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1520 Water 26.6 gI Admixture Other Air Ent. (oz/cwt) / _ y_°Z _itt) Date Reviewed -4. —T 0 A Permit No. D01 -180 Water Added on Job (gals.) 4. Shear 111•01 .011 Other 0 Items Inspected X Conforming Non - Conforming Compressive X Flexural 5. Columnar (Split) Test Results X Conforming Non - Conforming Krazan & Associates, Inc. Project No. 066 -01201 Cyl. Code 012030 Pour Date Weather Partly Sunny Project Grand Casino Location 14060 Interurban Ave S. client Grand Central Properties of Tukwila, LLC Field Data Supplier Miles Concrete X Placement Area Footings X Slab /Deck Grids Line 1 Inspector G. Nail! Laboratory Data Cy{. Code 012030 -1 012030 -2 012030 -3 012030 -4 012030 -5 012030 -6 012030 -7 012030 -8 Time Truck # Ticket # 13:30 42 417464 Remarks 12/31 /01 12/31 /01 Results Reviewed By Mortar Prisms Grouted Walls Slab grids A -F Remarks Placed via chute to boom pump mechanically consolidated with H -F vibration. Test Field Date Cure Age 12/10/01 7 28 28 Dim 4x8 4x8 4x8 Codes for Break Types: 1. Cone Jurisdiction City of Tukwila Grout Ungrouted % Air Slump X Columns Pilings Reviewed By Wt. Area Lbs. 12.56 12.40 12.46 2. Cone & Split 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Site Mix Plant No. 3 Flex Beams Other Conc. Air Temp. Temp. Unit (F) (F) Wt. 3.5 73 -- Design Strength 2500 Max. Load 47000 74000 72000 Engineer Architect Merrick Lentz Architects Contractor Dyna -Tech Construction Corp. Grade Beams Other Comp. Str. (psi) Set # 3,740 1 5,970 1 5,780 1 3. Cone & Shear 12/3/2001 Report No. 7768 Permit No. D01 -180 Reported Batch Data Cement Type I Air Ent. (oz/cwt) Tested By RH RH RH 1 Design X Actual Mix No. 01550 Cem. lbs. 516 F. Ash lbs. C. agg. lbs. 1 858 7/8 Break Type 3 1 / -x/_02 Date Reviewed 'r 4. Shear / / C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1520 Water 26.6 gl Admixture Other Water Added on Job (gals.) Other 0 MOD Items Inspected X Conforming Non - Conforming 1 Date Specimens Rec'd. 12/06/01 Test Method ASTM C39 C -1231 X Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) J DATE: _I PROJECT it PROJECT LOCATION: N, GEOTECHNICAL ENGINEERING • ENVIRONMENTAL Ef4GINEERING CONSTRUCTION TESTING AND INSPECTION c)(4,- °Doi S.,-( /4.;(11 -E. A-vc KRAZAN PROJECT MANAGER: 1Z. A s— tp�tlt.� .�.1�� �•- k► a �i� S, c-_— 4-0 L0_/ tic • Superintendent/Representative: To the best of my knowledge, the aboveS 215 West Dakota Avenue, Clovis, Ca 93612 • 4231 Foster Ave., Bakersfield, CA 93308 • 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • 545 Parrott St., San Jose, CA 95112 • 123 Commerce Circle, Sacramento, CA 95815 • (559) 348-2200 (661) 633 -2200 (209) 572 -2200 (408) 271 -2200 (916) 564 -2200 CONTRACTOR' r / / A r i s -.t .tt� a 1{ i .._ J.�f .r� L.Z G.+. ,.. - - • FIELD . REPORT 140. 15402 v PERMIT NO: INSPECTOR: JURISDICTION: WEATHER: ari i t' r.� ' TEMP: q c DESCPT IN OUT ST OT HOURS MIL AS NOT performed in accordance with the approved plans, specifications, and regulatory requiremen• Technician: 226 N. Kerman, Ste. A, Corona, CA 92882 1501 15th Street NW, #106, Auburn, WA 98002 20714 State Hwy 305 N.E., Ste. 3C, Poulsbo, WA 98370 19501 144th Avenue NE # F -300, Woodinville, WA 98072 12816 N. E. 95th St., Ste. 8 -100, Vancouver, WA 98682 • (909) 549 -1188 • (253) 939 -2500 • (360) 598 -2126 • (425) 485 -5519 • (360) 254 -3200 TAN -07 -2002 13:25 FROM:KRAZAN 4254856837 TO:2064313665 P.002/003 Krazan & ASSOCIATES, INC. Mr. Craig Chaney MERRICK LENTZ ARCHITECT 1800 -136" Place Northeast Bellevue, Washington 98005 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION January 4, 2002 KA Project No. 092 -01028 RE: Overexcavation/Rcplacement Beneath Footings and Grade Beams Proposed Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington Dear Mr. Chaney: At the request of Dave Larson of the City of Tukwila, we have prepared this addendum letter to present descriptions of modified footing and grade beam preparation work that was performed at the project site and our opinion regarding the suitability of this work. The footing and grade beam preparation work involved modifications from the recommended re- compaction of on site soil that was presented in our letter report, dated October 10, 2001. During excavation work for the footings and grade beams for the proposed casino Krazan inspector, Phil Haberman evaluated the situation and determined that overcxcavation of a 1 foot deep section of the existing soil, and replacement of that soil with 11/4 inch sized clean, crushed rock may be preferable to the re- compaction work (in footing and grade beam areas) that was recommended in our October 10 report due to the proximity of the new casino to the existing casino structure. The vibratory compaction could have caused disturbance in the underlying soils beneath the existing casino foundations. Mr. Haberman discusscd the proposed modification in the soil improvement procedure with Tim Beckerle. P.E., engineering manager of our Pacific Northwest divisions. Mr. Beckerle agreed that the revised procedure would be suitable. Once the overexcavation work was complete, light re- compaction was performed at the bases of the excavations, only in areas that were located a significant distance from the existing structure. All of the overexcavated sections were then backfillcd with the 11/4 inch sized clean, crushed rock and this material was lightly tamped into place. The overexcavation and replacement work was periodically observed by Krazan representatives and these remedial measures were completed in general accordance with our field recommendations. It is our opinion that the overexcavation and replacement (with the 1 foot deep section of 11/4 inch rock) will provide footing and grade beam subgrades that are equivalent to the re- compacted sections of on site soil that were recommended in our October 10 letter report. It is our opinion that the remedial measures provide footing and grade beam subgrades that are suitable for the design bearing pressures and settlement tolerances. With Eleven Offices Serving The Western United States 19501 144' Avenue NE 4F - 300 • Woodinville, Washington 98072 • (425) 485 -5519 • Fax (425) 485.6837 l4 09201028G8FTG - Ovotox.doc TAN-07-2002 13:25 FROM:KRAZAN If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN AND ASSOCIATES, INC. Sean L. w P.E. Project Engineer SLC/tgb 4254856837 TO:2064313665 P.003'003 tirazan & Associates, Inc. Mica Scrving The Wcstcm 'United States ICA No. 092-01028 Page No, 2 Timothy G. Bee erle, P.E. Engineering Manager IIIMEN1011■■■•■■ S Starr C,},1l S -.- ce.d C+ /r /1r, /' / ''` 1 f∎' 114, d - .e" FL -f 1G 4 rCITY OF TUKWILA REQUEST FOR PUBLIC RECORDS ?r5 DATE: NAME: MAILING ADDRESS: PHONE: FAX: 1- 4 vD Z l� 'cn r 1 Luc' vcd r �) 2(..,L , 2.t1 t1 Z&) 6 LI Iv / . Co fy ,e c') \ OVk1 (1ea l (P a .) n i t. </op/ IC4,.'dt,� t�tyerS,.Ii �►i i ), t}. l.rJ st,(A L L4441-dU (t Ct-4 LPt o L P :'administrative \FORMS\Records Request :2 1/-1. ) . S . ttr1 /-' t.c.. 92/4 1 4 9 TYPE OF RECORDS YOU ARE REQUESTING: ❑ Building Permit ❑ Mechanical Permit 0 Building Plans Date Range: Date Range: Date Range: 5;.c + Permit #: Permit #: Permit #: -' t - c 11 ? 10.E ❑ Lund Use File Date Range: Permit #: ❑ Other: , e d i r v A l 1- .1 - Its i % t" f y �vn g - hoot t 2= le 1 Ica r Re:4 loiSile-1-.0.1) T,.>c....l roo Orig. Bldg. Name /Occupant: Current Tenant Name S Ye e,:., ors SITE ADDRESS bit) Lei r v ri "tt /71-4-.. 5o PLEASE DESCRIBE IN AS MUCH DETAIL AS POSSIBLE WHAT YOU ARE LOOKING FOR OR NEED COPIES OF: I _` t-' ( I ervt Cl_M d -Foot' oc Ion Re,�•( / /'i,/ / /e v tc;) r1 I -i-k YOUR REQUEST FOR PUBLIC RECORDS WILL BE RESPONDED TO WITHIN FIVE WORKING DAYS (RCW 42.17.320). There will be a 15 cent per page charge. Oversized items will be assessed additional fees (RCW 42.17.260). Exact change or check, please. No credit cards accepted. r DATE RECEIVED: I t-I 'l- STAFF INITIALS: (r1 t RECEIVED CRY OF TUKWILA PERMIT CENTER -+e ----mot res-Krazari & ASSOCIATES, INC. January 3, 2002 Mr. Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14060 Interurban Avenue South Tukwila, WA 98168 RE: In Process Inspection Report Grand Central Casino 14060 Interurban Avenue South Tukwila, Washington Dear Mr. Roche, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. William B. Throne Auburn Division Manager Pacific Northwest Region WBT /pc Enclosures cc: Ore OF TUKWILA DYNATECH GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION RECEIVED Project No. 066 -01201 JAN 14 2002 DEVELOPMENT ItO Offices Serving The Western United States 1501 — 15 Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939.2556 ��ksx,'.'Yis'Yt�.�.:r,',t.. .. (+rc}Y''x., S:G . a,: ^j: ,3s a .` %tip _� n4vl. j: +:w' .; .+... a'w' >, "'�.. w..,. 4 ` Y 01201 bleak Krazan & Associates, Inc. Protect No. 066 -01201 Cyl. Code 012030 Pour Date 12/3/2001 Report No. 7768 Weather Partly Sunny Jurisdiction City of Tukwila Permit No. D 01 _ 1 80 Project Grand Casino Location 14060 Interurban Ave S. Client Field Data Supplier Miles Concrete X Prisms 13:30 42 417464 Placement Area Footings X { Slab/Deck Inspector G. Neill Laboratory Data Cyl. Code 012030 -1 012030 -2 012030 -3 012030 -4 012030 -5 012030 -8 012030 -7 012030 -8 Remarks Time Truck # Mortar Grouted Grids Line 1 grids A -F Test Field Date Cure Age Dim 12/10/01 7 4x8 12/31/01 28 4x8 12/31/01 28 4x8 Results Reviewed By Codes for Break Types: Grout Ungrouted Ticket # % Air Slump Walls Slab 1. Cone Reviewed By wt. Area Lbs. 12.56 12.40 12.46 2. Cone & Split 1501 - 15th Street NW Suite 106 , Auburn, WA 98002 (253) 939 -2500 Site Mix Plant No. 3 Flex Beams Other Conc. Air Temp. Temp. Unit (F) (F) Wt. -- 3.5 73 -- Remarks Placed via chute to boom pump mechanically consolidated with H -F vibration. Design Strength 2500 Max. Load 47000 74000 72000 Engineer Architect Contractor Dyna -Tech Construction Corp. Columns Grade Beams Pilings Other Comp. Str. (psi) 3,740 5,970 5,780 Set # 1 1 1 Date Reviewed /- 7 —o Z 3. Cone & Shear Reported Batch Data Cement Type ( Design X Actual Mix No. 01550 -- Cem. lbs. 516 -- F. Ash lbs. -- -- C. agg. lbs. 1858 7/8 C. egg, lbs. 2 C. agg. lbs. 3 -- -- Sand lbs. 1520 Water 26.6 gi Admixture -- -- Other Atr Ent. (oz/cwt) 4. Shear Water Added on Job (gals.) Test Method 0 Items Inspected X Conforming Non - Conforming Date Specimens Rec'd. 12/06/01 Tested Break By Type RH 3 ASTM C39 RH 1 C -1231 X RH 1 Other Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) VIA FACSIMIL F Dear Mr. Trompeter: Mr. Ronald J. Trompeter BERESFORD, BOOTH, DEMARAY & TROMPETER, INC., P.S. 1420 Fifth Avenue, Suite 3650 Seattle, WA 98101 Re: Inspection of Grand Central Casino Construction Site It has come to my attention that your client, Benny Woyvodich, has inspected and requested that City of Tukwila Building Department officials continue to inspect the ongoing work at the Grand Central Casino work site immediately to the south of the Riverside Casino. As I believe you are aware, our office represents Evergreen Entertainment, Inc., the current tenant at the Riverside and developer of the Grand Central Casino. This letter is to confirm that fact as well as to request that any future requests by Mr. Woyvodich to inspect the Grand Central site by made to our office. In addition, I am requesting that our office be informed if Mr. Woyvodich makes any requests that the City of Tukwila inspect the Grand Central site. You may direct all communication with respect to the Grand Central Casino site to my attention. cc: Steve Dowen Duane Griffin, City of Tukwila Building Department Brenda Holt, City of Tukwila Permit Coordinator 50297252.01 FOSTER PEPPER & SHEFELMAN PLLC A T T O R N E Y S A T LAW Sincerely, January 2, 2002 Steven G. Jones FOSTER, PEPPER & SHEFELMAN PLLC Direct Phone (206) 447 - 0902 Direct Facsimile (206) 749.1962 E -Harr JoneShhl osier.com tits " Av Suite )400 SEATTLE Wa Eh; ngton 98101.1299 Telephone ( 2 0 6 )4 47.4400 Facsisn Ste ( 206 )447 - 9700 11' ebsite O'WW.EOS EER.COM ANCHORAGE Alaska PORTLAND Oregon SEATTLE Washington SPOKANE Washington DEC -2q -.=001 11:07 FROM:CMA RST.San. 1 4257477149 TO:P064313665 P.001/003 MERRICK LENTZ ARCH TECT F A X t r a n s m i t t a i date: December 29, 2001 to: Premier Engineering attn: Tim File fax #: (425) 867 -1597 rc: Riverside Casino North Wall Detail from: Rick Lentz pages: Three As a result of the meeting held Friday afternoon, the following information is needed immediately to avoid an evacuation order from the city for the Riverside. The concerns arc threefold — 1.) Is there an unsafe existing condition as thc project exists now; 2.) If there is an unsafe condition, what is the immediate temporary action needed to satisfactorily mitigate the unsafe condition; and 3.) What is the permanent long - term solution to thc concern of supporting thc existing Riverside structure at their north wall line. 1 have included a sketch of the condition existing at thc time of the meeting yesterday for your consideration. Also, the original design with the Riverside wall addcd is included for reference: As a matter of information, the 12 "x24" concrete block at the basb-of the block wall was originally intended to provide temporary protection for the exposed dirt under thc existing block wall while the new footing was being constructed. As the project was originally eosigncd this block was to have been adjacent to the footing for thc concrete tilt -up wall, and was not intended to be a retaining wall or support. The condition would have been eliminated when thc footing and wall was completed, within several days of placing the block% It is now being lett open at the request of the city until a solution is proposed and approved. It is also important to note that to date then; is no indication. of movement or shifting of the block wall or shifting of floor or roof mrmibcrs attached that can he related to the construction activity. Please call Philip Brazil at ReidMiddleton — (425) 74/-3800 - as early Monday morning as possible. Inc is the special inspector hired by thc city of Tukwila to advise on the safety of the footing condition as it relates to the Riverside occupancy. Then call me to niscuss the required course of action and the schedule possible. Cc: Stew Down — Evergreen Entertainment Dave Larson — Tukwila Inspector Phil fail -- Special Inspector Dynatech Construction — General Contractor 1800 - 136th Place N'.E., Suite 100 Bellevue. Washington 98005 (425) 747 -3177 • FAX (425) 747 -7149 E-Mail mla@mlarch.com December 28. 2001 Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14060 Interurban Avenue South Tukwila, WA 98168 RE: In Progress Special Inspections Grand Central Casino 14060 Interurban Avenue South Tukwila, Washington William B. Throne Auburn Division Manager Pacific Northwest Region W BTt pc . s a yt e„ fix,.`, • krazan GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION CC: CITY OF TUKWILA DYNATECN & ASSOCIATES, INC. Offices Serving The Western United States KA No. 066 -01201 Permit No. M I0I -156 Dear Ms. Roche, In accordance with your request and authorization, our firm performed special inspections for the above - referenced project. The inspections were performed by our inspectors on December 28, 2001. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications, and the 1997 Uniform Building Code. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN ; ASS a CIgr/ /S, INC. 1501 — I5 Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 -2556 01201 Jh.Mx 4 1 1Krazan & A ssociates, Inc. GFoTECNNIcAI Etu;lttf(Pito, • EriviooNMEtITAt ENt;tr1[EDIN , CoNSrpt,r.w,N rl ;ring, AND IN"r-rr.ri,N DATE - 71 ` PROJECT #: //:: � �n c - C ^^ l a e--; 1 PROJECT: (r 1LGl, ti. t`�- ( AA h J- 7'` LOCATION: 3 . i 4 1 t Y �„ �l uZ� r)-14 ,, KRAZAN PROJECT MANAGER: US 1 O To the best of my knowledge, the abov Superintendent/Representative: 1 215 West Dakota Avenue, Clovis. Ca 93612 4231 Foster Ave., Bakersfield, CA 93308 1025 Lone Palm Ave. #8G, Modesto. CA 95351 545 Parrott St., San Jose, CA 95112 123 Commerce Circle. Sacramento, CA 95815 CONTRACIsR O.R.: PRESENT AT SITE: COPIES TO: WEATHER: DSA File /Appl. No. OSHPD No. Permit No 1 - 19r-' .4 (8! . WIN* ' 60,4e, "te, Ca • WAS NOT performed in ordance with the approved plans, specifications, and regulatory requirements. hnia • (559) 348-2200 • (661) 633.2200 • (209) 572-2200 • (408)271.2200 • (916) 564-2200 Fit F rnAsi 1 226 N. Sherma Ste. A. Corona, CA 9288 1501 15th Street NW, #106, Auburn, W.4 98002 383 Equestrian Dr., Poulsbo, WA 98370 13434 N. E. 177th Place, Woodinville, WA 98072 • (909) 549.1188 • (2531939-2500 • (360) 598.2126 • (425)485-5519 cc W tt .0 W u, w J w 2 QQ u . �O w �o 8N o�- wW .z u , U O 1 FROM : J BECKER 8 ASSOCIATES J. BECKER ASSOCIATES, Inc. I .r.c f essint -slid teem' s7S . vcyots Dcccmber 28, 2001 Via Facsimile (206) 431 -3665 Mr. Dave Larson City of Tukwila RE: Grand Central Casino — Tukwila, Washington Dcar Mr. Larson: I, John W. Becker, a Professional Land Surveyor in the State of Washington, rxreby certify that a field survey was conducted under my direct supervision in December, 2001 to determine the as- constructed horizontal location of the Southerly exterior face of tii: lip concrete wall which is to be the South wall of the Grand Central Casino. 1 £ rlhcl certify that as a result of this survey, I have determined that the Sot,athw: st corner cf y yid wall is constricted 5.7 feet Northerly of the Southerly boundary of the parcel depicts" is City of 7ukwila Binding Site Plan LO1 -027, and that the Southeast co;ncr of said wall i constructed 6.14 feet Northerly of the aforesaid Southerly be ur.da.y. cc: Mike Cabe C:\Oflic62001 Correa 121S certification 12- 23- 0:.eoc FAX NO. : 2535739056 Dec. 31 2001 10:43AM P1 12.• 22,•0 :J01 e0 l�� .8 2 E Date 2215 No. 30th St.. Sui :e 240 Tacoma. WA 9$403 253 - 573 - 9055 Fax 253-b73-9056 ibCckerehalnyc ri co'n RECEIVED DEC 3 1 2001 DEV ELOPMENT N1' J. BECKER S' ASSOCIATES, Inc. Pr Frssi id T )t. rvt•yors December 28, 2001 Via Facsimile (206) 431 -3665 Mr. Dave Larson City of Tukwila RE: Grand Central Casino — Tukwila, Washington Dear Mr. Larson: I, John W. Becker, a Professional Land Surveyor in the State of Washington, hereby certify that a field survey was conducted under my direct supervision in December, 2001 to determine the as- constructed horizontal location of the Southerly exterior face of tilt - up concrete wall which is to be the South wall of the Grand Central Casino. I further certify that as a result of this survey, I have determined that the Southwest corner of said wall is constructed 5.7 feet Northerly of the Southerly boundary of the parcel depicted in City of Tukwila Binding Site Plan L01 -027, and that the Southeast corner of said wall is constructed 6.14 feet Northerly of the aforesaid Southerly boundary. Join . Becker, P.L.S. cc: Mike Cabe C: \Office\2001 Corres \01218 certification 12- 28- 01.doc 2215 No. 30th St., Suite 240 Tacoma. WA 98403 253 - 573 -9055 Fax 253- 573 -9056 jbecker@hatcyon.com Date iC -180 z Z CC 6 JU O 0 co tu J 1- u. w Q LL Q N3 d t— 1 2 w D 0 O • N w w u. 0 z_ O F— z Date: Thursday, December 27, 2001 Project Name: Grand Central Casino Application #: D01 -180 Plan Reviewer: Bob Benedicto PLAN REVIEW COMMENTS Re: Revision #6 after permit issued. 1. A flame- spread index of 26 to 75 is required for the gaming room. The Western Wood Products Association indicates that Hem -fir can meet this requirement. Consequently, provide a note (to the plans) stating that all framing lumber shall be Hem -fir only. Note: If any other wood species is to be used, provide documentation of the flame spread index 2. Provide structural connection detail for the bearing ends of each rafter. 3. Specify the thickness and type of safety glazing to be used in accordance with UBC 2409.2. In addition, screening (per UBC 2409.3) may be necessary depending upon the type of glass that is to be used. Clarify. 4. Provide a detail on the plan that shows how the glazing panels are to be anchored to the rafters at all edges. 5. Provide contractors bid for this addition to the scope of work. End / review comments. CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION Dave, Regards, Michael Cabe MERRICK LENTZ ARCIJITECT Transmittal To: City of Tukwila Fax #: Attrx Dave Larson Front Michael Cabe Date: December 27, 2001 Re: Grand Central Casino — 001 -180 Pages: We are proposing to omit the R -10 ridged slab insulation on the above - referenced project. I have included (2) copies of the revised building envelope calculations. Feel free to contact me if you have any questions. 1800 - 136' Place N.E., Suite 100 Bellevue, Washington 98005 425.747.3177 FAX 425.747.7149 E -Mail: ntikee(u,mlarch.com RECEIVED CITY OF TUKWILA DEC 2 r 2001 PERMIT CENTER bot I&o December 20, 2001 Ronald J. Trompeter Eisenhower & Carlson, PLLC 2830 Two Union Square 601 Union Street Seattle WA 98101 Subject: Riverside Inn, 14040 Interurban Avenue East City of Tukwila Department of Community Development Steve Lancaster, Director Steve Lancaster, Director Department of Community Development VIA FACSIMILE AND US MAIL CC: Duane Griffin, Building Official David St. Pierre, Office of the City Attorney ■ Dear Mr. Trompeter: Thank you for your December 17 letter, which was received by the City of Tukwila today. I have arranged for an inspection to be conducted today concerning the issues raised by your letter. Sincerely, 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax: 206 - 431 -3665 %+`#t �'r'R'� �, e' � K.a .,9^e. �'�� t . •s, ....W •. .u.e.. -. «,.�i� i ^'. ���. ^. �, � c r ' 7 �,- ? ,•._.,u r �q :, Steven M. Mullet, Mayor MEMORANDUM FOR RECORD DATE: 12/19/01 FROM: Duane Griffin, Bldg Offl TO: File (Permit D01 -180) SUBJECT: Grand Casino/Riverside Inn Foundation The attached are the results of some research I did in response to a conversation I had with Benny Wayvodich (owner of the Riverside Inn property) when he came to the counter to discuss some concerns about the effect the new Grand Casino foundation might have on his own building. The attached black and white photos are copies of some colored ones he brought in. I told Benny I would do some research to determine if there is /was a problem related to the Building Code. During my research, and through a conversation with a representative of the Planning Department, it was discovered that the location of the new Grand Central Casino foundation being put in did not meet the minimum setback requirements of the Zoning Code. Consequently, the Planning Division notified the Grand Casino design team that the building foundation would have to be moved five feet, which was done, and the plans were reviewed and changed accordingly. Also as part of my research I requested and was provided with a structural analysis of the existing wall, conducted by a third party engineer. That report (attached), along with associated special inspection reports, indicate that there are no building code violations or dangerous conditions that might require any more action from this office. I was told by Merrick Lentz, project architect for the new Grand Central Casino, that a copy of the engineers report he provided me with would also be given to Benny Wayvodich. Krazan & ASSOCIATES, INC. December 18, 2001 GEOTECIINICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14060 Interurban Avenue South Tukwila, WA 98168 RE: In Progress Special Inspections Grand Central Casino 14060 Interurban Avenue South Tukwila, Washington Dear Ms. Roche, In accordance with your request and authorization, our firm performed special inspections for the above - referenced project. The inspections were performed by our inspectors from December 10, 2001 through December 14, 2001. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications, and the 1997 Uniform Building Code. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. illiam B. Throne Auburn Division Manager Pacific Northwest Region W BT1 pc CC: CITY OF TUKWILA DYNATECH tit••••" RECE' ?j /t C O C 2 8 2001 DEV ELOPMENT Nt Offices Serving The Western United States 1501 — 15` Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 -2556 KA No. 066 -01201 Permit No. MI01 -I56 0001 dr, Am alltagftlitintravr 1I(I21.Z31i. & Associates, Inc. GEOTECHNICAL ENGINEERING, • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: . G/ - PROJECT #:..... - -. 6E - . G: 13 PROJECT: __ _ -- -_ i6 !Q LOCATION: ..1_ KRAZAN PROJECT MANAGER: 74;3 S rapc'-t+ Pal cat;; Superintendent/Representative: (..Q 1 P 1; - +a ° - (eil k( Zs 1 -- _ L.34 11 Loki_ cetifetwdzizt c1 r` J A P our t 215 West Dakota Avenue, Clovis, Ca 93612 • 4231 Foster Ave., Bakersfield, C4 93308 • 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • 545 Parrott St, San Jose, CA 95112 • 123 Commerce Circle, Sacramento, CA 95815 • .-1 i L $ D 1 I C cv� t. t J IN CONTRACTOR: .. PERMIT NO: _ INSPECTOR: JURISDICTION: WEATHER: Ologr ye)? 4 (4P S 4rtjo - CLLtL.+y C3/L l 1-vi -- 111 �f Qf 5 & CAS- i,4kQ - Wt no 4' t, 4 QtA3u(2- P- (559) 348-2200 (661) 633-2200 ( 209) 572-2200 (408) 271.2200 (916) 564-2200 FIELD REPORT NO.: 15328 N �C� 16o TEMPS& u _____ v1/4e 226 N. Sherman, Ste. A, Corona, CA 92882 1501 15th Street NW, x106, Auburn, WA 98002 20714 State Hwy 305 N.E., Ste. 3C, Poulsbo, WA 98370 19501 I44thAvenue NE # F -300, Woodinville, WA 98072 12816 N. E. 95th St., Ste. B-100. Vancouver, WA 98682 t1S-� OT7� HOURS ESC,PT } � �N � I � Q T T 1 MIL • pp� _,It T ) . s 1 I J c. c_2 vv`.G.i 11 S' - s.114 1 .___ To the best of my knowledge, the above WAS / WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Technician: L • (909) 549 -1188 • (253)939.2500 • (360)598.2126 • (425) 485.5579 • (3601254.3200 K razan & Associates, Inc. GEOTECNNtCAI ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: I C. J 2 , "Zoo PROJECT# Q - (P (.,n _7 0 .1 - _ PROJECT: ��Z.f -1 N��:Er TL LC. LA'S / IVO LOCATION: / _. _ _ Tp Tuk.LJL t;A, KRAZAN PROJECT MANAGER: ____72(1(3 f--i r _ P"J____SLT_tC____et a___Ciaiu:7 t�t 5- talc, s 1 t Q ■J - __ ___Eoo Ti n1tr £S ,:4(.rLI I 0 t Sv, t.. _ LL.�L _ 111i.� ach.2_ il►trLt> Fo©% /.vi, o l� r_ _Dtd1L.t -., CtZ. -N ,G]v �G,R._LC?�� Q f M70 Fi R.ry vgvt -/ dHrL_(L Cte.e. / SILTY F )•✓ � St] NO . 1?-t,C cr,., ; e2"C -TUrl am llerei (-Tlc C,._,r_____SOr r - r #4 IsALt --Kos w /-rte. 9.___41 TrLC ONJ C_vt CASei - get TICO I) 13QAdt.OrE I Fi at.nn Z V n! `/ ! t`'t_ 17 NG► 7 r I a 0.J1... OP rhiT_T _Vtr S sJ/3 (,r/tBp( M tsr1GTS —��L 111 t� STPt G11F3GA � -u . 17:) 1 1 D - r+ .c______LIJ - T_L.Lr- tT'- iCe r ti L0 1 ; . u tAi 14'4 ° TH IC— tri - C - V a n T)CO rho* Yr ott_e_ to") , nr= Th,e o,,) 5 ' 7 t .Simon S_eLLQ_O rr• *SH 00 4.P N42r___._. AIL L SC0 . 4s SI;'rl -cx rurt ' 1 �G� !c>�_ Foc)T, nJ tf �rtrCA . Tt�i�C o, �•�r ct4s -n r w ♦ s w I • • TQ +• l i9(-1 o' 1 L Th w � F t) T i "IL,. S tt • • w CONTRACTOR: __ I, N/ nJ A •7 O L PERMIT NO: INSPECTOR: __C L't1C _ S __ 13 _ H C,4=:.!v� (J(IURISDICTION: Cr T / c)L= ?'r,,) tc.Wj A ___ WEATHER: _ C C TEMP: nays' "F C FIELD REPORTNO.: 15247 _ 1 - ISO Tti ts' (.1 T _ ?4__ �t1.11= t`>:�T� n1C,. S L�I(�L* -Q. (31 A D [ Lm�Ac.T�: t7�! L7 /1 Tru.; (' E } T J ! t. 3 C3A L r. Ho K • 114e._ CLc).11.t, r1_._C(c_Y / S Ir= tlL _ � L1nL`>L LL ���rt1 tr r •r ) 5 ttj o,4 &) / u n1 7)± , �tf � 7 j' [.r s L7(� Cva.ei Off_ /bur Cr) TH ( 2 t & I e t l l A X & _ SAP/) CI T' / Titc. bu tt. TA WILT t-- EA - n-11U_ . SliEal J 7 L .Li'', or.) S! r:A ,e.uQ r�►1 e,1__Ataj Gam' $ (Aix: o / t C= (Y Acre_ _ t' tQs.4,¢.,£.mts 2I. Sieuxi.Lui -ett. r c.L t�?�__ t1 Sa— __( 'CYLiCi LLH 3, �K.F_l_t-C_._._ .f 'C rv'tk X31 tt.L _c I,C � S-4 et'y 70 i r l ecart.L C - 1"/____ '1.14.—JY F T tt ► i4 L 1D O M� HOURS LDESCPT TIN OUT ,ST OTMIL _ /Lo 0 _:. L_Z3_.3 L��Z... - ___Z To the best of my knowledge. the abo Superintendent/Representative: WAS NOT performed in accordance wi Technici 215 West Dakota Avenue, Clovis, Ca 93612 • (559) 348 -2200 4231 Foster Ave., Bakersfield. CA 93308 • (661)633-2200 1025 Lone Palm Ave. Ste. 2E. Modesto, CA 95351 • (209) 572-2200 545 Parrott St., San Jose. C4 95112 • (408) 271.2200 123 Commerce Circle, Sacramento. C4 95815 • 1916) 564-2200 NEMEME approv-d plan «r' = , nd regulatory requirements. 226 N. Sherman, Ste. 4. Corona, CA 92882 1501 15th Street NW, 4106, Auburn, WA 98002 20714 State Hwy 305 N.E., Ste. 3C, Poulsbo, WA 98370 19501 144th Avenue NE # F -300, Woodinville, WA 98072 12816 N. E. 95th St.. Ste. 8.100. Vancouver, WA 98682 • (909)549.1188 • (253) 939.2500 • (360) 598.2126 • (425)485.5519 • (360) 254-3200 Kr azan & Associates, Inc. DATE: 1 2 -- I'- - O r GkOr : ;H. f.rir,Itat Pit i, • E /1P ?1711, Er!!Irvf rr ,rr,ru fe.nrrf rf,trr, /1r,7; Ir„PEcr, ,r, • Nan;AAL PROJECT #: PROJECT: G•RAtvo C ms`s NO CLIENT: �vLtLGt i tij Z+.,TCC--r a. 1 4 yh 14-7' KRAZAN PROJECT MANAGER: w - Ce.7• � ire Pay' P. $ COAdeFtrT't I PL 0142 121 0%7 PIA /t' /r y feR C aAl - RA cra/;' ins 14 Fi•Cru CO r0,/TL - �QC�tRcvrc ,e /S 0 0 7)k6 ec.. S IvoATH r Tr CL. afsKoe !L 4 t' '/ miry �.w$Pt c TM' o,1 slr'a To the best of my knowledge, the abov Superintendent /Representative: �? £ A*o'er /ti w ,' I' *Ot t..IL r 215 West Dakota Avenue Clovis, CA 93612 4231 Foster Ave. Bakersfield. CA 93308 1025 Lone Palm Ave. t$8G Modesto, CA 95351 545 Parrott St. San Jose, CA 95112 123 Commerce Circle Sacramento. CA 95815 • (559) 348 -2200 • (661) 633 -2200 • (209) 572 -2200 • (408) 271-2200 • (916) 564-2200 8 tv6, , 4 - 8 ap" OR/'L, C/N OF rti K t•• /a,o • Pt4,c45 D4 tW , 2- W - 0I 3rY DP /G/uh//L.4 APpeavrD pl.tN-f a EV /SiDti/S, Arc/ CRf/ F7 Q9 CONTRACTOR: D v he r T.C.04 N i _ d P��' • JURISDICTION: C / u ot,w‘ t-tk PERMIT #: t r.,i - ► INSPECTOR: mss. S fir, ) WEATHER: Pc Ac r C ,VT //vSlPcc Di✓ C?r a D 0 c /N ,lc Technicia FIELD REPORT NO: oN S ro wc cS c Q.V ,Cdo r/A, PLOP R CvISION 4„ 1501 -15th St. NW Suite 106 Auburn, WA 98002 • 20714 State Hwy 305 NE Suite 3C Poulsbo, WA 98370 • 19501 144th Ave. NE t$F•300 Woodinville, WA 98072 ' 11913 NE 103rd Ave. Vancouver, WA 98662 • TEMP: ro gr,MFoac11.04 size CR#ibt SPAr/uc Ci•V //Ne P4 PIfA/s r ?T udc, CoNcicrt •- Rc;cR r o CR f '6‘16 Foi s,. pi PLC IPKOR r'" tou L•/ r f a-/tA,OE 4 A/ CHO /CS ro ez 100 +OT 04 LAT :E� / WAS NOT performed in accordance with the approved plans, sp ifications, and regulatory requirements. (253) 939 -2500 (360) 598-2126 (425) 485 -5519 (360) 254 -3200 S. ALAN WEAVER RICHARD D. TURNER ROBERTBAAONSKY DONALD E. ANDERSON JAMES M. HUSHAGE$ ROBERT O. CASEY MARX J. RAS6NHLUM TERRIENti J. DONAIWU* GROGGILY J. MURPHY GUY J. steno L. JOIN R ROO. CARL R PI IIRSON BRADLEY D. PRIMA I'. CRAM BERTRAM ANOELIA D. HARLOW DAVID Y. TftflUCN RONALD J. mown= AMY C LEWIS JASON M. n'ILRL EISENHOWER & CARLSON Fax:2063821920 Mr. Duane Griffin Building Official City of Tukwila 6300 Southcenter Blvd. Tukwila, WA 98188 Dear Mr. Griffin: LAW OFFICES OF EISENHOWER & .CARLSON, PLLC 2830 Two Union Square 601 Won Street Seattle, WA 98101 (206) 382 -1830 FAX (206) 382.1920 December 17, 2001 a Re: Riverside Inn / Wall Damage / L98 -0101 14040 Interurban Avenue East, Tukwila, WA Dec 19 2001 17:30 P. 02 This firm represents Benny Woyvodich, the owner of the property on which the Riverside Casino now operates. As you know, construction is under way on the property immediately adjacent to Mr. Woyvodich's property to the north. Our client's building was constructed in the mid- 1960's in several stages. When the north portion of the building was being planned, our client was concerned about the stability of the soil and the likelihood that a trench alongside the neighbor's foundation would probably result in sluffing of the soil and consequent destabilization of the neighbor's foundation. Our client avoided digging the trench by designing the foundation to taper up to meet the foundation next door. That foundation supports a concrete block wall approximately sixteen feet tall and 104 feet in length. That wall is a load - bearing wall that supports the roof. When Mr. Woyvodich learned that the building next door was to be demolished to allow construction of a new building, he went to the City of Tukwila to express his concerns about the possibility of damage to his building if a trench were dug along the north side of his building. In August of this year, shortly before a scheduled hearing on the demolition/reconstruction next door, our client, ajong with his son Ben, went to the City of Tukwila and asked to see the foundation plans for the project. The City was unable to locate any such plans. Mr. Woyvodich and Ben attended the public hearing on August 30, 2001. At the hearing, Ben expressed TACOMA OFFICE: 1200 Wells Fargo Plaza, 1201 Pacific Avenue, Tacoma, WA 98402, (253) 572.4500, FAX (253) 272-5732 MICHAELS. DSLE0 CLE $OACA$1RO.WOO Y STUART C. MOROAN JLJNI ER A. WINO TRACEYA. THOItIP$QN LAM I% IMAM CREME. TE PLETON PORN T. ECKE RT CSG.LA MU1G. THOMAS P. ROWLAND OF COUNSEL JAMES P. HENRtOT IL E7JGII10i QVDGN RONALD A. ROBERTS IOW J. MASON OCR U O ND co al u- WO g LL U ON C1 1— WW O .. U O Z EISENHOWER & CARLSON Fax:2063821920 Dec 19 2001 17:31 P.03 Mr. Duane Griffin December 17, 2001 Page 2 concerns regarding the footings, and the possible undermining of the Riverside's foundation as a result of foundation work next door. At the hearing, the project proponent stated that the applicant would be installing an auger -cast piling, which would cause minimum impact on our client's building. Following the public hearing, the City approved the design review for the project. As you know, construction on the adjacent property is now under way. Several weeks ago, Mr. Woyvodich went to the Riverside to view the work. He was quite upset to sec that the applicant was not installing an auger -cast foundation, as had been represented, but instead had dug a trench approximately four feet deep with the south cut of the trench being directly below the north edge of his foundation and building. When he and 1 inspected the work on December 6th, it was apparent that a portion of our client's foundation had been removed to make way for the trench. On December 10th, Mr. Woyvodich personally went to your office to report that the contractor was installing a foundation by using a trench, rather than the auger -cast piling foundation, as had been repr at the hearing. The City at that point required the applicant to place the foundation and new south wall of the project some five feet from the property line. Over the past,wcekend, our client used a transit to check elevations of the north wall of his building. From those sightings, Mr. Woyvodich has concluded that the wall has sagged significantly due to the trench, which obviously removed the lateral support of the soil under the foundation. The - amount of sagging varies 1 'A inches toward the rear of the building to 2 inches at the northwest corner. One can see physical signs of the sagging on and in the building. For example, there is a short masonry wall that runs along the front of the building and ends at the northwest corner of the building. That wall at some time in the past was painted up to the ceiling on the marquee. It is clear that the north end of the wall has settled because one can see the "paint line" at the top of the wall. That is, a horizontal strip of the wall that was previously hidden by the ceiling is now visible. Rather than being black (the color the blocks were painted) the blocks are white (the unpainted color). This clearly shows that the wall, and the sidewalk supporting it, has settled approximately two inches. Similarly, the men's restroom floor which abuts against the concrete block wall approximately in the middle of the building (east to west) now slopes severely downward as the floor approaches the wall. It appears that interior walls have pulled away from the concrete block wall. Again, this indicates that the connrete block wall has settled due to the trench that was excavated by the contractor. On December 17, we received a copy of a report by Timothy .1. F ile, P.E., which was apparently requested by the architect for the project next door. Among other things, Mr. File was asked to determine whether or not cracking in our client's concrete block wall was caused by the construction. Upon receipt of this report, our client again visited the site. He obscrvcd a EISENHOWER 8 CARLSON Fax:2063821920 Dec 19 2001 17:31 P.04 Mr. Duane Griffin December 17, 2001 Page 3 crack roughly 34 feet back fromithe front of the building which extended from the foundation itself up nine levels of concrete blocks. This crack had not been present when we visited the site with our client on December 6th. It is a new crack, one that further indicates that the concrete block wall has settled as a result of the foundation work next door. Moreover, sixteen concrete blocks along the base of the wall were pushed in (south) a distance of up to two inches at some time between December 10 and December 17. Our client is very concerned that the structural integrity of his building may have been compromised by the construction that has taken place next door, in particular the excavation of the trench for the foundation. He requests that the city send inspectors to the site to inspect the damage with Mr. Woyvodich and if it is determined that the building has been damaged, to require the contractor and applicant to repair the damage before they are permitted to continue with the project. you. RYT:ms OE074790.DOC For obvious reasons, this is a matter of some urgency. We look forward to hearing from 1 Very truly yours, Post -it• Fax Note 7671 Date i Z i a p agos � Q To P . \ VJG—c>� ` 1 From 6 . .t.„4 Co./Dept. pizza P\ I4 c24nbI• . �• Co.C. Ot TJkwl,.,. Phn) -(#e . ?44I - 931c c Phonq,M . 4 11 • NOl O Fax M Z� , Y) co Fax R Z� • 31 • 36 da S. ALAN W1AVTcst RZCNASD D. TUILNE . ROBERT t3ARONALY DCfIAL D L. A3DEJISON JAMES M. !IMAGES.; =NUT O. CASEY MAT2X IIDS6201.1.114 TEAM= J. DONAHUs GREGORY'.A4JRPHY GUY J. STERNAL Low. & sand. CARL R. PETERSON BRADLEY D. FIESTA P. CRAIt0 DPXTHAM ANOiLIA D. HARLOW DAVID R. PIITRJC I RONALD 3, motor= AMY C. LEWIS IAWON tM. V.1U3 D l EISENHOWER €. CARLSON Fax:2063821920 Mr. Duane Griffin Building Official City of Tukwila 6300 Southcenter Blvd. Tukwila, WA 98188 Dear Mr. Griffin. LAW OFFICES OF EISENI1OVVER & CARLSON, PLLC 2830 Two Union Square 601 Union Street Seattle, WA 98101 (206)382 -1830 FAX (206) 382 -1920 December 17, 2001 Re: Riverside Inn / Wall Damage /L984101 14040 Interurban Avenue East, Tukwila, WA Dec 19 2001 17:30 P.02 MICHAEL S. MEG CLEMENCTACAST O- WOOLERY STUART C. MOROAN IMMIX A. wING TRACEYA. THOMPSON LANCE P. $LAIR GLEN L TEMPLJRTON POW T. sau;RT CSC -LA MUHL THOMAS P. ROWLAND JAMS P. IIFMUOT H EUGENE QUM RONALD A. ROBERTS JAMES J. MASON This lirm represents Benny Woyvodich, the owner of the property on which the Riverside Casino now operates. As you know, construction is under way on the property immediately . adjacent to Mr. Woyvodich's property to the north. Our client's building was constructed in the mid- 1960's in sevaral stages. When the north portion of the building was being planned, our client was concerned about the stability of the soil and the likelihood that a trench alongside the neighbor's foundation would probably result in sluffing of the soil and consequent destabilization of the neighbor's foundation. Our client avoided digging the trench by designing the foundation to taper up to meet the foundation next door. That foundation supports a concrete block wall approximately sixteen feet tall and 104 feet in length. That wall is a load - bearing wall that supports the roof. When Mr. Woyvodich learned that the building next door was to be demolished to allow construction of a new building, he went to the City of Tukwila to express his concerns about the possibility of damage to his building if a trench were dug along the north side of his building. In August of this year, shortly before a scheduled hearing on the demolition/reconstruction next door, our client, along with his son Ben, went to the City of Tukwila and asked to see the foundation plans for the project. The City was unable to locate any such plans. Mr. Woyvodich and Ben attended the public hearing on August 30, 2001. At the hearing, Ben expressed TACOMA OFFICE: 1200 Wells Fargo Plaza, 1201 Pacific Avenue, Tacoma, WA 9S402, (253) 572 -4500, FAX (253) 272-5732 CaE COUNSEL EISENHOWER & CARLSON Fax:2063821920 Dec 19 2001 17:31 P.03 Mr. Duane Griffin December 17, 2001 Page 2 concerns regarding the footings, and the possible undermining of the Riverside's foundation as a result of foundation work next door. At the hearing, the project proponent stated that the applicant would be installing an auger -cast piling, which would cause minimum impact on our client's building. Following the public hearing, the City approved the design review for the project. As you know, construction on the adjacent property is now under way. Several weeks ago, Mr. Woyvodich went to the Riverside to view the work. He was quite upset to sec that the applicant was not installing an auger -cast foundation, as had been represented, but instead had dug a trench approximately four feet deep with the south cut of the trench being directly below the north edge of his foundation and building. When he and I inspected the work on December 6th, it was apparent that a portion of our client's foundation had been removed to make way for the trench. On December 10th, Mr. Woyvodich personally went to your office to report that the contractor was installing a foundation by using a trench, rather than the auger -cast piling foundation, as had been represented at the hearing. The City at that point required the applicant to place the foundation and new south wall of the project some five feet from the property line. Over the past weekend, our client used a transit to check elevations of the north wall of his building. From those sightings, Mr. Woyvodich has concluded that the wall has sagged significantly due to the trench, which obviously removed the lateral support of the soil under the foundation. The amount of sagging varies 1 '/. inches toward the rear of the building to 2 inches at the northwest corner. One can see physical signs of the sagging on and in the building. For example, there is a short masonry wall that runs along the front of the building and ends at the northwest corner of the building. That wall at some time in the past was painted up to the ceiling on the marquee. It is clear that the north end of the wall has settled because one can see the "paint line" at the top of the wall. That is, a horizontal strip of the wall that was previously hidden by the ceiling is now visible. Rather than being black (the color the blocks were painted) the blocks are white (the unpainted color). This clearly shows that the wall, and the sidewalk supporting it, has settled approximately two inches. Similarly, the men's restroom floor which abuts against the concrete block wall approximately in the middle of the building (east to west) now slopes severely downward as the floor approaches the wall. It appears that interior walls have pulled away from the concrete block wall. Again, this indicates that the concrete block wall has settled due to the trench that was excavated by the contractor. On December 17, we received a copy of a report by Timothy 3. File, P.E., which was apparently requested by the architect for the project next door. Among other things, Mr. File was asked to determine whether or not cracking in our client's concrete block wall was caused by the construction. Upon receipt of this report, our client again visited the site. He observed a Mr. Duane Griffin December 17, 2001 Page 3 EISENHOWER 8 CARLSON Fax:2063821920 Dec 19 2001 17:31 P.04 crack roughly 34 feet back from the front of the building which extended from the foundation itself up nine levels of concrete blocks. This crack had not been present when we visited the site with our client on December 6th. It is a new crack, one that further indicates that the concrete block wall has settled as a result of the foundation work next door. Moreover, sixteen concrete blocks along the base of the wall were pushed in (south) a distance of up to two inches at some time between December 10 and December 17. Our client is very concerned that the structural integrity of his building may have been compromised by the construction that has taken place next door, in particular the excavation of the trench for the foundation. He requests that the city send inspectors to the site to inspect the damage with Mr. Woyvodich, and if it is determined that the building has been damaged, to require the contractor and applicant to repair the damage before they are permitted to continue with the project. you. RJT:ms 08094790.000 For obvious reasons, this is a matter of some urgency. We look forward to hearing from Very truly yours, IKraz & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION December 13, 2001 Gall Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14060 Interurban Avenue South Tukwila, WA 98168 RE: In Progress Special Inspections Grand Central Casino 14060 Interurban Avenue South Tukwila, Washington Dear Ms. Roche, In accordance with your request and authorization, our firm performed special inspections for the above - referenced project. The inspections were performed by our inspectors from December 6 to December 10, 2001. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications, and the 1997 Uniform Building Code. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. William B. Throne Auburn Division Manager Pacific Northwest Region W BT1 pc CC: CITY OFTUKWILA DYNATECH 1501 — 15ti Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 -2556 01:01 dIr Jo. Offices Serving The Western United States DEC 1 8 2001 COMMUNITY DEVELOPMENT KA No. 066 -01201 Permit No.- I TT5G DO1 I S0 friAliKrazan & Associates, Inc. GK;rr- .r +rnr:AI ENGINEEP!N-, • EN`iin E 1;INEEtrINr, CON;u »U(: nor' TESTING AND Itr ■Pcr..71r,N DATE: — °/ PROJECT #: V CQ (e I cP— / PROJECT LOCATION: Jul *'' 4 KRAZAN PROJECT MANAGER. L � p To the best of my knowledge, the abov Superintendent/Representative: 215 West Dakota Avenue. Crows, Ca 93612 4231 Foster Ave.. Bakersfield, CA 93308 1025 Lone Palm Ave. #8G, Modesto, CA 95351 545 Parrott St, San Jose. CA 9511. 123 Commerce Circle, Sacramento, CA 95815 Y WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Technician: • (559)348.2200 • (661)633.2200 • (209) 572 -2200 • (408) 271.2200 • (916) 564-2200 CONTRACTOR // �� .a ". .4 _ _ t . 1.0 R. ___ S , P.. PRESENT AT SITE: COPIES TO: WEATHER: Cc's/ DSA Fife /Appl. No. OSHPD No Permit No. , 0 / /271 0/ - �� TEMP: , s • 226 N. Sherman. Ste. A, Corona, CA 9288 1501 15th Street NW, #106, Auburn, WA 98002 383 Equestrian Or., Poulsbo, WA 98370 13434 N. E. 7 77th Place, Woodinville, WA 98072 • (909) 549 -1188 • (253) 939-2500 • (360)598.2126 • (4251485 -5519 aZaZ & Associates, Inc. Ery.,ir,,p,rig • 1r i 14')r iNEt irAL fririr4EFPIr;, C .t ;ri fc;r "i, Ara, (rl;PC,rrr, • NIA nPAL RE;.UP'%; ! : i *.. DATE: )Z -io -u► PROJECT #: OC'G' - O ILO ( PROJECT: GRA►.,D l; s • ►i o CLIENT: KRAZAN PROJECT MANAGER: W $ r Ci' FuoritiG i T r77,P 1 /. -F• C1r4-1 Bui u G - be - P7- O#.1 S� r E L 1 r ..4 A. _Co r C Q aces r Ex S'J7 ,✓ C r --, lbNr:,rin•! A fb Tura 72.EY FOOr14 6 TrAIL Fc77z, GTLID I / q -F j•) S 1 C, 1 r - elr'S' sr) NO PDdr1IC DOD' 5014 $4Md_ tops t: ovi±?tED S 1 4 Ccat.tc'srar 'rc rAp 1iN6 WAIL, P Co To the best of my knowledge, the above WASS NOT Superintendent /Representative: 215 West Dakota Avenue Clovis, CA 93612 4231 Foster Ave. Bakersfield, CA 93308 1025 Lone Palm Ave. #8G Modesto, CA 95351 545 Parrott St. San Jose, CA 95112 123 Commerce Circle Sacramento. CA 95815 • (559) 348 -2200 • (661) 633 -2200 • (209) 572 -2200 • (408) 271-2200 • (916) 564.2200 L n TI L CONTRACTOR: Evr- rzGrzcc0,` JURISDICTION: C, ry OF 11.,/ LA PERMIT #: "b C - 1'10 INSPECTOR:"2, sq .st WEATHER: R,1A1 FIELD REPORT NO: TEMP: 42' ormed in accordance with the approved plans, specifications, and regulatory requirements. ian: 1501 -1 ` r 1. NW Suite 106 Auburn, WA 98002 20714 State Hwy 305 NE Suite 3C Poulsbo, WA 98370 • 19501 144th Ave. NE #F -300 Woodinville. WA 98072 • 11913 NE 103rd Ave. Vancouver. WA 98662 • (253) 939-2500 (360) 598 -2126 (425) 485-5519 (360) 254-3200 DEC - 12.•2091 15:49 FROM:CMA RST.SB[) 1 4257477149 7b: City of Tukwila Fax #s 206431.3685 Atth Duane Griffin From Michael Cabe Dabs Oecembor 12, 2001 Rai Grand Central Casino # D01 -180 Pogs•s 5, including cover sheet Duane, Regards, Michael Cabo Co: Steve Dowen — 206-244.4542 MERRICK LENTZ RECEIVED ARCHITECT Fax Transmittal The following is the Structural Engineers report for the Riverside Casino North CMU wall per your requost. 1800 - 130 Place N, E. Suite 100 Bellevue, WMhington 98005 425.747, 3177 FAX 425.747.7149 GMnil: mikcc(wmlart*r,u m . 4iiikt( 1 ( Y 1'tc It it. 011 /,2b,V0/ to ck1tc''.. '4t9 J '. p F < th,S / 4 . f • ,0.4)•;.v() p r." Ac ii /4 .5 WC/ NIS h Wu5 prt.) . � � 1t� r -+rI N 1 7�>, � ivt• ir / '` +.A.Y f) C f 6 4'e. ('c 1 f- TO'- P.001/005 DEC 1 COMMUNITY DEC-122'G1 15:49 FROM:CMA RST.Sul 12/12/2001 15:11 4258839E PREMIER ENGINEER. BUILDING CONDITION SURVEY OF EXISTING CMU WALL Project: Grand Central Casino Site Address: 14040 interurban Avenue South Tukwila, Washington Report prepared by: Premier Engitmering, Report prepared for Merrick Lentz Architect 1800 136 Pl. NE, Suite 100 Bellevue, Washington 98005 PEI Project # 0138 December 12, 2001 DEC-12-2001 03:09PM TEL)4258839267 1 4257477149 T0 64313665 P.002/005 PAGE 02 IDDCMA RST.SS,D PAGE:002 R=100% DEC- 12 -2e211 15:49 FROM: CMA RST. S &t) 1 4257477149 TO' ^964313665 • 12/12/2001 15:11 4258839E ` PREMIER ENGINEEN ,G qy t � M i *t4l• '44i^*.Y 3 *„ y : 8 'r•.�?i}e . S�r ,. W: 1 E 11, ,i �1. :ti 1 3 , 1 INTRODUCTION: RODUCTION: Pursuant to your request, I went out to the Grand Central Casino site in Tukwila, z Washington to evaluate the condition of the CMU wall located at the south property line. The well is the north wall of the building directly south of the site, the "Riverside z Casino ". I was told that a City of Tukwila building ofoial has asked for a letter from a CC t i structural engineering that states that the wall is structurally sound. 1 was also asked to U try to determine whether or not cracking in the wail was caused by on -going constriction o o at the adjacent site. 0) BUILDING/ WALL DESCRIPTION: u) a- ill 0 2 The adjacent building, the Riverside Casino, is a single story wood framed structure that 1 a wM built in 19$4, or there about. The North wall of the building is a CMU wall that is approximately 104 feet long by 16' high From what was visible, it appears that the wall S2 La supported on a 24" wide by 6" thick concrete footing. During oonstruction of the new ILI Grand Central Cash)°, the oontrsc for nit out a 3' deep by 3' -8" wide trench immediately z o to the north of the wall footing so that they could add a new footing. They added a new V 2 40 " wide by 12" deep concrete footing end an 8" thick concrete stem wall to retain the 2 m adjacent soil below the preexisting wall footing. The trench extends from the west end D Q co of the wall to 18' west of the east end of the wall. The new concrete footing and new o - concrete stem wall extend from the west end of the wall to 23' west of the cast end of the w w wall. c) u . 0 OBSERVATION OF THE CMU WALL; w N Considering the age of the CMU wall it appears to be in relatively good condition. The o CMU blocks in the tap 4 feet of the wall show some discoloration due to weathering. Z The lower portion of the wall appears to have been protected from weather by the building that has been removed. Looking at the workmanship and the condition of the mortar joints it would appear that they have not been reworked since the wall was built. In the top 4 feet of the wall there area few vertical joints that did not have mortar put in them at the time they were built. At the East end of the wall there were some blocks placed out of line with the zest of the wail, that were some broken blocks placed in the wall, and there were some arena where mortar wan omitted. All of that was done at the time the CMU wall was built and these itnperibctions do not appear to have affected the performance of the wall. Of more concena are a few thin cracks than are located in the mortar joints and a few blocks that have been cracked. All of the cracks observed are loss than 1/32" in thickness. DEC -12- 2001 03 :10P1 TEL)4258839067 2 1'1t. P.003/005 PAGE 03 ID)CMA RST.S&D PAGE:003 R =100% DEC -1? -2001 15:49 FROM:CMA RST.SaD - 12/12/2001 15:11 4258839' l •li CONCLUSION: As I indicated earlier in this report, the MO wall appears to be in good condition considering its age. I was told, but have trot verified, that the building was built in 1954. Some deterioration of mortar joints would be expected in natrly 50 years of service. Considering the time that this wall was built it is quite possible that there are no grouted cells or reinforcing in the cells of the CMU blocks. The only reinforcing may be in the mortar joints themselves. If this is the case, then the wall construction would certainly not meet current UBC requirements. The CM wail dries vertical gravity loads and lateral aeasnmc and wind loads. The Cracking observed in the wall would not affect the capacity to carry gravity loads. The type of cracking and amount of cracking observed would eat significantly affect the wall's capacity to resist lateral loads, Of much greater concern would be the impact on the strength of the wall due to the possible, and likely, lack of wall reinforcing. The next question that I was asked to address was whether or not these cracks were caused by recent construction activity. To answer this you need to try to determine how long the cractlis have been there, and what may have caused them. Determining the age of the cracks is not that easy. Since, the wall is not very weathered, the color of the mortar and blocks within the cracks is not very different from the color of the face of the blocks. I cannot tell with any certainty if these cracks are one week old or several years old. The only way to definitively determine if these cracks have occurred since the cotvction on the adjacent property began would be if pictures were taken of the wall inuncdiatcly before cowstxuction began and then compared with observations taken at this time. Several things could cause the type of cracking observed. They include: The mortar joints can deteriorate over time due to chemical, thermal, and environmental factors such as freeze/thaw cycles. The cracking could have been caused by ground vibration. For instance the cracking might have been the result of the large earthquake we experienced in the area this past year, it could be the result of road vibrations, or it could be the result of construction related vibration. The contractor has informed me that they have not used any large vibratory machinery at the adjacent construction site, which could have damaged the wall. Lastly, the cracking observed may be the result of differential settlement of the footing. M the soils report indicates, the soils in this area are not very good. Differential settlement could be simply caused by the poor soil conditions at the site. Much of the cracking is observed within 18 feet of the east end of the wall where there was no trench dug adjacent to the wall. The footing along this portion of wall likely has settled due to its proximity to the river. The wall could have settled adjacent to where the trench was dug, however, I have been informed that Dyne - Tech Construction has been monitoring the wall elevation since prior to digging and they have not detected any settlement They used a laser leveler to compare a mark on the DEC-12 -2001 03:10PM TEL)4258839067 ilil irk . ;, I lira . 1• •. 't: 1 4257477149 TO•?064313665 PREMIER ENGINEE PAGE 04 1, Deterioration of mortar over time due to environmental factors. 2. Cracldng caused by ground vibration. 3. Cracking caused by differential l ground settlement. 3 ID)CMA RST.S33D P.004/005 PAGE:004 R =12l : DEC -12 -2001 15:50 FROM:CMA RST.S2.0 1 4257477149 T0•-'0E34313E65 12/12/2881 15:11 4258839E PREMIER ENGINEa 3 building to the north to marks on the CMU wall located at 3' Z4', 55', and 82.5' from the west end of the wall. RECOMMENDATIONS: In concludon, it is not possible to determine when the cracks developed in the CMU wall unless clear and detailed photos indicate that some cracking was not present at some recent time in the past. The section above lists many things that could cause the type of cracking observed. The contractor has indicated that he has monitored the elevation of the wall along the length of the wall, to determine whether or not any settlement resulted from digging the trench adjacent to the existing wail footing. He was not able to detect even 1 /16 of an inch deflection. Therefbre, cracking of the CMU wall due to settlttaent of the wall footing, caused by digging the adjacent trench, does not seem likely. Regardless of the cause of the cracking, or of the length of time that the cracks have been there, the cracking itself is not a aigniecant structural concern. The-cracks due not materially affect the walls structural integrity. As stated earlier, a much larger concern would be the adequacy of the wall reinforcing in meeting current UBC requirements. The cracks in the mortar joints and blocks are of a concern for another reason. Before the adjacent building was removed, the wall was protected from weather. Now the entire CMU wall is exposed to weather and freezing potential. I would recommend that, where the cracks in the mortar joints are the widest (perhaps 30 or 40 linear feet), the building owner should have a contractor tuck and repaint the joints. Also to prevent water abaorpdon through the flue of the blocks, and through any thin cracks that still exist in the mortar joints or in the blocks themselves, an elastorneric paint should be applied to the entire exposed wall flue per the manufltctu er's recommendations. This concludes our report. Please call if you have any questions or if I can be of any further assistance. Timothy .1. File, P.B. President Premier Engineering, Inc. DEC -12 -2001 03:11PM TEL 4 ID)CMA RST.S$ID :'! P.005/005 PAGE 05 PAGE:005 R-100% December 11, 2001 Steven G. Jones, Esq. Foster Pepper & Shefelman 1111 Third Avenue #3400 Seattle, Washington 98101 -3299 VIA FAX 206 - 749 -1962 City of Tukwila Department of Community Development Re: Grand Central Casino 14040 Interurban Avenue South, Tukwila Building Permit (D01 -180) Gentlemen: Based on today's inspection by the Building Division, it appears that the south side of the proposed building may be located within the side yard setback. The property is located within the Commercial /Light Industrial Zone. Side yard setbacks in this zone must be a minimum of five feet in width (TMC 18.30.080). Please provide us with one of the following as soon as possible: 1. A letter stamped by a surveyor (licensed in the State of Washington) verifying compliance with all required setbacks: or 2. Revised plan drawings under 001 -180 relocating the building fcotprint outside all required setbacks. Any recent revisions submitted under D01 -180 should also be revised accordingly. If you should have any questions, please contact me at 206 -431 -3686. Sincerely, f Jack Pace Planning Manager cc: Duane Griffin, Building Official Jill Mosqueda, Associate Engineer Lt. Don Tomaso, Fire Prevention Officer 6300 Southcenter Boulevard, Suite Merrick D. Lentz Merrick Lentz Architect 1800 136th Place N.E., Suite 100 Bellevue, Washington 98005 VIA FAX 425 -747 -7149 100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 -431 -3665 Steven M. Mullet, Mayor Steve Lancaster, Director • DEC -10 -2001 16:15 FRcti:CMA RST.S8D 'DEC -i0 -2001 15t51 FRC 1 :IRAN Assooiates, Inc. Qt30ft;CKICA1. E' 0 " ewiR:7posmAt. ENVtle4Qft io G?NItRUCnON Irma At+o hISPQC'Sgy DM _LAP' PROJECT r. PROJECT. LOCATION: LC 1 Q 4. &_ — KRAZAN PROJECT MANAt38A. 1 4257477149 4254E56937 TO: 320652905 TO:1 42 7477149 FIELD REPORT NO.: 15328 747 71 p.0e2-002 F.0224 Y02 COMRACTOR• PEWIT NO: ...� _ INSPECTOR: C ._.._ JURISDICTION: Ismior 14 C.g-.yR, 45e4.3/1„1.1/5, ___ SJ LUttS.t._ .24.0_ Z15 Woes Orrkote AverA Ova. Ca 11512 • (SS) 3484100 4 2)1 RotrYAve., Batvrliel0, CA93Jb • 1661)6334:00 1 025 Labe "r*nAw. $14.2& Abrbslq CA 55351 • go) SfZ. • DEC - if? -2001 92 :SCAM Tp_)4254956S37 HOURS Y-4 - To tna bait at my knowledge, (ha WOO) WAS 1 WAS NOT performed h aaordanoe with tho approved plans, specd,cAtt;ns, one roguletory recuh,m n 9uperintendenVRglx1Agnl$1ive: N r( lkchnictan: 226 tt Skcrm>ti Sur. A. Corona, CA 926:132 • (30) $45.1 ?Bit 1501 151+ Stnrs 14W *MC 4utum, WA 98002 • (2$3) 1132500 /9714 Soto elny301 N.:, Ste. 3c Fleuleb0, WA 90370 • (36G) 33341 :5 14541 144((Aternle NE V NW, t4'a eereti W4 11111 ?2 • (425) 4854519 ID)CMA RST.S&D ^,,••.,•nn paGE: ME R.39% �J *Wt... II/ 0 ` ! ? l / \ i I -i -- 0 0 198 December 7, 2001 Steven G. Jones Foster Pepper & Shefelman PLLC 1111 Third Avenue, Suite 3400 Seattle, Washington 98101-3299 w U � As we discussed over the phone yesterday afternoon, this letter details the final mitigation o payment required for the Grand Central Casino development. The City of Tukwila accepted the W PM peak hour trip generation rate of 5.69 trips per 1000 gross square foot as presented in the w November 9, 2001 submittal. Further, the trip distribution submitted at the same time is accepted z and applied to the trip generation rate to determine the final impacts of the two concurrency U N projects. O RE: Grand Central Casino Traffic Mitigation Dear Steve: Department of Public Works James F Morrow, P.E., Director City of Tukwila The City acknowledges your interpretation of Washington case law in regards to trip credits, however we disagree. We are not granting credit for trips associated with the existing Riverside Inn for the reasons stated in my letter dated November 21, 2001. Using the 16,000 gsf presented in your November 30, 2001 letter as the size of the currently approved building, and the above approved information, I calculate the following: Total New Trips: 16,000 gsf * 5.69 trips per 1000gsf — 91 Trips Existing On -site - 5 Net New Trips = 86 Impacts to the Interurban Bridge Project: Per the trip distribution in the November 8, 2001 study from Chris Brown, 37 net new PM peak hour trips (42.9 %) will impact the Interurban Bridge. This is based on the ratio of 6 net new trips requiring mitigation compared to a total of 14 net new trips shown on page 10 of the report. This results in the following: Interurban Avenue 37 net new trips * $1,122 per new trip = S41,514 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -433 -0179 • Fax: 206. 431.3665 Steven M. Mullet, Mayor 7 3 8 2 w w w0 Impacts to the West Valley HiQhwati/ S 180` Street Improvement Project: Using the same report and information presented on page 10 to determine the net new trips impacting the West Valley Highway /S 180 Street project, the Grand Central Casino will need to mitigate 20 trips. The fee is as follows: West Valley Highway /S 180 Street 20 net new trips * $475 per new trip = $9.500 The total mitigation fee for the Grand Central Casino comes to $51.014. Evergreen Entertainment has already paid a fee in the amount of $80,481, which has been held in escrow while the details have been clarified. The difference of $29,467 will be refunded to Evergreen Entertainment. I trust that this letter clearly describes the reports. specific details, and methodologies used to come to the final conclusion and fee determination. Should you have any questions, please feel free to contact me at (206) 433 -0179. Sincerely, Cyi'fdy Knighton Senior Transportation Engineer c: Jill Nlosqueda Permit Center Bob Noe, 425 -392 -7071 fax DATE I Zr I I JOB NO. COCM ATTENTION Jt� IN M Dlts4 [[ PROJECT: 3 L CP SlJcs PACIFIC ENGINEERING DESIGN, LLC .. v CIVIL ENGINEERING AND PLANNING CONSULTANTS 4800 S. 186TH ST., SUITE 360 SEATTLE, WASHINGTON 98188 206/431-7970 FAX /431 -7975 TO Cal or TvY.�6tt+o+ We Are Sending You: ❑ Blue Prints Copies ❑ Mylar Nellum ❑ Disks Printing: IN HOUSE COPIES 1 DATE NO. 2 c+a+1gE oe9e¢. a* I These Are Transmitted As Checked Below: ❑ As requested 1 74 For your use ❑ Approved as submitted ❑ Approved as noted FOR OFFICE USE ONLY 5130 5135 5136 COPY TO: ❑ Other ❑ Engineering Xerox ❑ REPROGRAPHICS ❑ For approval SIGNED: If enclosures are not as noted, kindly notify u at on [1.ETTMUU OF V.I e MWtl t \L VIA: ❑ Fax Sheets including Letter of Transmittal ❑ Courier Hour Delivery ❑ Mail Other WILL ��P O f ❑ For review and comment ❑ Returned for correction ❑ • 5137 5160 5150 5165 5155 5166 CHANGE ORDER #1 PROJECT: Grand Central Casino (Project # 00019) OWNER: Steve Dowen ENGINEER: Pacific Engineering Design, LLC. 4800 S. 188 ST. Suite 360 Sea -Tac, Wa. 98188 Phone: (206)431 -7970 Fax: (206)431 -7975 (www.paceng.com) CHANGES AS FOLLOWS: See attached sketch. 1. Existing CB #661 is noted on the approved plans to be replaced by a type II CB Manhole. After reviewing with Jill Mosqueda, contractor may leave the existing structure in place and adjust rim to grade only. Rim to lowest invert depth = 4.33 feet. 2. Existing CB located 60 feet downstream of CB #661 is not noted for adjustment to grade. Contractor shall raise rim of this structure to Elev.= 17.5. Rim to Iowest invert depth = 5.11 feet. Approved per telephone review with Jill Mosqueda. APPROVED: G s - Pacific Engineering CC: Jill Mosqueda — City of Tukwila Greg Villanueva — City of Tukwila Al Kuehn — Sonrise Excavating Craig Chaney — Merrick -Lentz Architects REV\SOt" N0, .5_. '' "�pn"3?7&2?'4.g? °r�,,tss, <:�;•v ='';'�"''�: t7;?u.'^. ..•« `.4r t'?;o' ?'5�:, DATE: DATE: 12 -07 -01 0110 CIT Y ROFE TUKWILA DEC - 7 200 PERMIT CENTER kraZarl &ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION December 6. 2001 KA No. 066 -01201 Ms. Gail Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14060 Interurban Avenue South Tukwila, WA 98168 RE: Laboratory Testing Grand Central Casino 14060 Interurban Avenue South Tukwila, Washington Dear Ms. Roche, In accordance with your request and authorization, we have performed laboratory tests on the material sampled from the above referenced project site. The laboratory tests performed on the material were in accordance with the applicable ASTM test methods. The results of the laboratory tests are presented on the following pages. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. W BT1 pc William B. Throne Auburn Division Manager Pacific Northwest Region CC: CITY OF TUKWILA DYNATECH Cl Offices Serving The Western United States i - 19b RE yr DEC 1;7) 2001 su1LnPo.c, 1501 — l5'" Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 -2556 inn 01:01 1.e..1ut COMPACTION TEST REPORT 107 102 97 a N C w Z' O 92 87 82 �. _� _ __ V___ -, ._._. .. -__i L .. ._ . .4 _.___� ZAV for Sp.G. _ 2.65 --1. , i I _ r- _ I i I -3 — I ! i 1111 IIW , 11111111 • 5 10 15 20 25 30 35 Water content, % Test specification: ASTM D 1557 Procedure A Modified Oversize correction applied to final results Eiev/ Depth Classification Nat. Moist. Sp.G. LL PI % > No.4 % < No.200 USCS AASHTO SM 2.65 0.2 33.0 TEST RESULTS MATERIAL DESCRIPTION Maximum dry density = 100.8 pcf Optimum moisture = 17.5 % Brown silty SAND Project No. 066 -01201 Client: Evergreen Entertainment Inc. Project: Grand Central Casino • Location: SW Site Corner Remarks: Sample 9533 Curve A COMPACTION TEST REPORT KRAZAN & ASSOCIATES, INC. Particle Size Distribution Report S s s z r g Qy 3 3 . n .1 - N .4 �, � A • • M 4 w • - 100 90 80 7o ttl 60 ti Z50 0 W 40 n- 30 10 0 - • ; - - -1 ; t - _ : �( �•'1 _ '�' - [ - . r �^� I • - — 1 t ` i I j L . ::::: . :: 1 . ` t--k l ' : : : ; I : is \i: . ,1 . j 1 : : : : : : :, : : : , • : : : ,. : j, : : 500 100 10 10 1 1 GRAIN 0 0 10.01 0.0010.001 SIZE - mm % COBBLES % GRAVEL % SAND % SILT [ % CLAY 0.0 0.2 66.8 33.0 SIEVE SIZE PERCENT FINER SPEC.' PERCENT PASS? (ONO) Soil Description Brown silty SAND Atterberst Limits .375 in. .25 in. #4 #10 #20 #40 #60 #100 #200 100.0 99.8 99.8 99.6 99.4 99.2 95.9 71.4 33.0 PL= LL= P1= Coefficients 85 60= D50= 0.101 D85= 0.197 D60= 0.121 D D30= D15= D 1 0= C C Classification USCS= SM AASHTO= Remarks Sample 9533 (no specification provided) Sample No.: 9533 Source of Sample: On Site Date: 11/21/01 Location: SW Site Corner Elev. /Depth: KRAZAN & ASSOCIATES, INC. — _� Client: Evergreen Entertainment Inc. Project: Grand Central Casino Project No: 066 -01201 4i krazari & ASSOCIATES, INC. December 5, 2001 Wall pc GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Gall Roche GRAND CENTRAL PROPERTIES OF TUKWILA, LLC 14060 Interurban Avenue South Tukwila, WA 98168 RE: In Progress Special Inspections Grand Central Casino 14060 Interurban Avenue South Tukwila, Washington Dear Ms. Roche, In accordance with your request and authorization, our firm performed special inspections for the above - referenced project. The inspections were performed by our inspectors from November 21 to December 5, 2001. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications, and the 1997 Uniform Building Code. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. William B. Throne Auburn Division Manager Pacific Northwest Region cc: CITY OFTUKWILA DYNATECH Offices Serving The Western United States 1501 — 15 Street NW Suite 106 • Auburn, Washington 98002 • (253) 939 -2500 • Fax: (253) 939 -2556 KA No. 066 -01201 Permit N utnt_tc� tx -►SO o imi a e .a I kfiiiKrazan & Associates, Inc. DATE: PROJECT #: PROJECT: LOCATION: KRAZAN PROJECT MANAGER: 4 ,____fec t ut%4P) t 1'�fec`Za Ii cte GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION If ).t lot _ -- 066..cta -0c - _ -CgcS� - C a - �:xa L4I4o- _I.,,,, A_of ` lam_ -fri t5 (N;geCSlt. Cc4, L r • (_ � v � -- ) &to v y � 6 I r c+5 - I; 4es 4- cd To the best of my knowledge, the abov Superintendent/Representative: L yu a 215 West Dakota Avenue, Clovis, Ca 93612 • (559) 348-2200 4231 Foster Ave., Bakersfield, CA 93308 • (661) 633 -2200 1025 Lone Palm Ave. Ste. 2E. Modesto, CA 95351 • (209) 572 -2200 545 Parrott St., San Jose, CA 95112 • (408) 271 -2200 123 Commerce Circle, Sacramento, CA 95815 • (9I6) 564-2200 CONTRACTOR: PERMIT NO: INSPECTOR: __ JURISDICTION: WEATHER: FIELD REPORT NO.: 1 5 3 4 9 _____%‘1T 0/ - Ct1 -/c P- - - - __ _ _ - C _S r_imeseL D&AS i k r .S ^d Y 226 N. Sherman, Ste. A, Corona, CA 92882 1501 15th Street NW, #106. Auburn, WA 98002 20714 State Hwy 305 N,E., Ste. 3C, Poulsbo, WA 98370 19501 144th Avenue NE # F -300, Woodinville, WA 98072 12816 N. E. 95th St.. Ste. 8-100, Vancouver, WA 98682 DESGPT IN OUT ! ST 1 QT MIL TEMP: 5' c' C \ dun_____ Qr: ___, tise kop ___cpiti • Kr�Z�� 7`a HOURS • (909) 549 -1188 • (253) 939 -2500 • (360)598.2126 • (425)485.5519 • (360)254.3200 WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Technician: Curve Unified Soils Classification Ma Opt Density Moisture 4 7---- "At 4-a•■d w dE_____ (po. ? , /74 I Density I _ Required fic /� CAL l a•+ 8 A o" 8 • 1 ` 7' 4,__L___83 . i )<- 1- c ). Test Elevation Location(Comments) Curve Mode & Depth I Density I Moist Percent % Compaction Required fic /� CAL l a•+ 8 A o" 8 • 1 ` 7' 4,__L___83 . i )<- 1- c ). T I i � x- 4- c ) 1 I....e I " - F ........ ..._ a 0. g $ 4- c • , _ , t Map Location: CI Attached 0 on Backside 0 Plans. Sheet# _ Curve Test Met : 1C-S7 . 3 07 I HOURS LDESCPT IN OUT 7a1 !. ST OT 1 MIL Daily Avg. Std Count Densities L ` i t :) Daily Avg. Std Count moisture i I I I !� 1 I -- Gauge# 4 4 j lI<1 a . Z31T1 & Associates, GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 1/l 4/or _ . PROJECT #: _d 66 PROJECT: LOCATION: _. __ ! L(L 'fa . KRAZAN PROJECT MANAGER: _ LOCATION MAP IN T To the best of my knowledge, the abov Superintendent/Representative: Inc. CONTRACTOR: PERMIT NO: INSPECTOR: _ JURISDICTION: _ WEATHER: ❑ WASHINGTON DENSOMETER 215 West Dakota Avenue, Clovis, Ca 93612 • (559) 348 -2200 423 1 Foster Ave., Bakersfield, CA 93308 • ( 661) 633 -2200 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • (209) 572 -2200 545 Parrott St., San Jose, CA 95112 • ( 408) 271-2200 1:3 Commerce Circle. Sacramento, CA 95815 • 1916) 564-2200 / WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. ❑ SANDCONE ' NUCLEAR TEST ❑ OTHER NOTE: Separate report S/B use for each item ❑ Paved Areas (circle one): Sub /Agg/Asphalt Pad (s) IN Other ❑ Trenches (circle one): Sewer 1 Water / Storm Drain / Utly / lrr. COMPACTION REPORT NO.: 3 5 9 9 t1I— ©1 -!S6 _TJ�wcIa. CO\ 226 N. Sherman, Ste. A. Corona, CA 92880 1501 15th Street NW, #106, Auburn, WA 98002 20714 State Route 305 N.E., Ste. 3C, Poulsbo, WA 98370 13434 N. E. 177th Place. Woodinville, WA 98072 11913 N. E. 103rd Avenue, Vancouver, WA 98662 TEMP: So • (909) 549 -1188 • (253) 939-2500 • (360)598.2126 • (425)485.5519 • (360) 254-3200 %1 IK12LZ31TL & Associates, GEOrECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: ///..16/v/ PROJECT 0: ..C66 0 ( p .t -. - - - -. PROJECT: GL a•.d _ _— LOCATION: _ L�{ �� y ( 100 �— KRAZAN PROJECT MANAGER: _ 6 To the best of my knowledge, the abov Superintendent/Rep resentative: ,.cmnZ.o ✓� v .W S C c,s , na a. 215 West Dakota Avenue, Clovis, Ca 93612 • (559) 348 -2200 4231 foster Ave., Bakersfield. CA 93308 • (661) 633 -2200 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • (209) 572 -2200 545 Parrott St., San Jose. CA 95112 • (408) 271 -2200 123 Commerce Crcle, Sacramento, CA 95815 • (916) 564-2200 FIELD Inc. REPORT NO.: 15 0 7 9 CONTRACTOR: _ _ _ MM. PERMIT NO: _ _ _ 0 —/ �. INSPECTOR: JURISDICTION: WEATHER: Ci �? r' t rv,� r ` • 'ice /�q 4a cQ4 `-hp cJ A i Oc C!c (' 4.44 -'-, t 6.: L �' �t s 4 5 . A. •/ b E c. p (c - 74; . "1 -+!N9 y; r[c (PA H 6 4' er I OP t+ s : -e ) 226 N. Sherman, Ste. A. Corona, CA 92882 1501 15th Street NW, x106, Auburn, WA 98002 20714 State Hwy 305 N.E., Ste. 3C, Poulsbo, WA 98370 19501 144th Avenue NE a F -300, Woodinville, WA 98072 12816 N. E. 95th St.. Ste. B -100. Vancouver, WA 98682 HOURS TEMP:_ S C' 1_ & . pd.. pro c- C s Led f cx ci, no f t ctoA c /.s t 4 f(2 r DESrP IN Qui ST! OT ;_MIL 11.3 do / WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements Technician: • (909) 549 -1188 • (253) 939 -2500 • (360) 598 -2126 • (425)485.5519 • (360) 254.3200 fitaKrazan & Associates, Inc. GEOTEC,HNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: _ ii/g.74/ PROJECT #: PROJECT: Cc. LOCATION: KRAZAN PROJECT MANAGER: _. _ /Licap_____TmiL (Le, 71z 444 /.1` mitotic co v.ed F3 cfe rCc. N To the best of my knowledge. the abo Superintendent/Representative: t 215 West Dakota Avenue. Clovis, Ca 93612 • (559) 348-2200 4231 Foster Ave., Bakersfield, CA 93308 • (661) 633-2200 1025 Lone Palm Ave. Ste, 2E, Modesto, CA 95351 • (209) 572-2200 545 Parrott St., San Jose, CA 95112 • (408) 271-2200 123 Commerce Circle. Sacramento, CA 95815 • (916) 564-2200 CONTRACTOR: PERMIT NO: _ INSPECTOR: _ _ JURISDICTION: WEATHER: FIELD REPORT NO.: 15070 01-1E CO - 4? ad U4 LarGt7rj if) 1 /14 ___ cock A. v 2 L e7 e, cis "PDff.; (AxtuA__ 64424.9— ccA TEMP: i 226 N. Sherman, Ste. A. Corona, CA 92882 1501 15th Street NW, 4106, Auburn. WA 98002 20714 State Hwy 305 N.E., Ste. 3C. Poulsbo, WA 98370 19501 144th Avenue NE # F-300, Woodinville. WA 98072 728 16 N. E. 95th St., Ste. B- 100, Vancouver. WA 98682 1 cC JA evi HOURS DESCPT IN OUT ST OT MIL WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Technici n: • (909)549.U88 • (253) 939-2500 • (360) 598-2126 • (425)485-5519 • (360) 254-3200 azan & Associates, CIF , )rt ,. i Iru'M. f :Ir0E rY. • lirrvip :r.r•EriTAL F r',r P,ru;r.r.,er F ii•,rrri .r) it 4'.Pr' 7, 1, • N,'N;PAL Pc . . DATE: I z•3 — 't PROJECT #: tat - 12-4.) PROJECT: GZP GAS240 CLIENT: KRAZAN PROJECT MANAGER: We 0-0-..1..v "Lco4.t^ To the best of my knowledge, the a SuperintendentlRepresentative: 215 West Dakota Avenue Clovis, CA 93612 4231 Foster Ave. Bakersfield, CA 93308 1025 Lone Palm Ave. 118G Modesto. CA 95351 545 Parrott St. San Jose. CA 95112 123 Commerce Circle Sacramento, CA 95815 5 i - nA6. 'RE1+2s is QC. - r N E Co,i vt.fac -� J tyt L v �,a -x, • )- G o err tL. M.CC o rt- T o V �� F 'l A-o cA r,r o r•.i °C. .L ACE Alb T tL�y=.Ebtl Pt►�►+S FaQ Si( A��O ,e'..:ccLC1� "S�EfJy L '"E j5 Z L)=5.'.,rat_ .7..,4 s p a crta1J aC F o , J LE .-6 f Fow.. GfLt.0 A F V e a:rz I, o •ra 6 L V ep 'TQ 02,,E =.„..1 C' f a R. eon ),1r) C* ..4 r T i4 P b ?LAP- ET L C.; J t� P . 8 a Tr u rv. � .� �..Z 2 e (4 i A L,. S tt( AR.s v■MZi E9 - r VG CL Pc-.• Ca S e kas Qa ri A : l•\ L B' OC Az L • 9ZF1 I-1 fa5 6 EE cCE PTE 0.-c i i E E.u • Tbl AN • F.v 5 SS t..P.. c - 14 .2265 ' o1 OC . S rFE,.C- J - r s s.T •• ‘",p t? E4 S For.NO i S 3‘•1 Cur C4a. •••A .. Y'T 4 94 -M■36 f hi./.1 6z - C cab: E 94\C-6e) eZ C.) »4'C Tt' ) LD'C - - re.5 B AT A r3&' S-e-F EiZr4C ) . h)45) C•/ OE LS CAs FLE - ..-3F cr..o CFG Goa G.M4. 1 E 1..3 5 a E rr ZrJ c - o(&'r•AN« FW c. fps.- c sK.N..0 9 •T •erformed in accordance with the approve ,ispecifications. • -d regulatory requirements. Technician: • (559) 348 -2200 • (661) 633-2200 • (209) 572 -2200 • (408) 271-2200 • (916) 564 -2200 n Cy.-, c..R1.•i E . FIELD REPORT NO: CONTRACTOR: p• /;,fA _ JURISDICTION: Cz.ri MetirdirritteA. IN.tcvls PERMIT #: Z • o t - j 5'Gi INSPECTOR: . nl�•ytL. WEATHER: ?7 S c.. r4 7 TEMP: 5/6 ti O 6 L. �S Amt, LA.? 1n1i\4-t - 1501 -15th St. NW Suite 106 Auburn. WA 98002 20714 State Hwy 305 NE Suite 3C Poulsbo, WA 98370 • 19501 144th Ave. NE #F - 300 Woodinville. WA 98072 • 11913 NE 103rd Ave. Vancouver, WA 98662 (253) 939 -2500 (360) 598-2126 (425) 485 -5519 (360) 254-3200 1 I(razari & Associates, Inc. Gr.0ifr: . Nr'al Er liar t { Hit ir. • f:• tnHc,t 0"E! t TaL E rioNEEPING r,rotp.:; iN rt r,t; ItrYrrT■.r1 • NJAR)pAL PEsoupas / Wc..TLAND DATE: 12' S - a PROJECT #:oteka " 1Z-DI PROJECT: G LI ) I' Cp i$ 0 CLIENT: KRAZAN PROJECT MANAGER WS s iakz 5cN f›c. To the best of my knowledge, the a Superintendent/Representative: 215 West Dakota Avenue Clovis, CA 93612 4231 Foster Ave. Bakersfield, CA 93308 1025 Lone Palm Ave. ft8G Modesto. CA 95351 545 Parrott St. San Jose. CA 95112 123 Commerce Circle Sacramento, CA 95815 —Z,.! v 2f,JC:•� C-0A1 CALF i E. • C C4 kh-Pr -6 g £ E r l AS NOT performed in accord. . ce with the approved ns, specifications, and regulatory requirements. Te nician: • (559) 348 -2200 • (661) 633.2200 • (209) 572-2200 • (408) 271 -2200 • (916) 564 -2200 CONTRACTOR: £YIT4P - r c-i- Goa37 Catig JURISDICTION: C,;`'`r y - TV ■A`.- cA PERMIT #: INSPECTOR: G. ,JP-71.1...1.— WEATHER: CL o/ TEMP: CA t(C-.ELE o 1501 -15th St. NW Suite 106 Auburn, WA 98002 • 20714 State Hwy 305 NE Suite 3C Poulsbo. WA 98370 • 19501 144th Ave. NE #F -300 Woodinville, WA 98072 • 11913 NE 103rd Ave. Vancouver, WA 98662 FIELD REPORT NO: 7 2 r3 o Z.) jNL1Le•+i (253) 939 -2500 (360) 598-2126 (425) 485 -5519 (360) 254-3200 November 21, 2001 Dear Steve: Sincerely, clm'IlIostAr=itxz Jim Morrow JM:lw cc: Cyndy Knighton Permit Center PW File (P:Laurie/Jill /D01.180 mitigation extension letter) City of Tukwlla Department of Public Works James F Morrow, RE., Director Steven G. Jones Attorneys for Evergreen Entertainment, Inc. Foster Pepper & Shefelman PLLC 1111 Third Avenue, Suite 3400 Seattle, WA 98101 RECEIVED Nov 2 7 2001 COMMUNITY D EVELOPMENT Subject: D01 -180 Grand Central Casino Traffic Mitigation The 30 -day period for resolution of traffic mitigation fees for this development ends on November 26, 2001. The City will extend the date to resolve the fee mitigation to November 30, 2001. This should provide adequate time for Chris Brown and Associates to respond to the remaining questions on the Traffic Impact Analysis Report, spelled out in the November 21, 2001, letter from Cyndy Knighton, Senior Traffic Engineer. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 200- 433.0179 • Fax: 200- 431.3005 Steven M. Mullet, Mayor CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS Project Name: Grand Central Casino 14040 Interurban Avenue South Permit #: D01 -180 Date: 11.06.01 Reviewer: L. Jill Mosqueda, P.E. / Development Engi The City Of Tukwila Public Works Department has the following comments regarding Revision #2 for the above permit. Revision #'2 is the electrical plan for S. 140 Street. These comments are consolidated from comments received from Operations personnel and the PW Utilities Inspector. Please contact me at 206- 433 -0179, if you have any questions. Marked -up plans are enclosed. Operations commended Bob Herman for the great job he did collecting the field information and translating to the plans. 1. Please provide plans which are signed and dated by the engineers. 2. On the wiring schedule, change the remarks on "6" to read, "Remove all ex. conductors, repull all existing" 3. Move construction note "5" and wiring note "9" westerly from the access to the City building to just east of the City's property line. Projects /atacs /d01 -180 grand central rev #2 4 • PERMIT C f ER Page 1 November 8, 2001 Craig Chaney Rick Lentz Architects 1 800 — 136th Place NE, 4 Bellevue. WA 98005 Dear Mr. Chaney: City of Tukwila Department of Community Development Steven Al. ildullet, Mayor RE: CORRECTION LETTER #1 — Revision #2 Development Permit Application Number D01-180 Grand Central Casino 14040 Interurban Avenue S Steve Lancaster, Director This letter is to inform you of corrections that must be addressed before your Revision 42 to 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 Public Works Department. At this time, the Building Division, Fire Department and Planning Division have no comments. The City requires that four (4) complete setts of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal, a 'revision 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, please contact me at (206)431 -3672. Sincerely, I, encl Brenda Holt Permit Coordinator xc: Fite No. DOl -t3O 6300 Sounccenter Boulevard. Suite 4 • Tukwila, Washington- 98188 • Phone: 20o-131-3070 • Fax: 20o- 431.3oo5 Project Name: Grand Central Casino 14040 Interurban Avenue South Permit #: D01 -180 Date: 11.06.01 Reviewer: L. Jill Mosqueda, P.E. Development Engi The City Of Tukwila Public Works Department has the following comments regarding Revision #2 for the above permit. Revision #2 is the electrical plan for S. 140 Street. These comments are consolidated from comments received from Operations personnel and the PW Utilities Inspector. Please contact me at 206- 433 -0179, if you have any questions. Marked -up plans are enclosed. Operations commended Bob Herman for the great job he did collecting the field information and translating to the plans. 1. Please provide plans which are signed and dated by the engineers. 2. On the wiring schedule, change the remarks on "6" to read, "Remove all ex. conductors, repull all existing" 3. Move construction note "5" and wiring note "9" westerly from the access to the City building to just east of the City's property line. Projects /atacs /d01 -180 grand central rev •2 CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS +a5$<rs ?TaLdF� 4 idFniti5 r _.. Page 1 OCT -16 -2001 18:29 FROM:CMA RST.C=O 1 4257477149 MERRICK LENT? AR TECT Tr•2064313665 P.001'005 F A X t r a n s m i t t a l date: PC :o ,'LooI to: Tog Wt Pi c.. wog0G5 attn: Ji f.L Mo564)C7C A fax #: Z e -I .31 5 rc: PirA PAP: 9.14114C) eZisrRAILA CA&r1p from: g I44! LE Tz. pages: Cj rev Gc7P`r rack YotR etThusw cag lNA "j4 "ros MpriC; LET M E toW IF yoLl SEE A? GoNSAN6 - Lamers P(Lcrrf' CLL" rl , t Tfrric.tt: - P12oV isronl5 PKLE MosTLY Gol`1 sr )CT1or.j- R.L Leo S Ao14W 1 *PPENS • 1800 - 136th Place N.E., Suite 100 Bellevue, Washington 98005 (425) 747 -3177 • FAX (425) 747 -7149 E -Mail mla @mlarch.com OCT -19 -2001 18:29 FROM:CMA RST.SaD 10/19/2001 08 :15 FAI 208 '4542 F + '{ : M t t.1 -REE34 P1*IE NO. : 423 379 '3 DATP. OAJS VP.: Octe tg- 2 0 0 1 . HYDRAULIC PROJECT APPROVAL RCW 774.100 - aPPl P 111111 11t to Chapter 34415 ACW Stove Dvw+en 14060 ttttittattasn Avrn a South Seattle, 'Washington 98168 t 2A4 -0323 PROJECT D.P:SCREeTION: Install aetoimwaaer cattail facility. PROJECT LOCATION: 3 MA VGLIZIL1121= 1 09.0001 D uwvmidt Rust OCT -18 -2001 05 :21FM TEL)2062444542 1 4257477149 TO:2064313665 RIVERSIDE CASINC Cot. ._" Pacific Engineering I2eaigan, I.I.0 ATTENTION: Lou Larsen 4800 South 1886 Street. Suite 360 Se, -Tar. Washingem 94189 (206) 431 -7970 14040 Interurban Avenue South, 8eazzte, Washington 98165. Paget Sound MICLYISIM 1. The >ro3ei*snay begirt Inn aedietelI and shall be compkted by October 1, 2002, Pte= a. Work below he ordinary high wooer tine shall not occur from March 15 through Inns 14, 2,003, lbr the promotion of migratiug juvaniia selraoaWi,. 2. NOTIFICATION REQUIREMENT: The pemoltoaa or contracted. shall notify the Ama I abitet 8ialogiat (AM) 11&tcd below (voice mall), by TAX (423) 379-2323 or mti1, of tux project start dame. Notification atltall be received by the AID at It three working days prior to the tun of enesoruct 1t n activities. The no iEcadoa shall bsched• the pormidae a name, project location, starting date for wotlt, With* cot:trot number Cathie Hydraulic Project .4pp:t vsI. 3, Week &all be accomplished per p!a!<ns a! t sprcifia tines sntitkci,'C:RAND CENTRAL CASIIr'U, Technics] Initsrmation Report'. dated May 16, 2001, and submitted to the Washhigtcs Depaertmcttt of Pisa and Wildii . exalt es modified by this hydra Ue Project Appro+rarl. Them plane reflect datigzt crireeia. per Chap:or 220 -110 WM. Theu:c plane rt:rfl:c . mitigation procedures to algplersett r reduce or eliminate impact& m Rah resources. A copy of them plat shall be available on sire dunieg consolsation. 4. The outfbll st ru Bone shall be ooastraoced to prevent the envy offish. S. The am= bank at the point of the discharge shall be twittered to prevent scouring. 6. Equipment used flu this mines may operate below the ordinary high neater line, pmvided the drive meobardsms (see, trades„ tires, ere.) shall not enter ar operate below the ordinary high wiener lie. 7. Equipment used for tbla , project shell be 8ua of maternal pettolint a .biaed products while waiting etamtd the Area= Equ1 mein shall be checked daily for leaks end any necessary repairs Aril be cauupiataod prior to commencing were: aacdvitlea along the stream. Page 1 of 4 1.13/4 tie a SW 14 23 U0111 04 tilifiC King ID)CMR RST. SAD LOrt • 06.ri .*10.01 P.002/005 gl 02 19 2001 06112PM P2 Sato of waw a:too Paola � t °d iota Mtlr Cnook lindentrit M D Crab, w,mtives �I2 PAGE:2 2 R =99% 1 OCT -18 -2001 18:29 FROM:CMR RST.5g0 1 4257477149 Tn:2064313665 10/19/2001 08:15 FAX 206 4542 RIVERSIDE CAS INC FROM : CAM r7 2 --REG4 PHONE HO. : 423 379 2373 ZATF. aP EsTi1C: deteher t A_ 2O0►1 S. A ltanotioe or dieturbenee of the book and bank vegetation n shall be limited to that necessary to mum= the project. Within Nears calends days of project octmptetlons. at1 Waterbed areas shell be proceed from erosion in vegetation Or other means. 4. Existing shoreline vegetation. outside the immediate outl'all loa:allatiort vfakhy, shall not be removed or disturbed, 10. Erosion control methods aball by used to prevent silt -laden water gotta awning the stream, Thaw may include, but are not limited to, straw bales, filter $brio, temporary aedimont ponds, check dams of pee gravel -fitted Imlay p lea oar other material. andlor immediate mulching of exposed arms. 11. If high flow conditions that rosy cause siltation sr* encountered during this projecr, work shall stop until the flaw subsides. 12. Extreme cars shall be taken to moues that oa petreleum products, tedelraulto fluid, fresh t a t, at+dimertd, gedimearr laden suet, chemicals, warty other toxin or deleterious materials are allowed to aster or leech into then streahn. MA: DNS by City of TViovila final on July 24, 2001. APPLICATION ACCEPTEOt October 9, 2001 ENFORCZYBOT OFFICER: Frame 124 (P33 Tony Opporntann (423) 379 -23O9 , Q Direeter fpn Area Habitat Biologist w Pw giLMCRALZELO.V.11315255 Tldr Hydtsatin lea Approva1(HPA) Inseams only to the provisions cites, Flabalss Code (RCW 77.55 - formerty RCW 75.20). Additional authorization irm ocher public agencies may be necessary for slit project. thin HPA shall be available on the job site at all times and all Its provisions followed by the perrnittee and apeesettitc(a) ,P'erfeasniu5 the work. This HPA does not authoriss trespass. The person(s) to wham thi8ltPA is issued may be hold liable for any loss ca damage to fish life or Irad habfisx .h results from failure to comply with the provisions of this HPA. Mhos to comply with the provisions of this Hydraulic Project Approval could moult in a civil penalty of up to cue hundred dollars per day or a 8ross misdemeamor charge, possibly pa"dshehb3 by fins audlor imprktainact, All RPM issued puranant to RCW 77.55.100 er 77.5$.200 acre subject to additional restrictiorte, coaditinaa or res++ocatiOn if the went of Fish and Wildlife determines that raw biology or physical information indicates the need !br Cob action, The permittaa has the tight pursuant to Chatuu 34.04 RCW to appeal such et4iainea. All PPM issued pursuartt RCW 77.55,110 may be modified by the Department of Fish and Wildlife de to changed aotzdatioes after caesarian CCT 19 -2001 05:21PM TEL)208244 HYDRAULIC PROJECT T APPROVA L RCW 77,58.100 • appeal panelist to Chapter 34.4 Rey pal AMY Page 2of4 ID)CMA RST.S&D Oct. 18 2021 tsat i.ZPM P3 e+,d. awne;sp„ Depirmume > 44 o so so tN�1at t6lIa MI Croak >loolov rd stn test, Wnkle_ Ii1XLMVAZIIX OA P.003'005 8100 PAGE:203 R =99: OCT- 18-2001 18:30 FROM:CMA RST."D FROM : L, 1.w ah 1 - 34 OCT - 16 -2001 05:22PM TE'_)22E2444542 1 4257477149 1^•2064313665 10/19/2001 03:15 FAX 20t. 44542 RIVERSIDE CASING PHONE MO, : 425 379 2323 Oct. 1.8 21101 tc1 :14PM P4 HYDRAULIC PRoner APPROVAL RCw 77.55.100 - appeal pursuant to Chapter 34.05 RCW �A'i'1t e F` I1R4t] B+ Oe'flcbelt 18.2001 too N uirarR -n I I9r0I with the psmit: PROVIDED HOWEVER, that weir re difiaaationa *hell be subject to appeal to the Hydraulic Appeals Board established in RCW 71.55.170. APP1CA1.. • GT'ia," g ,% tinentATTo1N IF YOU WISH TO APPEAL A DENTAL OF OR CONDSTTONS PROVLDED 1N A HYDRAULIC PROJECT APPROVAL, THERE ARE INFORMAL AND FORMAL APPEAL PROCESSES AVAILABLE. A. INFORMAL APPEALS (WAC 220.110 -340) OF DEPARTMENT ACTIONS TAKEN' P4JRSLIAN7 TO ILCW 77.55.100, 77.55.110, 77.55.140, 77.55.190, 77.55.200, and 77.55.290: A poem who is aggrieved or adversely al nand by the fallowing Departreertt xenon' u ay re quest sm Jecemal review of: (A) The denial or know= of a ITPA, or the conditions or provisions made part of a WA: or (B) An ceder imposing civil penalties. It is recommended that an eggs rieved party ccaus ct the Area Habitat Biologist mid dImUss the concerns. Matt problems axe resolved At this level, but if not you may elevate you eome+tras to Water supervisor. A tegaaest ibr arc INFORMAL REVIEW shell be in WRITING to the Deparmorcnt of Flab mad Wildlife. 600 Capisol West North. Olympia, Washington 98501 -I091 and chill bo REC.E1VED by the Deeparunonewithin 30 -days of the deals] or issuance of HPA or receipt of an order imposing civil penalties. The 30-day time vequteemetn mss, be owed byttsa Department if negotiations are wowing be we n the aggrieved party and the Amu Habitat Biologist tardier higher Supervisor. The fiabitnt Protection &Meat Levitical Manager or his/her designee &ball ootedaet a review and recommend I decision to the Director or its designee, If you are not satisfied with the resulta of this infoematl appeal, II formal appeal may be filed. B. FORMAL APPEALS (WAC 220- 110 -350) OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 77.55.100 OR 77.55.140: A person atw is aggrieved or adversely *acted by the tbikrwing Department actions may request an foul mew of; (A) Tba denial at 1Loasrce of a *'A, or the conditions or pravisioes reads part of a }U S; (B) An order imposing civil penalties; or (W My other "icy action' for which an adjudicative proceeding is roquired Mader the Admilliettellvs Procedure Act. Chapter 34.05 RCW. A request foe s, FORMAL APPEAL shall be in WRITING to the Deportment of Fish and Wtld1*, 600 CsOnsi Way North, Olympia, Wallington 98501 -1091, shad be plainly labeled as "REQUEST FOR FORMALAPiEAV and thrall be RECEIVED DIM NQ OFFICE FLOURS by the 'Dapsrtm t within 30 -days of the Deportment *Wen dee is being challenged. The time period foe ru uc91ing a $hued appeal Is suspended during consideration eta timely informal appeal. If there has been an informal eppetil, the deadline for requesting a Normal appeal shell be wtthhe 30- days cedar date of the Department's written decision in re panne to the lnibrtrel appeal. C. FORMAL APPEALS OF DEPARTMENT ACTIONS 'TAKEN PURSUANT TO RCW 77.55.110, 77.55.200. 7'7.55.230, or 77.55.290. A person who is aggrieved or adversely amulet by the denial or imams of a I PA, or the condition atr parorlaiioass made part of a liPA may request a formal appeal. The request for FORMAL APPEAL shall be in WR1TTTtO to the Hydrenlie Appeals Board per WAC 259.04 at Environmental Hearings Office, 4224 Sbcth Avrnuc SL, Blinding TRru - Rowe Six. Lacey, WLltington 98504; telephone 360/459 -6327. Page 3 of4 ID)CMA RST.S3D P.004/005 ?104 little a Wasia ▪ mm • rtsearettr tb a.ewld!!ee 14011 Y4e1 C0aec gametal o eat, wnk1assla *12 PAGE :024 R,99% OCT- 18-2001 18:30 FROM:CMA RST."^D 1 4257477149 T 7 . : ?064313665 10/1S/2001 08:15 FAS 206 .4542 RIVERSIDE CASINC FROM ; WFW x I -8534 PHONE NO. ; 425 379 2:23 DAT QF_ iSEc OOtaber f s. 200i OCT- 18-2901 05:2cPM HYDRAULIC PROJECT APPROVAL ,&C`W 77.55.100 - appeal pursuant to Chapter 3405 RCW D. FAILURE TO APPEAL WITHIN THE REQUIRED 17ME PERIODS RESULTS IN FORFEITURE OF ALL APPEAL RIGHTS. IF 'THERE IS NO TIMELY Y REQUEST POR AN APPEAL, THE DEPARTMENT ACTION SHALL BE FINAL AND UNAPPEALABLB TEL)2062444542 Page 4of4 ID)CMA RST.S3,0 P.005'005 03 Oct. MS 2021 PAS: 14PM P5 %+•d.n.elesms Depsreenet 011 swrpeaa ION 1411 CAM Seilrrgd crnk tindentavilM1191 L AIG ELIM J1+- -Cott.P 1 LSU 1 PAGE:005 R=99% . 10 /1' /01 11:58 FAX 206 447 9700 F P & S atiyAraaux Dear Mr. Opperman: FOSTER PEPPER & SHEFELMAN PLLC ATTOR?4RYL AT L• W October 18, 2001 Mr. Tony Opperman Washington Department of Fish and Wildlife, Region 4 16018 Mill Creek Boulevard Mill Creek, Washington 98012 -1296 Re: HPA Permit Approval -- Grand Central Casino in Tukwila, Washington I am writing as a follow -up to my voice -mail to you this morning and as a follow -up to the other inquiries made by my client, Evergreen Entertainment, Inc. regarding the status of the HPA for the Grand Central Casino in Tukwila, Washington. The Grand Central Casino has been fully reviewed by the City of Tukwila Planning and Public Works Departments and has also received a Shoreline Permit from the City that has been reviewed and approved by the Department of Ecology. The City has informed us that the sole remaining approval necessary to issue a building permit for this project is an HPA that you are currently reviewing. There is a great urgency to commence construction on this project, based on the fact that Evergreen Entertainment's lease on its current facility in Tukwila wilil expire shortly. Early review of project submittals by the City took an inordinate amount of time, and, while the City has subsequently moved quickly on the project, the previous delay has made it especially important that current permit review move as rapidly as possible. Rick Lentz and I have both made inquiries regarding the status of the HPA review, but we have not heard back from you or your office. Would you please contact me as soon as possible if there is any other information that is necessary to allow for you to complete your review or if we can answer any questions. 1 would also appreciate an update on the status of your review and when you expect to complete that review. SO2 1600.01 1)002/003 Direst Phone (206) 447 - 1902 Dirtet Facsimile (296) 749 -1962 B.MajI J0oeSGtj(aster.cow ltla TittRo AvaNVi Suilr 140o SIATTLI Washinytun 91ia4•3ayy Telephone 1 Facsimile (ao6)447.9700 Wtbsits v•w,tostsa.cOr Atictiumwut Afaata PORTLAND O regan ZATT LC Washington SPOKANE Wod,inkt4n (zu. I U Q • iu N u w 0 2 u. w U � O - (] }.' I I _Z Cu 0 z . 10 /1p /01 11:59 FAX 206 447 9700 F P & S Mr. Tony Opperman October 18, 2001 Page 2 Thank you for your attention to this matter. I will look forward to hearing from you at your earliest convenience. Sincerely, FOSTER ' ' PER & SHEFELMAN PLLC Steven G. Jones Attorney for Evergreen Entertainment, Inc. cc: Deborah Cornett, Habitat Program Manager Washington Department of Fish and Wildlife, Region 4 Brenda Holt, City of Tukwila Permit Manager Deb Ritter, City of Tukwila Planning Department Rick Lentz Steve Dowen fj003/003 10/1x/01 11:58 FAX 206 447 9700 . F P & S TO: Mr. Tony Opperman Cc: Deborah Cornett Cc: Brenda Holt Cc: Deb Ritter Cc: Mr. Rick Lentz Cc: Mr. Steve Dowen FOSTER PEPPER & SHEFELMAN PLLC ATTORNEYS AT LAW 1111 THIRD AVENUE, SUITE 3400 SEATTLE, WA 98101 FAX (206) 447 -9700 PHONE: (206) 447 -4400 FACSIMILE TRANSMITTAL SHEET October 18, 2001 /0-78-01 ,41 I IN FAX NUMBER: VOICE CONTACT: VOICE CONFIRM: From: Attachments: User & Client/Matter Number: 424 Return to/Location: 34-65 Message: (425) 338 -1066 (425).338 -1066 (206) 431 -3665 (206) 431 -3665 (425) 747 -7149 (296) 244 -4542 Steven G. Jones Direct Dial: (206) 447 -8902 Direct Return Fax: (206) 749 -1962 Number of Pages (Including this cover page): 3 1914 - 10 (425) 775-1311 (425) 775 -1311 (206) 431 -3670 (206) 431 -3670 (425) 747 -3177 (206) 248 -3710 IF YOU HAVE QUESTIONS REGARDING THE TRANSMISSION OF THIS FAX, PLEASE CONTACT THE FAX DEPARTMENT AT (206) 447-2903 ❑ Yes El No ❑ Yes El No ❑ Yes ® No ❑ Yes ISINo Q Yes 1:8] No ❑ Yes g No THE INFORMATION CONTAINED IN THIS FACSIMILE COMMUNICATION IS PRIVILEGED AND/OR CONFIDENTIAL INFORMATION INTENDED ONLY FOR THE USE OF EACH INDIVIDUAL OR ENTITY NAMED ABOVE IF THE READER OF THIS COVER PAGE IS NOT AN INTENDED RECIPIENT YOU ARE HEREBY NOTIFIED THAT ANY DISSEMINATION, DISTRIBUTION OR COPYING OF THIS COMMUNICATION OR THE INFORMATION CONTAINED IN THIS COMMUNICAT IONISSTRICTLYPROHIBITED. IF YOU HAVE RECEIVED THIS COMMUNICATION IN ERROR PLEASE IMMEDIATELY NOTIFY US BY TELEPHONE AND RETURN THLS FACSIMILE TO US AT THE ABOVE ADDRESS VIA THE U.S POSTAL SERVICE THANK YOU. [2 1001/003 ren a i-iolf - boo -T80 Page 1 Jill CC: From: Jill Mosqueda To: RickL @mlarch.com Date: 10/18/01 5:08PM Subject: 001 -180 .. »-;: x^"±• p? iss.` r^ u,. ?^.} ,'+`nU".�7v;.t�*:�- cr;r Rick, Everyone here is aware of the crunch evergreen entertainment is under and we are all attempting to do a good job in a timely manner. Cyndy Knighton is working on ways to expedite the traffic impact study and associated mitigation. However, at this time the really big bug -a -boo for you is the HPA. The Public Works Director will not allow the permit to be issued until the City has assurance that the WDFW has approved the project and that there are not mitigations required that would affect this project, especially since the green /duwamish river is salmon- bearing. Brenda Holt; Brian Shelton; Cyndy Knighton; Jim Morrow; JoneS @foster.com 20011016001028 Document Title(s) (or transactions contained therein): (all areas applicable to your document must be filled in) access easement to city of tukwila steven dowen 3365901035 3365901026 3365901025 Reference Number(s) of Documents assigned or released: Additional reference #'s on page • of document Grantor(s) Last name, first name, initials) 1. kL) ATEVE 1 t3. % 2. I Additional names on page of document. Grantee (s) (Last name first, then first name and initials) 1. Ct of st_'KWn .A , 2. C ORRECT Additional names on page of document. LTR#.....13 Legal description (abbreviated: i.e. lot, block, plat or section, township, range) Additional legal is on page of document. Assessor's Property Tax Parcel/Account Number ❑ Assessor Tax # not yet assigned 336510- to35 336 -10 33105 -t0 The Auditor /Recorder will rely on the information provided on the form. The staff will not read the document to verify the accuracy or completeness of the indexing information provided herein. Return Address: M 1C . WW1 M EC( OCx 1 .-h, PLACE fst loo cl/OE I ei oot i IMIDERNIM ap PAGE 001 OF 005 10/18/2001 12:00 KING COUNTY, UA Please print or type information WASHINGTON STATE RECORDER'S Cover Sheet (RCW 65.04) I am requesting an emergency nonstandard recording for an additional fee as provided in RCW 36.18.010. I understand that the recording processing requirements may cover up or otherwise obscure some part of the text of the original document. ION I Signature of Requesting Party RECEIVED CITY OF TUKWILA OCT 1 1 2001 PERMIT CENTER Grantor(s): Grantee(s): Legal Description: ACCESS EASEMENT TO CITY OF TUKWILA Steve Dowen City of Tukwila, a Washington municipal corporation Related Documents: Exhibit A and B, attached Tax parcel number 336590 -1035, 336590 -1026, and 336590 -1025 the following described real estate, situated in the County of King, state of Washington: Lots 21,22,23,24 and that portion of lot 25, lying northwesterly of the line 146 feet and 4 inches along a line drawn from the southwest corner of lot 25 to intersect the south line of lot 24, all in block 9, Hillman's Seattle Garden Tracks, according to the plat thereof recorded in volume 11 of plats, page 24, records of King County, Washington. Situated in the County of King, State of Washington. Assessor's Tax Parcel Nos.: 336590 -1035, 336590 -1026, and 336590 -1025 Steve Dowen, as owner of the real property legally described above hereto ( "Burdened Property "), assigns, grants and conveys to the CITY OF TUKWILA ( "City "), a Washington municipal corporation, an Easement for Access to the Duwamish River. The legal description and map for the Access Easement are shown on Exhibits A and B, attached. From and after conveyance of this easement, the City shall have the right to access, inspect, repair and maintain the existing riverbank within the Access Easement. All operations within the Easement shall be performed safely, diligently and in a reasonable manner to minimize interference with uses on the Burdened Property. Following completion of any work within the Easement, the party undertaking the work shall restore, in a timely manner, any disturbed area and shall repair any damage to the Easement area and any property outside thereof to substantially the same condition as existing before the work. The party undertaking the work shall indemnify the owners of the Burdened Property for any loss, damage, injury or death from use of or work related to the Easements except if such loss, damage, injury or death is due to the concurrent negligence of the owner of the Burdened Property or any third party, then this indemnity shall be only to the extent of the negligence of the party undertaking of the work. IN WITNESS WHEREOF, this easement is executed effective upon the last signature below and shall be recorded in the real property records of King County, oC Washington. N CC) GRANTOR: �"� r Steve Dowen, owner �' Z cc fr r-' -J v c) 00 t coO 1. u,w Co STATE OF WASHINGTON) SS. w COUNTY OF KING) 2 LL. p IIJ w UCI O N 0 I- W L w z U 4 z I certify that I know or I have satisfactory evidence that 5`}e Ve. w e v . is the person who appeared before me, and said person acknowledged that he/she signed this instrument and acknowledged to be his/her free and voluntary act for the uses and purposes mentioned in the instrument. SUBSCRIBED AND SWORN to before me this 1 '0 day of 0C-i 2001. rYkE;4 So Q &or ' - . (PRINT NAME) NOTAR ( PUBLIC I F I R THE STATE OF WASHING" IN, RESIDING AT any (AM MY COMMISSION EXPIRES: /1 .c2) -0 EXHIBIT A GRAND CENTRAL CASINO, TUKWILA. WA. LEGAL DESCRIPTION FOR PUBLIC EASEMENT TO ACCESS AND MAINTAIN DUWAMISH RIVERBANK. SITE LEGAL DESCRIPTION TAX PARCEL NUMBER 336590 1035, 336590 -1026, AND 336590 -1025 7HE FOLLOWING DESCRIBED REAL ESTATE, SITUATED IN THE COUNTY OF KING, STATE OF WASHINGTON: LOTS 21,22,23,24 AND THAT PORTION OF LOT 25, LYING NORTHWESTERLY OF A LINE 146 FEET AND 4 INCHES ALONG A UNE DRAWN FROM THE SOUTHWEST CORNER OF LOT 25 TO INTERSECT THE SOUTH LINE OF LOT 24, ALL IN BLOCK 9, HILLMAN'S SEATTLE GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE 24, SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. RECORDS OF KING COUNTY, WASHINGTON. SUBJECT TO EASEMENTS, RESERVATIONS AND RESTRICTIONS OF RECORD. EASEMENT LEGAL. BEGINNING AT THE NORTHEAST CORNER OF THE ABOVE DESCRIBED PROPERTY; THENCE SOUTHERLY ALONG EASTERLY MARGIN TO THE SOUTHEAST PROPERTY CORNER S0015'14 "E A DISTANCE OF 160.01 FEET TO A POINT; THENCE WESTERLY ALONG THE SOUTHERLY MARGIN S89 56'44 "W A DISTANCE OF 115.10 FEET TO A POINT; THENCE SOUTHWESTERLY ALONG SOUTHWEST MARGIN S74104'51 "W A DISTANCE OF 23.62 FEET TO A POINT; THENCE DEPARTING N16'01'54"W A DISTANCE OF 144.12 FEET TO A POINT; THENCE N0024'43 "E A DISTANCE OF 27.91 FEET TO A POINT ON NORTHERLY PROPERTY UNE; THENCE RETURNING TO THE NORTHEAST CORNER ALONG NORTHEASTERLY MARGIN N89•6'44 "E A DISTANCE OF 296.00 FEET TO THE TRUE POINT OF BEGINNING. "..r.. p. w ....o. I vR ====ma A PORTION OF THE SW 1 /4, SEC. 14, TWP 23 N., RGE 4 E., W.M. Y5. NI' g2.1 j • ge" 'ir. „ C- MVO MD'L/I4NANN LE8OWN N 895644" E 750.00• J� \ wr �4T is ma *Alma . 01.a.1•111r N0074'43"E 27.91' 446.00' s ALE: r - x3o' . E 146 ♦,�� 5t N89"56'44T 176.71' N 89'56'44" E 296.00' S89'56 4f W 115.10 574'04'51"W 23.62' r 0 4011 iRmi 0 U J F a U Z t 5 7 W p 0 5 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 1/16/2001 11:16 36`'652v055 MODEL 3000ss Double Check Detector Assembly BU 447 r • • i • .77 I t F 0 1 F I 1 E r t1 O T E C T. 1 0' M S T S I E ' M S The Ames Backflow Preventer: Lighter, Shorter, Better Flowing Than Any Other ■ Approvals • • Application rtm Anna 100011 NWpctt MI potable water eystae by prawn, bamNo{r Irani file protection slaloms. TAO device olio defects leeks or amevmmotktd we of may item On protection *awe. ▪ Operation M the ilteldeeoeot ealftbool meet flow. It1e v*Ara Nigger roMobst elated se *FM. water Bow e Waugh b'ee bypass bop. Wien nta /or weer llow b ngvired tbo ovate possum WI oars the VONto Mow*hwie Cov ® installation The 3000so should be instel+ed wee adequate chorines and easy Pictialllly for milAtcartnco and fulki At as may him* ntfc3 ►orkeitfillb11 sods for spfiific 011, requirrm n . t: :tt :©. 9: _JO ?a :S: OCT -16 -2001 10: 17HM TEL )36016520055 tower documented head lots. • Mon•CorroaNt 300 Series ill :filets Vie !lead Ale) conttrIcIIOn, • 40% s•l orat and to end dImeesoes lot compact, Inr rpentM / tsf /lelion, • holism ►of ►ettatlt • • 50% ftphltr In weight, reduces installeoe in bendling caste. • Fully servlcasble iollea, no tpaclti!cols. • Pretested cam•check (prtoef.dl' enamel/ lot tang term rsgbllml; low head lost, etea of servinabixl f. • Slagle Iwo -Coll grooved atyfe cover hr gcicvk end as y ace Only aSSE i0f8 tc ovse assembly for vtruear and dorh�o • ty p< r ORRE eppllcarfons. • (lode in U.S A. • L'''rUTA TECH `l .r. ti Need loss equal fo lest than sinus meow check ipI1 e. ■ National Approvals Approval b national approval agencItt. • • MOCHA PE,T. = /NA -TECH Construct 1829 - 188th N. Arlington, WA 98; LTR# PERMIT CEN ER 'Pa *5.046,525 D - PAGE 02 on Corp. '23 RECEIVE CITY OF TU ILA n r 2 J 01 0 ION PI:iGE:002 P =100' 6 if A Will C 0 . E (A • en ,1 %11 �� _ 2' ' 9 • Z. 4' to a ' 1` 1 " '. ,' 216, -4�" . � . I -, • �ra •' .' '' '- r 1 04 6' I IN' 52h' 15' 63,4' ' 371'4' 111' 6t2. 1604 IC' ' 291+' 65W 15' 6' . as' 19,S' 774* 1)00 1 ' 29W 21' 1044s 2D 10/16/2001 I 11:16 3606528055 MODEL 3000$$ Double Check Detector Assembly e 1 ■ PW I7 Oa vieeMflde,C?wetrelalet A..IVs•d•:e4** e D 101 101 eqe fat eooaPs O 1 "0eeer404s11wCAW:M S:DUlvpru•:+wKS. Me 00 ppp 101 ✓ I "0*choo ehe roilm1 4412 I `_.._..:_..... >� .j aid Reg ght, ET :TT T?,.. 91 100 £0cs T ;I OCT -16 -2001 10:17AM TEL)3606528055 'fee '1sciju I Specifications rte aur:C(e Crak OaloclOr assembly Coma's c! two ; ^d:peac ;pan, spry Need Mccx 000 (a, Th OSY s � gen* Pitilizsisrq Nqpisimbiltrifint !cab}: tl. cr alga's), a pout* cnecklnQI.t :9shut on .44S wM '4gt$'ed list con's. Each Mr-check AU Oa Ornery goad ano prcriCt a poslIny d, a bylu C!OSurt ags flow Cam•Cfntck ft'cluCeS a stsintos 530 1485 Tan}Qran Aven1.0 P,OI DOx 1337 '' E'YNA TECH e ■ Ames 3000ss - Weights & Dimensions (inches) ■ a ett-03 Witt 0s • • ..��1 • 100 +ew UV 1000 SNO 1090 0 • M 4I• fMN ■ ir OKtMrtN11ferwO •eclrr'efk,Ooto•igP.14*41,it • 1/+ a I t , u crat:Z. • Physical Characteristics Styes -21.4 ; J. 4' 8" 8'. to" '2" Pared wot,N "r, remit • ',, F'• P,Crouerk Mu•e • 3S? ea ltrAirslute rrr e • 32', • t rCe ECC/ mele'lal • 3C0 Was xtarn ul seal f$ange a•n!, ^srdn rn aCCC+dai e wt."! AVM 041$ D Assemerj slat no ASSE 1046 aeo3Je vertrcy; LIttalec, :a. 100 Ate 1100 10:4 • trObt•m *. , *.Crnrtow ets 0X1•0 IA14 nwss, rG• 12 ' F. NIA -TECH Construct' 8 Arlin9 on, WA 9 • 8 MC 1 C 3 I;,,, An IM, 01•49 4000 0411 a ste Card vrn i.',d sp':ng, ot.): tt:t :isc ano a roiecetbie seat. The E6 'y;'0 at s5 Ste I ro: 0111 d hEU DfCCIII lY 3t CO , at. rlC sp.', :'ai tocls stall C5 tt solreo to s`rvrtrr7 Jotrare da ;actor stad Dt 3Ct:Css — "coma D'7d factory tCV Welt aPprova's Woodland, GA 95776 5%(33 ' l4 -� • 1=8d 2:.25 -%EZt' -tr ID)CMA RST.SZD PAGE 0 3 n Corp. 3 PAGE:003 R =100 October 3, 2001 KA Project No. 092 -01028 Mr. Craig Chaney MERRICK LENTZ ARCHITECT 1800 -136` Place Northeast Bellevue, Washington 98005 RE: Grading Activities Proposed Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington 4,:1,4 , : «, '"?° ; > & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION c o9BE SIR# With Eleven Offices Serving The Western United States 19501 14 h Avenue NE #F - 300 • Woodinville, ‘Vashington 9S072 • (425) 4S5 - 5519 • Fax (425) 455 - 6837 CITY OFETUKWILA TION OCT 1 I ?OW PERMIT CENTER Dear Mr. Chancy: This letter has been issued to present our opinion regarding potential adverse impacts, or environmental harm from allowing the grading activities to extend beyond the recommended time limit of October 31 This recommendation was provided for easier constructibility. Ilowever, provided precautions as listed below are taken, grading activities can be undertaken during the wet season. It is our understanding that Geopiers will be used for ground improvements at the above referenced project. The use of Geopiers will limit the soil excavation work to removing the disturbed soil during the razing of the existing building on site, approximately 24- inches below the existing site grade. Provided that the Temporary Erosion and Sediment Control Plan (T.E.S.C.PIan) developed by Pacific Engineering (Civil Engineer) Drawing C -2 dated September 5, 2001 T.E.S.C. Plan and Best Management Practices (BMPs) are followed, and ground improvement and site grading operations are monitored by a qualified geotechnical engineer, it is our opinion that no adverse impacts, or environmental harm will result from allowing construction activities to extend beyond the October 31 time limit. The Temporary Erosion and Sediment Control devices should be positioned and adjusted during construction to intercept flows and eliminate the introduction of silt -laden runoff from entering the downstream drainage courses. All exposed and unworked soils should be stabilized using BMPs. The Temporary Erosion and Sediment Control devices should be inspected by a certified inspector after each major rainfall and periodically during prolonged rainfall, and repaired as necessary. Maintainance of the Temporary Erosion and Sediment Control devices should be directed by an Erosion Control Inspector. It should be noted that if earthwork is performed during or soon after periods of precipitation, the subgrade soils may become saturated "pump ", or not respond to densification techniques. Typical remedial measures include: discing and aerating the soil during dry weather; mixing the soil with dryer 09201028Winter Grading .doc materials; removing and replacing the soil with an approved fill material. A qualified geotechnical engineering firm should be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and provide appropriate recommendations. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN AND ASSOCIATES, INC. Chris Behrens. Senior engineering Geologist WSDOT Certified Construction Site Erosion and Sediment Control Inspector Timothy G. Becl(erle, P.E. Engineering Manager CB/TGB otp�REs: s 1 to i y Krazan & Associates, Inc. Offices Serving The Western United States KA No. 092 -01028 October 3, 2001 Page No. 2 of 2 1 Please contact Jill Mosqueda at (206) 433 -0179, if you have any questions regarding the following. CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS Project Name: Grand Central Casino File #: D01 -180 Date: 10.11.01 Reviewer: L. Jill Mosqueda, P.E. Subject: Meeting Summa Lou Larson, Greg Villanueva, Ryan Larson, Pat Brodin, Stan Anderson, and Jill Mosqueda met today and reviewed the civil drawings for this project. Mr. Larson is going to make some changes to the civil drawings and these should then be ready for approval. • However, there are several items that remain before public works can grant approval. I know you are anxious to get your permit approved, so I have listed outstanding items that need attention These are: 1. Copy of HPA (Lou Larson working on this) 2. Plans for grease interceptor which meet City standards I Fire line backflow make and model 4. Irrigation plans which show the size and location of water meter, whether the meter is permanent, deduct, or water only (see attached), and size, location, make and model of backflow prevention on the irrigation line. 5. Resolution of comments on the traffic impact analysis and agreement on any mitigation required. 6. Revision of seasonal work limitations by geotechnical engineer to geotechnical report, page 9. This report was signed and stamped, so the engineer needs to make the change. Projects /Atacs /grand central /D01 -180 memo to chaney 1 In addition, I want to make you aware of the following two items: 1. The water quality vault requires structural review. Usually this is a separate permit, which the building department sends out for structural review. I recommend contacting the Permit Center as soon as possible to resolve this. 2. Public Works does not need to review the electrical plan from TPE before the permit is approved. Once submitted the plan shall include the following: a) The street lighting plan for S. 140 St shall include relocation of the street light at Maule Avenue and S. 140 St. b) Removal of existing City light poles along Maule Avenue and stipulate the arms shall be preserved and given to Stan Anderson, City of Tukwila Street Superintendent. c) Show installation of two 2 -inch conduit from Interurban Ave. S. along the north side of S. 140 St. d) Show installation of two 2 -inch conduit and pull box(es) across S 140` St. at the easterly property line. e) Include a provision that the installer contact Labor and Industries for inspection, in addition to City of Tukwila inspection. • c Projects /Atacs /grand central /D01 -180 memo to chaney 2 October 11. 2001 Craig Chaney Merrick Lentz Architects 1800 — 136th Place NE. #100 Bellevue, WA 98005 RE: CORRECTION LETTER #3 Development Permit Application Number D01 -180 Grand Central Casino 14040 Interurban Avenue S Dear Mr. Chaney: 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 Public Works Department. At this time, the Building Division. Fire Department and Planning Division have no comments. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. • In order to better expedite your resubmittal, a `revision 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, please contact me at (206)431 -3672. Sincerely, Brenda Holt Permit Coordinator encl xc: File No. D01 -180 City of Tukwila Department of Community Development 6300 Southrenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206. 431.3670 • Fax: 206 -431 -3065 Steven M. Mullet, Mayor Steve Lancaster, Director COPIES DATE NO. PROJECT: < '' 1 1 2e trrr To 3111.• Xt'. I i EreaitSttil SOINIAITIN., ftetvl 4 OI u..'S de,t It L Gommt - Is ri a tot c cr •, 1 • A • ' zer) 4 12. 4 serp ©r e /ts 1 , (Re i)tU 12 aeqiiiiP9L, veDudes DATE 1 7 8 /200, I JOB NO. 00 �' I9 ATTENTION reOpcsio.06%. POLT PROJECT: < '' PACIFIC ENGINEERING DESIGN, LLC CIVIL ENGINEERING AND PLANNING CONSULTANTS 4800 S. 188TH ST., SUITE 380 SEATTLE, WASHINGTON 98188 206/431-7970 FAX/431-7975 TO Crr of TVILWIIA. r T� eM1T GE-.I'tr:;e_ We Are Sending You: ❑ Blue Prints Copies ❑ Other ❑ MylarsNellums Disks Engineering Xerox Printing: ❑ IN HOUSE REPROGRAPHICS These Are Transmitted As Checked Below: ❑ ,,/ As requested QQ For your use ❑ Approved as submitted ❑ For approval COPY TO: FOR OFFICE USE ONLY 5130 5135 5136 ❑ Approved as noted If enclosures are not as noted, kindly notif at on VIA: ❑ Fax Sheets including Letter of Transmittal ❑ Courier Hour Deli f r ❑ Mail � Other CV 1 O ❑ Returned for correction ❑ SIGNED: 5137 5150 5155 EFETTAE @rLF ❑ For review and comment diTial 5160 5165 5166 PACIFIC ENGINEERING DESIGN, LLC October 8, 2001 Jill Mosqueda, P.E. Associate Development Engineer Public Works Department - City of Tukwila 6300 Southcenter Boulevard Tukwila, WA 98188 -2544 RE: Grand Central Casino — Permit # D01 -180 Project No.: 00019 Dear Jill, GREG A.DIENER P.E. CIVIL ENGINEERING ANO PLANNING CONSULTANTS Please find attached, 4 sets of revised civil plans for your review. These plans have been revised based on your letter dated October 8, 2001 and redlined plans returned to our office for correction. Also included is a copy of your letter and original redlines. Everything in your letter has been addressed at this point with the exception of: 1. Copy of HPA approval. Terra Hegy (1 -360- 902 -2597) is reviewing our application. 1 am contacting her on a weekly basis and will forward a copy of the HPA when completed. 2. Levee access easement documents. Easement is shown on the plans. We are preparing the easement documents and will forward to you for review prior to recording. Will provide copies of the recorded easement to you upon completion. 3. Turnover packets for 140 and 141 Streets. Will contact Dave McPherson for coordination. 4. Landscaping Irrigation and backflow device design is completed and available. Have contacted Rick Lentz to provide the city with current plan. 5. Sprinkler plans and backflow calculations are currently being designed. Will submit to the city for review upon completion. 6. Detailed signal control cabinet relocation plans (140 Street). Have contacted Bob Herman at TPE (425- 455 -5320) about preparing plans for this work. Will submit to the city for review upon completion. 7. No work has been done towards a riverbank stability analysis at this time. Your letter indicates that you have forwarded information to Andy Levesque at King County for review, I believe it would be prudent to wait for his comments before proceeding. Let me know if you think otherwise. Sincerely, fP FIC GINEERING DESIGN, INC. •4 ct arsen M na r out roje a ge www. paceng. corn 4800 S. 188TH ST., SUITE 360, SEATTLE, WASHINGTON 8E3188 RICHARD A. TOMKINS P.E. FAX/431-7975 208/431-7970 IINOB ANIP•11 Kra Zan "Non !rum 8� ASSOCIATES - INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION October 3, 2001 KA Project No. 092 -01028 Mr. Craig Chaney MERRICK LENTZ ARCHITECT 1800 -136 Place Northeast Bellevue, Washington 98005 RE: Grading Activities Proposed Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington With Eleven Offices Serving The Western United States 19501 144 Avenue NE #F -300 • Woodinville, Washington 95072 • (425) 485 -5519 • Fax (425) 485 -6837 CORRE i l QTR# CITYOF OCT ; 7 2OC PERMIT CENTER Dear Mr. Chancy: This letter has been issued to present our opinion regarding potential adverse impacts, or environmental harm from allowing the grading activities to extend beyond the recommended time limit of October 31". This recommendation was provided for easier constructibility. However, provided precautions as listed below are taken, grading activities can be undertaken during the wet season. It is our understanding that Geopiers " will be used for ground improvements at the above referenced project. The use of Geopiers will limit the soil excavation work to removing the disturbed soil during the razing of the existing building on site, approximately 24- inches below the existing site grade. Provided that the Temporary Erosion and Sediment Control Plan (T.E.S.C.Plan) developed by Pacific Engineering (Civil Engineer) Drawing C -2 dated September 5, 2001 T.E.S.C. Plan and Best Management Practices (BMPs) are followed, and ground improvement and site grading operations are monitored by a qualified eeotechnical engineer, it is our opinion that no adverse impacts, or environmental harm will result from allowing construction activities to extend beyond the October 31" time limit. The Temporary Erosion and Sediment Control devices should be positioned and adjusted during construction to intercept flows and eliminate the introduction of silt -laden runoff from entering the downstream drainage courses. All exposed and unworked soils should be stabilized using BMPs. The Temporary Erosion and Sediment Control devices should be inspected by a certified inspector after each major rainfall and periodically during prolonged rainfall, and repaired as necessary. Maintainance of the Temporary Erosion and Sediment Control devices should be directed by an Erosion. Control Inspector. It should be noted that if earthwork is performed during or soon after periods of precipitation, the subgrade soils may become saturated "pump ", or not respond to densification techniques. Typical remedial measures include: discing and aerating the soil during dr.' weather; mixing the soil with dryer boto 09201028Winter Grading .doc materials; removing and replacing the soil with an approved fill material. A qualified geotechnical engineering firm should be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and provide appropriate recommendations. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN AND ASSOCIATES, INC. Chris Behrens. Senior engineering lieologist WSDOT Certified Construction Site Erosion and Sediment Control Inspector CB/TGB Timothy G. Bec erle, P.E. Engineering Manager Krazan & Associates, Inc. Offices Serving The Western United States KA No. 092 -01028 October 3. 2001 - Page No. 2 of 2 CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS Project Name: Grand Central Casino z File #: D01 -180 Correction Letter 2 cc Lu § Reviewer: L. Jill Mosqueda, P.E. CO IL w 2. 8N of tu z Preliminary copy faxed to Lou Larson ( 206 - 431 -7975) on 10.01.01. This letter c, u) contains additional comments. Date: 10.02.01 — The City Of Tukwila Public Works Department has the following comments regarding your application for the above permit. Please contact Jill Mosqueda at (206) 433 -0179, if you have any questions regarding the following comments. Comments on the traffic impact analysis revision and any associated mitigation will be provided at the beginning of next week. Reviewers Bob Giberson, Stan Anderson, Al Spencer, Ryan Larson, Greg Villanueva, Mike Cusick, Jill Mosqueda General • The City requires a copy of your Hydraulic Project Approval (HPA) before it can approve this project. (2). uJc c (1 ""Eu0 It.t,.t -,., mac;/ ( -` IQG - • Provide a copy of an access easement for maintenance and repair of the riverbank. Locate the easement on the plans. (2) • ecci: ►�� ;j_ti i. c,0.A. Oki Al\ IS . OU �f�G4 �,it� :� `r�i .E • Contact Dave McPherson (206- 433 -0179) for guidance on the turnover requirements. (2) • Add the following notes to the plans. (2) Notes 1) and 2) come from the geotechnical recommendations found in the May, 2001 Geotechnical Engineering Investigation performed by Krazan and Associates, inc. Projects /ATACS /D01 -180 Grand Central comm 2 1 o� z 1. During trench construction, avoid traffic and vibration adjacent to walls, and avoid cyclic wetting and drying of side slopes. 2. Soil, foundation, utility work occur May through September. 3. Adjust all existing utilities to new grade. • The plan for S. 140 St. shows relocation of the backflow device. This device needs upgrading. The City will pay for the new backflow device and the new vault. The Permittee shall pay for all other costs associated with relocation. Contact Al Spencer, Internal Operation Manager, at 206 -433- 1865, to coordinate the backflow upgrade and relocation. (2) � t : � u.- ;, b, r. I _..�.. • Provide the make, model #, and size of all backflow devices, including the one in S. 1.40 St., the one for the building, and the one for irrigation. (2) vlh4i cr' "nC.�.� Lk''�' LEL to p�,�Y��, I tk�'r�. _'rt. j ►f - - � icc1 t\ - i �._�r (. Plan Sheets Red -lined copies are enclosed. C3 • Fencing and parking comments referred to planning. • The berm shown at the river embankment was sent to Mr. Andy Levesque, at King County for review and comment. FYt C2 • Add to notes: IL ( \— 1. Coordinate 14000 Interurban access with Al Spencer (206 -433 -1865) 2. During construction, retain access to sewer and storm drainage structures. 3. The asphalt bike /pedestrian trail along Interurban Avenue South shall remain outside the work limits. • Show location of George Long Facility , • Refer TMC 16.52.070 A. 2.a and to the Flood Control Zone section of the City's Infrastructure and Design Manual I provided you for river bank stability analysis requirements. Please provide engineering analysis for the added weight the berm contributes. The analysis shall provide effects on bank stability. 0.-1 , c 14 ac (74,041. °R • Provide a dewatering plan for water which may be encountered during excavation. (2) tic t Ci . ; Projects /ATACS /D01 -180 Grand Central comm 2 2 C4 • Landscape comments referred to Planning. • The landscape plans shall show the water meter and backflow prevention information including location , water meter type, manufacturer and model number for the backflow prevention. (2) t n l.-Ui /1∎ 1 1.1 r-vi t E. It z • The existing fire hydrant may be reused, but the installation requires a new ce 1 valve. tJOT -1; ELI iki\:.Ls U U o • During the demolition, the existing sanitary sewer was exposed. According to co w the PW Utilities Inspector, the sewer in this section shows significant scouring and needs replacing from the "T" at the main to the building. Also, due to N actual invert elevations, the Inspector recommends a different layout for the ° - .sewer. Please contact Greg Villanueva at 206 - 433 -0179, for his recormeridatioris'Gased on actual site conditions. -- �tt �� i �� - '(: =t " ' r` • u.1t, C -yci )JO t)'_'�I T-I 0c j: I:yr:7( <i } �i►`C �?. �M, _ , W • There is a symbol on the line coming from the east end of the water quality z vault. Is this supposed to be a catch basin? If not, what is it? (2) to 1 j W • Provide a grease interceptor per City standards, Section 8.6 in the Draft D o Infrastructure Design and Construction Standards. (2) o V- s Wt7H 4' t�'`_ t._t_� 1':"_ T,.: t'�:'�'�(t �j 4 ttt o W E S2 lt, w z U o � z C5 • Please coordinate all work related to S. 140 Street relocation with Al Spencer Coordinate (206- 433 - 1865). IN .. r C i i ( _ t'L 1' .t • Add the following note: Before any work begins in S. 140 St, provide a detailed plan set for relocation of the street lights to Stan Anderson, Street Superintendent (206- 433 - 1862). • Locate the backflow preventor vault on the east side of the water main. • Provide two 2 -inch conduits with pull boxes on both sides of S. 140 R. tiL C6 • Change existing asphalt to concrete on Interurban frontage. Jo' Response: The Applicant does not propose to disturb this existing walkway and the City has no code allowing us to require them to upgrade existing facilities which meet current code. Therefore, this comment may be ignored. • Does this need to be this close to the hydrant? Projects /ATACS /D01 -180 Grand Central comm 2 rti 3 • Protection? Response: I did not follow up on this because I do not know who made the comment, so I can not clarify what the comment actually means. ''ge'". t:'►c Tu c 17,`i , Il .t'i, 1{'t ':.C�sc 1 r C7 • Interurban Boulevard should be Interurban Avenue South. ccr,a, C8 • Where is the footing drain for the water quality vault going to drain? (2) t)rv1 r)011.4 tJ fV;( _et -r � t t {i C10 • The City is in the process of updating WS -15. Make changes to Detail WS -15, as shown. 10 C11 • Change sanitary sewer note 7. PVC is not recommended on private service lines. Use copper or Hi MOL Poly. Projects /ATACS /D01 -180 Grand Central comm 2 Response: I did not follow up on this because I do not know who made the comment, so I can not clarify what the comment actually means. 4 October 1, 2001 Craig Chaney Merrick Lentz Architect 1800 — 136th Place NE, #100 Bellevue, WA 98005 RE: CORRECTION LETTER #2 Development Permit Application Number D01 -180 Grand Central Casino 14040 Interurban Avenue S Dear Mr. Chaney: 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 Public Works Department. At this time. the Building Division, Fire Department and Planning Division have no comments. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal, a `revision 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, please contact me at (206)431 -3672. Sincerely, IJ1L Brenda Holt Permit Coordinator encl xc: File No. D01-180 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 20o•431 -3665 September 12.2001 Craig Chaney Merrick Lentz Architect 1800 — 136th Place NE. #100 Bellevue. WA 98005 city of Tukwila Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #2 Development Permit Application Number D01 -180 Grand Central Casino 14040 Interurban Avenue S Dear Mr. Chancy: 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 sante time and reelected on your drawings. I have enclosed comments from the Planning Division. At this time. the Building Division, Fire Department and Public Works Department have no comments. The City requires that four (4) cuntpk'te sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal. a 'revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted throueh the mail or by a messeneer service. If you have any questions, please contact me at (206)431 -3672. Sincerely. Brenda Holt Permit Coordinator encl xc: File No. DOI -I80 0300 Southcenter Boulevard, Suite ;:IOO • Tukwila, Washington 98188 • Phone: 206-431-3O70 • Fax: 200- 43I.3oo5 Steven 1141. Mullet, Mayor j�p11n...awpa wr•rvr �AV: Ir? i�" !M.�t� "n"@2tMt� *sfiN'.':.6Aa+.a City of Tukwila Department of Community Development Steve Lancaster, Director PLANNING DIVISION COMMENTS DATE: September 9, 2001 APPLICANT: Merrick Lentz Architect RE: Grand Central Casino (D01 -180) Response to Correction Letter #1 ADDRESS: 14040 Interurban Avenue South Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Deb Ritter is the planner assigned to the file and can be reached at 206 - 431 -3663. Your application has been deemed to be incomplete. We have reviewed your building permit submittal dated September 6, 2001. The Landscaping /Planting Plan (Sheet L1) was not provided. This sheet must match your August 14, 2001 submittal for the Design Review (File No. L98- 0101). The two -week appeal period of the Planning Commission's decision will end at 5:00 on Friday, September 14, 2001. This appeal period must pass and the Lot Consolidation (under File No. L01 -027) must be recorded before the building permit can be issued. Steven M. Mullet, Mayor 0..700 SouthC.vrrc ::,711 ,card, Suite ::100 • Tukwila, Wrshinizton 98188 • Phone: 200-4.31-3070 • Fax: 200--H! 5005 PACIFIC ENGINEERING DESIGN, LLC CIVIL ENGINEERING AND PLANNING CONSULTANTS September 6, 2001 Jill Mosqueda, P.E. Associate Development Engineer Public Works Department - City of Tukwila 6300 Southcenter Boulevard Tukwila, WA 98188 -2544 RE: Grand Central Casino — Permit # D01 -180 Project No.: 00019 Dear Jill, Please find attached, 5 sets of revised civil plans for your review. These plans have been revised based on your letter dated July 25, 2001 and redlined plans returned to our office for correction. Also included is a copy of your letter and original redlines. In an attempt to keep the plan review process on a fast track, 1 am resubmitting corrected plans only. There are a number of coordination items outlined in your letter that are still outstanding. These include: 1. Copy of HPA approval. 2. Levee access easement documents. 3. Turnover packets for 140 and 141 Streets. 4. Detailed landscaping irrigation plans and backflow calculations. 5. Detailed building sprinkler plans and backflow calculations. 6. Detailed signal control cabinet relocation plans (140 Street). 7. Dewatering plan. 8. Cost estimate of civil site work. 9. Earthwork estimates. We will provide this information to you as it is completed. If you have any question, please call me at 206 -431 -7970. Sincerely, PAC J FIC E NEERING DESIGN, INC. rsen ana e u E. roject g r GREG A.DIENER P.E. www. paceng. corn p epliVC RICHARD A. TOMKINS P.E. 4800 S. 188TH ST., SUITE 360, SEATTLE, WASHINGTON 98188 FAX/431-7975 206/431-7970 September 6, 2001 Mr. Bob Benedicto City of Tukwila Department of Community Development 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 Re: Grand Central Casino, Application 001 -I8O Plan Review Comments Dear Mr. Benedicto, Thanks you for your review of the project and subsequent comments. We have attempted to address your concerns and modify the project as required to bring the project into conformance with applicable codes. In addition to the changes noted below, you will find that the site plan and building elevations have been modified. These changes were made to ensure that the building permit drawings conform to the approved design review drawings. Also, note that applicable details and sections have been modified to reflect the design review changes. We have received design review approval, so no additional such changes will be forthcoming. We have responded to your comments and have modified the drawings as follows: I . Sec Sheet A2.0 for the revised area calculations. The calculations now reflect an increase for two sides open, instead of three as previously shown. 2. We have added openings along two sides of the building to allow the fire sprinkler substitution for I -hour construction to remain. Windows and doors have been added to the ground floor on two facades to ensure that there is a minimum 20 s.f. opening in any 50 lineal toot facade section. Windows were added to the second floor to ensure a minimum 20 s.f opening for any 50 foot second story facade section. This should satisfy the requirements of the UDC for fire sprinkler substitution. See A2.0, A2.1, and A3.0 for the noted changes. 3. An exit directly to the exterior has been added to the gaming room, as requested. See the floor plan on sheet A2.0 for revisions. 4. Doors #6, /17, and t18 have been modified to reflect the I -hour requirement and include closers. See the door schedule on sheet A2.1. 5. I have added the requested fire alarm system note to the notes on sheet A2.0. The requested signaling note has been added to this note as well. These corrections should address the concerns raised in the first plan review response letter. If you have any comments, questions, or need clarification of any of these items please don't hesitate to give the a call. Thank you for your quick response on these items. Sine g C taney Merrick Lentz Architect MERRICK LENTZ ARC ECT 1800 - 136th Place N.E., Suite 100 Bellevue, Washington 98005 425/747 -3177 ■ FAX 425/747 -7149 E -Mail mlarchitect @isomedia.com RECEI\'EZ CITY OF Ti PERMIT Uri: Shape Overall Width Overall Length Floor Area (sq. ft.) Wall Area (sq. ft.) Roof Area (sq. ft.) Max. Eavc height Min. Eave Height 2 Max. Roof Pitch Min. Roof Pitch Peak Height Main Building 106/6/0 94/0/0 8784 8267 8785 20/6/10 20/0/0 0.250:12 0.250:12 21/4/10 VP BUIDNGS co •IuD!4 I ester of� (rti_fit _Bost. ;° Contact: Name: CHG Building Systems, Inc Address: 1120 SW 16th, Suite A-4 City. State: Renton, Washington 98055 MBMA End Use: Manufacturing Production Overall Build' rre Descri ption Loads and Codes • Shape: Main Building City: Seattle County: King Building Code: 1997 Uniform Building Code Building Use: Standard Occupancies Dead and Collateral Loads Collateral Gravity:5.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 80.00 mph Wind Exposure (Factor): C (1.132) Parts Wind Exposure Factor 1.132 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Base Elevation: 0/0/0 Primary Zone Strip Width: N/A Pans / Portions Zone Strip Width: 9 /4/13 Basic Wind Pressure: 18.55 psf Sincerely, VPC File:CA0113 ..4({:°;w'! v.y� k:J! ti"`e':4.t r ^; ! Vu'.•!+t : ,. '' Letter of Certification Roof Covering; Second. Dead Load: Varies Frame Weight (assumed for scismic):2.50 psf Snow Load Roof Snow Load: 25.00 psf Design Snow (Sloped): 25.01) psf Snow Exposure Category (Factor): 3 (0.70) Snow Importance: 1.000 Ground / Roof Conversion: 1.00 % Snow Used in Seismic: (.(K) Seismic Snow Load: 0.00 psf P.E. Prepared by: a J /� Project: Grand Central Casino Reference: Jobsite: 14040 Interurban Avenue S. City. State: Seattle, Washington 98168 County. Country: King. United States State: Washington Built Up: 89AISC Cold Form: 89AISI Reviewed by: T Date: 8/29/2001 Time: 10:51 AM Page: 1 of 2 This is to certify that the above referenced VP BUILDINGS project has been designed for the applicable portions of the following Building Code and in accordance with the order documents which have stipulated the following applied environmental loads and conditions: I re VPC Version :2.6 Country: United States Rainfall: 4.00 in per hour Allow. Overstress: Frm: 1.03, Scc: 1.03, Ilrc: 1.03 Live Load Live Load: 20.00 psf Reducible LL for Below Eavc Canopy:N /A Seismic Load Seismic: Zone 3 Seismic Importance: 1.000 Framing Seismic Period: 0.3396 !tracing Seismic Period: 0.1940 Soil Profile Type: Stiff soil (I), 4) Frame Redundancy Factor:1.0000 Brace Redundancy Factor: 1.5000 Frarne Seismic Factor (Cs): 0.2000 Brace Seismic Factor (Cs): 0.1800 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. The steel design is in accordance with VI' BUILDINGS standard design practices, which have been established based trtkiot pea procedures and recommendations of the following organizations : • American Institute of Steel Construction (AISC) American bon and Steel Institute (AISI) American Welding Society (AWS) (D1.11 American Society for Testing and Materials (ASThI) Metal Building Manufacturers Association (MIIMA) ; „ ' .: !; AISC Category MB Manufacturer Certification. ./ i .. • This certification DOES NOT apply to the design of the foundation or other on -site structures or components not supidlii'd by VP BUILDINGS, nor dues it apply to unauthorized modifications to framing systems provided by VP BUILDINGS. Furthermore, it is understood that certification is based upon the premise that all components furnished by VP BUILDINGS will be erected or constructed in strict compliance with y , inent documents furnished by VI' BUILDINGS. boi• I&c) VP BUIDMGS VAICQ PIuat. Letter of Certification The Structural Design and/or Manufacture of this VP BUILDINGS building will be or has been at one of the following VP Buildings locations: Rainesvillc, AL VP Alabama Plant (Manufacture Only) Memphis, TN VP Headquarters [Design Only] Pine Bluff, AR VP Arkansas Service Center [Design and Manufacture) Turlock, CA VP California Service Center [Design and Manufacture) Si Joseph, MO VP Missouri Service Ccntcr (Design and Manufacture) Kcrnenvillc, NC...VP North Carolina Service Center lDesign and Manufacture) VanWert, OH VP Ohio Service Center (Design and Manufacture) Evansville, WI VI' Wisconsin Service Center (Design and Manufacture) Additional Structural Material may be fabricated and provided for use in a VP Buildings building by one of the following fabricators: BAR JOISTS - SMI, Inc. Hope, AR Hancock Salem, VA Canam Washington, MO Vukraft Grapeland, TX Vulcraft Norfolk, NE Vulcraft Florence. SC Vulcraft Brigham City. UT ISP El Paso, TX Socar Florence, SC Quincy Quincy, FL (This information is presented in compliance with VP Building's AISC Certification responsibilities.) - VPC File:CA0113975 -01 OE I.vpc VPC Version :2.6 Date: 8/29/2001 Time: 10:51 AM Page: 2 of 2 -:st co; 0 4 04 . • City of Tukwila Department of Community Development Steve Lancaster, Director PLANNING DIVISION COMMENTS DATE: August 24, 2001 APPLICANT: Merrick Lentz Architect RE: Grand Central Casino (D01 -180) ADDRESS: 14040 Interurban Avenue South Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Deb Ritter is the planner assigned to the file and can be reached at 206 - 431 -3663. Steven M. Mullet, Mayor We have reviewed your building permit submittal dated June 8, 2001. Please revise all plan sheets and related documentation to match your August 14, 2001 submittal for the Design Review (File No. L98- 0101). Please also refer to our Design Review Staff Report, dated August 20, 2001 (faxed to you today). As you know, the Design Review hearing will be held on August 30th. The two -week appeal period of the Planning Commission's decision will end at 5:00 on Friday, September 14, 2001. This appeal period must pass and the Lot Consolidation (under File No. L01 -027) must be recorded before the building permit can be issued. 6300 Soutlicenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax: 206 -431 -300; August 24. 2001 Craig Chaney Merrick Lentz Architect 1800 — 136th Place NE. #100 Bellevue, WA 98005 RE: CORRECTION LETTER #1 Development Permit Application Number D01 -180 Grand Central Casino 14040 Interurban Avenue S Dear Mr. Chaney: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Division. Planning Division and Public Works Department. At this time. the Fire Department has no comments. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal, a 'revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must he made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431- 3672. Sincerely. Brenda Holt Permit Coordinator encl xc: File No. Dot -180 City of Tukwila Steven ELI. iblullet, Mayor Department of Community Development Steve Lancaster, Director n300 Southc tinter B‘ ;uicrard..5'uite 100 • Tukwila, Washing ton 98188 • Phone: 20n--131-3O70 • Fax: 20o --131 -3665 Reid iddleton August 2, 2001 File No. 26 -01- 005 - 011 -02 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal Grand Central Casino (D01 -180) Dear Mr. Griffin: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. As we were not mistaken in our previous comment number 5, we made the following red -line to the drawings per the direction of the Engineer: Sheet S 1, Foundation Plan, add required column specification "6x6 DF / ABE 66" below grid line B at the right side of the building. Enclosed are the drawings, structural calculations, geotechnical report, and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, Farhad Rowshanzamir, P.E. Senior Engineer bjr \26se \planrevw \tukwila \01 \t011 r2.doc \fr cc: Mr. Craig Chaney, Merrick Lentz Architects Mr. Jeffrey Nelson, Nelson Consulting Engineers REC cm OF 43 POW CENT Washington Oregon Alaska Engineers Planners Surte)rrs Reid Middleton, lat. 128134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fox: 425141 -3900 CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS Project Name: Grand Central Casino 14040 Interurban Avenue South Permit #: D01 -180 Other Permits: E98 -0035 SEPA Issued L98 -0100 Conditional Use Withdrawn L98 -0101 Design Review Pending L98 -0101 Shoreline Issued L01 -027 Lot Consolidation Pending Date: 07.25.01 Reviewer: L. Jill Mosqueda, P.E. Development Engin The City Of Tukwila Public Works Department has the following comments regarding your application for the above building permit. These comments are consolidated from comments received from Operations personnel, the PW Utilities Inspector, the Senior Surface Water Engineer and from me. Please contact me at 206- 433 -0179, if you have any questions regarding the following comments. General Comments 1. Since the SEPA, Shoreline, and other land use permits are pending, the revised plans you provide in response to this letter should include all changes which result from the land use permitting process. Public Works will not approve this permit until the land use permits are approved and the building permit plans include all changes required by the approved land use permits. 2. Provide a copy of your Hydraulic Project Approval (HPA) for both the new and the temporary outfalls to the river. 3 Provide a copy of a levee access easement for maintenance and repair of the levee. This easement shall be 30' wide to accommodate maintenance vehicles. Projects /atacs/d01 -180 grand central comm 1 Page 1 CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS 4. Provide plans which meet the requirements in the enclosed Draft Infrastructure Design and Construction Standards. 5. Provide a completed turnover packet for the improvements in S. 140th St. and S. 141st St. Packet enclosed. Since the Permittee often ignores the turnover process until just before the Permitee wants a final inspection, I recommend you carefully review the packet and contact Dave McPherson at 206 -433 -0179, if you have any questions regarding turnover. Leaving this to the last can hold up the final for a considerable time. 6. Please provide a response to Cyndy Knighton's enclosed comments on the Traffic Impact Analysis dated March, 2001. 7. On at least one plan sheet, show existing easements, restrictions, etc. on the plans. Perhaps on sheet C -12? 8. Add the following notes to the plans. Notes a) and b) come from the geotechnical recommendations found in the May, 2001 Geotechnical Engineering Investigation performed by Krazan and Associates, inc. IS. 140 th St. a) During trench construction, avoid traffic and vibration adjacent to walls, and avoid cyclic wetting and drying of side slopes. b) Soil, foundation, utility work occur May through September. c) Adjust all existing utilities to new grade. 9. Four your information, the parking lot pavement section does not match the geotechnical recommendations in your report dated May 15, 2001 from Krazan and Assoc. 10. This project lies within Zone X on the FEMA maps and therefore, does not need a Flood Control Zone permit. However, Public Works Superintendent of surface water, John Howat , noted there is localized flooding on the property at the river, due to a low point in the levee. You may contact John at 206 -433 -1864, if you wish further information. Streets: 11. Provide stop signs at Interurban and S. 140 St. and S. 141 St. Projects /atacs /d01 -180 grand central comrn 1 Page 2 CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS 12. The street shall be designed as a street access, rather than a driveway access, and according to City standards. Please refer to TMC 17.20 and the current Infrastructure Design and Construction Standards, a copy of which is available at the Public Works counter. (The enclosed Draft standards do not contain the necessary typical details.) 13. Provide a cross section which shows the sidewalk and a pavement section designed to meet the recommendation in the May, 2001 Geotechnical Engineering Investigation performed by Krazan and Associates, inc. 14. Provide a sidewalk along the north side of S. 140th ST. 15. Show a detailed plan and provide typical details for relocated utilities in S. 140 Street, so Public Works can better assess the proposed plan. Include a detailed plan for the new street light, control cabinet, junction box and ground rods. 16. Provide a profile and elevation for the new S. 140 ST. drawn so stationing matches. (C -5) 17. Show fire hydrant relocated to south side of street, rather than the north side. 18. The storm water manhole labeled with a "D" can not be moved. This manhole is the main drain from Riverside (per John Howat, Superintendent Surface Water, 206- 433 -1864) 19. Show a catch basin on the south of the street, located between Interurban Ave S and the access to the parking lot and connect this to CB #2. 20. Provide turnover documents for S. 140 St. per the enclosed turnover packet. Is. 141 Street 21. Design the street as a public access road according to City standards, except this street will not need a sidewalk. Please refer to TMC 17.20 and the current Infrastructure Design and Construction Standards, a copy of which is available at the Public Works counter. (The enclosed Draft standards do not contain the necessary typical details.) 22. Provide a cross section which shows a pavement section designed to meet the recommendation in the May, 2001 Geotechnical Engineering Investigation performed by Krazan and Associates, inc. Projects /atacs /d01 -180 grand central comm 1 Page 3 Surface Water 23. Show flap gate(s) on the plans. 24. Provide a dewatering plan for water which may be encountered during excavation. 00 .0 25. Number existing and proposed manholes and catch basins, using a consistent and logical system. w 26. Sheet C -2 Provide a berm or other barrier along river. 27. Sheet C -2 Explain how you plan to protect the v- ditches shown on o► sheet C -2 from the construction traffic. 111 28. Sheets C -3 and C -8 Finish callouts for the detention vault and footing g IJU w U � N 29. Sheet C -3 Please explain if CB #8 is where the vault overflow goes (c -3) o ww 30. Sheet C -8 On the vault, no access shall be greater than 50' from I another access (center to center) and the vault needs one access per z chamber. - o � 31. Sheet C -8 The City now uses vane grates only. The typical detail, DS- z 25, does not show this change. drains. CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS Water Supply 32. The plan for S. 140 St. shows relocation of the backflow device. This device needs upgrading. The City will pay for the new backflow device and the new vault. The Permittee shall pay for all other costs associated with relocation. Contact Al Spencer, Internal Operation Manager, at 206- 433 -1865, to coordinate the backflow upgrade and relocation. 33. Provide the make, model #, and size of all backflow devices, including the one in S. 140 St., the one for the building, and the one for irrigation. 34. Add the following note to detail WS -11 Note. Refer to enclosed WS -11. a) Backflow prevention valves and post or wall indicating valves shall be provided with UL central station tamper supervision. Projects /atacs /d01 -180 grand central comm 1 -�z Page 4 35. Sheet C -4 Add a note directing the old hydrant and old water service be abandoned at the main. Sanitary Sewer 3t2 Number existing and proposed manholes and catch basins, using a consistent and logical system. 3* Provide a grease interceptor per City standards, Section 8.6 in the enclosed Draft In frastructure Design and Construction Standards, Enclosures (3) TIA comments Draft Manual Turnover Packet Hauling Permit Handout Projects /atacs /d01 -180 grand central comm 1 CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS Page 5 Reid iddleton June 28, 2001 File No. 26 -01- 005- 011 -01 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal Grand Central Casino (1)01 -180) Dear Mr. Griffin: General Foundations We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The permit applicant should address the following comments. A copy of this letter was forwarded to the project contact for your convenience. 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. No structural drawings, specifications, or calculations are provided for the main steel frame which appears to be a gable frame structure with intermediate columns. Hence the load transfer criteria and methodology (both vertical and lateral) remains undefined. Washington Oregon 3. With due consideration of item (2) above, the tabulation of foundation loads as Alaska it appears on page 2 /Fnd is unclear and requires specification of the premises used and assumptions made. Engineer' Planner' Surrey on Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Duane Griffin City of Tukwila June 28, 2001 File No. 26 -01- 005 - 011 -01 Page 2 Gravity 4. Support columns for beam B1 are shown on Foundation plan sheet S2 but not on Mezzanine plan sheet S3. 5. Support columns on both sides of beam B2 are shown on Mezzanine plan sheet S3. No provision is made for a column on one side or its foundation on Foundation plan sheet S2. Lateral 6. No drawings for the P. C. concrete panels specified on page 8 /Pnl of the calculations and used for the transfer of the lateral forces as shown on page 6 /Pnl of the calculations are provided. Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid . leton, Inc. 7 v/ Farhad Rowshanzamir, P.E. Senior Engineer Ikd \26se \planrevw \tukwila \01 \t011 r 1.doc \fr cc: Mr. Craig Chaney, Merrick Lentz Architects Mr. Jeffrey Nelson, Nelson Consulting Engineers Reid iddleton CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION Date: June 27, 2001 Project Name: Grand Central Casino Application #: D01 -180 Plan Reviewer: Bob Benedicto PLAN REVIEW COMMENTS 1) The plans and notes (when approved) are the record documents for the building permit that is issued. Consequently, the code notes should reflect the actual conditions of the design. Please clarify the methodology of the allowable area calculation. Area increase for yards does not provide for a 64- foot minimum yard. 2) The substitution of an automatic sprinkler system for one -hour fire resistive construction is permitted if other provisions of the code do not otherwise require it. However, UBC Section 904.2.2 would otherwise require an automatic sprinkler system throughout. In order to eliminate this requirement, openings (in accordance with 904.2.2) must be provided on at least two sides of the building. 3) Access to two exits is required for the Gaming Room. "Where access to more than one exit is required from a space under consideration, such spaces may access one required exit through an adjoining or intervening room, which in turn provides direct access to an exit or to a corridor that provides direct access to an exit. All other required access to exits shall be directly from the space under consideration to an exit or to a corridor that provides direct access to an exit." U.B.C. 1004.2.2, exception 4. Show compliance with this requirement for the Gaming Room. 4) Doors marked #6, #7, and #8 provide protection of openings in a one -hour occupancy separation wall. Consequently, the doors are required to have a one -hour fire- protection rating. In addition, door #7must is to be equipped with self - closing hardware. U.B.C. Section 302.3 (4). 5) Provide general note to plans stating the requirement for an approved fire alarm system per UBC 303.9. In addition, state the requirement for both audible and visible signaling per UBC 1105.4.9 & 1106.15. End / initial review. June 15, 2001 Dave Swanson. P.E. Reid Middleton 728 - 134th Street SW. Suite 200 Everett, WA 98204 RE: Structural Review Grand Central Casino — (D01 -180) Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions. please feel free to contact me at (206)431 -3672. Sincerely, Brenda Holt, Permit Coordinator encl xc: Permit File No. D01 -180 City of Tukwila Department of Community Development Steve Lancaster, Director OJOO Sorrt/ic'nter Boulevard, Suite , i100 • Tukwila, Washington 08188 • Phone: 200 - 431.3070 • Fax: 200 - 431 -30n5 Steven M. Mullet, Mayor �r. • Public Health Seattle & King County HEALTHY PEOPLE. HEALTHY COMMUNITIES. Alonzo L. Plough, Ph.D., MPH, Director June 8, 2001 Craig Chaney Merrick Lentz Architect 14060 Interurban Ave S Tukwila, WA 98168 RE: Grand Central Casino 14040 Interurban Ave S Tukwila, WA 98168 Dear Mr. Chaney: We have approved the plans for your food service establishment. Your establishment has been assigned the following business identification number (SR# 1019511). Please use this SR# in all future contact with us. Before you open for business, you must complete the enclosed application for a permit and return with the fee of ($777.00) for a 6304 permit. If you open before you obtain your permit, your permit fee will be double. Before you open you need to schedule a pre - operational inspection by the Health Department. Although your application for a food service establishment permit from Public Health Seattle and King County will be approved during this inspection, you may need to obtain additional permits or approvals from other agencies. It is the responsibility of the food service establishment operator /owner to obtain all necessary permits and approvals. Operating the establishment without these required permits or approvals may subject you to legal action by the appropriate agencies. If you open without health inspection, you may be closed. Once your plumbing permit has been finalized, contact me at (206) 205 -1903 to schedule the pre- operational inspection. Failed pre- operational inspections will require a $100.00 fee for a repeat inspection. Be sure all other business inspections are done (plumbing, building, etc.) before you call for your Health Department inspection. Sincerely, Mike Milbach Plans Examiner MM:dg Enclosure Alder Square Environmental Health Services 1404 Central Avenue South, Suite 101 • Kent, WA 98032 T (206) 296 -4708 or (206) 296 -4666 F (206) 296 -0163 • www.metrokc.gov /health P'mted on l'JcW City of Seattle King County Paul Schell, ,llayor Ron Sims, becutn.e „, w,w,N;ti;tztvwir.Fjeqr A TRACT OF LAND SITUATED IN THE SOUTHWEST QUARTER OF SECTION 14, � 4 TOWNSHIP 23 NORTH. RANGE 4 EAST, W.M., CITY OF TUKWILA, KING \G� COUNTY, WASHINGTON, BEING A PORTION OF MAULE AVENUE AND LOTS 21 -25, BLOCK 9, HILLMAN'S SEATTLE GARDEN TRACTS AND OF PUGET SOUND ELECTRIC RAILROAD RIGHT -OF -WAY, AND BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE MOST WESTERLY CORNER COMMON TO LOTS 25 AND 26. BLOCK 9, HILLMAN'S SEATTLE GARDEN TRACTS, ACCORDING TO PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE 24. RECORDS OF KING COUNTY, AND TRUE POINT OF BEGINNING; THENCE SOUTH 43'41'19” EAST A DISTANCE OF 10.00 FEET TO A POINT OPPOSITE PUGET SOUND ELECTRIC RAILROAD ENGINEER'S STATION 924 +68.08; THENCE SOUTH 4618'41" WEST A DISTANCE OF 70.00 FEET TO A POINT ON THE CENTERLINE OF THE PUGET SOUND ELECTRIC RAILROAD RIGHT -OF -WAY AT ENGINEER'S STATION 924 +68.08; THENCE CONTINUING SOUTH 46'18'41" WEST FOR 20.00 FEET TO A POINT WHICH LIES 60.00 FEET NORMAL DISTANCE NORTHEASTERLY OF THE CENTERLINE OF INTERURBAN AVENUE SOUTH AS CONVEYED BY DEED RECORDED UNDER RECORDING NUMBER 7212140434; THENCE NORTH 43' 41'19" WEST, ALONG A LINE WHICH IS PARALLEL WITH SAID CENTERLINE, A DISTANCE OF 407.64 FEET TO A POINT OPPOSITE PUGET SOUND ELECTRIC RAILROAD ENGINEER'S STATION 928 +75.72; THENCE NORTH 4618'41" EAST, ALONG THE SOUTHEASTERLY MARGIN OF RIGHT -OF -WAY NO. 8 (SOUTH 140TH STREET) AS DESCRIBED IN DEED RECORDED UNDER RECORDING NUMBER 6557639, A DISTANCE OF 20.00 FEET TO PUGET SOUND ELECTRIC RAILROAD ENGINEER'S STATION 928 +75.72; THENCE CONTINUING NORTH 46'18'41" EAST FOR 50.00 FEET TO THE NORTHEASTERLY MARGIN OF RIGHT -OF -WAY FOR SAID RAILROAD; THENCE NORTH 74'37'25" EAST FOR 22.72 FEET TO THE MOST WESTERLY CORNER OF LOT 19, BLOCK 9, HILLMAN'S SEATTLE GARDEN TRACTS; THENCE SOUTH 43'41'19" EAST, ALONG THE SOUTHWESTERLY MARGIN OF SAID BLOCK 9, A DISTANCE OF 110.52 FEET TO THE MOST WESTERLY CORNER OF LOT 21, BLOCK 9 IN THE AFORESAID PLAT; THENCE NORTH 89'56'44" EAST, ALONG THE NORTH LINE OF LOT 21, A DISTANCE OF 441 FEET MORE OR LESS, TO THE NORTHEAST CORNER THEREOF; THENCE SOUTH 00'15'14" EAST A DISTANCE OF 160.01 FEET TO THE SOUTHEAST CORNER OF LOT 24, BLOCK 9, HILLMAN'S SEATTLE GARDEN TRACTS; THENCE SOUTH 89'56'44" WEST, ALONG THE SOUTH LINE OF SAID LOT 24, A DISTANCE OF 115.10 FEET; THENCE SOUTH 74'04'51" WEST A DISTANCE OF 146.33 FEET (146 FEET AND 4 INCHES) TO THE TRUE POINT OF BEGINNING. SUBJECT TO EASEMENTS, RESERVATIONS AND RESTRICTIONS OF RECORD. v\e, \ . � \ G, 'O 60 Respectfully, To: City of Tukwila Fax #: Attn: Deb Ritter From: Michael Cabe Date: May 8, 2002 Re: D01 -180, Letter of Incomplete #3 — Revision #13 Pages: 1. Sheet A -1.0 has been updated. The correct parking count is as follows; 127 total spaces, 38 compact (30 %), and 5 HC. 2. The East elevation on sheet A -3.0 was mislabeled on the previous resubmittal. The exterior material is the EFIS, as approved by the B.A.R., not the "smooth panel siding." 3a. Details 6, and 7 on sheet A -1.1 have been corrected to show a top cap matching the appearance of the trim band of the main building. b. Three copies of the exterior elevations are included (11x17). c. A copy of the letter addressed to the Director of Community Development is included. d. A revised site plan is included. Michael Cabe MERRICK LENTZ ARCHITECT FILE COPY Transmitta 1300 - 136 Place N.E., Suite 100 Bellevue, Washington 98005 425.747.3177 FAX 425.747.7149 E -Mail: mikes mlarch.com :• ECEIVED r `I T Y OF T'UKW ILA Ala 11;Y - ZUU PERMIT CENTER INCOMP TE '.TR #� L RV1S1ON n0, The Board of Architectural Review Director of Community Development City of Tukwila 6300 Southcenter Blvd Tukwila, WA 98188 Re: File #L98 -101, Minor and Insignificant Modification having No Impact on the Project Design On August 30, 2001, the Board of Architectural Review was presented with the design proposal for the above referenced project, which included a 240 sq. ft. 6' high 8" CMU trash enclosure, 9" wide "closure strip located at the South property line, adjacent to the existing Riverside Casino building, and with the proposed Grand Central Casino building footprint shown within 9" of the South property line. The project and said components were approved as presented at said meeting. The trash enclosure square footage has increased to 521 sq. ft., this includes the addition for a generator enclosure. The generator portion will be constructed of the same material approved for the trash enclosure with the exception that the generator portion will be 8'10" in height. After all approvals were made by the City of Tukwila and a building permit was issued, the City deemed that the building was too close to the South property line, thus changing the approved "closure strip" from 9" to 5'-6" between the two buildings at the South property line. It's our contention to assuage the Board of Architectural Review with this resubmittal of Insignificant Modification, which has no Impact on the project design. We are requesting this be reviewed under TMC 18.60.030(D) and approved. Respectfully, Merrick Lentz Architect Michael Cabe MERRICK LENTZ ARC I ITECT Transmittal 1800 - I3O Place N.E., Suite IOU Bellevue, Washington 98005 425.747.3 177 FAX 425.747.7149 E -Mail: mikecgmlarch.com :; ' ' , j: 'WKW11..f PERMIT CENTER File: Doi -Igo 35mm Drawing# m r Plywood backing over wood framed storefront. Rubber gasket #8 x 1.5' roofing screws caulked with polyurethane sealant at penetrations between layers. Galvanized #8x1.25" \ deck screws \ CARLSON ZD 0 I0 Y.O. Box 524 Bend, Oregon 97709 (541) 382.2182 FAX {541) 382 -2196 One piece formed white 0.040" alum flashing. 0.040" formed white alum structure secured to flashing to hold neon /glass stands and cover /access plate. 0.040" white alum cover /access plate w/ 1/2" 90 degree returns top and bottom #10 x 1/2" tec screws Neon border tube & raceway shop drawing. Grand Central Casino Tukwila, WA One piece formed white 0.040" alum flashing. File Name: alumchanl Customer. Dynarrch Constr. Co. Scale: 3" a 1' Salesperson: Kevin Wells Date: 03/29/2002 Approves color, design, size, and spelling - IMPORTANT NOTICE 'this design is the exclusive t-- property of Carlson Sign Co. Date Others using this design will be subject to prosecution. 1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. m - o L m 0 0 Plywood backing over wood framed storefront. --_ z r, Galvanized #8x 1.25" deck screws Rubber gasket #8 x 1.25" roofing screws caulked with polyurethane sealant at penetrations between layers. _ P.0.1144 524 CARLSUN Bend, Oregon 97709 (541) 382-2182 FAX (541) 3B2 -2196 ■ One piece chrome polished formed 0.040" aluminum raceway 1 flashing. 0 0 Chrome polished formed 0.040" aluminum channel (x raceway /. flashing shop drawing. Grand Central Casino Tukwila, WA. light fi xtures by others. 0 2 25" � One piece chrome polished formed I 0.040" aluminum raceway / flashing. !File Name: alutnchanl Customer: Dyi atecb Constr. Co. Scale: 3" = 1' Salesperson: Kevin Wens Darr. 03/29/2002 - IMPORTANT NOTICE This design is the exclusive Approves ealar, dui Date property of Carlson Sign Co. PP design, Others using this design size, and spelling will be subject to prosecution. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Pacific Engineering Design, LLC Civil Engineering, Surveying and Planning Consultants DATE: 04-03 -02 PROJECT: Grand Central Casino (P.E. Project OWNER: Steve Dowen CHANGES AS FOLLOWS: Per review between Peer Hinshaw (Contractor) and Greg review between Peer Hinshaw and Lou Larsen (Pacific Engineering) : APPROVED: RECEIVED CITY OF TUKW II.A APR 0 4 2002 REVISION N0. 1 PEOCT dtThNlbsqueda — City of Tukwila Greg Villanueva — City of Tukwila Peer Hinshaw — Contractor Michael Cabe — Merrick -Lentz Architects Change Order 4180 Lind Avenue SW Renton, Washington 98055 Phone: (425) 251 -8811 Fax: (425) 251 -8880 site- L�vw�v asen� I understand that the Plan Chock approvals are subect to errors and omissions and approval of plans does not autr,orize the violation of any co e cr r.::eipt con - kopy of or approved din3e. pla acknowled g ed. By Date llanU CY/ i/ . o L 1. Revise specification for rock at storm drain outfall to the Duwamish River. Original spec was for 4 "- 6" quarry spalls. Rock delivered to the site was undersized. Discussed upsizing to 8 "- 12" quarry spalls to provide additional armoring of the disturbed portion of the riverbank. See attached sketch. 2. Revise connection to existing storm system from CB #9 in S. 141 Street to avoid conflicts with existing utilities/conduits. Work includes installing a new catch -basin over the existing line 15 -feet downstream of the existing catch -basin and connect at that point. See attached sketch. l GI> i . - Pacific Engit'ie4 g 1i ,,, L,,, k. i rt.Vicy Works I ) ep.rttll�'nt k r ,:onl(tt. standard. AL.,c ptar,e i. whi h do not authori Edr'l1?ed standards or ordinances c: for the adequacy of the design dei = :?er. additions, d • deletions or drawings after this date will void E ::d will require a resubmittal of for subsequent approval. APR 1 2 2002 N NO I Ei) tG(✓1/" DATE: 4 .cd by the I'nhlic m,1r1ee with Current subject to errors and /.c violations of . The responsibility rests totally with the revisions to these this acceptance revised drawings Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: �'L VOLUME PROVIDED: 8,000 C.F. iNvi(12", IN) = 12.2 \r(17 OUT ACCESS RISER. (SEE 11\11 DETAIL, SHEET C8) ram= 1713' ----S 8.0 INV. (12") = 10.00, DISCHARGE INTO SPLASHPAD. j o: x x L e e DEPTH OF APP-.8- QUARRY SPALLS. PROVIDE FLAP GATE AT END OF PIPE. ,7 • ••••...../ ••••■• • ••■• •• ••••••••• • a 9 *a ••• ••I • • • 5LF 12" N-12 S= 0.0100 . — . 'CABANO AND EXISTING CBl \ I 6CHARGE PIPE\1 1 \ NSTREAM OF ,,--- EX. CB IRIM=17.41 STRUCTURE. 8" DI SW=16.33 PUMP FOR VAULT z - G DRAINS. (TYPE 11-480) 1N/ 4"0, LOCKING LID. • --,+ SUM • QB#1Q. • " • •s9!--I.P;'i: • „•.1t1\/.("' OA. = 14.00 `'`. • IN V.i4P 114, y) = 5.00 - nn E 0.0115 FOR SECTION. • ( 0 \ \ I \q \ \\\ \ \\* 1 ft -= 1.? ■0• le% ‘ \ ‘'\ A ...:. l \\'\ l''' 4 v isr " .1.-1 k c° 1 q \ , ,„,, %,. r. \ .... \ A - 6" PVC JI "_2, -(TYPICAVA \ . 0. V ' ■ k A ‘' \gt \O\ \ / / V EE-VIE To Id to PE X I& ink (Z Me( aotC-Nu.. Th fu,e ecce_ Pcemoekk 13:6 e>" - 12" oict cp)PteWi daeii..5 16 or=' . Z. I s CB #8, (TYPE II-48"0) WITH SOLID, 24"c, LOCKING LID. RIM= 17.03 INV. (4" = 14.00 INV. (12" N. E) = 11.65 N 89'56 E 298.00' . SEE SHEET C7 (P T SEE SHEET C7 FOR SECTION, exce. TT -it. ourfecui I I I a_ LU a_ In 0\1 ( (r) 0 I—. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. I LC 2 File: DCI 1E0 35mm Drawing# 04/08/2002 07:44 42E8839067 PREMIER ENGINEERING PAGE 02 Prepared by Premier Engineering, Inc. P.O. Box 2168 Woodinville, WA 98072 Ph (425) 867-1597 Structural Calculations for the CMU Wall at the Grand Central Casino - Tukwila Jobt/0138 Site Address: Tukwila, Washington Prepared for: Merrick Lentz Architect Date: April 8, 2002 APR-08-2002 07:44AM TEL)4258839067 CORREWION LTR# REVISION Nala RECEIVED CITY OF TUKWILA PERMIT CENTER ID)CMA RST.SaD PAGE:002 R=100% A, Of 04/08/2002 07:44 4258829067 PREMIER ENGINEERING Pte•og z Seemeategf Tad. Consulting Engineers P.O. Box 2168 • Woodinville, WA 98072 (425) 867-1597 Job Name 14R.2 %) 6-terldtecut- �f►� 67t-r o a r / .0" w1,47 SPZv:P = 9or1 Pit C c ? q's d t f"a,' c. Za'+t.e 3 Trt-7 VO-7; P-OfIC e. `co,(... Lve7trver (A .- 6I F s a, Cet. ! t 3 --» I. 0 A - 04 36 r /.0 go h r fA �� o Fr= t7•)? 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WA 98072 °nt. �,t, < : t v • (425) 867-1597 !Dr..vrrtton Job Nume ID)CMA RST.S &D et)- *Li soy 3/ PAGE 05 CZ� * 1ot r Z t In 1t a o . 527* , -.2S c — 6"° C 4 1 1 L 23/#0,C. PAGE :005 R =99% • @4/O8/282 7:44 4258829067 Prepared by Premier Engineering, Inc. P.O. Box 2168 Woodinville, WA 98072 Ph (425) 867-1597 Structural Calculations for the CMU Wall at the Grand Central Casino - Tukwila Job#0138 Site Address: Tukwila, Washington Prepared for: Merrick Lentz Architect Date: April 8, 2002 REVISIO CORREWION LTR# APR-08-2002 07:44AM TEL)4258839067 PREMIER ENGINEERING PAGE 02 \O10 Dot-Lao ID )CM RST. SaD RECEIVED CITY OF TUKWILA PERMIT CENTER PAGE:002 R=100% J•" te!meat golem�CefteI 9oce Consulting Engineers P.O. Box 2168 • Woodinville, WA 98072 (425) 867 -1597 tiSadr b Datc y Job �o 0134g Illeckahy Dace Short Nc. 1 Des;rirtian Job Name / [ r-,b_,L Cot. f cif t V — 7 I 1 C.-- 04/08/2002 07:44 42E8839067 '8 l r � wriO SA?27 = Pori,M Cu t P 'SVi'= (1 +?fr"te - za^t'J3 VI War, gorfr we/0,-r p c t ,L 6 i P a Cam. tir I t 3 ..rte , 1, 0X0, 36 4' 1, o C h r cue ' Y Fr";* O.IZttJp % 0,12- x6 /f',F% 7 32. 133 01.414: P= G - r /�k /b,yP$ /, Pw� •�� = J z , 2 Ps,6 1.. M = t i, 21 x .: tt 7 Fr- /i v APR - 08-2002 07:45AM PREMIER ENGINEERING Tat t f 14/4vr e o, c, Pv (..)/o SPecrene 1rcfdreltclel -p ; /5"wa prj: 60 %V, st p ss -- Ia. i ✓� j r �•- :d o, O,2D bc V0161 & - 333 p -g5 PSG ,r 0-y v►. ` y " 2. c , n, I12- F- - ,r y TEL)4258939067 12. ID)CMA RST.S &D , /t 32-52 �-Y PAGE 03 Z, p5F - Goy �S PAGE:003 R =100% • 04/08/2002 07:44 4258839067 re it Consulting Engineers P.O. Box 2168 • Woodinville. WA 98072 � f)es:,i�t�rn (425) 867-1597 —e,h t Jrfit Q ,� — s lob Name APR-08 -2002 07:45AM C'nrt, -J C Grit. 1u ki p, cJ�Y 0 ' 7» ' p 714 r -0'e w n" xr L'' Exaee t� �Latnq DP F11-• = 5 `X /row = 25`2 * 11 pi- 537'r 75 % Me? ` tot 0,81 )' 2i f s % 312./ for— t,4 S, or , 3 thy- 6 ov fr- 515 C " "' ' ` % O,'e7PT 11-99 T i(An 1.1.0 ( ) 5 Pr ! 58 (161,-)- ✓ yoy -14 ___L 3 1" tr 1.4'0` • c/ Mi 3 fr- /'.s /59P : ti a (41 /.(r 1-7 9E39` k f S r . lYa3 � �• o % J 4'03. 2 e ma , An, 6 7 1, 104iry f % 7 '0 ES TEL)4258839067 PREMIER ENGINEERING PAGE 04 Made Sy �/ !Checked is L. o, -; ID)CMA RST.S &D j Dace y p� j _ 'L ( Job No. 0 ['ate �► Sheet No. 2, .7 41) . 5 / / 137 PAGE: 00.4 R =99% 04/08/2002 07:44 4258839067 Ptemeeept St9tezeteoe, 7•re. ' `}adr h} "{ Mite O 2 ;, `0 0 n Consulting Engineers Checked n} �� J F.O. fiOX 2168 I Woodinville. WA 98072 do te ��.:� ". 521 (425) 867 -1597 " Job Na ry 4-C&r t CgAlrol l G(hi,' : TON*. /Ai t' , 6•t M IR No Sf'c Z.1 egg Y? OF CI »LI r.,= 15c,P:x F P 0 07.7 p5s --- — i4 pt.c,. X efiffca•2 c4.Zb C C APR -08 -2002 07:46AM TEL)4258839067 S I0ri PR =MIER ENGINEERING 3 Li L ZY`'0 ID )CMA RST . S&D PAGE 05 *4' malt, In Sc►'e 2 Cd- y B "°, �► PAGE:005 R =99 QUIETLY SUPERIOR April 3, 2002 Michael Cabe Merrick Lentz Architects 1800 135 PL NE Suite 100 Bellevue, WA 98005 SUBJECT: GRAND CENTRAL CASINO GENERATOR NOISE 1.0 SUMMARY At your request, J R Engineering evaluated the noise levels due to operation of the proposed back -up power generator at the proposed Grand Central Casino in Tukwila. The primary objective was to check the projected generator sound levels (for Kohler model 125RZG) with the local noise ordinance and, if necessary, to specify mitigation measures for compliance with the noise code. Our calculations indicate, with the presently proposed layout, that the generator noise at the closest property line will about 71 dB(A). This exceeds the 65 dB(A) limit for daytime maintenance operations of 15 minutes or less. For compliance with the Tukwila Noise Ordinance, we recommend increasing the barrier height so that it is three feet above the top of the generator and lining the interior surfaces of the barrier with an acoustically absorptive material or extending the currently proposed regular CMU wall to four feet above the top of the generator. Our report follows: 2.0 DEFINITION OF TERMS A -Scale is a frequency weighting designed to emulate human response to noise of various frequencies. A -Scale emphasizes the 1,000 to 5,000 Hz part of the spectrum (maximum emphasis at 2,500 Hz) and de- emphasizes the low frequency end of the spectrum. The state and county noise limits are specified in terms of A- weighted sound levels. L,JA -Scale Level): Overall Sound Pressure Level (in dB re: 20 microPascal -- also dB(A)) measured by a system having A -Scale frequency response. LT R # INCOMP ETE ..._. . REVISION NO1. E -mail: mail@quietlysuperior.com quietlysuperior.com • Website: http: / /www.quietlysuperior.com E N G I N E E R I N G 815 Sixth Street South. Suite 107 / Kirkland. WA 98033 -6757 (425) 827 -0324 / FAX: (425) 822 -2021 CITY RECEIVED PERMIT CENTER District of Sound Source District of Receivin Prolert Residential (Class A EDNA) Commercial (Class B EDNA) Industrial (Class C EDNA) Residential (Class A EDNA) 55 57 60 Commercial (Class B EDNA) 57 60 65 Industrial (Class C EDNA) 60 65 70 JRE to Cabe, Generator Noise Report, 4/3/02 Page 2 of 5 3.0 APPLICABLE NOISE LIMITS Noise limits are defined in 8.22 of the Tukwila Municipal Code. Table 1 summarizes the daytime noise limits for various source and receiver property types. The limits apply to sound produced on one property and observed on another. TABLE 1: MAXIMUM A- WEIGHTED DAYTIME SOUND LEVELS You indicated that the casino property and the surround properties are zoned C -1 (commercial). Therefore the limit for continuous noise is 60 dB(A). Section 8.22.050 of the Tukwila Municpal Code notes that sounds of short duration are given an increase in the noise limits. Sounds lasting 15 minutes per hour or less arc allowed a 5 dB(A) increase in the noise limit. As the generator will typically run for one 15 minute (or less) session per week for maintenance operations the applicable limit is 65 dB(A). Note that the generator will run continuously only in the event of a power outage, which is considered an emergency, and the noise limits would not apply. 4.0 SITE DESCRIPTION The proposed Grand Central Casino site is located on the corner or Interurban Avenue South and South 140` Street in Tukwila. The generator and trash will be located on the northeast corner of the building. The generator is a Kohler 125RZG and will be encased in a Tramont acoustic generator enclosure. The site plan shows six -foot high concrete CMU wall will be built around the trash and generator area. The nearest property is about 50 feet north of the generator. It is zoned commercial. There is little elevation change between the two properties. A site plan is included as Attachment 1. JRE to Cabe, Generator Noise Report, 4/3/02 Page 3 of 5 5.0 NOISE ANALYSIS Sound levels were calculated based on the spherical spreading of sound and the reduction in sound due to diffraction around a barrier. No credit for air absorption or lateral attenuation was taken, although this would reduce the projected noise levels by a small amount. z The sound levels of the generator with the enclosure were provided by the manufacturer. They are 1 included in Attachment 4. Note that the manufacturer's sound levels were taken at several positions on a W 2 7 -meter radius circle. As it is likely that sound within the trash/generator barrier will bounce off wall u� a and cause a reverberant condition, we based our calculations on the log averaged "under load" condition o shown in the manufacturer's data. co W Also not that the manufacturer only provides an overall A- weighted sound level. They do not provide a co u- 0 noise spectrum. Therefore, the analysis assumes that this generator will have a similar spectrum shape g to others that we have measured. The assumed spectrum shape was then adjusted until the overall sound ga = level matched those given in the manufacturer's acoustic report. o d Iii Our analysis showed that the generator noise produced with the proposed 6 -foot barrier will be about 71 z dB(A), which exceeds the 65 dB(A) limit specified in the Tukwila Municiple Code for sounds lasting V 15 minutes or less per hour. To comply with the 65 dB(A) limit we recommend v 0 co D ! W W 1. Use standard coarse unpainted concrete CMU blocks for the sound barrier and increase the v barrier height to 4 feet above the top of the generator (projected sound level at property line = u. 0 62.3 dB(A)), or z 2. Build the barrier with an acoustically absorbent facing and increase the barrier height to 3 feet v N above the top of the generator (projected sound level at property line = 62.4 dB(A)). p z SOUNDBLOX are CMU blocks with an acoustically absorbent facing on one side that would be an acceptable for the acoustically absorptive barrier. Either the 6" or 8" Type RSC units would be acceptable from an acoustics standpoint although it may be desirable to use the 8" blocks to match those planned around the trash bin. Note that the shared CMU wall between the trash area and the generator will need to be oriented with the acoustic facing towards the generator. Industrial Acoustics Company (IAC) also manufactures makes two perforated panel products that would be acceptable for use in an acoustic barrier. One type is the Type FS panel, which slides between metal I -beams to form a wall. The other type is the type C panel that can be retrofitted over a plywood or CMU wall. If the acoustic barrier is used, the lining material must also be used along the edge of the building as shown in Figure 1. With the typical CMU barrier, the absorptive material does not have to be used along the building per Figure 2. Product literature for SOUNDBLOX and IAC products are attached. r., JRE to Cabe, Generator Noise Report, 4/3/02 Page 4 of 5 FIGURE 1: RECOMMENDED ACOUSTIC BARRIER LAYOUT FIGURE 2: RECOMMENDED TYPICAL CMU BARRIER LAYOUT — Typical CMU Barrier Acoustically Absorbent Barrier Extending 3' Above top of Generator N 1/4 N. ;N: ;,■; ovs Trash Trash Typical CMU Barrier Generator Generator • • • Typical CMU Baffler Extending 4• Above top of Generator , V6*W:10.,:tf 4 .L? qe..1,-14 ; • , 71; Com • an Phone Web Pa! e Proudfoot/SoundBlox/Noisemaster 1- 203 - 459 -0031 www.noisemaster.com Industrial Acoustics Company 01 • is En • ineered Sales is local re • 425 - 454 -0701 www.industrialacoustics.com JRE to Cabe, Generator Noise Report, 4/3/02 6.0 CONCLUSIONS The projected generator sound levels with the two barriers described herein are less than 65 dB(A), which complies with the Tukwila Noise Ordinance for sounds lasting 15 minutes or less per hour. Continuous operation of the generator will only occur during an emergency power outage. Contact information for SOUNDBLOX and IAC products are given below. J R Engineering, Page 5 of 5 ru © I N 8,I F 0)'56' 44 E 440.84' SIMALK W-e. . - �I1rD. 14 N ce U- m a a 1 1 \ 1 60' LOA INTACT ENVIRONMEy LINE GIV-b' WCABI Y ff 40' RIVER ENVIRO>T LINE I ORZINARY HIGH WATER HARK (4. I58') 4► ut 0 cn IVI111t`1 I \ \11 1 1 I1111 \ l 1111 `111 111 1111 1 , 11 1 1 1 111 ,111;11 tali 1111 1 1 1111 01111 11\ 11 11` 1 111 1 11111, ti t11 . " 1 11 1 111 1 i l l lll 111 "`111` \ \\\,k,1\1‘ 1 111■ t ,,.• Llt 111 \\\‘‘‘\\0\ 1 1 `1 1111 111 t ` 11\\\\\1\ i,1 1 1. ` it 1 1 ■ t\ �, \i I I m i \ i 11!! X111 11 11 \ 11 \ tt NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. T - � N i a ($11 A • A CO ' Co NN CD N 8 M1J GENERATOR TEST RECORD bps Cf lint: Sound test TRAMONT SOUND HOUSING 8 FONTS 7 1BETERS FROM CENTER OF WIT UNIT TESTED ON sOUND PAD 1` FOAM IN FRONT DUCT 60HZ 241W 3PH NORTH IPos I J added 1" foam (3 sides1 Load iPos 7 1 NUFL ?A9.9 MAPS 233.8 VOLTS 125.5 KW Test No. It Rota 14a. kw.r1 Cstsrse¢r Typo CarYretbe Ka Loads are in Kw 12SRZG.5 , Shutt Maltby 5771 Obsenir I2SRZGe ZG Dale 4S Soda. Mx 334502.M S Spec Ho. trltiltrt 30E8 LYS 1 11117101 07O92S2 59.1 Amt2. sound NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 0 a 0 0 Load Load Position NL 125 1 74.8 75.6 2 75.2 75.9 3_ 74.4 75.7 4 75.7 76.9 5 76.4 77.3 ' 6 75.9 76.7 7 , 74.1 74.8 _' 8 75.0 75.4 r I Average 75.2 76.0 • - Log Addition 84.3 .85.1 _ - Log Average 753 75.2 ($11 A • A CO ' Co NN CD N 8 M1J GENERATOR TEST RECORD bps Cf lint: Sound test TRAMONT SOUND HOUSING 8 FONTS 7 1BETERS FROM CENTER OF WIT UNIT TESTED ON sOUND PAD 1` FOAM IN FRONT DUCT 60HZ 241W 3PH NORTH IPos I J added 1" foam (3 sides1 Load iPos 7 1 NUFL ?A9.9 MAPS 233.8 VOLTS 125.5 KW Test No. It Rota 14a. kw.r1 Cstsrse¢r Typo CarYretbe Ka Loads are in Kw 12SRZG.5 , Shutt Maltby 5771 Obsenir I2SRZGe ZG Dale 4S Soda. Mx 334502.M S Spec Ho. trltiltrt 30E8 LYS 1 11117101 07O92S2 59.1 Amt2. sound NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 0 a 0 0 Mar 29 02 10:10a KOHLERYOWER SYSTEMS 09001 Untwlowe• elettFIC Ratings Range 60 Hz 95 -130 95 -163 Standby: kW kVA Prima: kW kVA Generator Ratings Generator /Voltage Ph Hz 127/220 3 600 120/240 3 60 120/240 1 60 139/240 3 60 220/380 3 60 277/480 3 60 347/600 3 60 115 3 50 120/208 3 50 4S11 50 Hz 84 -104 84 -130 90 -115 77 -96 90 -144 77 -120 110/220 3 50 104/130 341 961120 315 96/120 110/220 1 50 84/84 382 77/77 350 94/84 220/380 3 50 104/130 198 96/ 102 96, 120 230/400 3 50 104/130 188 96/ 173 96,120 240/416 3 50 104/130 180 96/' 167 96,120 120/208 3 -- . 60 130/163 127/220 3 60 130/163 451 115/144 399 - 11C/136 582 4 26 3'7 36' 120/240 3 60 130/163 39' 115/144 115/! 44 11 C;13e 33' 100//25 3C1 120/240 60 100 /100 417 91/91 379 100 /100 417 91/91 379 139/240 3 00 130/163 391 115/144 346 346 t1C /136 11 Gr 13E 33' 100!125 301 220/380 3 60 125/156 237 115/144 2'8 11C /135 209 100/125 150 277/480 3 60 130/163 195 115/144 173 110/138 165 100;125 1E0 4513 347/600 3 63 130/163 156 115/144 138 IIC /138 , 132 100/125 120 110/190 3 53 104/130 395 95/123 365 96/120 365 38;' 334 1151200 3 53 104 /130 373 93/1 346 96,'120 346 8,3/' 10 318 96x'120 120/206 3 50 104/130 361 96/120 333 96't20 333 84;'10 305 110/220 3 50 104/130 341 96/120 315 315 68/'10 289 10/220 1 5D 90190 409 80;60 364 90/90 409 eo /8C 384 220/383 3 50 104/130 198 90"/(23 182 961120 '82 83/110 167 230/400 3 53 104/130 168 93/120 173 96/120 173 83/110 159 �_!_ 240416 3 50 104/130 16'3 _, 961120 167 961120 67 83!110 _ 153 _ 4V11 12)/240 1 60 10/110 458 105;105 438 - 100/100 417 379 110/220 1 50 96;96 43 87;87 _ 395 88/88 100 60,80 The 364 ti1/4TV GS: Al tnvo.plass tru ph s wo / Idol el na rcrow loam. Aialgle ase ctrl arm vied at 1.0 power taaor S:arkty R9.'' Slancbyl7t+gs opP! t: s rgali!::- served W a istirdetAky sarm. e sundtyraygse0albv; o ven :rg losdtibtha downd mew swags Them capably H q tt14 3amotcu adu� . wt1 :.46;I. OS5514. A3278 31. ma P Amer Rr;arp Para pones raO''G3 elppty to rsaL>a wrens en tin b :r y pa*w e.edaNe or IrreleSe At va'Yrq :x�d x . tho r:er ct n a ¢a sot crer n0123 s:3n rns r1 url mod A '0% 003f OW r+ps1ly btokxn i tn.t� /temp ro riorfl 1( N» lh: t. St) a. Sltl/ t. ctintkrrl rowenAirrri e:'1 kxl:A1.51) 1)'t'' iii •it,t•1 .l>2730 Et rl twtlf:�7I i41 :.tnrnrg awlbaia 103.0 hangs. consul thlistaor'r Obtd1lbiot OEust sib:reton Ql'tt.rl(11ki 1011 onrtprl ^s r,J.drce `r tl:u uiq, u tab dcta u:xu nans, I to yata se le.rwt4 J uc.7 a 'CAIIl , n) I .p trra'yotta *sipot x sfa>flawtheu: ideas. klw ttxrA any eblym ab titawwe • A7ar.17r Dora t0.5 %rA I00 m t321t o n,uow leyrtr1500rr(4321 Rl aim, t.p to • m "' elovea n a m 9000 (98342 Po. ranperatie. Ovate 2 0% per 10'C (t e'F :trperalue accts: 25' C (r•' F ,o to 50'C l' V' F G4-8' :125RZC7i 8,'{1 MAR - 29-2002 10:05AM TEL)206 363 2781 MOBILE ELECTRICAL DIST Standard Features • Kohler Co. provides one - source resporslbi.Ity for the generating system and accessories. • The generator set and its components are prototype- tested, factory built and production- tested • The generator set accepts rated toad in one step. • A one -year limited warrarty covers a I systems and components. Two -, five -, and ten -year extended werrantios are also available. • Generator features: ✓ Kohler's unique Fast - Response" excitation system delivers the fastest voltage response in the incustry The brus'iless, rotating -held generator has broadrange roconnectabdity. • Kohler's oermanert macnet.excited gererator (PMG) provides sdpericr short circuit capaoihty. • Other fcaturoe A rugged industria gas engine de ivors rated power at 1800 rpm (60 Hz) and 1500 rpm (5C Hz ;. O Contro lers are available for all apps cations See controller features inside. O The electronic isochronous governor incorporates an integrated drive -by -wire throttle body actuator deliver ng precise frequency regulation. Natural Gas 130•C Rise 1C5•C Pisa Standby Rating Prime Rating kW,1tVA Amps kW/kVA Amps 125/156 434 115/144 399 125/1 41C 115/144 377 125/156 376 115/144 346 125/156 3 6 115/144 346 12C/15C 228 110/138 209 125/156 188 115/144 173 12/156 150 115/144 __ 138 105/131 134/130 395 98/120 365 96,120 104/130 375 96/120 346 96/120 104/130 36' 961120 333 96,'120 ID )CMA RST. S3.D 206 363 2781 p.1 moaei:1 190 -600 V Gas LP Gas 130 Rise 105'C Rise Standby Rating Prima Rating kW/kVA Amps kW /kVA Amps 105/131 364 96/120 333 105/131 344 9F/12c 315 1051131 316 96/120 289 95195 39E 86/86 358 105 %131 316 9E /120 289 105/131 199 9E /120 182 105/131 158 90/120 144 126 96/120 - 115 365 88/110 334 346 88/110 316 333 88/110 305 315 88/110 2e9 382 77/77 3E0 182 88/110 167 173 88/110 159 . 16; __ 88/110 .� - 153 100/125 347 t0C %125 328 PAGE:001 R =97: Mar 29 02 10:10a Specifications Manu Typo Exciter type Leads: quantity, type 4S11 4S13 4V11 Voltage regulator Insulaticn: Materiel Temperature rise Betting: quantity type Coupling Amorteseur windings Voltage regulation. no -load to tut-load Unbalanced toad capability One-step load acceptance Peak motor starting kVA: 480 V, 380 V 4311 (12 lead) 4/10V,380V 4513 (121nad) 240 V, 220 V 4V11 (4 lead) . Engine Engine Specifications Manufacturer Engine: model, type Cylinder arrangement Displacement, L (cu. in.) Bore and stroke, mm (In.) Currpression ratio Piston speed, m/sec. (ft /min.) Main bearings: quantity, type Rated rpm Max power at rated rpm, kW (HP) Cylinder head material Piston type and material Crankshaft material Valve (exhaust) material Govenore typo. make/model Frequency regulation, no -load to furl -load Frequency regulation, steady state Frequency Air c:eener type, all models Exhaust Exhaust System Ex1aust flow at rated kW. m /min. (cfm) Exrtaust temperature at rated kW, dry exhaust, °C (°F) Maximum allowable back pressure, kPa Iin. Hg? Fxrlatlst art :lei Gila AI angina txonkup mm (in Generator Kohle- 4•Pole, Rotating Field BrusNess Permarent- Magnet 12, Reconnectatle 4,110- '201220 -240 Solid State. Vcits/Hz NEMA MG1 Cass H 130•C, Stan1Cy 1, Sealed Flexitt'e Disc Fun :2% 100% of Rated Standby Current 100% of Rating (35% dip for voltages belcw) 460 (e0Hz). 350 (50H7) 510 (60Hz1, 370 (50Hz) — (60.12), -- (50Hz) 80 Hz 50 Hz General Motors Industrial Powortrn n, Vortec 8.1 L, 4-Cycle. Turbocharged V-8 8.1 (498; 108 x 111 (4.25 x 4.37) 9.1:1 8.66 (1311) 5.55 (1092; Alum. Load Si icor. Alloy 1800 1500 146 (195) 118 (156) Cast Iron Struttess Flat Top, Hypereutectic Cast Alum. Cast Nodular Undercut Rolled Fillet Int. -A193 Exh. Incono' Electronic, Woodward Is chrorous :05% Field - Convertible Dry 6011z 26 1 (923) 649 (1200) 10.2(30) 71 (2 8) 50 Hz 18.7 (660) MAR -29 -2002 10:05AM TEL)206 363 2781 MOBILE ELECTRICAL DIST 206 363 2781 Alternator Specifications • NEMA MG1 Application Data Engine Electrical IEEE and ANSI standards compliarce for temperature rise aid motor startirg • Sustained shot- circuit current of up to 300` of the rated current for up to 10 seconds. • Sustained short - circuit current ena3ling downstream c rcuit breakers to trip without collapsing tie geierator field. • Self - ventilated and dripproof construction. • Vacuum- rrpregrated wi with fungus - resistant epoxy varnish fo- dependab tity and long life. • Superior voltage waveform from a two- thirds pitch stator and skewed rotor. • Sol d- state. volts -per -hertz voltage regulator Wit t2% no - load to full - load regulat on. • Fast-Response trushiess alternator with brusrtless exciter for excellent load response Engine Electrical System Ignitior system Fuel System Fuel type Fuel supply line inlet Natural gasvLPG fuel supply pressure. kPa (In 1-20) Lubrication G4.8I 025R2G1 8,01 Lubricating System Typo Oil pan capac ty L (qt 0,I pan capac ty with fitter, L ;qt.) Oil filter: quantity. typo ID)CMA RST.S &D 60 Hz 50 Hz 1i1d.vidt.al Cali Near P ug lgnitron Battery onrrying alternator Ground (negative /positive) Negative Volts (DC) 12 Ampere rating 70 Starter motor rated vo tape (DC) 12 Battery recommended cold crenkirg amps (CCA) ety , rating for -18'C (04F) I. 63C Battery voltage (DC; Fuel 12 60 Hz 50 Hz L° Gas or Natural Gas 1 NPTF 1.74 - 74 17.3 - 11.C) 60 Hz 50 Hz Full Pressure 8 C (8.5) 6 5 (9 0) 1 Cartricge p.2 PAGE:002 R =97% Mar 29 02 10:10a MOBILE ELECTRICAL DIST Cooling (Standard Radiator) Cooling System Ambient temperature, °C ( °F)# Engine jacket water capacty. L (gal.) Radiator system capacity, including engine, L (gel.) Engine jacket water flow Lpm (gprr.) Heat rejected to cooling water at rated kW, dry exhaust, kW (Bt.ilmin.) Heat rejected to engine oil at rated kW, kW (Btu/min.) Water pump type Fan diameter. including blades. mm (in.) Fan, kWm (HP) Max. rest•ictton of cooling air, intake and discharge side of radiator, kPa (in. H20) 60 Hz 50 Hz 50 (122) 10,0 (2.6) 24.2 (6.4) 125 (33) 102 (27) 110 (8263) 72 (4100) 1.4 (81) 1.2 (68) CenUtfugel 599 (23.6) 6.7 (9.0) 3 7 (5.0; 0125 (C.5) # Weather housing and weather enctost ,re reduce ambient temperatur capability by 10•C (16'F). Remote Radiator System* 80 Hz 50 Hz Exhaust manifold type Dry Corwectlon sizes. Water Inlet. ID hose, nun (in.) .... 44.45 (1.75) Water outlet, ID hose, mm (tin.) ... 38.1311.50) Static head etorvable above engine, kPa (ft. H30) 4.32 (17.01 Contact your local distributer for cooing system options aria spedfications based on your specific requirements. City Water Cooling (CWC) System Exhaust manifold type System capacity, L Igo1.) City water consumption et 10•C (50 Lpm (gpm) Connection sizes: Water het, rim (in.) Water outlet, rrm (In.) .... .... . Operation Requirements Air Requirements Radiator- cooled codirg air, m (sdm)t Cooling air requited for generator set when equipped wth CWC or remote radiator, based on 14•C (25°F) rise and ambient temperature of 29 °C (95•F), m& /min. (ctm) Comoust on air, r7 (cum) Heat rejected to a nOient air: Eng kW ( Btu/min .. Generator, kW (Btu/min.) ... 7 Au density = 1.20 kg/m (0.075 Ibm/tt 60 Hz 50 Hz Cry 60 Hz 187(6500) Application Data 307 1108401 193 16820) 8.8 (312) 62 (220) MAR- 29 -2 002 10:06AM TEL)2 06 363 2781 50 Hz 72.0 (4100) 44.1 (2510) 13.7 (780) 9.8 (580) 100% 75% 5396 25% 0) G+ai I125RZGt *Ct 206 363 2781 Fuel Consumption# Natural Gas, m (cth) at 96 load 13C% 759 50% 23% 0'6 60 Hz 50 Hz Standby Rating 46 2(1632) 36. 39.6(1399) 30.6( 29.5(1043) 22.4 (790) 18.4 (651) 13.6 (481) 7.1 (252) 5.8 (205) Natural Gas, m (cfh) et % load Prime Rating 1 OC% 75% 505 25% 1P Gas, m (cth) at % toad 13C% 75% 5% 25% 0% LP Gas, m (ern) at % load ID)CMA RST.SbD Controllers 44.0(1557) 34.9(1231) 37.2(1314) 28.7(1015) 27.8 (960) 21.0 (742) 17 5 (619) 13.0 (460) 7.1 (252) 9.8 (2a5) Standby Rating 15 6 (551) 14.5 (513) 11.7 (412) 11.1 (393) 8.6 (303) 7.6 (270) 5.5 (194) 4.8 (171) 2.9 (102) 2.4 (84) Prima Rating 14 2 (503) 13.4 (473) 10 9 (384) 13 3 (362) 8 0 (284) 7.2 (254) 5,3 (186) 4.6 (184) 2.9 (102) 2.4 (84) :) Fuel consumption is based on '015 Btu'stnndaro cu. ft. natural gas Available Controllers Declslon- Maker' 560 Controller Aud ovisud annunciation with NFPA 110 Level 1 cepabifty Programmable microprocessor logic and digital display features. Generator safeguard circuit pratecbon. 12- or 244,ol: engire electrical system capability. Remote start, tomato annurciation, and remote comrrunicat on options Decision - Maker' 3 +, 18 -Light Controller Aud ovisual annunciation with N =PA 110 Level 1 capability. 1 42 15000) M croprccessor log c, AC maters, and engine gauge features 12- or 24 -volt engir.e elecrical system c ipablity. Remote start, prime power, and remote annum rttton options Decision - Maker' 1 Controller Sngle -light ennunaation and basic controls with NFPA capability Reiay logic features tnc udei with three controler options. stardarc. otandaro with engiro gauges, and expanded with AC motors and engine gauges. 12-wit engire electrical system capabiity orey. Remote or automatic start options Note: See the respactive :anyone' spec sheet 'a aduitiottal canto :Ie' features and accessories p. PAGE:O03 R =97: Mar 29 02 10:10a MOBILE ELECTRICAL DIST KOHLER CO., Kohler, Wisconsin 53044 U.SA. Phone 920- 565 -3381, Web site www.kohlergererabrs.com Fax 920- 459 -1646 (U.S.A. Sales), Fax 920- 459.1614 (International) For the nearest sales and service outlet in U S A and Canada Pnone 1-800- 544 -2444 Standard Features Additional Standard Features • Atemator Protection (standard with Decision - Maker" 550) • Battery Rack and Ca51es • E ectronic. Isochronaus Governor • Integral Vioration Isolaton • 01 Drain Extension • Ooeration and Installation Literature • Pilot - Excited, Permanent-Magnet Generator (PMG) Accessories Enclosed unit (3 Wea Housing includes critical silencer, mounting, tailpipe. and sk d end caps) • Sound Enclosure Open Unit ❑ Exhaust Silencer, Crit.c& tkits: PA.324292, PA324470) ] Flexible Exhaust Connector, Vninless Stew Cooling System ❑ Block Heater ❑ City Water Cooing Q Radiator Duct Flange ❑ Remote Radiator Cooing Fuel System Q Flexible Fuel lines (] Gas Strainer ❑ LP Gas Uquid Withdrawal ❑ Manual Valve Q Secondary Gas Solenoid Valve Electrical System ❑ Battery O Battery Cnargor, Equalize /Float Typo Q Battery Heater Engine and Generator Q Air Cleaner Restrictor Indicator V Bus Bar Kits ❑ CSA Certification Q Generator Strip Heater Q Una Circuit Breaker (NEMAI enclosure) ❑ Line Circuit Breaker with Stunt Trip (NEMA1 enclosure) Q Optional Generators U Rated Power Factor Test.ng O Rodent Guards Q Safeguard Breaker (not available with Decision - Maker' 550) Q Voltage Regulation, 1% Q Voltage Regulator Sensing, Three -Phase Literature and Maintenance U General Maintenance Uterature Kit Q Maintenance Kit (incluaes standard air, oil, and fuel fi.tes; LI NFPA 110 Uterature U Overhaul Uterature Kit O Productior Uterature Kit MAR -29 -2002 10:06AM TEL)206 363 2781 and Accessories Controller (Decision - Maker` 550 and Decision-Maker "3+) :i Common Failure Relay Kit • Ccmnunication ProdLcts and PC Software Decisior-Maier' 530 controller orly; ] Ct.stomerConroctionK ] Dry Contact Kit (Isolated alarm) 0 Engine Prealarm Sender Kit 0 Loca' Emergency Stop Kit O Prime Power Switch (Decision - Maker' 550 controller only) 3 Remote Annunciator Pane 0 Remote Audiovist,al Alarm Panel Q Remote Emergency Stop Kit Q Remote Mounting CsUles Q Run Relay Kit Miscellaneous Accessories U U U U U U U U ❑ U U 0 U Weights and Dimensions Overall Size, L x W x H. mm ;in.). Wide Skid 2400 x 1C40 x 1484 (94.5 x 40.9 x 58.4) Narrow Skid 2400 x 865 x 1483 (94.5 x 34.1 x 53.4) Weight (radiator mouel), wet, kg (lb.). 1134 (250C) Ga•8{ 02sRZG 1401 T H l 1 L MATE. Ths cravin3 If pros for rnkr•nce any and swuid PG DO woo for pony As:denon. Core= •.riocal3wi:u:cr Id( more darned nkrrtntian DISTRIBUTED BY: 2 2)01 b/ K0r1 er Ca !:+ ny+cs ( waned ID)CMA RST.S &D 206 363 2781 p.4 Koller Power Sys :ems Asia Pacific Headquarters 7 Jurong Pier Road Singapore 619159 Phone (65)264.6422, Fax (65)264.6455 PAGE:004 R =97: Material 7 Material thickness - Aluminum alloy 1.5 mm (0.06 in.) Quantity of doors 4 Type of doors I Hinged/removable Latches ( Lockable _ Silencer , tnautated/critical Genf/rater ator Set temperature and altitude derete with an enclosure and enclosed silencer" See the generator eat specification sheet Enclosure radiator rat.ng with 50 generator sat radiator 4 (105'0 ,11/30/2001 15:16 " Add 10'C (18'F) to the embtent temperature or trio e0 /100 kW models when ceieuledng the generator eel rating derste. Sound Shield Enclosure Data Models 3ORZG 35RZG 45RZG 50RZG 6ORZG 8ORZG 100RZG t Estimated values NOV -30 -2001 02:18PM 3606528055 Sound Data for Generator Sets Operating Inside a Sound Shield Measurement Positions and Dlstsnoes for Data Microphone Positions: Microphone Distance: Microphone Height: Data Measured In: Note! Measurements taken with the generator set operating at full kind. Weather and Sound Shield Enclosure Data (l -e) as shown 7 m (23 ft.) (from center of enclosure) 1m(3.29tt) d6(A), sound pressure (Re; 20y,Pa) Sound Data in dB(A) Microphone Positions Hz I 1 i 2 3 ' 4 5 60fi 70 sot j 6a 60 i 70 50 1 68 60 71 j 7t 50 69 699 60 ! 71 71 50 I 69 ; 99 60 72 72 50 70 69 63 74 75 72 � 53 7 72 .. 60 74 1 75 50 72 I 72 TEL )3606526055 71 6s 71 69 7 Mater Radtue Gd.52 501 DYNA TECH Ratings and Performance For generator set ratings and pertomlancs•, refer o the respective generator set's specification shoot. Enclosure and Generator Set Touting Kohler Co. prototype tests the generator i;et ins enclosure for performance. z Radiator i • End • 1 OM OEM II■■ IMO 72 ! 72 70 70 7) 88 70 69 I 69 —1 61 73 72 70 ' 70 71 1 ¢9 66 70 69 69 1 61 18 73 72 70 70 i 7: I 119 69 i 70 69 71 €f i f }8 74 72 71 71 7: 10 d9 70 68 I 71 i 70 1 9 74 I 73 72 71 ! 7' 69 71 j 89 ! 71 ► i ti 79 76 74 75 1 i 4 ; I4 72 72 71 73 72 79 76 74 75 i .1 74 72 ( 72 i 72 73 . _ I 72 ID)CrA RST.S &D ® toner ' En t ■-••• . / � , 1 > 1 /9 PAGE 06 P.7 or the PAGE:006 R =100' 11/30/2001 15:16 36e6528055 NOV-30-2001 02:16PM TEL )3606528055 8 a DYNA TECH 13P6 010 1 1 OPEW1C PANEL wa■•■■••••■■•••• s.b 161A . • .f•■., ; PAGE 05 p. I ID)CMA RST.S2.0 PAGE:005 R=100% 2 a . 11/30/2001 15:16 3606528055 KOI'LERPOWER SYSTEMS 29001 Weather Enclosure • Sound Shield Enclosure NOV -30 -2001 02:19PM TEL)3606528055 bauF••.w,� +.. .t ca52 ao� DYNA TECH PAGE 07 p. GENERATOR ACCESS ' IES Shield fink! • •= ures Applicable to the followlnci: 30-- 1OORZG Kohlere enclosures protect statior ury and oblle generator sets from the elements, snirnal i trusion, and unwanted entry. Weather Enclosure Standard Fe: ures • Enclosed insulated critical eile leer tailpipe and rain cap • Skid - mounted, fully aluminum construe On • Hinged and removable alumin. n^ door • Fade -, scratch -, anc corrosior - resistan Kohler's cream beige and black finish • Lockable, Hush - mounted door etches • Louvers and baffles for air ink' that pr ant rain end snow entry • Pitched enclosure roof to pre$ wate accumulation Sound Shield Enclosure :i:tanda Features • Includes all of the weather erclosure f atures • Vertical outlet hoods with 90= angles u redirect air and reduce noise • UL94 HFI- listed acoustic ins.lation f. 11 resistant standards ID)CMA RST.S &D Weather end ' ound PAGE:007 R =100: By Date Permit No. 1: FILE COPY I understand that the Plan Check approvals are subject to error a�d-omissons and approval of «s � 9s, plans does not.au) hire the viola'L.on �i j �a 24, adopted code or ordinance. P 4, 0 P tractor's copy J f approved pl;;r d` , chledged. 0 :t e a O; zW 0 = ei VISI0 Doi- iO NO , z �w v UO� �w ou. wo 1.4 J N z� w :ITY OF TUKWILA 2 C E) w f i I:if■AIT CENTER V O W� F� O Z \ \ \ 01/09/2002 12:36 4258829067 Przoedoz goeflotearege, 7, e. Consulting Engineers Checked by P.O. Box 2168 • Woodinville. WA 98072 (425) IL 867-1597 / 97 - J � o n - A. ! 1 0424 ...A 7[l Cis,,v0 / t' i it 1, A.- Job Name G%E 1'1 40 b6`44)xis "DP l tofer, Goa 64-etie f-oo'nnh JAN - 09 -2002 12:35PM E )St/ 66$V eao c► W m ( Wilt& Fv iv LC PRY f r9 ADD ›2r60 (.ja e >a 5�r, Tit/ I Bo,w tv/ "sups EPo?q. 1 f s/ Nrw 8"2" corvc,, S Seee(tiL.- 1W-4 ZCQuuRC» Pu' it0c:) rg- 4')4' s7, 36 t.."D 1, Made by Description EL.Ti Ort d o re ; th) v / emoo/c..rwLe S / (O F l ( / 9 S /,vo, z, Ipj'Z-i„ /N sk"- t'?ZAt 'L-o&J V N 7'3 i Fv rvg2- 57xJ v wain, 17L -(._ Ire, Ifi f LRZ — N CITY OF TRAIL* 1 fPP !En If; TEL )4258839067 JAN 11" "r PREMIER ENGINEERING 0 [S 4 - ID)CMA RST.S2.D Date Date SobNo. PAGE 02 13A Sheet No_C �� t p, Li 1. Z3 IA) 0,16•/f 2.19x/ I . L. 17." A 4 b • -4 • 0 ) 0 O 3' o " 3, = /'�" RECEIVED CITY OF TUKWILA JAN 9 26",;? PERMIT CENTER .i ? />r /Z"1r Z- 1 s/. wAtt PAGE: ©02 R =100 %: P esue . ENfisiee141g 94G• Consulting Engineers P.O. Box 2168 • Woodinville, WA 98072 (425) 867 -1 597 Made bJ . Datc, / O y/ Job `io. `3 g �1 oL. Checked by Date Sheet \o. Description Job Name G t c ce1T Cr-4/ /hi in ' TV 4/1 i_r. 01/09/2002 12:36 4258839067 PREMIER ENGINEErR,ING C C.k-. L.0 c9n N.0 Th weht.. . OP t vt,&i /off C oV /r fl Qom t..-Direv t..-Dire' JN wo P . % /5" PSF Lc. %Z f nr»t Teats t er.4 !!f'p .0' O � •w•,, s yo �'� i!7�5F .1 2 Y a Pu.. M % yo Z9v- y 0 4.1 I f I I y am Pwc, ,, / OM» wi4t, Is t etv t r> W I n,+ 16Q.0 b iter 71 61.ti L VIbpi ' wkti.t. TVA bar7Y-r to I_ air, L. P- a r = Z y 6t Fr V) 7 /Ar'. 1A)l.4. IZ40 = rf aao "/6.66 Pr ' 62' too wnu,: 1 t ' x 55 = $8p'.u4/ -' 7; c.✓. F1-. . 5' trot,, V)/ /s Gv L = 5 t Z 4 4 1 1 4 1 /,4) ro rm - Lf b Z t Soo - 9 6 2 14 6 4 r JAN -09 -2002 12:36PM TEL OFrY OF TIIKViiLA APPROVED JAN i 1 A5 J ^ ,� ID)CMA RST.SBD / op PAGE 03 CITY OF RECEIVED JAN 9 '2C,2 PERMIT CENTER PAGE:003 R =100: 01/09/2002 12:36 42E8829067 rPce eeten 6 y - ow:eitg Tics. Consulting Engineers P.O. Box 2168 • Woodinville. WA 98072 (42.5) 867 -1597 Job Name /10,40 GtM rn'sv clam /`t'O - It-G✓l t.J9 r 4)F1Cs ° gt JAN - -2 002 12 :37PM 5 T5 2 .1 ) tit /tit/ t DA, C-rn 1 t✓Ru. L 4f J, Z 3 G✓ rb, yk /, 23 k /6)IL 0, /X D, 7 7 if7/ E7) r, L4 0, 7 7 '`/ - r AA, 3, 3 7'k // Wt7tL Z o /r-r P rz- 5o/ 4 eyr &' - . Pi.4 y AK SO /L.. b 2 /V 41 ✓ w'. Loe.72s /fiPfLI , ' - 4 / / ' e FA f o 7 of /J I-0,0n„/G7 �otL S.r6rn wfi L PfW' 1 , 4. v % /, 7'lc o I V& to v % 0,33 /, 7 */& o .766 - &r4t`f "3- , !ms izzo - 0,5 x /v D. oy , . , /P; 5 3.' Ps 19, o3.3>e yX/i% D, /6 /,-3- ti$6 is tie 0 is 0 1A4 / /hill9ef t)1# ; yb $ << (A 0/ (- / .7oQ i.krrt L.L. r.) / P (-4 1/J p0.4 s i ve. -- & 3 (3 350 Pa) = / 5 75 (5 / S c o Gila /5. O,¼. T &Po1 ,1t' i I of Po,/ IPJ Made by Checked by Description PREMIER ENGINEERING Psi ai t"i7 6t: i,a w f /,,,z .7 5 -7 D 1 HeriE 7 35fl ca /17. IF ; /4op -/ t r.— e-.- v ' o . t/ 35DLa /6- . Iy JAN -92( TEL)4258'339067 I1) 1 901 0 Avi ID)CMA RST.S &D Date / /G+ / IJohNo. 013 Date i Sheet No. �7 .S r,10 CON fzo 7N�" .7 L V 6%0 l /di Tt/ / 5 - /.19k- PAGE 0 > /2') 1 t / .7_ CITY RECEIVED PERMIT CENTER PAGE:004 R =100% 01/09/2002 12:36 42E8839067 Column( 94 UBC (91 NDS) 1 StruCalc 4.06 By: Timothy J. File, Premier Engineering, Inc. on: 01-09-2002 Protect: 0138 - Location: Temporary Shoring Summary: 3.50 x 3.50 x 5.0 FT I #2 - DOUGLAS FIR -LARCH (NORTH) - Dry Use Section Adequate By: 74.8% Base Reactions: Live: RL= 1700 LB Dead: RD= 1717 LB Total: RT= 3417 LB Axial Loads: Live Loads: PL= 1700 LB Dead Loads: PD= 1700 LB Total Loads: PT= 3400 LB Column Data: Length: L= 5.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length (X Axis): Lx= 5.0 FT Maximum Unbraced Length (Y Axis): Ly= 5.0 FT Eccentricity (X Axis): ex= 0.00 IN Eccentricity (Y Axis): ey= 0.00 IN Column Design Stresses: Compressive Stress: Fc= 1350 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X Axis): Fbx= 825 PSI Bending Stress (Y Axis): Fby= 825 PSI Adjusted Properties: Fbe: Fbx= 1238 PSI Adjustment Factors: Cd=1.00 Cf=1.50 Fby': Fby's 1238 PSI Adjustment Factors: Cd=1.00 C1=1.50 FC(parallei): Fc'_pari= 1100 PSI Adjustment Factors: Cd=1.00 Cf=1.15 Cp =0.71 Controlling Direction: (Y Axis) Compressive Stress: fc= 278 PSI Allowable Compressive Stress: Fc'= 1100 PSI Column Properties: Column Section (X Axis): dx= 3.50 IN Column Section (Y Axis): dy= 3.50 IN Area: As 12.25 1N2 Section Modulus (X Axis): Sx= 7.1 IN3 Section Modulus (Y Axis): Sy= 7.1 IN3 Length Depth Ratio: Lex/dx= 17.1 Ley /dy= 17.1 Column Bending Calculations: Combined Stress Factor: CSF= 0.25 JAN -09 -2002 12:37Pr1 TEL)4258839067 PREMIER ENGINEERING PAGE 05 ID)CMA RST.S &D CITYOF�TU fir r PERMIT CENTER co OF WO APKO ED JAN 1 1 ^.,�ri JAN - 4 Li) PAGE:005 R =100% 12"0 ADS PIPE INLET PLAN VIEW CDS MODEL PMSU20_15, 0.7 CFS CAPACITY NOTE: CDS UNIT COMES COMPLETE WITH FIBERGLASS INLET/DIVERSION STRUCTURE AND OIL BAFFLE AND SCREEN CYLINDER PRE-INSTALLED. 60" I.D. CONC. MH RISER, 6" THICK (TYP.) 24"0 MH COVER FIBERGLASS INLET AND FRAME AND CYLINDER REVISION Nab_ Doim- PROJECT NAME CITY, STATE 24"0 MH COVER AND FRAME PIPE AND MH RISER \__12" 0 ADS PIPE OUTLET RECEIVED CITY OF TUKINIIA JAN 0 / 2 PERMIT CENTER DATE 11/24/01 DRAWN W. STEIN APPROV. W. STEIN SCALE SHEET SECTION CUT CDS MODEL PMSU20__15, 0.7 CFS CAPACITY NOTE: COS UNIT COMES COMPLETE WITH FIBERGLASS INLET /DIVERSION STRUCTURE AND OIL BAFFLE AND SCREEN CYLINDER PRE - INSTALLED. 5" WIDE FLANGE ON INLET SIDES & BOTTOM ATTACH SIDE AND BOTTOM FLANGES TO WALL OF MH RISER USING ANCHOR BOLTS (6 MIN), SUPPLIED BY CDS. 12 "0 ADS INLET PIPE TECHNOLOGIES 25 "0 SEPARATION SCREEN 3 . CENTER OF SCREEN, 21"0 SUMP OPENING ATTACH SCREEN TO SLAB USING 4 ANCHOR BOLTS, SUPPLIED BY CDS. PLACE SEPARATION SLAB TO ACQUIRE PROPER ORIENTATION OF 21 SUMP OPENING. PROJECT NAME CITY, STATE ACCESS RISER, 5 ' -0" I.D. OIL BAFFLE CENTER OF MH RISER SECTIONS DRAWN W. STEIN APPROV. W. STEIN ROTO- HAMMER OR SAW CUT OPENINGS FOR PIPE INLET AND OUTLET 11/24/01 PIPE AND H RISER 12 "0 ADS OUTLET PIPE . 11•.a r.w.> wei".4env :e I SUMP BOTTOM wv EL.k SEPARATION SCREEN IF IN- 4.744444 I1IV LL) l Sri ��t�c 4 E - LSVaTioIS5 C s�. Ft_ecil .) AN" TECHNOLOGIES P T NT ELEVATION VIEW CDS MODEL PMSU20_15, 0.7 CFS CAPACITY C RISER SECTIONS 24 "0 H COVER (� SEPARATION AND SECTION GROUT OR USE GRADE SYSTEMS AVAILABLE I RINGS TO MATCH FINISH ELEVATION AS REQUIRED 5 -7 "Cs.5S 12"� ADS PIPE INLET 51-1.0" (S.bS' DEPTH BELOW PIPE INVERT (TYPICAL) 24" TYP. • A NOTE: CDS UNIT COMES COMPLETE WITH FIBERGLASS INLET /DIVERSION STRUCTURE AND OIL BAFFLE AND SCREEN CYLINDER PRE - INSTALLED. PROJECT NAME CITY, STATE 6' -0" 12.00" TYP. DATE • • DRAWN W. STEIN APPROV. W STEIN INTERNAL SEPARATION SLAB SECTION CUT (SEE SHEET 2) 12 "0 ADS N -12 STATIC OUTLET PIPE WATER LEVEL SHIPPING MATERIAL: 2 —SUB F &C 2 -4 "GRADE RINGS 2 -6 "GRADE RINGS 1 -60" FT LID W/ 2 -25" OPENINGS 1 -60" x 6' SECT W/ SEPARATION SLAB 1 -60" X 2' BASE 11/24/01 scALE SHEET 3 z'33et,e. NOTE: CDS UNIT COMES COMPLETE WITH FIBERGLASS INLET /DIVERSION STRUCTURE AND OIL BAFFLE AND SCREEN CYLINDER PRE — INSTALLED. PAT 11 GA. STAINLESS STEEL SEPARATION PLATE PLAN VIEW SCALE: 1"=2' (PROVIDED WITH UNIT) VARIES INLET PIPE 5' -1 " EPTH BELOW PIPE INVERT (TYPICAL) 6' -0" GENERAL INSTALLATION NOTES & DETAILS PMSU20_15 CDS SEPARATION CHAMBER MH RISER " DATE DRAWN N 11/22/01 W. STEIN APPROV W. STEIN OIL BAFFLE OUTLET PIPE INTERNAL SEPARATION SLAB SUMP CONSTRUCTION NOTES: 1. APPLY RUBBER GASKET OR BUTYL MASTIC AS PROVIDED BY PRECASTOR TO SEAL RISER JOINTS. APPLY LOAD TO MH SECTIONS TO COMPRESS BUTYL MASTIC SEALANT IF NECESSARY. UNIT MUST BE WATER TIGHT. HOLDING WATER UP TO FLOWLINE INVERT (MINIMUM). 2. USE GRADE RINGS. BLOCKS AND /OR GROUT TO MATCH GRADE. SEAL AS REQUIRED. 3. GROUT PIPE CONNECTIONS TO SEAL JOINT. GENERAL NOTES: 1. CDS UNIT COMES COMPLETE WITH FIBERGLASS INLET /DIVERSION STRUCTURE AND OIL BAFFLE AND SCREEN CYUNDER PRE — INSTALLED. 2. INSTALL CDS UNIT PER CDS INSTALLATION SPECIFICATIONS. 3. INTERNAL COMPONENTS MAY BE INSTALLED IN THE FIELD TO FACILITATE IMMEDIATE DELIVERY AND INSTALLATION OF PRECAST STRUCTURE. CONTACT CDS FOR DETIALS AND COORDINATION OF THIS CONSTRUCTION OPTION. SCALE N.T.S. SHEET NOTE: Construction notes 112 — #7 ore performed by the precoster and the unit is shipped to the job site as a complete unit, given the schedule allows. The installation of the CDS components is performed at no additional charge to the contractor. If project schedule requires the concrete to be installed in less than 2 -3 weeks from receipt of PO, CDS components will be delivered to job site and installed by contractor. u:'.;. s.� ?„ 't :'..:lit 11 GA. STAINLESS STEEL SEPARATION PLATE 24 "0 15 "0 PLAN VIEW SCALE: 1 "sz2' (PROVIDED WITH UNIT) CONSTRUCTION NOTES: 5' -1" DEPTH BELOW PIPE INVERT (TYPICAL) t GENERAL INSTALLATION NOTES & DETAILS PMSU2O_ 15 c COS SEPARATION CHAMBER --r� MH RISER INTERNAL SEPARATION SLAB 1, APPLY BUTYL MASTIC TO SEAL RISER JOINTS. APPLY LOAD TO MH SECTIONS TO COMPRESS BUTYL MASTIC SEALANT IF NECESSARY. UNIT MUST BE WATER TIGHT, HOLDING WATER UP TO FLOWLINE INVERT (MINIMUM). 2. SET ENTIRE SEPARATION CHAMBER AND VERIFY TOP ELEVATION OF THE SEPARATION SLAB BEFORE PLACING MORE PRECAST COMPONENTS OR BACKFILLING. ENSURE 24" FROM TOP OF SEPARATION SLAB TO PIPE INVERT. 3. INLET AND OUTLET BLOCKOUTS / CORINGS PROVIDED PER MANUFACTURING DRAWINGS. ROTO— HAMMER OR SAW —CU OPENINGS FOR PIPE INLET AND OUTLET AS NECESSARY; GROUT PIPE CONNECTIONS TO SEAL JOINT. 4. SET BOTTOM OF OIL BAFFLE 14" ABOVE SEPARATION SLAB FLOOR. 5. DRILL AND INSERT A MINIMUM OF TEN (10) " x 3 " SS EXPANSION BOLTS C 12" O.C.. EQUALLY SPACED TO SECURE FIBERGLASS OIL BAFFLE FLANGE TO RISER WALL — (HARDWARE SUPPLIED BY CDS TECHNOLOGIES). 6. FASTEN FIBERGLASS CYLINDER INLET TO SCREEN ASSEMBLY USING FOUR (4) SETS OF i" x 1" SS HEX HEAD BOLT WI NUT & WASHER. EQUALLY SPACED — (HARDWARE SUPPLIED BY CDS TECHNOLOGIES). "GREEN" COLORED FLANGE FACES OF SCREEN CYLINDER FACES UP FOR RIGHT HANDED INSTALLATIONS. "RED" COLORED FLANGE FACES UP FOR LEFT HANDED INSTALLATIONS. 7. SET SCREEN AND INLET ASSEMBLE OVER THE CENTER OF THE SUMP ACCESS HOLE. ALIGN FIBERGLASS INLET WITH INLET PIPE AS CLOSE AS POSSIBLE. DRILL AND INSERT FOUR (4) " x 3 " SS EXPANSION BOLTS TO FASTEN SCREEN ASSEMBLY TO SEPARATION SLAB — (HARDWARE SUPPLIED BY CDS TECHNOLOGIES). 8. DRILL AND INSERT A MINIMUM OF SIX (6) ! " x 3 i" SS EXPANSION BOLTS EQUALLY SPACED TO SECURE FIBERGLASS INLET FLANGE TO RISER WALL — (HARDWARE SUPPLIED BY CDS TECHNOLOGIES). 9. BLOCK AND GROUT SEAL TO MATCH GRADE AS REQUIRED. CDS Storm Water Treatment PArfnrmanr.P RAV,Pw Based on the project information provided to date, CDS Technologies is recommending the installation of a single model PMSU20_15 storm water treatment unit. This PMSU20_15 unit has a 0.7 cubic feet per second (cfs) minimum treatment capacity and is perfectly suited to treat the storm water from the new Grand Central Casino and parking lot development in Tukwila, WA. The water quality storm event (First Flush) will be processed through the CDS unit prior to the storm water discharging from the casino development. SUMMARY OVERVIEW The following is an overview of the CDS Technologies' Continuous Deflective Separation (CDS non - blocking screening process. This information will enable the you and the City of Newark to evaluate CDS' storm water treatment effectiveness on an objective basis using third party field performance evaluations and laboratory test results of this innovative Best Management Practices (BMP) Structural Storm Water Quality Control Measure. In compliance with the objectives of Phase II Storm Water Quality Regulations, CDS Technologies provides a Best Available Technology un- matched in its effectiveness and simplicity. The CDS technology features a patented non - blocking; indirect screening technique developed in Australia in 1992 to remove gross pollutants from storm water runoff. Through research and field application, the technology is now refined to successfully capture trash and debris, sediments and floatables under very high flow rate conditions. CDS units have become a Best Management Practice in Australia with over 300 installations including multiple installations at the year 2000 Olympic Games site and Sydney Harbor. The technology was introduced in the United States in 1996 and has gained rapid acceptance. As of July 2001 over 360 units have been or are scheduled for installation in the United States and Canada. Continuous Deflective Separation (CDS ® ) is an innovative technology that separates solids from liquids and is an accepted best management practice (BMP) well suited to treat a large range of storm water flows and conditions. It uses a fine screen that does not block because the screening is carried out by a small secondary hydraulic force (indirect filtration), while the primary hydraulic force is employed to wash the screen on a continuous basis. The solids that are separated are contained within the sump and/or separation chamber of the processor and will not be washed out by peak flows that the drainage system may experience. Figure 1, provides an illustration of a typical CDS unit installation treating storm water runoff prior to discharge to receiving water. A unique advantage of the CDS Technology is the ability to treat a wide range of flows - from .06 to 300 cubic feet per second (cfs) which allows fewer strategically located facilities, reducing overall life cycle costs incurred to treat storm water. In addition to reducing the capital and maintenance costs this innovative equipment requires a very A.... n I% 4 TREATMENT OF STORM WATER RUNOFF SEWAGE AND COMBINED SEWER OVERFLOWS Structural Pollution Control Measures r i s A CDS Storm Water Treatment PPrfnrmanra RAVipw Catchment Sump With Cleanout Basket A .... 'IAA Separation Screen MAJOR STORM WATER POLLUTION CONTROL APPLICATIONS • Storm water treatment to remove: ➢ Suspended Solids ➢ Coarse and medium sediments and some fine sediments ➢ Trash, debris, vegetation • Capture oil & grease using oil baffle • Apply oil sorbents to increase oil and grease removal efficiency „.• )S reaviotowEs small amount of real estate, saving this valuable resource for other uses. Pre -cast units are available in a variety of model sizes to treat flows up to 64 cfs. Pre - manufactured fiberglass units are available to treat flows of 0.6 —3 cfs. These smaller units are ideal for treating runoff from parking lots and vehicle maintenance yards. An oil baffle within the CDS unit provides for the control of oil and grease. The effectiveness of all CDS units is greatly increased with the addition of sorbents. The combination of a conventional oil baffle and particulate sorbents is a unique feature of CDS storm water treatment units. Figure 1 Schematic of a CDS Unit CDS Technologies offers solid separation units to treat storm water runoff as well as the runoff from vehicle parking and other areas subject to the buildup of oil, grease, sediment, trash and debris. CDS units can also treat the effluent from wash racks as a pretreatment for oil/water separators. The following list touches the variety applications to which this new solid separation technology can be applied. CDS Storm Water Treatment Parfnrmanr.P RP.vipw • Storm water treatment to remove: ➢ Trash, debris, vegetation, coarse and medium sediments and some fine sediments • Capture oil & grease using sorbents within the separation chamber FIELD PERFORMANCE EVALUATIONS AND LABORATORY REPORTS Gross Pollutants The Cooperative Research Centre (CRC) for Catchment Hydrology, Monash University, Melbourne, Australia has completed an extensive 18 -month field study and documented their findings in three (3) separate reports. This field study focused on determining transportation of pollutants in storm water and the trapping efficiency of various storm water treatment systems under real service conditions. The results of the evaluated storm water treatment systems were compared in detail. The results achieved by the CDS technology, in these field evaluations are very positive. For example, on p. 63 of the FROM ROADS TO RIVERS, GROSS POLLUTANT REMOVAL FROM URBAN WATERWAYS, the CDS ® unit was described as 99% efficient over a 12 —month period. The focus of these reports looked at the means to effect the removal of gross pollutants from storm water flows. Total Suspended Solids & Phosphorus The CRC report entitled "REMOVAL OF SUSPENDED SOLIDS AND ASSOCIATED POLLUTANTS BY A CDS GROSS POLLUTANT TRAP" describes an extensive independent monitoring program performed by the CRC, of a CDS unit installed at Coburg, an inner suburb of Melbourne, Australia. This field evaluation included monitoring performance of the CDS unit for removal of total suspended solids (TSS), total phosphorus and total nitrogen. This report provides additional information regarding nutrients and fine sediments transportation in storm water and the ability of CDS units to effect their removal. In the case of TSS, the CDS unit effectively reduced concentration levels below 75mg /L in effluent from the CDS with a mean removal efficiency of approximately 70 %. Particulate phosphorus removal was measured at 30 %. Brevard County, Florida completed an 18 month study entitled "THE USE OF A CDS UNIT FOR SEDIMENT CONTROL IN BREVARD COUNTY" that included detailed monitoring and analysis of 5 storm events. The CDS unit designed for 9 cfs using a 4700 micron screen achieved effective removals of 52% TSS and 31% phosphorus. This is noteworthy in that the CDS was placed downstream of a "grassy swale ". Fortunately for our evaluation purposes, the grassy swale didn't work very well. If you would like to see these reports, CDS Technologies' can provide copies of any or all six. The report titles are: 1. FROM ROADS TO RIVERS — GROSS POLLUTANT REMOVAL FORM URBAN WATERWAYS 2. STORMWATER GROSS POLLUTANTS, INDUSTRY REPORT Particle Size (µm) Sand Removal Efficiencies ( %) 125 gpm (8 I/s) 270 gpm (17 Us) >600 100 100 600 -425 100 98 425 -300 96 80 300 -150 76 42 150 -75 42 12 CDS Storm Water Treatment PPrfnrmannA RaviI1+v A.... )nnl :C 3. A DECISION - SUPPORT - SYSTEM FOR DETERMINING EFFECTIVE TRAPPING STRATEGIES FOR GROSS POLLUTANTS 4. REMOVAL OF SUSPENDED SOLIDS AND ASSOCIATED POLLUTANTS BY A CDS GROSS POLLUTANT TRAP 5. MANAGEING URBAN STORMWATER USING CONSTRUCTED WETLANDS 6. THE USE OF A CDS UNIT FOR SEDIMENT CONTROL IN BREVARD COUNTY For more information on the CRC for Catchment Hydrology visit their website: www.catchment.crc.orq.au. The full Brevard County report is available on: www.stormwater- resources.com /. You can also visit our website, www.cdstech.com, to obtain more information on the above mentioned reports. Sediments Professor Scott Wells, Department of Civil Engineering, Portland State University, recently carried out medium /fine sediment removal efficiency evaluations. Professor Wells has finished conducting an evaluation of the capability of CDS ® ' continuous deflective separation technology to remove medium /fine sediments. Professor Wells presented his work in a paper entitled "Storm Particle Removal Using A Cross -Flow Filtration and Sedimentation Device" during the American Filtration and Separations Society (AFS) National Conference in Boston, MA in 1999. This paper is readily available for your review. This paper quantifies CDS' medium /fine particle separation efficiency for CDS units equipped with the standard 2400 micron screen. Table 1 Particle Removal Efficiencies Measured At Portland State University (2ft unit), 2400 micron screen Professor Wells' "Stormwater Particle Removal Using A Cross -Flow Filtration and Sedimentation Device" is readily available. The paper based on laboratory evaluations by Dr. Tony Wong, Monash University, Australia, is also readily available. Dr. Wong was the first to evaluate and verify CDS's exceptional efficiency at removing gross pollutants and coarse sediment. This paper is a compilation of extensive work by the University of Monash. Dr. Wong presented the paper at the 1997 Water Environment Federation 70th Annual Conference and Exposition (WEFTEC '97) in Chicago. Dr. Wong's evaluations determined that CDS's non- blocking, A Particle Size as percentage of screen opening (%) Sc Removal Efficiency Standard Screen Opening 4700 Micron (0.185- inches) Microns Inches 100 100% - 4700 0.185 50 95% 2350 0.093 33 90% 1551 0.061 20 50% 940 0.037 Aug 2001 CDS Storm Water Treatment PPrfnrmanrul RPViAw indirect screening process captured 100% of the floatables and removed 100% of all particles equal to or greater than the screen opening. The sand particles used in this evaluation had specific gravities (SG) of approximately 2.65. Table 2, on the following page, lists the coarse sediment removal efficiency as determined by Dr. Wong for a CDS unit equipped with a 4700 pm screen. Table 2 Particle Removal Efficiencies Measured At Monash University (2ft unit), 4700 micron screen *Particle SG = 2.65 oil & Grease Removal The placement of one strategically located CDS unit is cost effective and can efficiently treat the storm water runoff from small or large vehicle parking lots or traffic laden areas, rather than treating the runoff at multiple points in the storm drainage system. Laboratory tests performed by Professor Michael Stenstrom at the University of California Los Angeles in 1998 have shown that the unit was capable of capturing up to 70% of the free oil and grease from storm water. This removal efficiency can be increased with the addition of sorbent material within the separation chamber. Oil sorbents enables the CDS unit to capture more than 80% of the free oil and grease transported within the storm water. Professor Stenstrom's paper is also readily available. This 80% removal efficiency is achieved at 1/2 the unit's treatment design flow. Removing 80% of the free oil and grease should be readily achieved, given that oil and grease are generally mobilized during the first part of storm events when the unit is certainly operating at less than its design capacity. Once in contact with the sorbent media, the oil and grease cannot escape the CDS unit. A four page CDS "Storm Water Oil & Grease Control ", information fact paper can be provided upon request. This paper covers the transportation of oil and grease in storm water and the effective means by which sorbents are added to the CDS to permanently capture the low concentrations of oil and grease from storm water. Because the oil and grease in storm water are pollutants of concern, it should be understood how oil and grease are transported in storm water and wash rack effluent if their effective removal is to be achieved. Oil and grease are transported in storm water and wash rack effluent in four different ways: 5 CDS Storm Water Treatment PPrfnrmanna RPViaw Aua 2001 1. Attached to trash and debris such as Styrofoam and leaves 2. Attached to coarse and fine sediments 3. Free or floating oil and grease 4. Suspended and emulsified within the storm water flow The CDS unit is effective at removing oil transported by the first three methods. As stated earlier, a CDS unit is quite effective at removing solids and the addition of sorbent material within the separation chamber enables the unit to effectively capture 80% of the free oil and grease. Researchers studying the quality of storm water runoff have advised that 50 to 80% of the total oil and grease within storm water are attached to sediments. OIL/WATER SEPARATOR EFFICIENCIES Though the initial application of CDS units was intended for use as a gross pollutant trap, the continuous deflective separation is proving to be effective in a variety of storm water, wastewater, and industrial applications calling for the efficient separation of solids from liquids. A CDS unit makes an ideal pretreatment for oil /water separators, preventing the concentration of solids within the storm water runoff or effluent from wash racks from overwhelming and clogging conventional oil/water separators. CDS Technologies is presently working with a number of cities to enhance the effectiveness of installed oil/water separators. It appears to be quite common for installed oil/water separators, consisting of coalescing plate modules, or corrugated plate packs to become in- effective, because of the significant vegetation, sediment and debris loading that interferes with the coalescing of oil and grease globules. Many of these oil /water separator installations represent significant capital improvement projects that never achieve their design performance due to the solids content of the storm water runoff or wash rack effluent. The additional expenditure for the installation of a CDS unit as a pre- treatment to these oil/water separators usually represents a small percentage of the project cost and will assure the efficient performance of the oil water separator. In conclusion, we hope you find this information useful in selecting the best post construction storm water treatment BMP for this project and we look forward to discussing potential applications for CDS units to treat your storm water runoff. We welcome the opportunity to arrange an educational presentation of the CDS storm water treatment technology, covering planning, design, construction and maintenance issues. We have a working tabletop model of a CDS unit that replicates the performance of full size CDS units. 6 Lou Larsen From: Sent: To: Subject: CDS Info & Drawings.zip Good Day .Lou: Given that there is any pressure to achieve a deterministic numerical water quality effluent goal, I'm first going to recommend one of our smallest capacity CDS storm water treatment units. I think a CDS Model PMSU20 15, 0.7 cubic foot per second treatment capacity unit should be more than enough to treat all flows right up to the two year event. This unit has a freight on board value at the job -site of approximately S10,500, add $140 for every additional foot for install depths to pipe invert greater than 6'. I've attached a little performance statement for you to read through as well as AutoCad drawings showing the plan and profile of the unit. These drawings also have some brief installation instruction. The installation instructions are brief, because the unit comes complete with the internal components pre- installed at the plant and the unit is simply installed just like a typical manhole. The only draw back of this unit is that I'm hesitant to install this small of a unit in drainage catchment areas that do not have grates over the drop inlets. Open, curb face, side inlets would not be appropriate upstream of this unit. Does your site have grated inlets? Should you need to consider larger capacity units to achieve numerical TSS effluent concentration limits, it would be possible that I'd recommend a CDS Models PMSU30 20 or 30_30, 2 and 3 cfs capacity units. A power point pricing list of all CDS units is also attached for your review should you need to consider these larger units. This pricing list also includes my engineer's value estimate for total purchase and install costs. Respectfully, Walt Stein, P.E. Manager - Project Development CDS Technologies, Inc. In Portland @ the Plant: Hanson Pipe & Products, Inc. 755 NE Columbia Blvd Portland, OR 97211 Phone: (503) 240 -3529 Fax: (503) 978 -3742 Cellular: (310) 463 -5701 In California: 16360 South Monterey Road, Suite 250 Morgan Hill, CA 95037 Toll Free: (888) 535 -7559 Phone: (408) 779 -6363 Cellular: (310) 463 -5701 Fax: (408) 782 -0721 Email: wstein @cdstech.com Walt Stein [wstein @cdstech.comj Thursday, December 20, 2001 10:52 AM Lou Larsen Grand Central Casino - CDS Storm Water Treatment 1 Original Message From: Lou Larsen [mailto:llarsen @paceng.com] Sent: Wednesday, December 19, 2001 2:10 PM To: Walt Stein Subject: Grand Central Casino Walt, Thanks for taking the time this morning to talk about this Tukwila project with Greg and I. Here are some of the project parameters: Site Area: 2.01 acres h Existing: 1.93 acres impervious / 0.08 acres pervious Developed: 1.54 acres impervious / 0.47 acres pervious (note the drop in impervious surface area from existing to developed, hence crilE no detention required) U UO Flows: O Existing 2 -year: 0.78 cfs (a W Existing 10 -year: 1.16 cfs Existing 100 -year: 1.59 cfs Wu. W } Developed 2 -year: 0.70 cfs 2 ! - Developed 10 -year: 1.09 cfs Developed 100 -year: 1.52 cfs 0 d Let me know if you need more info. Along with our company info below, our W address is: ? O Sea -Tac, WA 98188 H 4800 S. 188th Street, Suite 360 W We also have a web site at www.paceng.com U =O O— at: WW P u. O w z p Thanks, Lou E. Larsen Project Manager Pacific Engineering Design, LLC Phone: 206 - 431 -7970 Cell: 206 - 396 -9039 Fax: 206 - 431 -7975 Tracking #: C95B47520CDED5119CB100400536A6FC7A0EC8BB 2 ,'''i,: 'r.ry;� ?'. v. y*? ,= . ":, i':21c`,£.; ,- ,;,ti. .. . , :e: ",a To: City of Tukwila Fax 1$: Attro Dave Larson From: Michael Cabe Date: December 27, 2001 Re: Grand Central Casino — D01 -180 Pages: Dave, REVISION NO1 Transmittal We are proposing to omit the R -10 ridged slab insulation on the above - referenced project. I have included (2) copies of the revised building envelope calculations. Feel free to contact me if you have any questions. MERRICK LENTZ ARCHITECT Regards, Michael Cabe O to l— l7— Zezz 1800 - 13( Place N.E.. Suite 100 Bellevue, Washington 9811115 425.747.3177 FAX 425.747.7149 E- flail: ntikcc a mlarrh.com CP Of APPROAD AN 1 2V32 hj i•{ J i �i) fly; x D�tir RECEIVED CITY OF TUKWILA PERMIT CENTER Dot-leo Space Heat Type 0 =lectic resistance (� Al ether (See over 'or definitions) Glazing Area Calculation Note: EetoN grade walls Inay 114 inUud,ia :n tie Gross Eadsrtor Wal Avail they ere vis,rla'ed to the level required for opaque wall,. Total Glazing Area Electronic version: these values are automatically taken from ENV•UA -1. (rough open rig) Gross Editerior (vertical & overhd) divided by Wall Area times 100 egi.als e/. Glazing 56.0 _ 11203.5 X 100 = 0.5% Concrete/Masonry Option Q yes cneek nem .t o w l tnis o0on and t Protect meets as requirements tot me eor<rete4.13sonry Option. tico Decision F:awchan (over; to Jett gJet,tions. Enter requirements for eaa, quatify,ng 0 no ostemnty Wow Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R- valuos ROOK Over Attic All Other Roofs 19.0 Opaque Wails 19.0 Below Glade Walls Applicant Phone Floors Over Unconditonod Space Slabs-an-Grade Radiant Floors Maximum U• /ecfors Opaque Doors 0. 600 vertical Glazing 0.400 Overhead Glazing Maxrnum Sr !CC (O: SC) 1.000 Venice &Overhead Glazing - Project info Project Address GRAND cfi..Ntraa- U�32t:O Date Fo• Building Department lice 2'JRWIIA, NA Applicant Name: Applicant Address. Applicant Phone dent By: ABOSSEIN ENGINEERING; . • Envelope Summary • . •r•, • •u Climate Zone 1 ENV -SUM 1} 104 Washings% Slats k xev:4rvi*1Ersi C.KleCcmal ilea Forms (Project Description I D New Building D Addrion ❑ Alteration ❑ Change of Use Compliance Option Semi - heated space' Minxnum Insulation R- values Roofs Over Serri - Heated Spaces' 'Refer to Section 1310 for qualificatiors and requirements Notes: DEC -26 -2001 11:25AM TEL)4254629451 0 Prescriptive Q Component Performance (See Decision Flowchart (over) for au3lilications) 4254629z51 ; ate Nonreside ial En r De : -26 -01 11:14; ID)CMA RST.SaD 0 ENVSTD Opaque Concrete /Masonry Wall Requirements Insulation on interor • maximum U- factor is 0.19 Pace 3 Systems Analysis Wall Description U- factor (including insulation R•value d Position) F)CCCiVCD CITY OF TUKWILAA DEC 7 2001 PERMIT CENTEF} D0 1- 180 JAN-. Insulation on exterior o• integral - maximum U- factor is 0 25 If project qualifies for Conc•elelMesonry Option, I at walls with HC :: 9.0 Bturh'• "F belovti (other wade must meet Opaque Well req.nramentat Use descriptions and values from Table 20-5b In the Code PAGE:003 R =98. Mechanical Permit Plans Checklist MECH -CHK S994 W afl4 Im $r ra Fner3Y Code CaTOrarce Farts Ain:, tie: Project Addres cameo c,Tarrat CASINO Date The following information Is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Applicability , J es, no, n.a. Code r Section !Component f f Location 1 Infcrmat.or Required on Plans 1 Building Department Notes HVAC REQUIREMENTS (Sections 1401 -1424) 1411 Equipment performance •/ :a. 1411.4 Pkg elec. ntg.& clg. List heat purrps on schedule yea 1411.1 Minimum efficiency Equipment schedcle with type, capacity, efficiency Ml 1412 HVAC contro S yes 1412.1 Temperature zones Ind cats locations on plans H1, 7 -9 yes 1412.2 Oeadband control Indicate 5 degree dead3and mmirnLm Mt /All' 1412.3 Humidity control ledicate hcmidistat y es 1412.4 Automatic se:back Indicate thermostat with night setback and 7 diff day types MI yes 1412.4.1 pampers Ind cate damper tccatron and autocratic controls M7 , e , 9 V.. a. 1412.5 Hest pump wow' Ind au: rnicraprocess:x cn thermostat schedule r.. N. a. — 1412.6 Combustion htg. Ind Cato modulating nr staged control yes 1412.7 8atancirg Ind cats balancing featureu un plans M7 , 8 , 9 .a. 1422 Thermostat intertock tndcate thermostat interlock on Glens e yes 1423 Economizers Equipment schedule 111 1413 Air economizers yes 1413.1 Operation !Ideate 1CO% capability on schedule Ml yes 1413.2 Control Indicate controls able to evaluate outside ea Mt YOB 1413.3 Integrated operation Indicate capability for partial cooing tKt 1414 Ducting systems yes 1414.1 Duct seating Indicate sealing necessary M1 yes 14142 Duet insulation Indicate R•value of insulation on duct M1 yes 1416.1 Piping insulation Indicate R•value of insulation on piping M1 yes 1424 Separate air sys Indicate separate systems cn plans MITCH. PLANS yes Mech. Sum Form Completed and attached. Equipment sc,eduie with types, input/output, efficiency, cfm, hp, economizer SERVICE WATER HEATING AND HEATED POOLS (Sections 1440 -1454) 1440 Service water htg. A• a. — 1441 Elec. water heater Indicate R -1Q insulation wider tank yes 1442 Shut -off controls Indicate automatic shut -off MI 1450 Heated pools A. a. 1452 Pool water Heaters Indicate not electric resistance . a. 1453 Pool heater cortrols Indicate switch and 65 degree control . a. 1454 Pool covers Indicate vapor retardant cover f• a. 1454 Pools 90• degrees Indicate R.1: pani rnvrrr if "no is circled for any question, provide explanation: .Sent By: ABOSSEIN ENGINEERING; DEC -26 -2001 11:27AN TEL)4254629451 4254629451; De : -26 -0' 11:15; 1994 Wachinaton State Nanresidrintiel Et,P.rav Code Comotia ID)Cr1A RST.S2D Pace 8/8 PAGE:006 R =98% Project Info Project Address uu.s. ,o cEVTFAL CASINO Date CFM Sp' For B,rilding Dept. Use Flow Control` TIJ WA Applicant Name: i'' ii NE' II' 1"""iffilitill1111111 Applicant Address: Applicant Phone: inurl Fan E. ui . ment Schedule Equip ID Brand Name' Mod *: No.' CFM Sp' HP /BHP Flow Control` Location of Service 1111111 i'' ii NE' II' 1"""iffilitill1111111 inurl Cooling Equip. ID Equipment Schedule Bland Mom' Model No.' Capacity' 6tulh Milli CFM OSA CF 4t or Econo? SEER or EEft IPLV Local On i- g is .. A 6 L _ INLINFIIIL.111.01111111111 Heating Equipment Schedule Equip ID Brand Name' Model No.' Capacity Btulh Total CFN OSA Cfm or Econo? Inpt,t Btuh Output Btuh Efficiency' .. A 6 L _ Sent By: ABOSSEIN ENGINEERING; • A - Is Mechanical Summary MECH -SUM 19�d West nutett Stale wente -Alt o' Cnen7r roan Ccmd'aree Force Project Description GAS PACKAGE ROOFTOP NC Briefly describe mechanical system type and features. Compliance Option Equipment Schedules DEC -26 -2001 11:26AM TEL)4254629451 4254629451; St -t N nr i Dee -26 -0' 11:15; 1 • .. •- . ,.I F•-m Pace 5/8 J.r•e. '?'35 (6) Simple System J Complex System Systems Analysis (See Decision Flowcha (over) fcr cualifications Use separate MECH•SUM fcr simple 8 complex systems ) The following information is required tc be incorporated with the mechanical equipmert sc•ecules on the plans. For projects witrout Flans, fits it the eequi•eJ information below. 'If available. 2 As tested according to Table 14.1. 14.2 o• 14 -3. 3 If bquired + COP, HSPF, Combustion Efficiency, Or AFUE. as applicable. 6 ID)CMA RST.S &D PAGE:005 R =98. ---- EXHAUST FAN SCHEDULE DESIGNATION: Ef- 1 EF - 2 ET-- ' 3 E- -3 • F - ' - EE-5 F-6 - EF- , i EF -8 M0/CHEM.. ZONE: •ANITCR WOMEN I. ...AMTCR EIRCAN '-080 CARD ROOM WEN 3AR GAM NG ROCM GAMING ;ROOM i - ? - . MANUFACTURER: BROM\ .S.. 50 'CR::: CSD258 3R)A'1 F1 SREENHECK CREENFECK ,, PENN VEN CSP258 CSP252 1 CvNAK/O 0' 8 DEN\ VENT.LAIOR DvNA6. 018 MODEL: TYPE: CEILING .--1 JNG I CEL NG CEILINC CEILING CEIL*NG ( GEN U C: L,T1_ TY j CEI;ING DRIVE: DIRFC D'REC, DIRECT D RECT .D'REC' DREG ? 3E1:1 3c ..:1" CFM: 1 50 59:.. 50 130 47C /.:,n ....A., 150C 15C0 E.S.P. (IN ', 0.75 0.25 0.25 0.75" C.75" \ t . 1.25" SONES 3.0 ::-....r., 2.5 2.5 5.5 5.5 - " ••• - RPM: - - i - - - - .} 95', 951 , ‘ H.P.(AMPS): (C.9 (3.77 120 L.6 I (0.6) 12C (0.6) 1 3.77) (3.77) ' 0.75 )--- 120 i 208 0.75 208 1 • e i \ - VOLTAGE: ' 20 120 ". 20 PHASE: (1.3; 1 (0 1 , ) 1 i l 2 k - • . 1 :. 1 WEIGHT: 40 50 zo 40 50 a c :.: 30 i 303 • 1 REMARKS: (2) ( 1 (2) ' - (2) (21 . - • ( 'f, (4) ;4) 1 : ---- '--- I - .9 ..1 - 1C E-11 E-12 ET-- ' 3 > i :I 14 k•IPLC"tv1 ...0 J1\ Gi-:. MiT.N 1 21\1...;. ;LLR. 'NOV Eh (2ND. FIR.) M0/CHEM.. ELEC. ROOM \ CAFE/DI \ NG BROAN GREENHEK • (..:RE\HECK BROA \ B R 0 AN 1 BROA \I 352!.. CSI;26 C.S 361‘43 361M ;.; 351 tv1..., HY CC . •NG j CEI;ING CE LING CEILING %di: UNG t ROOFTOP DIRECT DREC' CIRFC ;CE DIR-1C'. t DIRECT ' 20 210 210 120 ' 20 300 ( 3.50 :150 0. J5 " 3.375" i -.L. 1.6 , L.6 ( . 1 - ..... - - - (1.3; (0 1 , ) • ) . , . (0 71 .. . ., i l 2 k - • . 2) /.. 120 12C ' 20 1 70 ' 20 \ -t 120 1 1 1 1 1 -4 43 .. • ) (2) (2) (2) (2) k 1 (' ) WIT I 3.D. . ML CI.J AN...) Wk VOUNTED TIMER (0-60 MINJ -"'-'‘.....^......,-• ..,-•"-",-----•-••••••••••••••••--"•-•‘...._,.• s--- ---• , , .... .,.. • ...„......, , NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. S \1 ERR EJ Yr Itr Sent By: ABOSSEIN ENGINEERING; WUL2:TI T002-92-020 a8S'IS8 UWDCOI TD762917S2K131 DESICIYANON: A . C - I A --A ZONE U N R.')../ M I - MANUFACTURER IRA's:. a..i MODEL YC0153•7- ru DISCHARG OMNI I C fi 1 CR GAS TYPE NA1. ru COCUNG • AFtl (MEIN' • 47.0 i .11 0 HEATING NTPUT (MO: I 1 : ? . ..•:, -,; HEATING OUTPUT cmali).._ t 122.0 E.E.11.(SEER)' 6 m ILO CO CS - ARJE: FAN MOTOR CCU ; E.S.P. (N-H20): ..: 2 53C:0 I .3C" _ ..___ e• INDOOR FAN(H.P.): :AIL ...:.0 Hi'. CIA. - •.:,..., . f. 1-4 OUTDOOR FAN(HP.); OM' - 1 (1 H.I. Of* 2 COMPRESSOR RLA/LRA: I WC. - 74 .`./124 • Y:C 74-3,'124 () i compw mcgoRoin - 7f 4 ' !y:c .::-. -1 F. ,C.2AS ROOFTOP AIR-CONDIT1ONM SCHEDULE Ac-16 X -2A. . 20 • TI.:3 li-- *RAQ -_ ,:1-.7.1;: ,. . W',3%.1 < ‘.1ANACtli•SsEziRoy r TRANE A4 • RANF - ;ANL - RAKE YCl; 1 U2:;31...A E•041. FLOW :OWN F -OW KAT. 14 -2.O 1(11.0 15:.0 135.0 122.0 C-S tr.3 S.c B1 _T 3' 13 ;;.);'‘U:.:4LA HAI . 9.0 Ct.r - 3C 1.1. C•1 5 C fir •N:: 1.3 ChL - • 11.'=. - 16.C/1 ' - • S.0 rrc - rxcl - 5.0 14. .2 CDR 1:?, rM 4 NAT. 23/.0 25•'..1. 0 131t DaT e340 A'. 1 - 1.0 - 42.1/747 - • 0 HP. '• SE050A.'. YZ.1•Al■ FL f'2.'t SAT. tiU.0 203.0 73.0 A./ (1U.D) 21Z CELT SF LT YSC060A3 - IOR NAT. e - 1030 2=1 • • NI' • .10" CHI 0...*-. 1 . . , 0 \ i.. DJ:: II'. t ( 0 \ L - C. 11,1'. / (N e./5 1- I'. •: - '5 5/* la : os,F. la.a i 115 • ONE - 23 V OLTAGE: .., 201 'XS 23-3 23e1 /Lod \ 2 --, 1 3 1 3 3 0 3 RLTERS (EDO ELECTTIOSTATIC , Pr , Z t.irrt. 7 1 - 11 Lira. 1'ER YFR. PLR 'Jr ,.., : --- . _ urr.. F' WIZ. 1, PFR Mr. to . .-.K - R at rK WECHT 0-BSY I 70C • 700 1 .50C 0 •- REMARKS ' ''' , • s ,- 'a/ .. } (1)(7: ( • , 1 .2”.V.( 1 -: (...):3)t4s, , (21;3)(4; (2:01;4) " a' --...--s (; '.717-1'...cktRSF11; V010, Fa cil s'AI cRiv: Acct.ssolY, c. • C"..Y".: ECCNebt7i41... HAROVI " HI 1.1 CIAINK CA:A. i*LAI ;.::.;1.1114. SU FRF1.77 ;._Iv!` sal t. ILA 10;I CLr414. AN') 1RAAE CCU1CAf ■ kf • (21 VT_ /1 rY b I11- _[C ICA_. ( i oicr -3 I 1_1 • WITH CilLiS1/1C 1/010 1:411V1". CRANK CAS.: 1 w11 C0NFRESSOR . LIN S, I,LI U4t AND KANL C U Llyt.it L'4 Tr R cnto-mcv.. '0:1 1 - FRI" FAS Rrrific:3 ;FE "VC:Wit:ER 5 To?. UNIT. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Pmjert Address cum Ctxrrst. C.:1110 Date Space Heat Type �� I ,) E'ectrtc resistance ��� All ether For BJiIdin e g D P artn'ert Use Glazing Area as % gross exterio• wall area 0.5% Prop. 40.08 Max.Targel Concrete/Masonry Option ) Yes t® No Notes: If glazing aroa exceeds maximum allowed in Table, then calculate adjusted areas or back (over) II Con rete,Masonry Option is used, Target U- factors, SHGC aid Glazing % will be different than shown below. Refer to Table 13-1 for correct values Building Component L�romponerts by assembly ID & page # Proposed UA U- factor x Area (A) = UA tU x A) Target UA Udactor x Area (A) = UA (U x At 6wzel0 U 0.400 Plan ID ALL U= Plan ID: U= Plan ID: U= Plan ID U= Plan ID: U= Plan ID: U= Plan ID: 0.400 56.0 22.4 0.900 56.0 50.4 Glazing % Electric Resist. Other Heating : 6.15% • 0.40 0.gf) '15.20% 0.40 0.75 2.L0 30% not allowed 0 60 40.40% not allowed 0.50 (beg Table 13-1 for Conc/Masonry value$) shy laAO Us Plan ID: Us Plan ID. U= Plan ID: U= Plan ID: Glazwng % Electnc Resist. Other Heating C-15% 0.80 1.45 15-20% 0.80 1.40 >20.30% . not allowed 1.30 a30 -40% not allowed 1.25 (see Table 10.1 for Cone/Masonry values) J2i'M O I U• Plan ID: Us Plan ID: UN flan ID: U• PiiermID. a U 0.600 Flan ID JALL leer. Us Plan ID: U= Flan ID: 0.630 63.0 3 0.610 63.0 37.8 Electric Resist. Other Heating 0.60 0.60 AO sp ob Re Ran ID: Rr Plan ID: R= Plan ID: Electric: Resist. Other Healing . . ' 0.031 0.036 J0410 R 19.0 Plan ID ALL R= Plan ID: R= Plan ID: 0,049 10518.0 515.4 0.030 10318.0 _ 523.9 .: Electric Resist. Other Healing 0.034' • ' 0.050 ' .s!e anbedo R 19.0 Plan 10 ALL R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: ^Note: sum of Target Areas here should equjt 0.062 11084.5 681.2 Target Opaque Wail Area (see back) 0.140 11084.5 1551.8 • • 4e Electric Resist. Other Heating . . Of 0.062 0.14 Metal stud 0.11 0.14 Conc(int). 0.19 0.19 one(olh) 0.25 0.25 Relaw Grade Walls R= Plan ID: R= Plan ID: R= Plan ID: Note: if insulated to levels ragJirad for opaque walls. list above with opaque Halls Electric Resist. Other Heating ,Ordinary 0.062 0.14 Metal stud 0.11 0.14 Floors Over Uncend. Sp. R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: Electric Resist. Other Healing 0.029 0.056 o CU u apei3 •ucrgelS I' R= Plan ID rtrINR'JT.areo R= Plan ID: R= Plan ID: R= Plan ID 0.730 561.7 410.0 0.540 551.7 303.3 Electric Resist. Other ileafing F =0.54 F =0.54 .. (see Table 13-1 for raoiant floor values) walls, irlt late Gore inside .olu inatet Totals For conp'iance• 22283.2 1672.6 Totals 22283 24 69. 2 Sent 6y: ABOSSEIN ENGINEERING; DEC-26 -2001 11:25AM TEL)4254629451 1994 Washinptai Stet t&wtoeiaenlla' Er'MG+ CO thy Cvcclynce Fars 4254629451; 1994 Waa1in ton S ate Nonresider• 1.I nos 1) Proposed Total Area Shall ectoat Target Total Area, and 2) ProFu:sed Total UA strait nut uxtaxe Target Total UA De : -26 -01 11:14; C •,u • • nce Form ID)CMA RST.SZD Pace 4/8 Envelope UA Calculations Climate Zonel ENV -UA .I.lno 1 PAGE : 004 R =98 To: City of Tukwila Fax #: Attn: From: Michael Cabe Date: February 27, 2002 Re: Permit #D01 -180 Pages: The following is in response to the correction letter dated January 11, 2002. 1. Please see documentation attached from Western Wood Products and the note added to sheet A -11 2. Refer to Detail 8/A -11 on sheet A -11 3. Refer to Detail 8/A -11 on sheet A -11 4. Refer to Detail 8/A -11 on sheet A -11 MAR 1 1 2002 AS µ171E() 5. See attached document from Dyna -Tech Construction. LONG MitSi ?N Feel free to contact me if there is any questions regarding the material enclosed or any further information needed. Respectfully, Michael Cabe MERRICK LENTZ ARCHITECT Transmittal 1300 - 136 Place N.E., Suite 100 Bellevue, Washington 98005 425.747.3177 FAX 425.747.7149 E -Mail: mikec(a mlarch.com FILE COPY 1 understand ',hat th^ PI;:n C» CORRECTION LTR# kdUl`d APPROWO RECEIVED CITY OF TUKWILA PERMIT CENTER bOIa.D 180 I•I- \\II SE'Ri•AL) h': \l S\I( )KF l)F \•Ft.O('I-.I) ( \I•t )R \I: \ (I ‘VI I I E \li )I)I•I EAT DI \(. ( ()I)E•' Species of wood differ in their surface burning (flame- spread) rates. By measuring these rates, a standard can be estab- lished to compare different species of wood with regard to fire safety Flame- spread classifications, developed by Underwriters' Laboratories. Inc., are used in the National Fire Protection Standard Association Life Safety Code, NFPA No. 101, The numerical scale for flame spread in the fire codes Is based on a noncombustible, cement board as 0 (zero) and combustible red oak as 100. The smoke - developed indices are a relative measure of the amount of visible smoke created when a substance burns. This is a visual measure- ment, different from smoke toxicity, but recognized by the Codes as a life safety issue. The numerical scale for smoke - developed values is also based on 0 for noncombustible cement board and 100 for red oak The Steiner funnel test (ASTM E -84). a 25 -foot long tunnel furnace, is used to develop the actual burning, flame- spread and smoke - developed data Shown right are the flame - spread ratings and smoke - developed indices for western softwood species, along with references to the facilities that conducted the tests in accor- dance with ASTM E -84. For rn!orrnabon on hot. V;Inous finishes and coatings affect the dame spread ratings for wood and other budding rnateria s contact rV,lc(or,ll Par t d C iVt(ng Assoc 1500 Rhode isI In.T Aa' . NLt' tVashrngton DC 20005 202.462.6272 t. w paint org Western Softwoods Western Red Cedar Douglas Fir Pacific Silver Fir West Coast Hemlock Idaho White Pine Lodgepole Pine Ponderosa Pine E-ngelrnann Spruce Sitka Spruce w• w HPVA cwc Flame - Spread Rating 69 90 69 73 82 98 115 55 74 0 -25 flame- spread - -Class 1 or A 26 -75 flame- spread - -Class 2 or B 76 -200 (lame - spread - -Class 3 or C Smoke- Developed Index 137 70 58 80 83 90 135 35 14 CITY Of TRW ILA APPROVED MAR 1 1 2002 AS NO I EU PlitLD1*JG DIVISION Example Building locations: Enclosed vertical exits Exit access corridors Other rooms and areas Source W' CWC W W HPVA HPVA CWC V J +rp •h,uta ..v Fen! T. :. IInc :4 11• 19137. Sju)•r,r by (:r;.rr(d nt F,er ,t Irr.!,t,iri , �'!•• ' t.1ru w fire L'01•10 , 4;, I!nd l.tr) r•t.l F. t) 1 a , (!Than?• t t ;y A;TI,t Tr•,t l.0 nr 1 E 84 87a V.'I i ' , ?•. a.• Jq•r , r)l t:, ' r • nx r i r.t p H.r..•!u ptily;:or; 1, V. ,. x'. A,, l. 1 a : UyA'iT7.l T ,i1.1.•81(41E-84').4 v Cur's at „ a; j . " , (71 !turrrr.t p.rn.1. ! 0 r • s,r.•ty t)/ 19.. (;,' ) L?rt'."/U(.e pi, .1 irf9 Model Code Requirements the most widely accepted flame- spread classification system appears in the National Fire Protection Association Life Safety Code, NFPA No. 101, and the model building codes as follows. The model building codes require a Smoke - Developed Index of 450 or less for most construction applications Designers should consult their locally applicable codes for flame- spread and smoke- developed requirements for specific use, areas and occupancies. Pertinent code information is covered in Chapter 8 of the three model building codes. 1997 Uniform Building Code, 1996 BOCA Basic National Building Code and the 1997 Standard Building Code. When a species does not carry a flame- spread classification appropriate to a desired application, designers may be able to use an intumescent finisn or fire- retardant treatment to improve the flame- spread classification and satisfy local building codes. Additional Information Technical information on Western lumber products manufactured by WWPA mills is available through the Association's Online Technical Guide at http : / /www.wwpa.org /techguide. The Online Guide features sections on lumber grades, design values, specifications, properties and environmental information on Western lumber. WWPA also offers two design tools for purchase: SpanMaster k and the Western Woods Use Book. The SpanMasterr electronic calculator helps users design wood beams, headers, joists and rafters. The Western Woods Use Book offers a wealth of Western lumber design information, all in one convenient binder. For a full description of technical publications available for purchase and a printable order form, go to the WWPA internet site at http://www.wwpa.org. You also can receive an order form via fax through the WWPA Fax Delivery Service by calling 732.544.2876 and following the instructions. Western Wood Products Association 522 SW Fifth Avenue. Suite 500 Portland. OR 97204 -2122 503. 224.3930 fax: 503 - 224 -3934 e -mail: info@wwpa.com web: www.wwpa.org Cal Of � MAR 1 1 2002 NS NUIEU LIMP tk - T 675.--- I V1SION A.4/201 5 /Rev.2.00 /web Architectural Coatin ' s Generic Type Tinting arid Base Information Modified Polyvinyl Acetate Latex General Description SPEEDIIIDE* Interior Fire Retardant Latex is formulated to meet the performance requirements of professional application. Recommended for the protection and decoration of combustible interior wall and ceiling surfaces such as wood. wallboard. plywood. particle board. and similar surfaces. May also be used on cement board if desired. Recommended Uses Wallboard Wood Cement Board Features / Benefits Protects Combustible Surfaces Fulfills Class A Rating Established by the National Fire Protection Assoc Meets Most Local and State Fire Laws Passed ASTM E -u4, NFPA 255, UL 723 Meets Mine Safety & Health Admin regulations Limitations of Use when air, product, and surface temperatures are above 50 °F (10 °C). Not recommended for application over "foam" type insulations. Not recommended for use on floors. Do not use where continuous dampness exists. Protect from freezing. SPEEDHIDE® Interior Fire Retardant Flat Latex Use PITTSI3URGI I H' Paints Custom Colorants and refer to TIIE VOICE OF COLOR electronic ('D or formula book for tinting instructions. 42 - White Product Data Gloss: VOC *: DFT: Coverage: •Pn dxa . .d. Lillie.] On pn J.nt d!' Drying Time: To Touch: To I landle: To Recoat: Flat: 0 to 5 (bO & 85 °(iloss Meter) 0.27 lbs/gal (32.40 g'I. 2.40 minimum to 5.40 maximum mils I50 to 350 sq. It.%gal. (14 to 32 sq. m' 3.781.) StI not tin I ,k S.., dal to 1.RU12 .i 'Ii, awv, ,nAk,l ,ul.,,: lw..un• ore nLin¢ Volume Solids *: 50.2' } • 2.0 °o Weight Solids *: 61.7'!i, f/- 2.0 "■ Viscosity: 85 to 95 KU Weight /Gallon: 10.8 lbs. (4.9 kg) t1 0.2 lbs. (91 g) Cleanup*: Soap and Water 30 minutes 4 hours 24 hours To Full Cure: 30 days Dry Time 41 (25 °C); 50% relative humidity Flash Point: Over 200 °F, (93 °C) GM Of RIVIALA D MAR 1 1 2002 ps Nolcu WL.QNG 01VtiQ°a Filing Number: . •A2.7 42 -7 SPEEDHIDE® Architectural Coatings General Surface Preparation Surface must be free of grease. dirt, rust, and loose or powdery paint. Water sensitive coatings including calcimine must be completely removed. Repair cracks and gouges with patching compound. Sand these smooth and remove all dust. Previously painted glossy or slick surfaces must he thoroughly cleaned with strong detergents to remove surface soils and contaminates. To promote adhesion. surface sheen should be removed or reduced by rubbing with sandpaper. To meet UL rating, SPEEDI IIDE k Interior Fire Retardant Flat Latex is self - priming on hare wood. Recommended Primers none Directions for Use Stir thoroughly before using and occasionally when in use. When using more than one can of the same color, mix together (box) before applying. Read all label and Material Safety Data Sheet (MSDS) information prior to use. MSDS are available through our website or by calling 1- 800 -441 -9695. Permissible temperatures during application: Material: 50 to 90 "F 10 to 32 °C Ambient: 50 to 100 °F 10 to 38°C Substrate 50 to IO0 °F 10 to 38°C PPG \F belie ac. ihrkthmcald ataprrlentrdntmrnUt..rat lio.r, rt. nogw rioter ol Lira,y. .onrrdetehrnrs..,u prrtomwre ug:arnor implied inpn tn whng.tr‘hnolo, + nu∎ t.w.O IWUr tnhm.al data Imo %hash nu r",Ikun I a inirkte. tr- 1,.,tile tram cal ud,nnlanon ,hn ot,r r,rh site sir tall I 41,04414o/5 Gaga PITTSBURGH' PAINTS : \rrtt tft :xr.It; Il ol 1,nt11 u'tr:ILCr, k d .: r.rss : t 1,4 r.111,111 Bulletin: 42 -7 Additional cupiei u/ rhi.s bulletin tun be ()brained from our web site orbt•culling l- 5(JO- 42,S -'NO6. SPEEDHIDE® Interior Fire Retardant Flat Latex Refer to Surface Preparation Recommendations. Application Information Recommended wet Mils Wet Microns: Dry Mils : Dry Microns: PPG Architectural FuuJte Inc One PPG Place Pittsburgh, I'A 15272 ww'v.pittsburghpairts.ctin GTY OF TUKWU A APPROVED MAR 1 1 2002 AS Pill I kU Spread Rates: 4.6 minimum to 1 17.0 minimum to 2.4 minimum to 61.0 minimum to 10.7 maximum 2711) maximum 5.4 maximum 1 37.1) maximum Application Equipment: Apply with a high quality brush, roller, paint pad, or by spray' equipment. Where necessary, apply a second coat. Airless Spray: Pressure 240( psi, 60 mesh filter Brush: Polyester/Nylon Brush Roller: 3'8" - 3 nap roller cover. Thinning: For most methods of :ipphcation, no thinning is recommended. I lowever, up to 112 pint of water (237 IA) per U.S. gallon 13.781.1 may be added for brush and roller applications. 11' this is done, it may affect the spreading rte and ultimately the dry mil film thickness. For conventional spray. up to one pint (473 tnL) of water per U.S. gallon (3.78 L) may be added. Packaging: I- Gallon (3.781.) 5- Gallon (18.9L) Not all products arc ,t. amiable in all sties. Tee hnical Ser. ices. 1-800.441-9695 An thoect Specifier. I. 888-774 -7732 Interna Saks: 1412 434- 201 PPG Coatings, Inc. Cuttings and Resins Group 5546 "funberlca Blvd. \Instsuut;l,Ontario L4W2I7 (915) 238- 6441 Rev. 3:2000 02/07/2002 14:29 3606528055 ooe1111111.11h. MAIM 111111111111 DYNA-TECH CONSTRUCTION CORPORATION February 7, 2002 Mike Cabe Merrick Lentz Architects RE: Pergola for Grand Central Casino Gaming These figures are for the: Fabrication S 12,92 1.00 Erection of building $5,723.00 Footings $1,650.00 DYNA TECH PAGE 02 Of IWO WPRITIO tit AR i 200? ISVLD G 010 ' 1829 188th N.E. Arlington, WA. 98223 - (360) 652 -7375 - Fax (360) 652 -3055 - !..:c•* DYNATCCUo8cfR F -r a I- civnatbr liraroriarrnmm r ^m FEB -07 -2002 01:30PM TEL)3606528055 ID)CMA RST.S &D PAGE:002 R =100 is EL�'i�s. REViSiON N 0 0 In m 1- t I, 0 0 � n o r m 0 Z Vc' r rri n CM Of MOO APPROVED MAR 11ZU 46 WI tiECEIVEU c;;I T Y OF TUKWILI DEC 2 4 2001 PERMIT CENTER mo FILE COPY o be Pkm Chock approvals are Prepared by: Premier Engineering, Inc. P.O. Box 2168 Woodinville, WA 98072 Ph (425) 867 -1597 Structural Calculations for Pergola at Grand Central Casino - Tukwila Job#0138 Site Address: Tukwila, Washington Prepared for: Merrick Lentz Architect Date: December 20, 2001 CITY OF TUKWILA APPROVED MAR 1 1 2002 AS NO i tU SOIL Dti 1G D1VTS1ON dECEIVED _,'!TY OF TUKWILF, °EC 2 4 20W PERMIT CENTER �4:1°�f% feet E � lase. Consulting Engineers P.O. Box 2168 • Woodinville. WA 98072 (425) 867 -1597 Made by Da Z//S /O ! Job No. / 3 p Checked by Date Sheet No. I Description 0 la.. Job Name (5P4k&ka < C 0 • F Re'r- L:i L% ALr4 Z s C Zy Z ' ©vttJ rvw rz-kj - 5% /L L v = 3 PL.' ! 9Ps/ j, s 1 I PF /mow 7.. a 2Y . "0,c, Aid(rr' faCr-fn, 64 o P s iter - T,r) , " , T -,a, 6 • tx =Y ' 0 05 Tw =L/ U J ; ' w, 2 ' + I Sri = 30 tzbe r = 2 0, ,3 Z 045 - tc '62 0 /( t_ v = z (� 6 2 LA* = y 6 l .113 2X 33 �3 "Psy ✓'q'1i % BJr . y) A- (x),07- er/t il : 6L - y YBPS� � (J � a P� P(' CA/ Li/ vy yq 91 , Li 3' Pr' % 17 )( 12-951 r ► - b 7 ezrpr . Ic Pd4L- rt,1 Pwu.� ry 3 e i4,4 G tom %L Q4)11,AL- 5 JOPattl f361 e Lor1r- Jiott (, .) ) 11-; 44 0X/5,3 1 - 1 /5,5' Lt.,; Z' T• �,,�, ?.opt=% 6 ' ( A / vz.`' 64 2 S ` ), I Z = 7 C'G fl‘r L)OrL % 1 75 - \ P- t= S, s' 2 di 175. /?5 2.— 9, lc - 56,Jr ,5( e rg ), Z p.m( ' c. 2 C hiv1t L gtzvhnS '-y2 - Z, z - " : c, F(' ) - & - , r11 i,e /Ft'4 ?' 1 4 1 - 7(1,g -I ?4 L War r-� - � •' N. 6 7 (.. 5f R-78 ?.5 14 CITY OF TUKWU J APPROVED MAR 1 1 2002 AS 401 Eu ` fib` CI o x61,3 r, 2..e51 ' L 9 0 5 wL-c- wo = 6 I L f 7Z 4.5 (� 4 4 1 › l 6 K- 96 vic-f Z RECEIVED .:;IT\' OF TUKWILA DEC 2 4 2001 PERMIT CENTER L6 (6 G) = S6 'a /,r tie• y Pt11meet C i2 Consulting Engineers P.O. Box 2168 • Woodinville, WA 98072 (425) 867-1597 Made by '(� Date / 21/i/o) Job No. d 1 gi Checked by Date Sheet No. ,� Description Job Name %A., C3 'aA C(, • (3•><•t -3) 0)6'C e c_ 17 op- 1,0rt s! / 7-% I l l f 260 t I =-1g61 311°5" 14616 177V14 %J77- 111 r %/ ? S') x s'� +( 2, S') t 026 3 ) - (- ) % (et ol , (6,i$')- ) % 23 2,0 Pr ?124" C -� - /3 If li 7 /S T, " =! x 2 )ey 5 ,66 Lt = 3 ( 67.? ` Se66 9 0,(1° 1 167- (.00141,,= J /Fs �,/ :•. ›qt, 3/ '.1/4/ S¢} 45 /-i" %S76 La p,:e?6/3=2 ?? z% 6961,3k2- : 5Glek5 ,143) 3 ?E` 3 Pr— R = 5 psi 3 X38,„ ti (4. 6,21 ) r 2.8P5; Fv= 7r 1 111111111111 , I cr-• 29 ? �'.t etre eat GM OF IWO APPROVED MAR 1 1 2002 4O EO Jae: VA- / PPlt b'l I CNG CI /S ON Cfso RECEIVED CITY OF TUKWILA DEC 24 2001 PERMIT CENTER r �t�iV/ceet i %KG. Consulting Engineers P.O. Box 2168 • Woodinville, WA 98072 (425) 867 -1597 Made t+ Date 12/ /e /'r Job No. Vr ? lg Checked by Date Sheet No. 3 Descri Pao I., . Job Name / tea rM re, A-4 ' ? ►� *it -r L' 6 ' (3ri, 6 L; ci, ;086 x36 %2 / ks; '3.SY9k « 15,5 3,/si -41 f'l % 2_712, % kir PO4 � =z. ?3 (g1, v> 6v %2�'1 : =1 ?36 I ?0.(W' gan) 548` , r 3' S p;,„, ' P2 rbr 2-137) Vrvt - = /Y66 16 hi �y66 `��.3% Y398F'f-Ur 1 0 ) - C ' O k /7.3 - ' I ' V7k — tcz V,-i = 22 ?ztZeV`t • ;-- (?.. )1 6,954 ; —, 22.CY43 >q Z S 2,kf3, 5 ' /0(07, k-so Pf 66 11 -;(2.) C/0k/5. c- A //8 2 x 3 '-1:35Y7 r 3' It. 5 fp 0 )- 6/ ox /5,3 / iZ= 5 &c«.srN,-, ` Ld CITY OF TUKWILA APPPROYED MAR 1 1 2002 AS DIED flAYILDNG (JiVr3tO I 3 96A - i 2., 13,5' 1,91 -s,r CITY RECEIVED PERMIT CENTER 2? 1 za-- 0 o.Z8 �q �� QJL /KG. Consulting Engineers P.O. Box 2168 • Woodinville. WA 98072 (425) 867-1597 __ Made b Date JO 3. - Checked by 1 Date Sheet No. 7 Description -- -N5g6- -Dt./9 — - T tl"V Job Name 6 0,1. I 0. 6, v + i � �/ c� /lam p= 10 p (Cs alPa 961) = (22Y /rr (LA Z43i 15 in li ehoey , % VCAe r yy r / ,, "■ o. Zy 4 4 " 6-0 Z X 13, `• P/ ?wt.= I75 ' 7-' P i 1 .% 2t L/3 (/h - x /.s .- 3 1 1'V / " ) Vievr = I 73 6-z COPVT Z7 /Z k5`% I39 o Fr-o rn �t 1s&3)(/L-'') 0 o 77toSE is /v0 Pvs , n ✓ l v it do') rig c-z- )= (2,7/2-x0-- (yYY1)(3): e35Z FT - AS nit ,,,,ti.4. / 3 56 k /1■ - 6 , 0 3 2 �• 13, s' FC —/o F/: FLoo.A a� 3 -P % 3v'59 lL ;I-R.o.A. P 11 8Z Vl V►- 114.1- 3. Y , 95 - k f 3, Yo5 �a ,2yk I V (= 5/95 -t = 17, 02-5 1c f7 �3 = 0. OLSX/ i �s 2 2�i3,S �' y _ 0.7 /j 7i7 i 2 -372.L6' 2-7iL- P% Z 93L-Le F y2Qo GITY� �' MAR 1 1 2002 hS KO I aD ?SLONG OlVI ON RECEIVED K ILA DEC 2 PERMIT CENTER Roof Rafter( 94 UBC (91 NDS)1 StruCalc 4.06 By: Timothy J. File, Premier Engineering, Inc. on: 12 -18 -2001 Project: 0138 - Location: Pergola Summary: 1.50 IN x 5.50 IN x 10.0 FT (Actual 10.833 FT) (a7 24.00 O.C. / #2 - HEM -FIR - Dry Use Section Adequate By: 99.8% Controlling Factor: Section Modulus / Depth Required 3.89 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Rafter End Loads and Reactions: LOADS: Upper Live Load: 64 PLF Upper Dead Load: 49 PLF Upper Total Load: 113 PLF Lower Live Load: 100 PLF Lower Dead Load: 81 PLF Lower Total Load: 181 PLF Upper Equiv. Tributary Width: UTWeq= Lower Equiv. Tributary Width: LTWeq= Rafter Data: Interior Span: L= Cantilever Span: CS1= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Rafter Spacing: SPC= Rafter Loads: Roof Live Load: LL= Roof Dead Load: DL= Rafter Pitch: RP= Rafter Unbraced Length: Lu= Roof Duration Factor: Cd= Slope Adjusted Spans And Loads: Interior Span: Ladl= Cantilever Span: CS1adl= Rafter Live Load: wL= Rafter Dead Load: wD= Rafter Total Load: wT= Properties For. #2- HEM -FIR Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 CI =0.95 Cf =1.30 Cr =1.15 FV= FV: Adjustment Factors: Cd =1.15 Design Requirements: Maximum Moment(Interior Span): Mcent= 438 FT -LB At Location(From Upper Support): X= 4.212 FT Moment At Cantilever: Mcant= 116 FT -LB Maximum Shear: Vmax= 228 LB Shear At Peak: Vpeak= 208 LB Required Cantilever Depth: D(cant)= 2.00 N Comparisons With Required Sections: Section Modulus: Sreq= 3.8 N3 S= 7.5 N3 Area: Areq= 4.0 N2 A= 8.2 N2 Moment of Inertia: Ireq= 7.2 N4 I= 20.7 N4 CITY Of TUKWIU APPROVED MAR 1 1 2002 AS WILD FLD 8I11LDfNG DIVISION CITY OF�TUEKWILE, DEC 242001 PERMIT CENTER 0.09 IN 0.11 IN = U955 0.20 IN = U527 RXNS: 128 LB 98 LB 226 LB 200 LB 163 LB 363 LB n 4.333 FT V 6.771 FT 2w 8.0 FT 2.0 FT rn u- 240 180 w O 24.00 IN O.C. 16 PSF 12 PSF n 5.00 :12 _ 3.5 FT Z 1- 1.15 8.7 FT 2.2 FT 27 PLF 3 p 22 PLF N 49 PLF 850 PSI 75 PSI 1300000 PSI u- 0 405 PSI 1390 PSI N 86 PSI Z Project: 0138 - Location: Pergola Summary: 3.50 IN x 9.25 IN x 15.5 Section Adequate By: 2. Deflections: Dead Load: Uve Load: Total Load: Reactions (Each End): Uve Load: Dead Load: Total Load: Bearing Length Regd.: Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loading: Live Load: Roof Loaded Area: Roof Live Load Method: 1 Side One: Roof Dead Load: Roof Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Width: Roof Duration Factor: Slope Adjusted Lengths and Loads: Adjusted Beam Length: Beam Live Load W/ Slope Red'n: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Controlling Total Design Load: Properties For: #2- DOUGLAS FIR -LARCH (NORTH) Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd =1.15 CI =1.00 Cf =1.20 FV: Adjustment Factors: Cd =1.15 Design Requirements: Maximum Moment: Shear ((t d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 5 Lai, Uo0a (Z Woc-yL J. g r xi$es& LfY IF Roof Beam( 94 UBC (91 NDS) 1 StruCalc 4.06 By: Timothy J. File, Premier Engineering, Inc. on: 12 -18 -2001 Ridge Beam FT / #2 - DOUGLAS FIR -LARCH (NORTH) - Dry Use 6% Controlling Factor: Section Modulus / Depth Required 9.13 In j "l:zk3tS' 910es; % v 7 fr �B LL= `a k 4 1ticv w 5 13 L / ,i RLA= DL1= TW1= DL2= TW2= Cd= / i y/ c/ ft- Ladi= wL= BSW= 9 eet sr T= i q wTcont= r P /. 2 25"' MOPS, Fb= Fv= %> l 37 ` iff yl / y en, V DLD= LLD= TLD= RL= RD= RT= BL= L= Lu= RP= U U Ea Fc_perp= Fb'= FV'= M= V= Sreq= S= Areq= A= keg= I= APD MAR 1 1 2002 ks NOED SUILD'Nt G 1D V , 0.09 0.45 0.54 992 195 1187 0.54 15.5 2.0 5.00 240 180 825 1600000 625 1135 109 LB LB LB IN FT FT : 12 16 PSF 124 SF 2 PSF 4.0 FT 2 PSF 4.0 FT 446 /. 15.5 128 8 25 153 153 FT PLF PLF PLF PLF PSI PSI PS PSI PSI PSI 48.7 N3 49.9 N3 14.7 N2 32.3 N2 134.1 N4 230.8 N4 IN IN = U413 IN = U345 4601 FT -LB 1069 LB CITY OF TUKWILA DEC 2 4 ZO01 PERMIT CENTER P Efeefi.weezeof lac. Consulting Engineers P.O. Box 2168 • Woodinville. WA 98072 (425) 867-1597 madr f j Datr�� Job tio. I Sheet No � Checked by ■ I Date Description • • / 1 Job Name �,` , �� lrW (Jaci • t t f LPrm-' - 1»S ilm . S i Z L Of G✓ l oPy = Zo'X 79 / %/ SQO F7' PL.= l5"8o F 7-)e bP 19 Yeo VSa,teb QL p- 1seib '/5 329 /coLJ•4/ Lem-7w 441 Co L.'ru e'Y 5 v k = 9 ` } 3.7q ' = 3W 2f-r- k6 r 4, s 5i 2 .= c i F-zr- , 143 r7 166 . ;5f &OP fn.) Mar % 31Y Li x(0 1 % 37 ?o r DL (, Ir = 3 Pt- 1 -r 3? ° 51/0 F5, � r m (Z '51/1:7 ' 60),f. 3790 �� e FT- 3 790 F ' -43 0 % ' 6 i° 5 ,> • % 2oti `Ifir . I o S; R, - F vyE- 5 5 4 k/Z` -9 P' w/ C ) - � S I ' 1 7Y �oP eoi, p, 1. Y ? v040 S 96 eow2.‘#'ry V✓›t- .' 1 6 e CITY Of TUllVtt.A APPROVED MAR 1 1 2002 AS WILD �ItIDlIUG 5v7§110t71 6 �r = Zca /if ITY RECEIVED DEC- 2 4 2001 PERMIT CENTER Pref. /act . " /lfc. 1 '�� Consulting Eng P.O. Box 2168 • Woodinville. WA 98072 (425) 867-1597 Nladr h- r I Date ' - j t � 1ob No. Sheet No. 0 /3 Q e Checked by i` 1 Date Description Di)s Job Name/ �?T`an0 Lon' eki CAS in19 -7 /id; • • • �Ljn't D e3/Hr ow' 6 fXa G-30 0 fP1(,; � s 5 ', zo '� (6 PS t/ = 6P a42 6 5 - `` s� - �i.. PAP c,oc. ✓.hy r = /, 98 1 430/,,v 1 2 , 2 , k - % 1.5gk -;f r eik 4 r7 : 3t(fir -LB 5 _ / „ .; 2/, s-1 =-3?- q � asss Q = �� 3 r 0,3 e)CI 813 �, r1�11f LdtNC3 (?TVT91(?N 3c 3X2y 0x6-,2 - 0• 3 3 �S E 5 57/9 571e P1fE' m.t- 7 - Y f / ati @ 7, 57 1258 1, p y 4ef E h/ '' T c c. e7" /AA m- rnw V ,c.o44. % 3, 7/ / _ V56 V « T C.- f4 X / / / c i (','7 e P r W /(Y) - /r" m % 3i , Les r J 3yi Z r7 _ � Villa 0,67' 7" e L . //7-1G h`LO r3 o(i 57/t391, / 5 `� L'�''' Y, - zQ cv L5 /3, t� Pea- rn6 t 19- 0 //v /”7 (/>3 �o 1, 33X c°,L6X36J -Jc! 3 /,6 -si Pi m fl, (n e rt-) Z - % ti " X S, e - = e0 pi -k S = tr (,5)Z; O.tl?1,4 12 - lam F� % ', me O, 75,,36 = dal , 1 55,E PC-19 5 ”5',A? 3 ?k' /5, Z � um Of TUKWLA APPROVED MAR 1 1 2002 RECEIVED i I LL; L Ulil PERMIT CENTER IF R, 5 /l,h/ /Y,71O,57S 5Qev = it' b - 351 /111 35,9k-`x II 0 0 Nelson Consulting Engineering PS 19221 SO' Ave NE rcnmore, WA 98028 -3118 (423) 483 9126 Fax: (425) 45-1136 AH I) 6-7w-riw,... s(KJ 0 EXPIr r A CH za (2) 5 BARS TOP 4 EMI 4 EA END OF PC PANELS 0 4 BAR • I6" OC - ADD (2) EARS s EMBED CONNECTIONS 15 BAR •12 "OC VERT - POW TO CENTER OF PANEL 51/2' PRECAST CCNRETE PANELS - NOTE F1RE RATP. REQUIRED BY ARCPITECT 3/4" NCN SHRQ•C GROUT FOOTUNCs EXTENSION N (5)'6 BARS T15(CR,5BARS) I understand that the Plan Check approvals are s'ibject to el r ors and emissions and approval of plans does not a ti.o ize the v.,!ationl of any adopted cc, .]e .;r crd ;hence. Receipt of con - tractor's cep/ of approved plans a::l:nowledged. u Cy E 4 t•3 ._._ . . b• I FILE COPY 1 I LATERAL GIRT BY = METAL BLDG MG PLF MWR"fM CAPACITY EkJLD GIRT 1,7 CLEAR TO PC PN'L5 ll I ETAL BLDG COLLMI -- 3/4" DIA PLAIN ROUND BAR X 6"T 4 B PLAN DETAIL 3/8 6" 3' -6" CLOSURE POUR SECTION (ALTE '4A TE) 7n r CITY Of TUI Wt1A APPROVED DEC 1 3 2001 VAS rind.; 1! fl ftt:ti:: D11,IS}� ' ON RECEIVED CITY OF TUKWILA DEC 1 02001 PERMIT CENTER 3/4' PANEL JOINT (PER CONTRACTOR) OFFSET 9' FRCPI METAL BLDG COLUMNS NO CONNECTION PANEL TO PANEL OR TO BLDG COLLtt1S '14 DG(LEL w 24" 00 2) ROWS 6 PC PANELS PER FLAN 100`-em SLAB AO 533GRADE FfLFPAR4Ti0N PER ARON DLWS 150!L5 fREPCW PLATE I/2" X 6" X OLIO' W/ (2) 3/4" D1A X 4" U. 4S ' 6" GA Tl'P PC PNL CONNECTION c 48" OC - GRADE BEAM A BEYOND I D01 - 180 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 9' m D ) m r 0 i PE Mr r NO. Nelson Consulting Engineering P5 1922155t Ave NE Kenmore, WA 913028-5118 36 (425) 483 9126 Fax: ( 425) C , ' .';",Q \!FD PLANS rS — • EXaII:..� f•c-ARCH ?3 pi 0 1 r7) 5 BARS TOP 4 BTTf 4 gA END OF PC PANELS ::1 BAR • 16" OC • ADO (2) BARE . EMBED ca cTla S •Q•OC HOLD _. -...ZG Ji OF PANEL th �q CT 3'_6" CLOSURE POUR = 4:, .. r . .,,,11 ly e. wr � • • P. ft ae I UMW PIE 5 ill' PR£CA5T CON.RETE P P AtNEL5 - NOTE FIRE RAT P 8Y AR ITE 3/4" NON 51 -M GROUT FOOTING EXTENSION U. (5)% EARS T4B(ORT5 REVISION NQ. LATERAL GIRT HY PETAL BLDG MFG 300 PLF 111N2121 CAPACITY NOLO GIRT iQ" CLEAR TO PC FNL5 METAL IJL.DG caLfl4 — 3l4" DIA PLAIN ROUND SAIR X 6" T 4 5 PLAN DETAIL 3/8 6" 5ECTION (ALTERNATE) 4 1 GRADE BEAM j\ BEYOND NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. CdTY Of TUKWILA APPROVED DEC 1 3 2001 AS WILD O G oitiI5 RECEIVED CITY OF TUKWILA DEC 1 0 2f1t11 PERMIT CENTER 3/4" PANEL JOINT (PER CONTRACTOR) OFFSET 9' FROM METAL BLDG COLUMNS NO CONNECTION PANEL TO PANEL OR TO BLDG COLId"1N5 — "4 DOILIEL • 24' OC L �ro ROWS a PC PANELS SLAB !LASE AND Si:GRADE FfWPAR4TICN PER ARCH DtnGS 4 OIL9 PLATE 1/ 2" X 6" X0' -f0 "W/ (2) 3/4" DIA X 4' WAS • 6" GA TYP Pc PNL cctNEGTION o 48" CO D01- 180 0 0 COPIES DATE N O. } , v �� P%5IL IO PROJECT: t j ? cede-104z 1 ' DATE 1 / / 2,c 1 JOB NO. CM n ATTENTION Jt } , v �� P%5IL IO PROJECT: t j ? cede-104z ""m PACIFIC F..NGINEERING DESIGN, LLC CIVIL ENGINEERING AND PLANNING CONSULTANTS 4800 S. 188TH ST., SUITE 360 SEATTLE, WASHINGTON 981 88 206/431-7970 FAX /431 -7975 TO DTI Towltp+ We Are Sending You: ❑ Blue Prints Copies ❑ Mylar Nellum ❑ Disks Printing: IN HOUSE ❑ Other ❑ Engineering Xerox ❑ REPROGRAPHICS LEEPTER ©E 7T ti R uU`LJ 51= VIA: ❑ Fax , , Sheets including Letter of Transmittal ❑ Courier Hour Delivery ❑ Mail Other 1L3 (LLt)P These Are Transmitted As Checked Below: ❑ As requested For your use COPY TO. FOR OFFICE USE ONLY 5130 5135 5136 ❑ Approved as submitted ❑ Approved as noted ❑ For approval SIGNED. If enclosures are not as noted, kindly notify - at on 5137 51 50 5155 ❑ For review and comment ❑ Returned for correction ❑ CIT OF RECEIVED DEC — 7 2001 PFRM1T CENTCR 5160 5165 5166 CHANGE ORDER #1 PROTECT: Grand Central Casino (Project # 00019) OWNER: Steve Dowen ENGINEER: Pacific Engineering Design, LLC. 4800 S. 188 ST. Suite 360 Sea -Tac, Wa. 98188 Phone: (206)431 -7970 Fax: (206)431 -7975 (www.paceng.com) CHANGES AS FOLLOWS: See attached sketch. 1. Existing CB #661 is noted on the approved plans to be replaced by a type II CB Manhole. Alter reviewing with Jill Mosqueda, contractor may leave the existing structure in place and adjust rim to grade only. Rim to lowest invert depth = 4.33 feet. 2. Existing CB located 60 feet downstream of CB #661 is not noted for adjustment to grade. Contractor shall raise rim of this structure to Elev.= 17.5. Rim to lowest invert depth = 5.11 feet. Approved per telephone review with Jill Mosqueda. APPROVED: - Pacific Engineering CC: Jill Mosqueda — City of Tukwila Greg Villanueva — City of Tukwila Al Kuehn — Sonrise Excavating Craig Chaney — Merrick -Lentz Architects DATE: �Z401 1 < DATE: 12 -07 -01 1 \11-1V101(i la 3 CITY RECEIVED DEC - 7 2001 PERMIT CENTER 12.50' 12.6 3 5.36' '4P SW=13, 5' ONC . ' (.70 EX. CB R1M=15.0 (larktsE 2.1m lb 17. 12" CCNC NW.12. 12" CONC SE=12. a" DI NE EX. SSMH 1i=15.63 6" CONC SE & NE. CL CHANNEL=14.9 LADDER TO THE WEST STRUCTURE SEEMS ABANDON C8 #5, (TYPE I) W/ FRAME AND GRATE. RIM= 16.50 INV. (12" NW) = 14.50 EX CB 56 M'. 5.50 12" CONC 12" CONC v 101()N CHiqE OeDez I • 4;1.. • *'- 4. .:;-„1.7- • • RIM- .(To ZEDAN17:1 (122E 2.1m To I NW= SE= 62 11116.40 ¼ 1Z i 1) 11Lr i. :'< RIM = 7 7.53 CONC NE=1-. EX. 0E CONC • ^. - 3 1 \.; :CNC. , • \ II/ED *PER \.. N 89'56'44 E 150.00' t.;•" / • '7, . '::- jA 7..„5" ' —^‘-• Structural Calculations For Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington By Nelson Consulting Engineering PS Job Number: 01046 I EXPIRES MARCH 23 s AZ 1 RECEIVED CITY OF TUKWILA LOU! REVISION NU._l- PERMIT CENTER D01-18U ,.041xt Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028-3118 (425) 483-9126 Fax (425) 485-1136 Prepared by jt4 — 1 Date: 5 / 13 /01 Job Name: Grand Central Casino Description: A —IIL .a. Lc vr 6ottos 4 WA* Wile ptc PL Of II COVER NOD 100110 IMMO OOLTs moaccur COLIM TT • INCtIT AP11114 PLACNO COW* 1110 4444$ 41 ICAO CXI 01 0.4146 • IV CC EA ISAY • COMA CP &AO 2r-c 104,'•10 XXVI Wirt • MI SALL le X 14' MX OPA A1C140X •OUS • W OC • all CI • WEND ia IWO =WIWI r MAW X J11• 11/X• DM 444:34:44 DCVO • W OC • all A • VIDEO 1 14TO Ccuourri Ler r ammo x Mb' WM% 1_ job No: 01046 Page Number 1 /4 •-• { Nelson Consulting Engineering PS 19221 55th Ave NE Kenmore, WA 980211411e 025)4E19120 Fax (425) 485.1136 Metal Building Footing Loads (Kips) Location Hr (max) Uplift Gravity I 6A 4.65 3.74 3.74 14.00 4 3 /Fdn 0.75 60 3.03 2.13 6.64 6E 4.40 3.41 4.82 5A 6.03 4.75 12.72 28.00 55 0.00 8.09 18.80 50 2.40 2.00 5K 3.17 2.66 7.42 ON 2.85 7.68 8.68 5P 6.55 7.45 9.47 4A 5.30 4.00 10.10 28.00 40 0.00 11.40 31.10 4M 0.00 14.50 23.40 4P 8.90 6.90 8.70 3A 5.30 4.00 10.10 28.00 31) 0.00 11.30 31.00 3M 0.00 14.40 23.30 3P 8.80 6.90 8.70 2A 5.10 3.90 9.80 28.00 20 0.00 10.94 31.20 2M 0.00 14.15 22.80 2P 8.76 6.85 8.66 IA 4.42 3.45 4.58 14.90 iC 3.34 5.86 9.18 IF 3.47 2.46 7.05 1J 3.24 2.35 6.35 1L 3.42 5.86 8.78 11' 4.34 3.59 4.90 Prepared by JN Page: 2/Fdn Job Name: Grand Central Casino Job Number: 1045 Description Footing Design Date: 3/15/2001 Perpendicular Anchor Botts X brace S Bofta PC Panel WL Vert/Horiz Mezzanine Soft: pia 14.90 12.80 14.90 12.00 13.80 11.00 13.80 13.10 Cale Page 4.00 0.75 4.00 S /Fdn 0.75 4.00 s /Fdn 0.75 4.00 7IFdn 0.75 4.00 a /Fdn 0.75 4.00 9 /Fdn 0.75 4.00 to /Fdn 0.75 4.00 12 /Fdn 0.75 4.00 t3 /Fdn 0.75 4.00 14 /Fdn 0.75 4.00 to /Fan 0.75 4.00 10 /Fdn 0.75 4.00 17 /Fdn 0.75 4.00 to /Fdn 0.75 4.00 19 /Fdn 0.75 4.00 20 /Fdn 0.75 4.00 21 /Fdn 0.75 4.00 22 IFdn 0.75 4.00 23 /Fdn 0.75 4.00 24 /Fdn 0.75 4.00 2. /Fdn 0.75 4.00 2e /Fdn 0.75 4.00 27 /Fdn 0.75 4.00 29 /Fdn 0.75 4.00 29 /Fdn 0.75 4.00 so /Fdn 0.75 4 /Fdn Notes: 1. Governing downward load is largest of DL + Collateral Gravity • Snow + 1/2 Lateral Downwards or DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. ;,ti`v'cnc.s;- ty..,�ar ,.s:, �v3! 1. .' t:;.`" .:.�, >...,,i•- .�:•.,�nv�.a,._,, : t h.'.at rt 00 coo co LIJ u_ W u_ 22 a W II tl. Q W 0 Nelson Car sidling ergineerirq p5 192215% Ave Kermae, WA 98028-5118 (425) -485 -9126 Fat: (425) 485 -1136 . Prepared by: JN Page: 3IFdn Job Name: Grand Central Casino Job Number. 01048 Description: Footings Date: 10/17/2001 Metal Building Footing Design Program Allowable Sol Bearing Pressure: 0.5 KSF 1997 Uniform Building Code Concrete rc 2.5 KSI (fc=2,2.5.3,4ksi) es V Footing Location: special inspection for A Bolts? No 6A Duration factor for A Botts: 1 Reinf Bar Grade 40 (40 or 60) Footing Loads (Kips) Net Hoot Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame downwards uplift - .85'DL 4.65 0.00 17.74 0.00 Footing Variables (Ft a Kips) Footing Footing Footing Width Length Depth 3.0 20.0 1.5 _ Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Boit Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 1.20 60.0 Footing Weight P/A + Mc/I (KSF) Bearing Pressure 13.50K 0.40 OK Base Plate Width/Length 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing Interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Pero Ps 4.28 1.25 1.16 0.00 1.90 0.00 Ftg + Collateral Wt Minimum Wt Req'd Ftg + Collateral Wt 13.50 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle 41 (Ps w/ deep embedded AB & Deep ParalleVPsrp A Bolts Embedded Bolts Deep A Bolts w/ Std A Bolts OK? Parallel/Pero Deep A Bolts OK? Paralt.UPerp rein( angle OK? 0.11 OK 0.11 OK 0.11 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1318 Allow Shear Stress (PSI) 100 Shear Stress (PSI) 13.1 Punching Shear OK? OK Beam Shear, Shear Area: (SQIN) 504 3360 AAow Shear Stress Beam shear stress: 6.6 2.4 PSI 55 Shear Stress OK? OK OK Flexure sign Bottom Steel: Kip Ft As Req'd (SQIN) Minimum Steel: Long Direction: Positive Moment: 44.4 0.528 1.296 Short Direction: Positive Moment: 6.7 0.079 8.64 Notes: 1. Governing downward load is largest of DL + Collateral Gravity • Snow + 1/2 Lateral Downwards or DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. ;,ti`v'cnc.s;- ty..,�ar ,.s:, �v3! 1. .' t:;.`" .:.�, >...,,i•- .�:•.,�nv�.a,._,, : t h.'.at rt 00 coo co LIJ u_ W u_ 22 a W II tl. Q W 0 Notes: 1. Governing downward load is largest of DL • Collateral Gravity • Snow + 1/2 Lateral Downwards or DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Nelson Catsultirq Emineerirq P5 19221 58th Ave PE Kerm re, WA 9802&3118 ( 425) -483-9126 Fa: ( 425) 485-1156 Prepared by: JN Page: • 4 lFdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 10117/2001 Metal Building Footing Design Program Allowable Soil Bearing Pressure: 0.5 KSF 1997 Uniform Building Code Concrete fc 2.5 KSI (re = 2, 2.5, 3, 4 ksi) f vc ��. Footing Location: Special Inspection for A Bolts? No t! 6E5 Duration factor for A Bolts: 1 Rein! Bar Grade 40 40 or 60 Footing Loads (Kips) Net Ka Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame downwards up6N - .85•DL 3.03 0.00 6.64 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 4.0 4.0 1.5 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Ana (SF) 0.00 0.00 16.0 Footing Weight PIA + Mc/1 (KSF) Bearing Pressure 3.60K 0.42 OK Base Plate WldthlLength 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) ParafeVPerp Ps 4.28 1.25 0.76 0.00 1.90 0.00 Ftg + Collateral Wt Minimum Wt Req'd Ftg • Collateral Wt 3.60 0.00 Required OK A Bolt Capacities (Klps) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle • trisce°•N Y" WI deep embedded AB & Deep Parall.UPerp A Bolts Embedded Bolts Deep A Bolts wi Std A Bolts OK? Parall.UPerp Deep A Bolts OK? ParaileUPerp rein? angle OK? 0.06 OK 0.06 OK 0.05 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching She _ Shear Area: (SQIN) 1316 Mow Shear Stress (PSI) 100 Shear Stress (PSI) 4.5 Punching Shear OK? OK Beam Shear: Shear Area: (SQIN) 672 672 Allow Shear Stress Beam shear stress: 2.7 2.4 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SQIN) Minimum Steel: Long Direction: Positive Moment: 3.3 0.040 1.728 Short Direction: Positive Moment: 3.3 0.040 1.728 Notes: 1. Governing downward load is largest of DL • Collateral Gravity • Snow + 1/2 Lateral Downwards or DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Notes: 1. Governing downward load Is largest of DL • Collateral Gravity • Snow • 1/2 Lateral Downwards or DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Ndsco Casulthtq Engineering P5 19221 58t11 Ave i E Kerma. WA 98028-3118 (425) -485 -9126 Fat: ( 425) 485 -1136 • Prepared by JN Page: Job Name: Grand Central Casino Job Number. Description: Footings Date: 5 /Fdn 01046 10/17/2001 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: 6E Allowable sa Bearing Pressure: Concrete rc (f c a 2, 2.5, 3, 4 ksi) Special inspection for A Bolts? Duration factor for A Botts: Reif Bar Grade 0.5 2.3 KSF KSI . re: ;, I 40 (40 or 60) Footing Loads (Kips) Net Hoc Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Pep to Frame downwards uplift - .85131 4.40 0.00 4.82 0.00 Footing Variables (Ft & Kips) Footing Width 3.5 Footing Length 3.5 Footing Depth 1.5 Anchor Bolts (Inches) Number of A Bolts A Boit Diameter A Boi Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Collateral Wt (Kips) 0.00 Footing Weight 2.76K Eccentricity of Col along length of Ftg 0.00 PIA • Mcll (KSF) 0.39 15 Area (SF) 12.3 Bearing Pressure OK Base Plato IWidth/Longth 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shoar Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParsleVPerp (Standard Embedment) ParallelPerp Pe 4.28 1.25 1.10 0.00 1.90 0.00 Ftg + Collateral Wt 2.76 Minimum Wt Re 0.00 Ftg • Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Anglo 6 Nw4'".(vSMY'" WI deep embedded AB & Deep ParelleYPerp A Bolts Ernbeddod Bolts Std A Bolts OK? ParatIM1Perp Deep A Bolts OK? ParalleUPerp 0.10 OK 0.10 OK 0.10 0.00 OK 0.00 OK 0.00 Deep A Botts WI feint angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Ana: (SQIN) 1316 Allow Shear Stress (PSI) 3.1 Shear Stress (PSI) Punching Shear OK? 568 1.7 OK 100 OK PSI Beam Sheen Shear Area (SQIN) 568 Mow Sher Stress Beam shear stress: 2.0 55 Shear Stress OK? OK Flexure Design Bottom Steel: Kip Ft Long Oirxtbn: Positive Moment: 2.1 Short Direction: Positive Moment: 2.1 As Req'd (SQIN) 0.025 0.025 Minimum Steel: 1.512 1.512 Notes: 1. Governing downward load Is largest of DL • Collateral Gravity • Snow • 1/2 Lateral Downwards or DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Notes: I. Governing downward load is largest of DL • Collateral Gravity • Snow • 1/2 Lateral Downwards or: DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity Is not used to resist uplift loads. �.3 Nelson Calsult irq engtneerinq P5 19221 58th Ave It Ker ere, WA 98028-3118 (429)-485-9126 Fa: ( 429) 485-1136 . Prepared by: JN Page: 6 IFdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 10/17/2001 Metal Building Footing Design Program Allowable soil Bearing Pressure: 1 KSF 1997 Uniform Building Code Concrete fc 2.5 KSI (rc 2 2, 2.5, 3, 4 kst) Yes • Footing Location: Special Inspection for A Botts? cama5 5A Duration factor for A Bolts: 1 Reinf Bar Grade 40 (40 01'80) Footing Loads (Kips) Net Hxx Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame downwards upfdt - .85'D1 6.03 0.00 40.72 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 3.0 20.0 1.5 Anchor Botts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FON Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.75 60.0 Footing Weight P/A + Mc/ (KSF) Bearing Pressure 13.50K 0.83 OK 8aio Plate WidthILen h 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParalleVPerp (Standard Embedment) Paraltel/Perp Ps 4.28 1.25 1.51 0.00 1.90 0.00 Ftg + Collateral Wt Minimum Wt Req'd Ftg + Collateral Wt 13.50 0.00 Required OK a A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle la O'' WI deep embedded AB Q Deep ParanWPerp A Bolts Embedded Bolts Deep A Botta WI SW A Bolts OK? Parall•Perp Deep A Bolts OK? Parallel/Perp mint angle OK7 0.18 OK 0.18 OK 0.17 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Desgn) Sheer Design: Punching Shear. Shear Area: (SQIN) t316 Mow Shear Stress (PSI) 100 Shear Stress (PSI) 30.0 Punching Shear OK? OK Beam Shear. Shear Area: (SOIN) 504 3360 Mow Shear Stress Beam shear stress: 15.7 5.4 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SQIN) Minimum Steel: Long Direction: Positive Moment: 101.8 1.212 1.296 Short Direction: Positive Moment: 15.3 0.182 8.04 Notes: I. Governing downward load is largest of DL • Collateral Gravity • Snow • 1/2 Lateral Downwards or: DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity Is not used to resist uplift loads. �.3 .ti Notes: 1. Governing downward load Is largest of DL • Collateral Gravity • Snow • 1/2 Lateral Downwards or. DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Nelson Con%'tinq EnlIrleerir q P5 19221 58th he NE Kenmore. WA 98028 -3II8 ( 425) -483 -9126 fax: ( 425) 485 -1136 . Prepared by JN Page: 8 /Fdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 10/17/2001 Metal Building Footing Design Program Allowable Soil Bearing Pressure: 0.5 KSF 1097 Uniform Building Code Concrete rc 2.5 KSI (rc ■2.2.5,3,4ksi) Yes a Footing Location: Special Inspection for A Bolts? 1+:1=111115 56 Duration factor for A Bolts: 1 Reinf Bar Grade 40 (40 or 889 Footing Loads (Kips) Net Hroc Hz Vy (down) Vy (uplift) Load Paralel to Frame Load Perp to Frame downwards uplift - .8513L 2.40 0.00 2.50 0.00 Footing Variables (Ft b Kips) Footing Footing Footing Width Length Depth 3.0 3.0 1.5 Anchor Botts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FON Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.00 9.0 Footing Weight P/A • Mc/I (KSF) Bearing Pressure 2.03K 0.28 OK Base Plato JWidth/Len� 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParalelPerp (Standard Embedment) ParaletiPerp Ps 4.28 1.25 0.60 0.00 1.90 0.00 Ftg • Collateral Wt Minimum Wt Req'd Ftg + Collateral Wt 2.03 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angie msme NaMY" w/ deep embedded AB a Deep Parallel/Perp A Bolts Embedded Bolts Deep A Bolts W/ Std A Bolts OK? Parallel/Perp Deep A Bolts OK? Parallel/Pero reinf angle OK? 0.04 OK 0.04 OK 0.04 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SOIN) 1318 Mow Shear Stress (PSI) 100 Shear Stress (PSI) 1.5 Punching Shear OK? OK Beam Shear. Shear Area: (SOIN) 504 504 Mow Shear Stress Beam shear stress: 1.0 0.8 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SOIN) Minimum Steel: Lore Direction: Positive Moment: 0.9 0.011 1.298 Short Direction: Positive Moment: 0.9 0.011 1.296 .ti Notes: 1. Governing downward load Is largest of DL • Collateral Gravity • Snow • 1/2 Lateral Downwards or. DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Notes: 1. Governing downward bed is largest of DL + Collateral Gravity • Snow + 112 Lateral Downwards or DL • Cotatemi Gravity + 1/2 Snow + Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Nelson Consulbrq E Ntneerirfq P5 19221 58th Ave It Kesrnore. WA 98028-3118 ( 425) -483 -9126 Fa: ( 425) 485-1!36 . Prepared by JN Page: 9 IFdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 10117/2001 Metal Building Footing Design Program Allowable sob Bearing Pressure: 0.5 KSF 1997 Uniform Building Coda Concrete re 2.5 KSI (re = 2.2.5.3, 4 ksI) Ices Footing Location: Special Inspection for A Bons? MINN 5K Duration factor for A Bons: 1 Reif Bar Grade 40 40 or 60 Footing Leeds (Kips) Net Hoc Hz Vy (clown) Vy (uplift) Load Parallel to Frame Load Perp to Frame dowrtrvards uplift - .85 3.17 0.00 7.42 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 4.0 4.0 1.5 Anchor Bolts (Inches) Numbs of A Bolts A Bolt Olam.br A Bott Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.00 16.0 Footing Weight PIA • Mc/1 (KSF) Bearing Pressure 3.60K 0.46 OK Baste Plato Width/t.ongth 8.00 11.00 A Bolt Capacities (Kips) (based on edge disc spacing interpolations) Applied 3hoar Applied Tonsion 3hoar (Vt) Tonsion (Pt) per A Boit (Vs) per A Bolt PsalIeVPsrp (Standard Embedment) ParaIMlPerp Ps 4.28 1.25 0.79 0.00 1.90 0.00 Ftg + Collateral Wt Minimum Wt Req'd Ftg • Collateral Wt 3.60 0.00 Required OK A Bolt Capacities (Kips) (based on uniy equation) Unity Equation Unity Equation Unity Equation With Angle (Ps I ' w/ dap embedded AB 8 Deep Paratl.VP.rp A Bolts Embedded Bolts Deep A Botts wl Std A Botts OK? Paa11.IIPerp DNp A Botts OK? ParallstIPerp rain? angt.OK? 0.06 OK 0.06 OK 0.06 OK 0.00 OK 0.00 OK 0.00 OK Footing Deslgn: (Stress Design) Shut Design: Punching Shear: Shear Area: (SOIN) 1318 Mow Shear Stress (PSI) 100 Shear Stress 5.0 P • . , • Shear OK? OK Beam Shear. Shear Area: (SON) 672 672 Mow Shear Stress Beam shear stress: 3.0 2.6 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steal: KIp Ft As Req'd (SQIN) Minimum Steel: Long Direction. Positive Moment: 3.7 0 044 1.728 Start Direction: Positive Moment: 3.7 0.044 1 728 Notes: 1. Governing downward bed is largest of DL + Collateral Gravity • Snow + 112 Lateral Downwards or DL • Cotatemi Gravity + 1/2 Snow + Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Notes: 1. Governing downward toad is largest of Dl • Collateral Gravity • Snow • 112 Lateral Downwards or. DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. ww w U g N tL W tJ. co) s 3 O W no 0- 0t WW tL .. Z UCP- O Z Nd5a1 Ca /suiting i;rgir ertrlq P5 1922158th Ave NE Kerrcre, WA 9802 &3118 (425)-483-9126 Fa: ( 425) 485 -II36 . Prepared try: JN Page: 10 /Fdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 10/17/2001 Metal Building Footing Design Program Allowable Soil Bearing Pressure: 0.55 KSF 1997 Uniform Building Code Concrete f 2.5 KSI (fc Y Footing Location: Special Inspection forA Bons? i,. IIIMINII 5N Duration factor for A Bons: 1 Reinf Bar Grade 40 (40 or 80) Footing Loads (Kips) Not Hoc Hz Vy (down) Vy (uplift:) Load Parallel to Frame Load Perp to Frame downwards uplift - .85•DL 2.85 0.00 8.68 0.30 Footing Variables (Ft b Kips) Footing Footing Footing Width Length Depth 4.0 4.0 1.5 hot Bolts (Inches) Number of A Botts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available fDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.00 16.0 Footing Weight PIA + Mc/1 (K5F) - Bearing Pressure 3.60K 0.54 OK Base Plato Width/Lon . th 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel /Pimp (Standard Embedment) ParalbWerp Ps 4.28 1.25 0.71 0.08 1.90 0.00 Ftg • Collateral Wt Minimum Wt Req'd Ftg + Collateral Wt 3.60 0.36 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Anglo 0 (P• w/ dap embedded AB 6 Deep Parail•i/Perp A Bolts Embedded Bolts Dap A Bolts wf Std A Bolts OK? Parall.UPerp Deep A Bolts OK? Parallel/Perp runt angle OK? 0.06 OK 0.05 OK 0.05 OK 0.01 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SOIN) 1318 Allow Shear Stress (PSI) 100 Shear Stress (PSI) 5 8 Punching Shear OK? OK Beam Shear. Shear Area: (SOIN) 872 672 Mow Shear Stress Beam shear stress: 3.5 3. t PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Stool: Kip Ft As Req'd (SOIN) Minimum Steel: Long Direction: Positive Moment: 4.3 0,052 1.728 Short Direction: Positive Moment: 4.3 0.052 1.728 Notes: 1. Governing downward toad is largest of Dl • Collateral Gravity • Snow • 112 Lateral Downwards or. DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. ww w U g N tL W tJ. co) s 3 O W no 0- 0t WW tL .. Z UCP- O Z Notes: 1. Governing downward load is largest of DL + Collateral Gravity • Snow • 112 Lateral Downwards cc DL • Collateral Gravity • 1/2 Snow + Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Nelson Calsu!Url1 Ergineerlrq P5 19221 98th Ave ell Ktrmae. WA 98028-3118 ( 425) -48'5 -9126 rat: ( 425) 485 -1156 . Prepared by: JN Page: 12 /Fdn Job Name: Grand Central Casino Job Number. 01048 Description: Footings Date: 10/17/2001 Metal Building Footing Design Program Anowable Soil Bearing Pressure: 0.5 KSF 1997 Uniform Building Code Concrete ft 2.5 KSI (rc52,2.5.3,4ksi) Yes .t Footing Location: Special Inspection for A Bons? „� 5P Duration factor for A Bons: 1 Reinf Bar Gra de 40 s40 so j Footing Loads (Kips) Net Hot Hz Vy (down) Vy (uplift) load Parallel to Frame Load Perp to Frame downwards uplift - .85131. 6.55 12.80 24.37 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 7.0 7.0 1.5 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.00 49.0 Footing Weight PIA + Mc/1 (KSF) Bearing Pressure 11.03K 0.50 OK Base Plate Width/Len ! 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing Interpolations) Applied Shaer Applied Tension Shaer (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParalleVPerp (Standard Embedment) ParaneUParp Ps 4.28 1.25 1.64 0.00 1.90 3.20 Ftg + Collateral Wt Minimum Wt Req'd Ftg + Collateral Wt 11.03 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Anglo it (ps.Pty "•(VsMr" wl deep embedded AB & Deep ParallelPerp A Bolts Embedded Bolts Deep A Bolts wl Std A Botts OK? Parallel/Perp Deep A Bolts OK? Parall.UPerp reinf angle OK7 0.20 OK 0.20 OK 0.19 OK 2.39 No Good 2.39 No Good 0.59 OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shea Area. (SOIN) 1316 Mow Shear Stress (PSI) 100 Shear Stress (PSI) 17 8 Punching Shear OK? OK Beam Shear. Shear Area: (SOIN) 1178 1178 Mow Shear Stress Beam shear stress: 7.6 7.3 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SOIN) Minimum Steel: Long Direction: Positive Moment: 21.3 0.254 3 024 Short Direction: Positive Moment: 21.3 0.254 3 024 Notes: 1. Governing downward load is largest of DL + Collateral Gravity • Snow • 112 Lateral Downwards cc DL • Collateral Gravity • 1/2 Snow + Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. • •:11 Notes: 1. Governing downward load is largest of DL • Collateral Gravity • Snow + 112 Lateral Downwards or: DL • Collateral Gravity + 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Nelson Con%Atrq E Nineerinq P5 19221 58th Aw Kennore. WA 98028-3118 ( 425) - 483 - 9126 Fax: ( 425) 489 - 1136 . Prepared by: JN Page: 13IFdn Job Name: Grand Central Casino Job Number. 01048 Description: Footings Date: 10/17/2001 Metal Building Footing Design Program Allowable Soil Beating Pressure: 1 KSF 1997 Uniform Building Code Concrete fc 2.5 KSI (rc • 2, 2.5.3, 4 ksi) i o Footing Location: Special Inspection for A Bons? ti 4A Duration factor for A Bons: 1 Reinf Bar Grade 40 (40 or 80) Footing Loads (Kips) Net Hxx Hz Vy (down) Vy (uplift:) Load Parallel to Frame Load Perp to Frame downwards uplift - .85•01. 5.30 0.00 38.10 0.00 Footing Variables (Ft R Kips) Footing Footing Footing Width Length Depth 3.0 20.0 1.0 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FON Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.75 60.0 Footing Weight P /A+ Me/l(KSF) Bearing Pressure 9.00K 0.78 OK Base Plate Widthlf.on9th 8.00 11.00 _ A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Paralel/Perp Ps 4.28 1.25 1.33 0.00 1.90 0.00 1 Ftg • Collateral Wt Minimum Wt Req'd Ftg + Collateral Wt 9.00 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angie O' r wsrwle" wl deep embedded AB & Deep Parallel/Perp A Bolts . Embedded Bolts Deep A Bolts w/ Std A Bolts OK? Parallel/Pars Deep A Bolts OK? Parallel/Perp reinf angle OK? 0.14 OK 0.14 OK 0.13 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 560 Allow Shear Stress (PSI) 100 Shear Stress (PSI) 68 8 Punching Shear OK? OK Siam Shear. Shear Area: (SQIN) 288 1920 Mow Shear Stress Seam shear stress: 36.7 91 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Sleet: Kip Ft As Req'd (SQIN) Minimum Steel: Long Direction: Positive Moment: 95.3 1.984 0.884 Shod Direction: Positive Moment: 14.3 0.298 5.78 • •:11 Notes: 1. Governing downward load is largest of DL • Collateral Gravity • Snow + 112 Lateral Downwards or: DL • Collateral Gravity + 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Notes: 1. Governing downward load is largest of DL • Collateral Gravity • Snow • 1/2 Lateral Downwards or: DL • Collateral Gravity • 1/2 Snow + Lateral Downwards 2. Collateral Gravity is not used to resist uplift bads. Nelson Consulting Engineering P5 19221 58 h Ave 1+,E Kemrrre, WA 98028 -3118 (425) - 483 -9126 Fat: (425) 485 -1156 . Prepared by: JN Page: 14 /Fdn Job Name: Grand Central Casino Job Number. 01048 Description: Footings Date: 10/17/2001 Metal Building Footing Design Program Anowabte Soil Bearing Pressure: 0.5 KSF 1997 Uniform Building Code Concrete fc 2.5 KSI (f c = 2, 2.5, 3, 4 list) Yes �.I Footing Location: s pedal Inspection for A Bolts? C•111=115 4E) Duration factor for A Bolts: 1 Reid Bar Grade 40 40 or 60 Footing Loads (Kips) Net Hoc Hz Vy (down) Vy (uplift) Load Parallel to Frame load Perp to Frame downwards uplift - .85'01 0.00 0.00 31.10 0.00 Footing Variables (Ft a Kips) Footing Footing Footing Width Length Depth 8.0 8.0 1.5 Anchor Bolts finches) Number of A Bolts A Bolt Diameter A Bolt Edge Diet A Boit Spacing 4 0.75 12.00 4.00 Available FON Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.00 64.0 Footing Weight P/A + Mc/1 (KSF) Bearing Pressure 14.40K 0.49 OK Base Plato IWidth/Length 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) por A Boit (Vs) per A Bolt ParaleVPerp (Standard Embedment) Pare eUPerp Ps 4.28 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral WI Minimum Wt Req'd Ftg + Collateral Wt 14.40 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angie in ossm $'•wane' WI deep embedded AB & Deep ParalielfPerp A Bolts Embedded Bolts Deep A Bolts W/ Std A Bolts OK? Parallel/Perp Deep A Bolts OK? Parallel/Perp runt angle OK? 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SOIN) 1316 Allow Shear Stress (PSI) 100 Shear Stress (PSI) 22.9 Punching Shear OK? OK Beam Shear: Shear Area: (SOIN) 1344 1344 Mow Shear Stress Beam shear stress: 6 9 8.6 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SOIN) Minimum Steel: Long Direction: Positive Moment: 31.1 0.370 • 3 458 Short Direction: Positive Moment: 31.1 0.370 3.456 • . t Notes: 1. Governing downward load is largest of DL • Collateral Gravity • Snow • 1/2 Lateral Downwards or: DL • Collateral Gravity • 1/2 Snow + Lateral Downwards 2. Collateral Gravity is not used to resist uplift bads. Notes: 1. Governing downward load is largest of DL • Collateral Gravity + Snow + 1/2 Lateral Downwards or DL + Collateral Gravity • 1/2 Snow + Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Nelson CcrisuRang prgineerim PS 19221 58t1, Ave l ■( Kemrore. WA 98028 -5118 ( 425) -483 -9126 Fa: ( 425) 485 -1156 , Prepared by: JN Page: 15 lFdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 10/17/2001 Metal Building Footing Design Program Allowable sal Bearing Pressure: 0.5 KSF 1997 Uniform Building Code Concrete fc 2.5 KSI (rc = 2, 2.5, 3, 4 ksi) Footing Location: w° = Special Inspection for A Bolts? � 4M Duration factor for A Bolts: 1 Rein? Bar Grade 40 (40 or 60 Footing Loads (Kips) Net Hxx Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame downwards uplift - .85'0L 0.00 0.00 23.40 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 7.0 7.0 1.5 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.00 49.0 Footing Weight P/A + Mc/1 (KSF) Bearing Pressure 11.03K 0.48 OK Base late IWldthit.ength 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParatieliPerp (Standard Embedment) Parallel/Perp Ps 4.28 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt Minimum Wt Req'd Ftg + Collateral Wt 11.03 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle owas.".(ven " w/ deep embedded AB & Deep ParalieiIPerp A Bolts Embedded Bolts Deep A Bolts w/ Std A Bolts OK? Parallel/Perp Deep A Bolts OK7 Parallel/Pup rein? angle OK? 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SOIN) 1316 Allow Shear Stress (PSI) 100 Shear Stress (PSI) 17.1 Punching Shear OK? OK Beam Shear, Shear Area: (SOIN) 1176 1178 Allow Shear Stress Beam shear stress: 7.3 7.0 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SOIN) Minimum Steel: Long Direction: Positive Moment: 20.5 0.244 3 024 Start Direction: Positive Moment: 20.5 0.244 3.024 Notes: 1. Governing downward load is largest of DL • Collateral Gravity + Snow + 1/2 Lateral Downwards or DL + Collateral Gravity • 1/2 Snow + Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. 4 Notes: 1. Governing downward load is largest of DL + Collateral Gravity • Snow • 112 Lateral Downwards or DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Nelson Consulting erg:weer trq P5 19221 58th Ave It Kerncre, WA 98028-N18 ( 425) -483 -9126 Fax: (425) 485 -1136 • Prepared by: JN Page: 18IFdn Job Name: Grand Central Casino Job Number. 01048 Description: Footings Date: 10117/2001 Metal Building Footing Design Program Allowable Soil Bearing Pressure: 0.5 KSF 1997 Uniform Building Cods Concrete rc 2.5 KSI (f c = 2, 2.5, 3, 4 ksi) 4 Yes 4 Footing Location: Special inspection for A Bons? 01=11111:1 4P Duration factor for A Boas: 1 Reid Bar Grade 40 40 or 60 Footing Loads (Kips) Net l Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame downwards uplift - .65`OL 8.90 12.00 23.60 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 7.0 7.0 1.0 Anchor Bolts (inches) Number of A Bolts A Boit Diameter A Bott Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FON Eccentricity of Col 16 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.00 49.0 Footing Weight PIA • Mdl (KSF) Bearing Pressure 7.35K 0.48 OK s Base Plate IWidth/LenQth 8.00 11.00 A Bolt Capacities (Kips) (based on edge disc 8 spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Boit (Vs) per A Bolt ParalbVPerp (Standard Embedment) Paratei/Perp Ps 4.28 1.25 2.23 0.00 1.90 3.00 Ftg + Collateral Wt Minimum Wt Req'd Ftg + Collateral Wt 7.35 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Anglo 6) fhmr "•N.Artr" W/ deep embedded AB & Deep Parallel/Perp A Bolts Embedded Bolts Deep A Botts w/ Std A Bolts OK? Parallel/Pero Deep A Bolts OK? Parallel/Perp relni angle OK? 0.34 OK 0.34 OK 0.32 OK 2.14 No Good 2.14 No Good 0.53 OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SOIN) 560 Mow Shear Stress (PSI) 100 Shear Stress (PSI) 41.1 Punching Shear OK? OK Beam Shear: Shear Area: (SOIN) 872 672 Allow Shear Stress Beam shear stress: 14 2 13.8 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SO1N) Minimum Steel: Long Direction: Positive Moment: 20.7 0.430 2 016 Short Direction: Positive Moment: 20.7 0.430 2.016 4 Notes: 1. Governing downward load is largest of DL + Collateral Gravity • Snow • 112 Lateral Downwards or DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Notes: 1. Governing downward load is largest of 01 • Colateral Gravity • Snow • 1/2 Lateral Downwards or. DL • Collateral Gravely • 112 Snow • LMeral Downwards 2. Colaterai Gravity is not used to resist upWt loads. Nelson Cansuituq prlgirleerlr i P5 19221 5&ii Are it KernerC WA 98026 -5118 (425) -483 -9126 fa: (425) 465 -1156 . Prepared by JN Page: 17 /Fdn Job Name: Grand Central Casino Job Number. 01048 Description: Footings Data: 10/17/2001 Metal Building Footing Design Program Allowable sod Bearing Pressure: 1 KSF 1997 Uniform Building Code Concrete fc 2.5 KSI (fo■2,2.5,3,4ksi) Footing Location: Special Inspection for A Botts? yes =MIN 5 3A Duration factor for A Bolts: 1 Rein! Bar Grade 40 (40 or 80 Footing Loads (Kips) Net Hu Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame downwards upeft - .85•DL 5.30 0.00 38.10 0.00 Footing Variables (Ft b Kips) Footing Footing Footing Width Length Depth 3.0 20.0 2.0 Anchor Bolts (Inches) Number of A dolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FON Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Ana (SF) 0.00 0.75 60.0 Footing Weight PM + Mc/I (KSF) Bearing Pressure 18.00K 0.78 OK Base Plato Width/Length 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tonslon (Pt) per A Bolt (Vs) par A Bolt PraMsVPsrp (Standard Embedment) ParaaeVParp Ps 4.28 1.25 1.33 0.00 1.90 0.00 Ftg • Collateral Wt Minimum Wt Req'd Ftg + Collateral Wt 18.00 0.00 Required OK A Bolt Capschles (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Anglo iP "•N+iq"" w1 deep embedded AB & Domp Parallswerp A Bolts Embedded Bolts Deep A Bolts w/ Std A Both OK? Parallel/Pimp Deep A Bolts OK? Parallel/Perp mint angle OK? 0,14 OK 0.14 OK 0.13 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shur Duign: Punching Shear. Shear Atea: (SQIN) 2380 Mow Shear Stress (PSI) 100 Star Stress (PSI) ■15.4 Punting Shear OK7 OK Beam Shear. Shear Arm: (SPIN) 720 4800 Mow Sher Sireas Beam shear stress 5.9 3.5 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SQIN) Minimum Steel: Long Orection. Positive Moment: 95 3 0.794 1.728 Short Direction, Positive Moment. 14 3 0.119 1112 Notes: 1. Governing downward load is largest of 01 • Colateral Gravity • Snow • 1/2 Lateral Downwards or. DL • Collateral Gravely • 112 Snow • LMeral Downwards 2. Colaterai Gravity is not used to resist upWt loads. Notes: I. Governing downward load is largest of DL + Collateral Gravity • Snow + 1/2 Lateral Downwards or. DL + Collateral Gravity « 1/2 Snow + Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Nelson Con%ltirq ergineer►rq P5 19221 5861 Ave PE Kamm, WA 98028-3118 (425) - 4834126 Fa: (425) 485 -II56 . Prepared by: JN Page: 18 /Fdn Job Name: Grand Central Casino Job Number. 01048 Description: Footings Data: 10117/2001 Metal Building Footing Design Program Allowable Soil Bearing Pressure: 0.5 KSF 19977 Uniform Building Code Concrete fc 2.5 KSI (fc = 2, 2.5.3, 4 ksi) 1 Yes Footing Location: - Special Inspection for A Bolts? ; 3D Duration factor for A Bolts: 1 R&nf Bar Grade 40 40 or 80 Footing Loads (Kips) Net Wet Hz Vy (down) Vy (uplift) Load Parabi to Frame Load Perp to Frame downwards uplift - .85•DL 0.00 0.00 31.00 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 8.0 8.0 1.5 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.00 64.0 Footing Weight P/A + Mc/1 (KSF) Bearing Pressure 14.40K 0.48 OK Base Plato 71Width/Length 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Paralel/Perp (Standard Embedment) ParallelPerp Ps 4.28 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt Minimum Wt Req'd Ftg + Collateral Wt 14.40 0.00 Required OK A Boh CapaclUos (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angie 6 041PeNowtevi w/ deep embedded AB 8. Deep Parallel/Pap A Bolts Embedded Bolts Deep A Bolts w/ Std A Bolts OK? Parallel/Perp Deep A Bolts OK? Parallel/Perp relnf angle OK? 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1318 Mow Shear Stress (PSI) 100 Shear Stress (PSI) 22.9 Punching Shear OK? OK Beam Shear: Shear Area: (SQIN) 1344 1344 Mow Shear Stress Beam shear stress: 8.9 8.5 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SQIN) Minimum Steel: Long Direction: Positive Moment: 31.0 0.389 3.458 Short Direction: Positive Moment: 31.0 0.369 3.458 v Notes: I. Governing downward load is largest of DL + Collateral Gravity • Snow + 1/2 Lateral Downwards or. DL + Collateral Gravity « 1/2 Snow + Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Notes: 1. Governing downward load is largest of DL • Collateral Gravity • Snow + 112 Lateral Downwards or DL + Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads Nelson Cansultinq t;ngineerim f'5 19221 58th Ave tE Kenncre, WA 96028-3118 ( 429)-4E35-9126 Fat: ( 425) 485 -1136 Prepared by: JN Page: • 19lFdn Job Name: Grand Central Casino Job Number. 01048 Description: Footings Date: 10117/2001 Metal Building Footing Design Program Allowable Soil Bearing Pressure: 0.5 KSF 1997 Uniform Building Cods Concrete fc 2.S KSI (fca2,2.5.3,4ksi) Yes _ Footing Location: Special inspection for A Botts? 3M Duration factor for A Bolts: 1 Reinf Bar Grade 40 (40 or 80 Footing Loads (Kips) Net Hoot Hz Vy (down) Vy (uplift) Load ParaAei to Frame Load Pep to Frame downwards uplift • .85•DL 0.00 0.00 23.30 0.00 Footing Vartables (Ft & Klps) Footing Footing Footing Width Length Depth 8.0 8.0 1.5 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Am (SF) 0.00 0.00 64.0 Footing Weight P/A • MO (KSF) Bearing Pressure 14.40K 0.36 OK Base Plate Width/Len ! th 8.00 11.00 A Bolt Capacities (Kips) (based on edge diet 6 spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) por A Bolt Parallel/Pep (Standard Embedment) ParaBeWerp Ps 4.28 1.25 0.00 0.00 1.90 ^_ 0.00 Ftg • Collateral Wt Minimum Wt Rsq'd Ftg • Collateral Wt 14.40 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle fr'screwwtl'" w/ deep embedded AB & Deep ParslleirPerp A Bolts Embedded Bolts Deep A Bolts W/ Std A Bolts OK? Parallel/Perp Deep A Bolts OK? Parallel/Pap mint angle OK? 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Streu Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1316 Allow Shear Stress (PSI) 100 Shear Stress (PSI) 17.2 Punching Shear OK? OK Bum Sheer. Shear Area: (SQIN) 1344 1344 Allow Shear Stress Beam shear stress: 6.7 8 4 PSt 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SQIN) Minimum Steel: Long Direction: Positive Moment: 23.3 0 277 3 456 Short Direction: Positive Moment: 23 3 0.277 3 458 Notes: 1. Governing downward load is largest of DL • Collateral Gravity • Snow + 112 Lateral Downwards or DL + Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads .,4 Notes: 1. Governing downward load is Largest of DL + Collateral Gravity + Snow • 1/2 Lateral Downwards or Di. + Collateral Gravity + 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Nelson Ca su iU41 EngMeerirtq P5 192215 Ave W Kevric a WA 96028 -5118 (429)-465-9126 fa: ( 429) 489 -1136 . Prepared by: JN Page:: 29 IFdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 10117/2001 Metal Building Footing Design Program Allowable soil Bearing Pressure: 0.5 KSF 1991 Uniform Building Code Concrete rc 2.5 KSI (rc = 2, 2.5, 3, 4 ksi) yes Footing Location: Special Inspection for A Bolts? 1: 31' Duration factor for A Bolts: 1 Rein! Bar Grade 40 (40 or 60) Footing Loads (Kips) Net Hroc Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame downwards upNn • .85 8.80 0.00 8.70 0.00 Footing Variables (Ft & Klps) Footing Footing Footing Width Length Depth 5.0 5.0 1.5 Anchor 8 (inches) Number of A Botts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.00 25.0 Footing Weight P/A + Me/i (KSF) Bearing Pressure 5.63K 0.35 OK Base Plato Width/Lan th 8.00 11.00 A Boit Capacities (Kips) (based on edge dist & spacing Interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParaMWPerp (Standard Embedment) Parallel/Perp Ps 4.28 1.25 2.20 0.00 1.90 0.00 Ftg • Collateral Wt Minimum Wt Req'd Ftg • Collateral Wt 5.63 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angie la (Poly "•Grog" w/ deep embedded AB 3 Deep ParalleVPerp A Bolts Embedded Bolts Deep A Bolts wt Std A Bolts OK? Parallel/Perp Deep A Bolts OK? Parallel/Perp rein! angle OK? 0.33 OK 0.33 OK 0.31 OK 0.00 OK 0.00 OK 0.00 OK +_ Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SOIN) 1318 Allow Shear Stress (PSI) 100 Shear Stress (PSI) 6.1 Punching Shear OK? OK Beam Shear. Shear Area: (SOIN) 840 840 AMow Shear Stress Beam shear stress: 3.3 3.0 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel; Kip Ft As Req'd (SQIN) Minimum Steel: Long Direction: Positive Moment: 5.4 0.065 2.18 Short Direction. Positive Moment: 5.4 0.065 2.18 .,4 Notes: 1. Governing downward load is Largest of DL + Collateral Gravity + Snow • 1/2 Lateral Downwards or Di. + Collateral Gravity + 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Notes: 1. Governing downward load Is largest of DL + Collateral Gravity • Snow • 1/2 Lateral Downwards or. DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. z z rt 0 W co LL W 0 co 3 lJ»Q Z � V � ON W W tt. 0 lit z U PI O z Nelson Can% ri ngineeri q P5 19221 58th Ave lE Kemnre. WA 98028-31I8 ( 425) -483 -9126 Pat: ( 425) 485 -1136 , Prepared by: JN Page: 21 IFdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 10/1712001 Metal Building Footing Design Program Allowable sou Bearing Pressure: 1 KSF 1997 Uniform Building Code Concrete fc 2.5 KSI (rc z 2, 2.5, 3.4 I(si) ves el Footing Location: Special Inspection for A Bolts? CZNIIIIIIIIII 2A Duration factor for A Bolts: I Reinf Bar Grade 40 40 or 80 Footing Loads (Kips) Net Hoc Hz Vy (down) Vy (uplift) Load Para6el to Frame Load Perp to Frame downwards uplift - .85'D1. 5.10 0.00 37.80 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 3.0 20.0 1.5 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FON Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.75 60.0 Footing Weight PIA • Mc/l (KSF) Bearing Pressure 13.50K 0.77 OK Base Plate IWldth/Length 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parabei/Perp (Standard Embedment) Para$ei/Perp Ps 4.28 1.25 1.28 0.00 1.90 0.00 Ftg • Collateral Wt Minimum WI Req'd Ftg * Collateral Wt 13.50 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Anglo it A' '0'"•N+d'm•" w/ deep embedded AB & Deep ParsllsVPerp A Bolts Embedded Bolts Deep A Bolts w/ Std A Botta OK? Parallel/Perp Deep A Bolts OK? Parallel/Perp hint angle OK? 0.13 OK 0.13 OK 0.13 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: _ �� Punching Shear. Shear Area: (SQIN) 1316 Allow Shear Stress (PSI) 1 0 Shear Stress (PSI) 27.8 Punch Shear OK? OK Beam Shear. Shear Area: (SQIN) 504 3360 Allow Shear Stress Beam shear stress: 14 6 5.0 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Klp Ft As Req'd (SOIN) Minimum Steel: Long Direction: Positive Moment: 94.5 1.125 1.296 Short Direction: Positive Moment: 14.2 0.189 8.84 Notes: 1. Governing downward load Is largest of DL + Collateral Gravity • Snow • 1/2 Lateral Downwards or. DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. z z rt 0 W co LL W 0 co 3 lJ»Q Z � V � ON W W tt. 0 lit z U PI O z Metal 1997 Footing Nei50r1 Ccnsultlrq Engineering P5 19221 58th Ave tt Kenmore. WA 98028-3118 (425) -483 -9126 fax: C 425) 485.1156 Prepared by: JN Page: Job Name: Grand Central Casino Job Number. Description: Footings Date: 22 IFdn 01048 10/17/2001 Building Footing Design Program Uniform Building Code Location: 2D Allowable Sot Bearing Pressure: Concrete rc (r c a 2.2.5, 3, 4 ksi) Special Inspection for A Boas? Duration factor for A eons: Reinf Bar Grade 0.5 2.5 KSF KSI vim 1 40 (40 or 110) Footing Loads (Kips) Net Hoc Hz Vy (down) Vy (uplift) Load Parelel to Frame Load Porp to Frame downwards uplift - .85'Dl 0.00 0.00 31.20 0.00 Footing Variables (Ft 8 Kips) Footing Footing Width Length 8.0 8.0 Footing Depth 1.5 Anchor Bolts (Inches) Number of A Botts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FON Eccentricity of Col Collateral Wt (Kips) along length of Ftg 0.00 0.00 Footing Weight PIA + Mc/1(KSF) 14.40K 0.49 15 Area (SF) 64.0 Bearing Pressure OK Wt p asse Plate `idth/Longth 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Para9IVPerp (Standard Embedment) ParaleVPerp Ps 4.28 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt Minimum Wt Req'd 14.40 0.00 Ftg + Collateral Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle (pI$Ir w/ deep embedded AB & Deep Paranel/Perp A Bolts Embedded Bolts Deep A Bolts wl Std A Botts OK? Parallel/Pap Deep A Bolts OK? Parallel/Perp rein( angle OK? 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shear Shear Area: (SOIN) 1318 Allow Shear Stress (PSI) Shear Stress (PSI) 23 0 Punching Shear OK? 100 OK Beam Shear. Shear Area: (SOIN) 1344 1344 Allow Shear Stress Beam shear stress 8.9 8.8 55 Shear Stress OK? OK OK PSI Flexure Design Bottom Steel: Kip Ft As R•q'd (50tH) Long Direction: Positive Moment: 31.2 0.371 Short Direction: Positive Moment: 31.2 0.371 Minimum Steel: 3.458 3 458 Notes: 1. Governing downward load is largest of DL + Collateral Gravity • Snow • 1/2 Lateral Downwards or: DL • Colateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Notes: 1. Governing downward load is largest of DL + Collateral Gravity • Snow • 1/2 Lateral Downwards or: DL + Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Coasters' Gravity Is not used to resist upldt loads. 'A Nelson Ca rA.4A q Ergineerirtq P5 19221 58th he It Kure, WA 98028-3118 (425)-483-9126 Fa: ( 425) 485 -1136 . Prepared by: JN Page: 23 /Fdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 10/17/2001 Metal Building Footing Design Program Allowable Soil Bearing Pressure: 0.5 KSF 1997 Uniform Building Code Concrete rc 2.5 KSI (f cz2.2.5.3,4kai) '•' Footing Location: Special Inspection for A Bons? `Y o U 2M Duration factor for A Bons: 1 Refnf Bar Grade 40 (40 or 60) Footing Loads (Kips) Net Hxx Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame downwards uplift - .85•DL 0.00 0.00 22.80 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 7.0 7.0 1.5 Anchor Bolts (inches) Number of A Botts A Bolt Diameter A Bolt Edge Dlst A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.00 49.0 Footing Weight PIA • Mc/l (KSF) Bearing Pressure 11.03K 0.47 OK Base Plato Width/Len ! 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist 8 spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Peep (Standard Embedment) Parallel/Nap Ps 4.28 1.25 0.00 0.00 1.90 0.00 Ftg • Collateral Wt Minimum Wt R.q d Ftg + Collateral Wt 11.03 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Anglo 0 1P ►Y'"•tvwtl'" wl deep embedded AB & Deep Parallel/Nip A Bolts Embedded Bolts Deep A Bolts wl SW A Bolts OK? Parallel/Pap Deep A Bolts OK? Parallel/Perp runt angle OK? 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shear Shear Area: (SOIN) 1318 Mow Shear Stress (PSI) 100 •� Shear Stress (PSI) 16.7 Punching Shear OK? OK Beam Shear. Shear Area: (SPIN) 1178 1178 Mow Shear Stress Beam shear stress: 7 2 8 8 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As NO (SOIN) Minimum Steel: Long Direction: Positive Moment: 20.0 0.238 3 024 Shod Direction: Positive Moment: 20.0 0.238 3 024 Notes: 1. Governing downward load is largest of DL + Collateral Gravity • Snow • 1/2 Lateral Downwards or: DL + Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Coasters' Gravity Is not used to resist upldt loads. 'A Notes: 1. Governing downward load is largest of 0L • Collateral Gravity + Snow • 1/2 Lateral Downwards or DL + Collateral Gravity + 1/2 Snow + Lateral Downwards 2. Colateral Gravity is not used to resist uplift loads. Nelson C,alsdtlrq etlghleerilnq P5 19221 5801 hie NE *were, WA 9802&3118 (425) -485 -9126 Fat: (425) 485 -1156 • Prepared by JN Page: 24 /Fdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 10117/2001 Metal Building Footing Design Program Allowable Soil Bearing Pressure: 0.5 KSF 1997 Uniform Building Cods Concrete fc 2.5 KSI (re = 2, 2.5, 3, 4 ksi) Yes Footing Location: Special Inspection for A Bolts? C' G 2P Duration factor for A Bolts: 1 Reinf Bar Grade 40 ( 40 or 60 ) Footing Loads (Kips) Net Hoot Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame downwards uplift - .85131 8.76 11.00 22.46 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 7.0 7.0 1.0 Anchor Botts (Inches) Number of A Botts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.00 49.0 Footing Weight P/A + Mc/I (KSF) Bearing Pressure 7.35K 0.46 OK Base Plato 'Width/Length 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt PersNi/Perp (Standard Embedment) Parailef/Perp Ps 4.28 1.25 2.19 0.00 1.90 2.75 Ftg • Collateral Wt Minimum Wt Req'd Ftg • Collateral Wt 7.35 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Anglo Pairs .(f Mr wf deep embedded AB & Deep Parallel/Perp A Bolts Embedded Bolts Deep A Botts w/ Std A Bolts OK? Parallel/Perp Deep A Bolts OK? Parallel/Perp mint angle OK? 0.33 OK 0.33 OK 0.31 OK 1.85 No Good 1.85 No Good 0.46 OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SOIN) 580 Mow Shear Stress (PSI) 100 Shear Stress (PSI) 39.1 Punching Shear OK? OK Beam Shear. Shear Area: (SOIN) 872 672 Allow Star Stress Beam shear stress: 13.5 12.9 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Klp Ft As Req'd (SOIN) Minimum Steel: Long Direction: Positive Moment: 19.7 0.409 2.010 Short Direction: Positive Moment: 19.7 0.409 2.016 Notes: 1. Governing downward load is largest of 0L • Collateral Gravity + Snow • 1/2 Lateral Downwards or DL + Collateral Gravity + 1/2 Snow + Lateral Downwards 2. Colateral Gravity is not used to resist uplift loads. Notes: 1. Governing downward load is largest of DL + Collateral Gravity + Snow + 1/2 Lateral Downwards or DL • Collateral Gravity • 1/2 Snow + Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Nelson Carwlthi E;rgr ieerirq I/5 19221 58th Ave hE Kemrre, WA 98028 (425) - 483 - 9126 rat: (425) 485 - 1136 Prepared by: JN Page: 251Fdn Job Name: Grand Central Casino Job Number. 01048 Description: Footings Date: 10/17/2001 Metal Building Footing Design Program Avowable Soil Bearing Pressure: 1 KSF 1227 Uniform Building Code Concrete rc 2.5 KSI (rc = 2, 2.5, 3, 4 kst) Footing Location: Special Inspection for A Bolts? j 1A Duration factor for A Bons: 1 Reinf Bar Grad 40 40 or 60 Footing Loads (Kips) Net Hxx Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame downwards uplift - .85'DL 4.42 0.00 19.48 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 3.0 14.0 1.0 Anchor Botts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.75 42.0 Footing Weight P/A • Mr./1(KSF) Bearing Pressure 6.30K 0.61 OK Base Plate !Width/Length 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParaNsUPerp (Standard Embedment) ParaiellPerp Ps 4.28 1.25 1.11 0.00 1.90 0.00 Fig + Collateral Wt Minimum Wt Req'd Ftg • Collateral Wt 6.30 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle ohnne•N+Mr' w/ deep embedded AB & Deep Parai eUPerp A Bolts Embedded Bolts Deep A Bolts Wl Std A Bolts OK? Parall•l/Perp Deep A Bolts OK? Parallel/Perp mint angle OK? 0.10 OK 0.10 OK 0.10 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SOIN) 580 Allow Shear Stress (PSI) 100 Shear Stress (PSI) 33.8 Punching Shear OK? OK Beam Shear. Shear Area. (SOIN) 288 1344 Mow Shear Stress Beam shear stress: 18 8 8.4 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (S01N) Minimum Steel: Long Direction: Positive Moment: 34.1 0.710 0 864 Short Direction: Positive Moment: 7.3 0.152 4 032 Notes: 1. Governing downward load is largest of DL + Collateral Gravity + Snow + 1/2 Lateral Downwards or DL • Collateral Gravity • 1/2 Snow + Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Notes: 1. Governing downward load is largest of DL • Collateral Gravity • Snow + 112 Lateral Downwards or DL + Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Nelson Consul ni Erglneerirq P5 19221 58th Ave It Kennre. WA 9802 8-3118 (425) -485 -9126 rat: (425) 485 -1156 . Prepared by: JN Page: 26 IFdn Job Name: Grand Central Casino Job Number. 01048 Description: Footings Date: 1011712001 Metal Building Footing Design Program Allowable soil Bearing Pressure: o.s KSF 1497 Uniform Building Code Concrete fc 2.5 KSI (f c = 2, 2.5, 3, 4 kst7 Yes Footing Location: special Inspection for A Bolts? 1=11M11 1C Duration factor for A Bolts: 1 Rekd Bar Grade 40 40 or 80 Footing Loads (Kips) Net Hxx Hz Vy (down) Vy (uplift) Load ParaAel to Frame Load Perp to Frame downwards uplift - .851D1.. 3.34 0.00 9.18 0.00 Footing Variables (Ft 8. Kips) Footing Footing Footing Width Length Depth 5.0 5.0 1.0 Anchor Bolts (inches) Number of A Bolls A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.00 25.0 Footing Weight PIA • Md l (KSF) Bearing Pressure 3.75K 0.37 OK Base Plato !Width/Length 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Pare sVPerp (Standard Embedment) ParaleVPerp Ps 4.28 1.25 0.84 0.00 1.90 � 0.00 Ftg • Collateral Wt Minimum Wt Req'd Ftg • Collateral Wt 3.75 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle CD 0 WI deep embedded AB & Deep Parallel/Perp A Bolts Embedded Bolts Deep A Bolts w/ Std A Bolts OK? Parallel/Pero Deep A Bolts OK? Parallel/Pap rein? angle OK? 0.07 OK 0.07 OK 0.06 OK 0.00 OK 0.00 OK 0.00 OK • Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area. (SOIN) 560 Mow Shear Stress (PSI) 100 Shear Stress (PSI) 15 6 Punching Shear OK? OK Beam Shear. Shear Area: (SOIN) 480 480 Allow Shear Stress Beam shear stress: 7.0 6 5 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SOIN) Minimum Steel: Long Direction: Positive Moment: 5 7 0.120 1.44 Short Direction: Positive Moment: 5.7 0.120 1.44 Notes: 1. Governing downward load is largest of DL • Collateral Gravity • Snow + 112 Lateral Downwards or DL + Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Notes: 1. Governing downward load is largest of DL + Collateral Gravity • Snow • 112 Lateral Downwards or: DL + Collateral Gravity • 1/2 Snow + Lateral Downwards 2. Collateral Gravity Is not used to resist uplift loads. Nelson CormItini rgineeritlq P5 1922158th he fe Kemnre, WA 98028 - 5118 (425) - 485 - 9126 Fat: ( 425) 485 - 1156 • Prepared by JN Page: 27lFdn Job Name: Grand Central Casino Job Number. 01048 Description: Footings Date: 1011712001 Metal Building Footing Design Program Allowable Soil Bearing Pressure: 0.5 KSF 1917 Uniform Building Code Concrete fa 2.5 KSI (fc*2.2.5,3,4ksi) Tres I. Footing Location: Special inspection for A Bata? No iF Duration factor for A Bolts: 1 Re of Bar Grade 40 (40 or 80 Footing Loads (Kips) Net Rot Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame downwards uplift - .85•0L 3.47 0.00 7.05 0.00 Footing Variables (Ft 8. Kips) Footing Footing Footing Width Length Depth 4.0 4.0 1.0 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Boll Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FON Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.00 16.0 Footing Weight PIA • Mcli (KSF) Bearing Pressure 2.40K 0.44 OK Base Plato 'Width/Length 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt PsrallM/Perp (Standard Embedment) ParallelPerp Ps 4.28 1.25 0.87 0.00 1.90 0.00 Ftg + Collateral Wt Minimum Wt Roq'd Ftg • Collateral Wt 2.40 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Anglo la 1q'"Nsn+9'" vs/ deep embedded AB b Deep PangelIPerp A Bolts Embedded Bolts Deep A Bolts wl SW A Bolts OK? Paraliel/Perp Deep A Bolts OK7 ParalleIIPerp mint angle OK? 0.07 OK 0.07 OK 0.07 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SOIU) 560 Mow Shear Stress (PSI) 100 Shear Stress (PSI) 11.8 Punching Shear OK? OK Beam Shear. She Area: (SQIN) 384 384 Mow Shear Stress Beam shear stress: 8.1 5.5 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SQIN) Minimum Steel: Long Direction: Positive Moment: 3.5 0.073 1.152 Short Direction: Positive Moment: 3 5 0.073 1.152 Notes: 1. Governing downward load is largest of DL + Collateral Gravity • Snow • 112 Lateral Downwards or: DL + Collateral Gravity • 1/2 Snow + Lateral Downwards 2. Collateral Gravity Is not used to resist uplift loads. :a Notes: 1. Governing downward load is largest of DI. + Collateral Gravity • Snow + 1/2 Lateral Downwards or: DL • Collateral Gravity + 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift toads. Nelson Carlsultlrq EmirleerIng P5 19221 5801 Ave It Kemrre, WA 98028-3118 ( 425) -483 -9126 Fax: ( 425) 485 -1156 . Prepared by: JN Page: 25 /Fdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 10117/2001 Metal Building Footing Design Program Allowable Soil Bearing Pressure: 0.5 KSF 1997 Uniform Building Code Concrete rc 2.5 KSI (rc ■ 2, 2.5, 3, 4 ksi) ye Footing Location: Special inspection for A Bolts? . 1J Duration factor for A Bolts: I Reinf Bar Grade 40 (40 or 80) Footing Loads (Kips) Net Hoc Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame dow rw ards x ft - .85•DL 3.24 0.00 6.35 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 4.0 4.0 1.0 Anchor Bolts (Inches) Number of A Botts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FON Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.00 16.0 Footing Weight P/A • MO (KSF) Bearing Pressure 2.40K 0.40 OK Base Plate Width/Len , th 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParaleVPerp (Standard Embedment) Para5ellPerp Ps 4.28 1.25 0.81 0.00 1.90 0.00 Ftg • Collateral Wt Minimum Wt Req'd Ftg • Collateral Wt 2.40 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle ( Y w/ deep embedded AB & Deep ParslleuPerp A Bolts Embedded Bolts Deep A Bolts w/ Std A Bolts OK? ParatlellPerp Deep A Bolts OK? Parallel/Perp mint angle OK? 0.06 OK 0.06 OK 0.06 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SOIN) 560 Allow Shear Stress (PSI) 100 Shear Stress (PSI) 10.5 Punchd , Shear OK? OK Beam Shear: Shear Area: (SOIN) 384 384 Mow Shear Stress Beam shear stress: 5.5 5.0 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SOIN) Minimum Steel: Long Direction: Positive Moment: 3.2 0.068 1.152 Start Direction: Positive Moment: 3.2 0.066 1.152 :a Notes: 1. Governing downward load is largest of DI. + Collateral Gravity • Snow + 1/2 Lateral Downwards or: DL • Collateral Gravity + 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift toads. Notes: 1. Governing downward bad is largest of DL + Colaterai Gravity • Snow • 1/2 Lateral Downwards or. DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Nelson Cansliltirq E;rgirteerinq P5 1922156th Ave Kei, re, WA 98028 (425) - 483 -9126 Fa: (425) 485 - 1136 • Prepared by: JN Page: 29 /Fdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 10/17/2001 Metal Building Footing Design Program Allowable sod Bearing Pressure: 0.5 KSF 1997 Uniform Building Code Concrete fc 2.5 KSI (f c = 2, 2.5, 3, 4 ksi) Footing Location: Special inspection for A Bolts? 1 $o RI IL Duration factor for A Bons: 1 Reinf Bar Grade 40 40( .... 2:10 . 2 ..... Footing Loads (Kips) Net Ho Elxx Hz Vy (down) Vy (uplift) Load Pa•allel to Frame Load Perp to Frame downwards upAn - .65101 3.42 0.00 8.78 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 5.0 5.0 1.0 Anchor Botts (Inches) Number of A Bolts A Bolt Diameter A Batt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FON Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.00 25.0 Footing Weight P/A + Mc/I (KSF) Bearing Pressure 3.75K 0.35 OK Base Plato Width/Longth 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Paraeel/Perp (Standard Embedment) Parallel/Nip PS 4.28 1.25 0.86 0.00 1.90 0.00 Ftg + Collateral Wt Minimum Wt Req•d Ftg + Collateral Wt 3.75 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle ID (p+ i""•Namr" WI deep embedded A8 & Deep Pan(IelfPerp A Bolts Embedded Bolts Deep A Bolts WI Std A Botts OK? Parallel/Pap Deep A Bolts OK? Parallel/Perp mint angle OK? 0.07 OK 0.07 OK 0.06 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SOIN) 560 Mow Shear Stress (PSI) 100 Shear Stress (PSI) 14.9 Punching Shear OK? OK Beam Shear, Shear Area: (SOIN) 480 460 Allow Shear Stress Beam shear stress. 6 7 6 2 PSI 5 Shear Stress OK? OK OK Flexure Design Bottom Stool: Klp Ft As Req'd (SOIN) Minimum Steel: Long Direction: Positive Moment: 5.5 0.114 144 Short Direction: Positive Moment: 5.5 0.114 1.44 • Notes: 1. Governing downward bad is largest of DL + Colaterai Gravity • Snow • 1/2 Lateral Downwards or. DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. _ Nelson Consult Anti (;rgirleerlrq P5 19221 58th Ave It Kemnre, WA 980284116 ( 425) - 483 -9126 rat: ( 425) 485 -1156 Prepared by: JN Page: 30 /Fdn Job Name: Grand Central Casino Job Number. 01048 Description: Footings Date: 10/17/2001 Metal Building Footing Design Program Allowable Soft Bearing Pressure: 0.5 KSF 1997 Uniform Building Code Concrete fe 2.5 KSI (rc = 2.2.5, 3.4 kst) Yes Footing Location: Special Inspection for A Bolts? t: ; 1? Duration factor for A Bolts: 1 Reid Bar Grade 40 140 or 60) Footing Loads (Kips) Net Hxx Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame downwards uplift - .65•0L 4.34 13.10 18.70 0.00 Footing Variables (Ft 8 Kips) Footing Footing Footing Width Length Depth 7.0 7.0 1.0 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.00 49.0 Footing Weight P/A • Mc/I (KSF) Bearing Pressure 7.35K 0.38 OK Base Plate Width/Length 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Paratiel/Perp (Standard Embedment) ParaneUPery Ps 4.28 1.25 1.09 0.00 1.90 3.28 Ftg • Collateral Wt Minimum Wt Req'd Ftg + Collateral Wt 7.35 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle fr' 1""•MM) s1 WI deep embedded AB S Deep Parallel/Perp A Bolts Embedded Bolts Deep A Bolts wf Std A Bolts OK? Parallel/Perp Deep A Bolts OK? . Parall.UPerp reinf angle OK? 0.10 OK 0.10 OK 0.10 OK 2.48 No Good 2.48 No Good 0.61 OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SOIN) 560 Allow Shear Stress (PSI) 100 Shear Stress (PSI) 32.5 Punching Shear OK? OK Beam Shear Shear Area: (SOIN) 872 872 Allow Shear Stress Beam shear stress: 11.3 10.8 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SOIN) Minimum Steel: Long Direction: Positive Moment: 18.4 0.341 2.016 Short Direction: Positive Moment: 18.4 0.341 2.016 d Notes: 1. Governing downward load is largest of DL + Collateral Gravity • Snow + 1/2 Lateral Downwards or DL • Collateral Gravity • 1/2 Snow + Lateral Downwards 2. Collateral Gravity Is not used to resist uplift loads. OCT -11 -2001 08:21 FRCM:KRAZAN K & ASSOCIATES, INC. October 10, 2001 ali W"dFtA'Zitrs. GEOTECWNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING !tz INSPECTION r Mr. Craig Chaney MERRiCK LENTZ ARCHITECT 1800 -136` Place Northeast 13ellevue, Washington 98005 RE: Raft Foundation Design Parameters Proposed Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington Dear Mr. Chaney: OCT -11 -2001 07:20RM TEL)4254856837 4254856837 TO:1 4 257477149 P.002/003 FILE COPY KA Pro,;ect No. 092 -01028 �EVISIDNNa._� With Eleven Offices Serving The Western United States ID)CMR RST. S &D D01 - 180 19501 He Avenue NE #i' -300 • Woodinville, Ww hinblon 9$072 • (425) 435 -5519 • Fax (425) 485 -6537 CITY RECEIVED PERMIT CENTER At the request of Mr. Jeff Nelson of Nelson Structural Engineers, we have prepared this letter report to present our estimated parameters for design of the proposed rigid, shallow foundation system. Based on telephone conversations with Mr. Chaney of Merrick Lentz Architects and Mr. Nelson, we understand that it is desired that a shallow foundation system be designed for support of the planned casino. The subsurface soils, at this project site, contain a stratum of soft clay (from about 6 to 18 feet below grade) and a stratum of relatively loose, saturated sand (from about 18 to SO feet below grade). The soft clay may be susceptible to excessive static settlement and the loose sand is potentially liquefiable. As a result, various methods of foundation support and/or soil improvement have been evaluated for feasibility for this project. We understand that the most desirable course of action, at this time, includes the construction of a rigid, shallow foundation system. 'i'his system will consist of reinforced concrete grade beams organized into a grid pattern. The final dimensions, spacing and embedment depth of the grade beams will be determined by the structural engineer. Based on a follow up telephone conversation with Mr. Nelson, to discuss our design parameters for the shallow foundation system, we understand that grade beams with a depth of 2 feet may be adequate for this project. We recommend that the shallowest grade beam depth, that is structurally adequate, be used so that a deeper section of silty sand soil can be maintained, beneath the grade beams (silty sand stratum about 6 feet thick above soft clay). To prepare for construction of the shallow foundation system, we recommend that the existing wound surface be compacted to at least 95 percent of the maximum dry density as determined by ASTM 'Pest Method D 1557. The compaction work should cover the entire building footprint and 5 feet beyond the perimeter on each side, If any fill is placed, this material should also be compacted to 95 percent of the ASTM D 1557 maximum dry density. Once grade beam excavations are completed, the bases of the grade beam excavations should also be compacted to the aforementioned standard. We recommend thus vibratory type compaction equipment be used for this work. Vibratory equipment typically provides the best results in sandy soils. In place density tests should be performed to verify adequate compaction, n07n1n7AhJat iinr ntlnn I nfInv sine. PAGE:002 R =99: Net Allowable Bearing Pressure Total Static Settlement (inches) Differential Static Settlement over 20 foots • an In. Angular Distortion 1,000 4.00 0.500 0.0020 750 3.40 0.410 U 0017 500 2.50 0.310 0.0013 I JCT -11 -2001 08:21 FRCM:KRaZRN The following table presents our recommended static settlement values, for various grade beam bearing pressures. These values are bused on the completion of the previously described compaction work, The settlement values arc for settlement resulting from normal static loads (not from liquefaction during a seismic event). It should be noted that the majority of the settlement, presented in the preceding table, will result from consolidation of the soft clay stratum, which is present between about 6 and 18 feet below grade. This settlement will be a relatively long term process (not immediate type settlement). It should also be noted that the liquefaction settlement (estimated total liquefaction settlement is on the order of 7.0 inches) will take place in the relatively loose, saturated sand stratum, winch is present between 18 and 50 feet below grade (see previous reports and addendums for discussions regarding liquefaction settlement). With the proper compaction of the upper silty sand stratum (as recommended in this letter) and the fact that the groundwater level is at a depth of about 6 feet below grade (at the bottom of the upper silty sand) we do not anticipate any liquefaction of the upper silty sand during a design earthquake. Furthermore, we do not expect any immediate loss of support or shear strength in the silty sand, directly below the shallow foundation during such an earthquake. The liquefaction will occur in the deeper, saturated sand stratum, consequently the liquefaction settlement will also occur in this layer. We understand that a modulus of subg►radc reaction value is required for the foundation subgrade, so that the grade beams can be designed by the structural engineer. We recommend a modulus of subbradc reaction of k = 200 pounds per cubic inch (pci) for the upper silty sand, provided our compaction recommendations arc followed. We hope that this letter report provides the information required at this time. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN AND ASSOCIATES, INC. Sean L. faraway, .E. Project Engineer SLCrI'G.S OCT-11 -2001 07:21RM 425485E837 TO:1 X257477143 P.003'003 STATIC SETTLEMENT VALUES FOR VARIOUS BEARING PRESSURES Krazan & Associates, Inc. ntlieec Servinv The W .stern tlnited States TEL )4254856837 ID)CMA RST.S &D Timothy G. l ckerle, P.E. Engineering Manager KA `o. 092 -01028 October 10, 2001 Page No. 2 of 2 RECEIVED CITY OF TUKWILA PERMIT CENTER PAGE:003 R =99 OCT -11 -2001 08:21 FRCM:KRAZAN A-'^ mr azan & ASSOCIATES, INC. CEOTECHNICAL ENGINEERING • ENVIRONMEN'I'.1L ENGINEERING CONSTRUCTION TESTING & INSPECTION Fax TRANSMITTAL Date :_October 10, 2001 TO: Craig Chaney Merrick Lentz Architects From: Sean Caraway Krazan & Associates, :Inc. Pacific Northwest Region 4E54856837 TO:1 4 257477143 P.001/003 RE: LETTER FOR GRAND CENTRAL C.AS1NO IN TUKWILA KA No: 092.01028 Number of pages including cover sheet: 3 OCT -11 -2001 07:20AM TEL)4254856837 With Eleven Offices Serving The Western United States ID)CMA RST.S &D Fax: (425) 747 -7149 Phone: (425) 747 -3177 Phone: (425) 485 -5519 Fax: (425) 485 -6837 19501 - I40 Avenue NE 4 F -300 • Woodinville, Washington 98072 • (425) 485.5519 • Fax (425) 485.6 3? RECEIVED CITY OF TUKWILA Off`. f PERMIT CENTER PAGE:001 R =99. MESSAGE CONFIRMATION OCT-11- 200107:41AM THU NAME /NUMBER PAGE START TIME ELAPSED TIME MODE RESULTS 14254851136 003 OCT -11 -2001 07:40AM THU 01' 16" G3 STD ECM [ 0.1( OCT- 11-200: 913:21 FffO1,KRnZAN 4254037 an & ASSOCIATES, INC. O>",OTRCNNICAL BVGINRCRINO • 8NVIRONMBNTAL fNOINE RINO CONSTRUCTION T81TINO 1 INSPECTION FAX TRANSMITTAL Date :__October 10, 200 TO: Craig Chaney Merrick Lentz Architects From Sean Caraway Krazan & Associates, Inc. Pacific Northwest Region RE: LETTER FOR GRAND CENTRAL, CASINO IN TUKWILA KA No: 092.01028 Number of pages including cover sheet: 3 OCT-11-20 01 07:20AM TEL)425485683 With Eleven °Mem Serving The Western United States ID)CMA RST.S&D FAX NUMBER: 1 4257477149 NAME : CMA RST.S &D TO: 1 4 P.001•003 Fax: (425) 747.7149 Phone: (425) 747.3177 Phone: (425) 485-5519 Fax: (425) 485.6837 19501- 144° Avme NE q F -300 • Woodtn•ill:, Wnshtr. ton 98072 • (W54854519. Pax (47.5)4.10•6637 RECEIVED CITY OF TUKWILA PERMIT CENTER PAGE:eel R=99' Tukwila, Washington Prepared For: Steve Dowen May 16, 2001 " GRAND CENTRAL CASINO Technical Information Report Prepared By: Pacific Engineering Design, Inc. I understand thst k Lcittip 03Q • • PEDI Job No. 00019 ant • • • A JUN 0 8 • PERMIT CENTE:i Technical Information Report Grand Central Casino May 16, 2001 Prepared For Steve Dowen do The Riverside Inn 14060 Interurban Avenue S. Seattle, WA 98168 Prepared By Pacific Engineering Design, Inc. 4800 S. 188 Street, Suite 360 Seattle, Washington 98188 (206) 4314970 AS ,p 2 I A1. E.Y.%": 4 4', ir444 g,t'a ire-6 EXPIRES: MAY 6, 2002 EXPIRES: OCT. 11, 2002 Page I. PROJECT OVERVIEW 2 IL PRELIMINARY CONDITIONS SUMMARY 3 III. OFFSITE ANALYSIS 4 IV. RETENTION/DETENTION ANALYSIS AND DESIGN 5 V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN 6 VI. SPECIAL REPORTS AND STUDIES 7 VII. BASIN AND COMMUNITY PLANNING AREAS 8 VIII. OTHER PERMITS 9 DC. EROSION /SEDIMENTATION CONTROL DESIGN 10 X. BOND QUANTITIES WORKSHEET, RETENTION/DETENTION FACILITY SUMMARY SHEET AND SKETCH, AND DECLARATION OF COVENANT 11 XI. MAINTENANCE AND OPERATIONS MANUAL 12 EXHIBIT A - VICINITY MAP 13 EXHIBIT B - STORMWATER TREATMENT FACILITY SIZING CALCULATIONS 19 EXHIBIT C - SEDIMENT TRAP FACILITY SIZING CALCULATIONS 30 EXHIBIT D - STORMWATER CONVEYANCE RATIONAL METHOD ANALYSIS 35 EXFII.BIT E - PHOTOS 42 TABLE OF CONTENTS I. PROJECT OVERVIEW The project site is located in the City of Tukwila, on the southeast corner of the intersection of Interurban Avenue and South 140 Street (see Figure 1). The total property encompasses 2.01 acres. The site and surrounding area have been developed and are situated in a commercial/industrial zone. The rear of the site abuts the Duwamish River at approximately mile marker 10.7. The property is currently occupied by an automotive parts store and products manufacturing business. There is very little existing on -site vegetation except immediately adjacent to the River. The site is quite flat with no visible slope and is generally about 2 feet above the ordinary high water elevation of the river. The site is almost entirely covered by buildings surrounded by paved and gravel parking and storage areas. On -site improvements will include relocating a public road (South 140 Street) approximately 40 feet to the north. Existing utilities will be retained. Stormwater management will include a vault for both water quality control and oil/water separation. When completed, the site will house a restaurant and card room. The Photos Section, which follows, shows much of the site in its current state. ,1 II. PRELIMINARY CONDITIONS SUMMARY There have been numerous meetings between the architect and the City of Tukwila to discuss the z proposed project. Copies of two letters to the client that summarize some of the important points from these meetings have been included in this report. 5 w The following reviews are being conducted for this project by the City of Tukwila: v o Shoreline (L98 -0102) 2 o w SEPA (E98 -0035) C.U.P. (L98 -0100) Design Review (L98 -0101) BLA/Lot Consolidation (L01 -027) d P - LIJ o ILIw L I o w z a z P: \Project Files100019 \0019 drainage report.doe III. OFF- SITE ANALYSIS The site runoff discharges directly to the Duwamish River, which boarders the site on the east (the property is located at approximately River Mile 10.7). From there, the Duwamish flows north until it empties into Elliot Bay. There is no upstream contributory area draining onto the site. The existing drainage system on Interurban Avenue intercepts potential runoff from this off-site area IV. RETENTION/DETENTION ANALYSIS & DESIGN Two of the three existing buildings on -site are within the 40 -foot setback line. These buildings will be extensively remodeled, retaining that portion of the footprint outside the 40 -foot setback region. As a result, the aggregate building footprint will be reduced. The finished floor elevations of the on -site buildings will be raised to an elevation 1 -foot above the 100 -year flood stage (see Figure 2). The King County Soils Atlas classifies the site as Urban -type soils (see Figure 3). This indicates that little of the precipitation that currently falls on the site infiltrates. Rather, it collects on -site and sheet flows into the Duwamish River, just to the east. The proposed site grading includes landscaped parking areas and a 40 -foot setback from the ordinary high water mark. These proposed features will actually reduce the total impervious surface on the site. Because the existing gravel is hard- packed, it is considered to be an impervious surface for modeling purposes. Thus, post - development runoff will actually be less than current levels. Due to this unique condition, no stormwater detention storage is proposed. For a summary of pervious and impervious areas in the existing and developed conditions, see Drainage Calculations section, pages 3/6 & 4/6. A baffled stormwater wet vault is utilized to provide both water quality treatment and oil/water separation functions. This vault is sized per the 1998 King County Surface Water Design Manual requirements (see Figure 4). It is designed to meet City of Tukwila development standards. The outlet from the vault drains directly to the Duwamish river. Because of the necessary depth of the vault, the outlet will be constructed at an elevation that will be submerged at certain times. The outlet will be equipped with a flap gate to prevent river water from entering the system during these times (see Figure 5). P :\Project Files \00019 \0019 drainage report.doc V. CONVEYANCE SYSTEM ANALYSIS & DESIGN Collection and conveyance design: The proposed drainage system for collects surface run -off using a network of catch basins and connecting pipes and routes the flow into a wet vault. The on -site conveyance system is sized to handle the 25 -year storm event. Per King County Surface Water Management Manual, the Rational Method can be utilized to check that the conveyance system is adequate to handle the 25 -year 24 -hours storm event. The attached calculations using the Rational Method show that it is adequately sized to convey this flow after storm water quality treatment into the nearby Duwamish River. P:\Project Files \00019 \0019 drainage report.doc 11 VI. SPECIAL REPORTS & STUDIES None is provided at this time. P: \Project Filcs \00019 \0019 drainage report.doc UO N o CO 111 • u W O N O Z U � O o w 9 u. .. VII. BASIN & COMMUNITY PLAN AREAS None is provided at this time. P:\Project Files\00019 \0019 drainage report.doc VIII. OTHER PERMITS As far as is known, the following are the applicable permits for the project: 1. Right -of -Way (City of Tukwila) 2. Water Service permit (City of Tukwila) 3. Sewer Service permit (City of Tukwila) 4. Building permit (City of Tukwila) . 1 IX. EROSION /SEDIMENTATION CONTROL DESIGN The project will provide typical Erosion Control BMPs, including the installation of a stabilized construction entrance to eliminate the potential of mud tracking into the existing City streets. Furthermore, silt fencing will be installed along the site boundaries as needed to eliminate the potential impact to adjacent properties and to delineate the clearing limits for construction activities. V- ditches will be constructed as needed to intercept and route any surface run-off that is generated from the construction clearing and grading operations to a properly sized sedimentation trap. This flow will detained in the trap to allow for the removal of sediment from run-off originating from disturbed areas of the site. During construction, existing catch basins will be lined with filter fabric to ensure that any sediment -laden run-off is filtered before it discharges into the downstream system. Additional measures may be required by City of Tukwila inspectors if the above measures prove to be inadequate. X. BOND QUANTITIES WORKSHEET RETENTION/DETENTION FACILITY SUMMARY SHEET AND SKETCH, AND DECLARATION OF COVENANT This information will be provided if requested following `first review'. XI. MAINTENANCE & OPERATIONS MANUAL This information will be provided after `first review'. P:\Project Files \00019 \0019 drainage report.doc '..Li +�.. � .a ..i• use P:\Project Files100019 \0019 drainage report.doc EXHIBIT A VICINITY MAP 1 SHEET NO. 10 KING COUNTY AREA, WASHINGTON (DES MOINES QUADRANGLE) 3 J t . ;, r inn IOU" p Li 4w' C NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. EXHIBIT B STORMWATER TREATMENT FACILITY SIZING CALCULATIONS P:\Project Files100019 \0019 drainage report doc PACIFIC ENGINEERING DESIGN. LLC CML ENGINEERING AND PLANNING CONSULTANTS SHEET NO. / OF CALCULATED BY Au/ r = /, c.. DATE S- I ' - o WA f . 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WASHINGTON 981 88 206/431 -7970 FAX/431 -7975 1998 Surface Water Design Manual 6.4.1 WETPONDS — BASIC AND LARGE — METHODS OF ANALYSIS FIGURE 6.4.1.A PRECIPITATION FOR MEAN ANNUAL STORM IN INCHES (FEET) ST 1.0/ 1.2 ST 1.0 LA 0.8 LA. 0.9 LA 1.0 0.54" (0.045') 0.47" (0.039') r 77 " Incorporated Area —r= River/Lake 0.47 • — Major Road (0.039') 0.52 • NOTE: Areas east of the easternmost isopluvial should use 0.65 (0.043 ` u . 5 6 • inches unless rainfall data is available for the location of interest 24 The mean annual storm is a conceptual storm found by dividing the annual precipitation by the total number of storm events per year 6-69 (0.047') result, generates large amounts of runoff. For this application, till soil types include Buckley and bedrock soils, and alluvial and outwash soils that have a seasonally high water table or are underlain at a shallow depth (less than 5 feet) by glacial till. U.S. Soil Conservation Service (SCS) hydrologic soil groups that are classified as till soils include a few B, most C, and all D soils. See Chapter 3 for classification of specific SCS soil types. 9/1/98 I-) I II CAtg • / ri) ‘4c 3,64 ) 1,274 Ake 7.0 I . c_ o , ( .3 • • . 50"- \ . /., - , ),.,\ - \.. '.,` .'• (*: -. ,. *:----- \ f'. ` ‘. -., . ,, (i# •,,, :lt J. .1( • , \ „ r vrwr • N. csi 5/7" XIST/AZ •• 4' c I NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. bar : 6 -1 O. , f-Avg . (IA - rij ') . „ C ;1) i , 4 L F 1t g 7, C26 ip c1 rn ) , o :1L ? � o .7 2' jF • a ..5 0. aii 1/ Sc4L:e= so' ._..o.E•yra/5aaa cy.ep1 r ia J NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 0 T , t.AMIVeot ft ill i) -r (11 lc . 6) i,'t 1 O. T1 i 0.07 4 o.15. + 0...1 t (I..3 2.ot - n. �t7 (cam 11 /16/00 1:34:20 pm Pacific Engineering Design Inc page 1 TUKWILA RESTAURANT AND CARD ROOM STORM DRAINAGE CALCULATIONS WQ VAULT SIZING BASIN ID: EXa002 SBUH METHODOLOGY TOTAL AREA • 2.01 Acres RAINFALL TYPE • TYPE1A PRECIPITATION • 2.00 inches TIME INTERVAL • 10.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 30.00 impTcReach - Sheet L: 300 impTcReach - Shallow L: 200 PEAK RATE: 0.78 cfs VOL: BASIN ID: EXa010 SBUH METHODOLOGY TOTAL AREA • 2.01 Acres RAINFALL TYPE • TYPE1A PRECIPITATION • 2.90 inches TIME INTERVAL • 10.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 30.00 impTcReach - Sheet L: 300 impTcReach - Shallow L: 200 PEAK RATE: 1.16 cfs VOL: ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 30.00 impTcReach - Sheet L: 300 impTcReach - Shallow L:. 200 PEAK RATE: 1.59 cfs VOL: BASIN SUMMARY NAME: Existing 2 -yr Storm BASEFLOWS: 0.00 cfs PERV AREA..: 0.08 Acres CN • 85.00 TC • 6.24 min ns:0.1500 p2yr: 2.00 s:0.0100 . 00 ns:0.0110 p2yr: 2.00 s:0.0050 . 00 ks:27.00 s:0.0050 0.29 Ac -ft TIME: 480 min NAME: Existing 10 -yr Storm ns:0.1500 p2yr: 2.00 s:0.0100 . 00 ns:0.0110 p2yr: 2.00 s:0.0050 . 00 ks:27.00 s:0.0050 0.44 Ac -ft TIME: 480 min BASIN ID: EXa100 NAME: Existing 100 -yr Storm SBUH METHODOLOGY TOTAL AREA 2.01 Acres RAINFALL TYPE TYPE1A PRECIPITATION 3.90 inches TIME INTERVAL 10.00 min BASEFLOWS: 0.00 cfs PERV IMP AREA..: 0.08 Acres 1.93 Acres CN 85.00 98.00 TC 6.24 min 8.17 min ns:0.1500 p2yr: 2.00 s:0.0100 . 00 ns:0.0110 p2yr: 2.00 s:0.0050 . 00 ks:27.00 s:0.0050 0.61 Ac -ft TIME: 480 min IMP 1.93 Acres 98.00 8.17 min BASEFLOWS: 0.00 cfs PERV IMP AREA..: 0.08 Acres 1.93 Acres CN • 85.00 98.00 TC • 6.24 min 8.17 min 11/16/00 1:34:25 pm Pacific Engineering Design Inc page 1 TUKWILA RESTAURANT AND CARD ROOM STORM DRAINAGE CALCULATIONS WQ VAULT SIZING BASIN ID: DEV002 SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION TIME INTERVAL • • • ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 30.00 impTcReach - Sheet L: 160 impTcReach - Channel L: 210 PEAK RATE: 0.70 cfs VOL: BASIN SUMMARY NAME: Developed 2 -yr Storm 2.01 Acres BASEFLOWS: 0.00 cfs TYPE1A PERV IMP 2.00 inches AREA..: 0.47 Acres 1.54 Acres 10.00 min CN • 86.00 98.00 TC • 5.00 min 5.00 min ns:0.1500 p2yr: 2.00 s:0.0100 . 00 ns:0.0110 p2yr: 2.00 s:0.0100 . 00 kc:42.00 s:0.0050 0.26 Ac -ft TIME: 480 min BASIN ID: DEV010 NAME: Developed 10 -yr Storm SBUH METHODOLOGY TOTAL AREA 2.01 Acres RAINFALL TYPE TYPE1A PRECIPITATION 2.90 inches TIME INTERVAL 10.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 30.00 impTcReach - Sheet L: 160 impTcReach - Channel L: 210 PEAK RATE: 1.09 cfs VOL: ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 30.00 impTcReach - Sheet L: 160 impTcReach - Channel L: 210 PEAK RATE: 1.52 cfs VOL: BASEFLOWS: 0.00 cfs PERV IMP AREA..: 0.47 Acres 1.54 Acres CN • 86.00 98.00 TC 5.00 min 5.00 min ns:0.1500 p2yr: 2.00 s:0.0100 . 00 ns:0.0110 p2yr: 2.00 s:0.0100 . 00 kc:42.00 s:0.0050 0.40 Ac -ft TIME: 480 min BASIN ID: DEV100 'NAME: Developed 100 -yr Storm SBUH METHODOLOGY TOTAL AREA 2.01 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERV IMP PRECIPITATION 3.90 inches AREA..: 0.47 Acres 1.54 Acres TIME INTERVAL 10.00 min CN 86.00 98.00 TC • 5.00 min 5.00 min ns:0.1500 p2yr: 2.00 s:0.0100 . 00 ns:0.0110 p2yr: 2.00 s:0.0100 . 00 kc:42.00 s:0.0050 0.57 Ac -ft TIME: 480 min File: 35mm Drawing# : "...:,■;, • • ' filfitlltigialen WETVAULT I wetpool width frame, grate and locking cover marked 'drain' (typ.) first cell sized for 25% to 35% of wetpool volume 3' min. inlet bottom slope 0.5-2% toward inlet end average sediment storage 1' min. (first cell) f r r • A removable baffle L 5 x 10' grate over second cell (may be provided by a grated 5' x 10' access door or • an e 5% (min.) slope trowel finish 1998 Surface Water Design Manual T min. Manholes or access doors required. See King County Road Standards for specifications for manholes and ladders. wetpool length PLAN VIEW NTS SECTION A -A NTS access doors or removable panel bottom slope 0.5-2% towards outlet end of second cell (recommended) SECTION B -B NTS 6 -85 ventilation pipe (12" min.) ladder , * A 6.4.2 WETVAULTS for vaults 2 1250 s.f. provide a 5' x 10' access door or removable panel over lowest portion of vault "V" shaped bottom OUTLET Open pipe for wetvault only. See detention vault for combined water quality/ detention vault outlet size to meet conveyance requirements (Ch.1) NOTE: capacity of outlet pipe designed to peak flow for conveyance gravity drain (if grade allows) place as low as grade allows but must be 6" min. above the base elevation of vault walls or above sediment storage area average 1' sediment storage (first cell) 9/1/98 GROUND LINE 18X18 MESH BRONZE SCREEN BACKED W /2X2 BRASS WIRE CLOTH 1C-0" COMPANION \\ FLANGE UCTILE IRON OR .� /\�,, GALVANIZED STEEL DRAIN PIPE ONE CUBIC FOOT OF RIPRAP ROCK SIZE 2" TO 6 "0 FLAP VALVE (TYP) TO BE INSTALLED AT DRAIN OUTLET NO SCALE FIGURE 5 • FLAP VALVE P:Wroject Files10001910019 drainage report.doc EXIT C SEDIMENT TRAP FACILITY SIZING CALCULATIONS " PACIFIC ENGINEERING DESIGN, LLC MINNOW CIVIL ENGINEERING AND PLANNING CONSULTANTS JOB - TV W'AP .c 2 5 fr �- •� ~ # SHEET NO. CALCULATED BY _M OF DATE . O$ _ 1_/ -1 l `f 7 4G$/. ! o "4r t/;'' / , ! - r +// / " /it - TQ A -V /6 .ScL���', -n�",: /G � �2rJit/• yr c d,e .s.:+1:'.-.+4e Fie) 4i Z) . 05,,A/es ' ';: Co VA/ -,�, a.a.w, � .w W.47 . s4.7..47vae c-Trr " 4-4 (I 1 q tr E I a rs ( Oz. t 1! 2 >1 5-- :).i.1)1 o . 7D Ccs • USJ.t/ ,4 71 J' 3. 1/,S 56- '7x/.116 CJ =/ OF ;So,! Fs = F SJ = 7 . %<; i a• 7D ., 4 3 $k' 4 t 77 fig 71 2 ' r . Ye 4800 S. 1 88TH ST.. SUITE 360. SEATTLE. WASHINGTON 961 88 206/431 -7970 FAX/431 PACIFIC ENGINEERING DESIGN, LLC JOB J �' ■1 ' `'�'1`4'� A7)/7/7 /c CIVIL ENGINEERING AND PLANNING CONSULTANTS SHEET NO. OF -S CALCULATED BY ��• DATE / 5,4 = bx = 1 46 Z 1 x (2 = I G't.1 2. s rx ,e4C.;c „Q , 4 �,_ x 3,z. tr. // zws , 1, 460 • O4 &SU/6 A 3, s e - 7 2 WI7W 3.' / f' ,s st .- Bdrixvi • //reyti.r'1 i02,S e M 7i/ = 82/_ = 82 - /a. 0/4 ; ' 36, — (3) � 7 i 8r; ,r"pn ? _-��_ .�” --�,.� Z / x :r • r ..•••• 4800 S. 188TH ST. , SUITE 360, SEATTLE, WASHINGTON 91318B 206/431-7970 FAX/431 -7975 Anasommmeimamtva . PACIFIC ENGINEERING DESIGN, LLC MEW CIVIL ENGINEERING AND PLANNING CONSULTANTS VOWitE RE LJ /,ems 3 / �5 C� Wo.vME P.2o /ilk 3, 22' CF L .ter Alo 1,_=1 _ = i g/ 2v 4 /ea JOB 7V / 'i /,. �- %�= "'rill / /I�r•''q 0 OF CALCULATED BY Al 1! DATE ' - //- SHEET NO. 3 NNW 4Rnn S. 1 RRTH ST . SUITE :3RCI. SEATTLE. WASHINGTON 9E3188 206/431-7970 FAX/431-7975 b • 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. FIGURE D.4.H SEDIMENT TRAP T 3.5' -5' 1.5' MIN. FLAT BOTTOM RIPRAP 3/4 " -1. 2 " -4" ROCK WASHED GRAVEL GEOTEXTILE DISCHARGE TO STABILIZED CONVEYANCE. OUTLET OR LEVEL SPREADER NOTE: TRAP MAY BE FORMED BY BERM OR BY PARTIAL OR COMPLETE EXCAVATION NATIVE SOIL ORS' COMPACTED SACKFUL GEOTEXTILE Erosion and Sediment Control Standards U!- 1' MIN. DEPTH OVERFLOW SPILLWAY X11►_ - • '. .�.. : ... . - • - - -- SURFACE AREA DETERMINED AT TOP OF WEIR CROSS- SECTION TRAP OUTLET 6' MIN. D -27 1' MIN. 4' MIN. _ D.4.5— SEDIMENT RETENTION 1' MIN. OVERFLOW 1' MIN. MIN. 1' DEPTH 2 " -4" ROCK MIN. 1' DEPTH 3/4 " -1.5" WASHED GRAVEL 9/1/98 P:1Project Files \000 1 910019 drainage report.doc EXHIBIT D STORMWATER CONVEYANCE RATIONAL METHOD ANALYSIS PACIFIC ENGINEERING DESIGN, LLC CIVIL ENGINEERING AND PLANNING CONSULTANTS SHEET NO. I OF CALCULATED BY DATE f • - �%/ !� ?HER - Aria,✓. ME-t`-.ic r ,iL /.:.'r W /, J-- ,�2 --:� 4il4L ;4' .S7 " r ► ' -"y t- & i77 .Z r = / 2e. 2 = 44A e.: S . 9.#?. J Z� 71tE F!/2.: 4: p "7s At/.Q T/rh6 of Cmc r zis zfred Ta ;-�.t E 4 / " ,or= 77 4 GI-10 .�•: a. S t isks,A J # 1. .7;e1,6!)77,4/ R'' 3 , t A cc. 'i Dwii / 7' gm i6 Cowiry s u+ 2.;-ac4. w kr4-nL Tc = JOB (A5JAIr 7 �►o .., r?�,� - - 34 l8 `18 T � 6 .0 (.701472.) / ‘O`f , d /1 Co(Zo : D/ � - D, l S ; 0,15 !tI /U. i . ..:: Z, rtn:A / .ni.. i !.' ,� +,f ...� r � •• • ' 12 r � f,- • 1 4800 S. 188TH ST.. SUITE 360. SEATTLE. WASHINGTON 981 B6 206/431-7970 FAX/431-7975 -. =PACIFIC ENGINEERING DESIGN. LLC CIVIL ENGINEERING AND PLANNING CONSULTANTS Ce $rJ8$ASi - 4.2 d. 8&4.:, 0,1 0 ' 0, z,s 11 7 fr /N.: G. C \- Ai r,177:5=' '.4 ,'Ai • r.-',A T I a I, /z -.- y J` Tw / 8a ;/ 77, /2 &? o ,oaf GcrT, . 19.4 - -4 /t f , r'`��m,— ; ti" • JOB 7`) ell . ' f SHEET NO. / CALCULATED BY /Le 4 f /8 ._._ �.. /4 3 z /o 0 k e 7 4 o :a Go( -y , �G1 SCC: ..z 60_■ ti 1 t r,� N• /;:t i- , •,tJ. '' : rI 4-! zr- � . 50 /)^.'e./.;' r —fa :. T 4. -7-2. `�"' --s.- V _~ :G .• -,-, 32 /D9 3 2.1 tk 4 , 7 3 2.: 1 9; - 0t 9/ / DATE 4Rnn 1 RRTH RT RI IITF : RFATI"I F. WASHINGTON 98188 208/431-7970 FAX/431-7975 = PACIFIC ENGINEERING DESIGN, LLC CIVIL ENGINEERING AND PLANNING CONSULTANTS SHEET NO. OF -�. SU$QPS1ta -. _ / ;.vim • h . '5'JE gks/A 6.47 7= O. O . `.. r,1 "r1 � .: .�a,��.:£,y;:';a:�;a. ,.- �' N. i'" �,'"'•': si` e;,o:t "= i¢"•:..�,.t,,.r....•.z _�. . JOB - 7 - V? XJ; • ,r '-:/../••". CALCULATED BY 6o{' �1'•o) ' ' O. Zs O. / / -- • G, a 4 3,4.1 G 2 T `7' " • Zd 4067 / 7 �l ,., Z 0.34 -• O.Zi .l w ' T2 - 7 -- D CB 3.0 iJ ..•.'4JS'.' - . / >C DATE _ 1. JC rAI it O run C 4 T•L_, CT CI IITC ^'nCf1 CC A TTI C \M1 / A CL In l(^Tr"ll\ 1 0010 7/"1C /A 7'1 -0 CA V /A • '7 CI -7 3) 77/6 Aidle r – 1.: - I�./�f -41 . 7.0. - rite' fo te..e. .,Gaol 4 CoEf ve/ / . G j 4 .4..f + I ts, ,: 2 8 I 14i ad. VI' I' 0 'co.:, art <. c,' - Ib & #1»_��? AG ; V _ (0.clkii,p.Mt ifl,'`Y(or7z - XF. Lf r) _ `"1) r-4-!.. ,4-L I 0.08 0 0.cr c 0,90 2. o. 5 itn Q. z: :: r ,a te 3 o.z, 0. 0-7 0.33 , � , o. °Yo,z4+(7.�..`4•c.o!} 0,76' I O.33 a 5 + o. od 0.02 0.0 5 I c e . Co. / (J, o , ± :'!Jl v :j _�. 2 G -� �.__... 1 • !� - LL � t °1 V � o.03 1 OI ./ V 3 I ; .. 1� .1 � : (0. / � r o Y TV � G .:�....,. / . D. Os 0 0 i Os a ! c _ o. 4 (, o . C3, zsT (o. 1) _ c, .. V o.56 O. 1¢ 1,� C = (o -!... a)/. 1 -; + 4) ushva r 2 / _l J- e %t --777(-/-s- :::)A--;-04 r,- ,.::--y--,, frAie.: -r;4-ilf.- pRze-pn-A77., ,=,-,,, z----,../.-fwit /� ~± ,• = i G.. /it J --- (se,_- - /T /- ,nd..''� f " � f � y ".� � PACIFIC ENGINEERING DESIGN, LLC= JOB + ' / e '�' , � ��_ �` CIVIL ENGINEERING AND PLANNING CONSULTANTS SHEET NO CALCULATED BY /�•L �� ni=a - t - t C 1 i=1G�TI -1 1 111 ' c AT"i l G \A /6. 1- 411\1rTnNI Q1=1 1 nIa -7 1 PDX /CV 1 . /C1 DATE File: DCI H8o 35mm Drawing# SECTION 3.2 RUNOFF COMPUTATION AND ANALYSIS METHODS 9/1/98 ii' WESTERN KING COUNTY 25 -Year 24 -Hour Precipitation in Inches FIGURE 3.2.1.0 25 -YEAR 24-HOUR ISOPLUVIALS NUM COUNTY PIaNC. COUNTY 0 2 4 Mies 3 -16 SNON_OUISN COUNTY KING COUNTY SS 5.0 5.0 1998 Surface Water Design Manual z Z 6 U U O N D � W F • ay, w D g • ? N d W 1 ILI • w 0 O N O H W W H IL z w U = O 1 '" z Project: Tukwila Casino I Job # 000 -19 'Cafes. by: 1 Maher Abed Date: 05/15/2001 1 I I I f 1 1 1 I RATIONAL METHOD PEAK RAINFALL INTENSITY Q=CtRA 1 1 design storm (years) 25 3.4 Enter 10 or 25 ( I I 1 24 hr. predp. (in.) ( ( ! 1 1 t ! 1 ' LOCATION AREA cum. AC 0.000 Ts { 4 1 I, j 0, ; pipe 6a. 4 slope n 44 V,,. QUA V at 0, pipe length travel time from to (acres) ' C I AC (min) ! (ds) i (in.) 1 () 1 (ds) (ftls) I ((t/s) (ft) (min) : #2 :#2 0.23 { 0.' I 1 1 , 5 a J. ! 0 CB #2 CB #1 121 0.02! 0.012 147 6.97 0.10 3.921 34 0.1 1 = SB #1 CB #1 0.08 � 0.9 0.072 0279 8.4 0.80 2.711 0.78 CB #1 EX.CB t2 0.01( 0.012 3.87 4.92 0.201 0.971 410.00 7.0 SB#3 CBS/3 0.33 ! 0.78 0.251 02511 6.31 0.80 273' 0.89 CB #3 CB#4 1 12, 0011 0.0121 3.871 4.93 0.181 3. 21 118 0.6 1 ' 1 SB #7 CB#4 0.06 1 0.83 0.050 0.3011 6.9 0.761 2571 0.77 I 1 CB#4 CB #7 j 121 0.011 0.012 3.87 4.931 0.20! 0.98 57.00 1.0 SB#4 CB#5 0.48 I 0.76 0.3651 0.365 8.3 0.801 2.73; 1.00 I 1 CB#5 C8#8 1 1 1 121 0.011 0.012 3.87 4.93 0.26 3.44 43 0.2 SB#6 CB#6 0.13 0.75 0.0981 0.4631 8.51 0.791 2.88i 1.24 ? 1 1 CB#6 CB #7 I 121 0.01781 0.012 5.16! 6.57 0.241 1.58 74.00 0.8 SB#8 ' CB #7 0.7 i 0,77 0.5391 1.0021 7.9 0.691 236 2.36 ! CB #7 VAULT i 121 0.011 0.012 3.871 4.93 0.611 3.00 5 0.0 { 1 f f 1 SB #5 CB#9 0.08 I 0.74 1 0.059 0.0591 6.31 0.80 2.73' 0.16 1 1 CB#9 EX.CB i 1 l 1 121 0.01411 0.012 4.601 5.85 0.041 2.11 46 0.4 ! i I t i I ! 1 1 I 1 i 1 1 1 I I 1 1 PACIFIC ENGINEERING DESIGN, INC 4800 S. 188TH ST., SUITE 360 SEATTLE, WA 98188 FAX: 431 -7975 (206) 431 -7970 1 Sheet2 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. PACIFIC ENGINEERING DESIGN, LLC CIVIL ENGINEERING AND PLANNING CONSULTANTS SHEET NO. 5 S 774 / t l7' ✓* "d 7 /4J / ]f!' JOB 7r.41 "-A /�.i % ^.� # CALCULATED BY 4 /Crete DATE '� F,eim Ti- / /j //412:941 =7.)'' "" T`} . CAp41e-9 : / I f /L:4z -%'11 Zs. /45 /4,4,ur • 4800 S. 188TH ST., SUITE 360, SEATTLE, WASHINGTON 981 88 206/431-7970 FAX/431-7975 r f T � -.rr � • OF P:\Project Files \00019 \0019 drainage report.doc EXHIBIT E PHOTOS 4_r • t inn toll I�I I_I I _ I �_ I . 4 t 1 T • . NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. t t J t Lt. t ot I nn u u 1J l t t t t • t iwe NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. . �ti. "� =� iii J I t =ti `i" .i 4 . tw to rin ►_0 I _I I _4; ,J, .� . aF_. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 4 ,- (r 4 •i l fi n in LI LI 1 _I 1 .1 I •1 ti 1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. , ;- 1 ., ortiolC 2414 L.1 I Ll 10.4 -•-4 1 - LL0 14 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. I' • 1 ft •k' I L 1 s •4 , 1, t_. '( Li- •. • -se, i. t-, .s 1.. s 1, rt I , h . t -t' tt+ ' _ _l I — Nt NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. L3/4 t (.4 ' It - _ nn in LI II 1 .1 I LI L -,.0 (.4 '• 1 I Li - , r ( ‘t.* " C•4 t • ' t s 1. • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. _ L;,1ta - 1 • 1 1 • _.. ' 1 Y� , . in n t 0 0 .11 . 1 _ - {{ '►: 16'x':- l_.) L { 11 { t 4^- J," L , pi � •,r:. -.A , NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. '• 1 I. ii, inn toon j...1 LI LI Y •'� a. i r.i. 1 ► -■ 1 ti NOTICE: IF NOTICE IT IS DUE TO THE QUALITY IDOCUMENT. CLEAR THAN THIS NOT ITY OF THE V n n 0 I LI I JLII • ... I L .._ , r•, .1 _ , I " hA. • t t NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 1.1 .!_ x . nn 1nril LI LI I .' LI Li NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. F.1 t 1 t '• t v c nn inn"' Li ►_O 1 _I LI _I , •,� ..� rL. • r; l : f NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. n n rt n • , I. (<t. _1- *- cl ^ l �r1 !� l ^ 1: Iii > NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. n innr LW IJLIJ t.. eNt .■ e- r, t. r:.. ' t t ts - **4 ' b-41) • t I NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 1.•„1 E:t ,to r l rir`(' 1 IltUL uu IJO ti t t.4 ,rtt C *� •11 h _ r ,1 t- 1;1 , t_ NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. i 1 l .1 t , Lb -. , r. n 10 on 1 LI I ..I 0 I •te t1 I NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. y ' � t . 4 r, . k t 4 ,ft_ inn I U I_I ELI m 0_I I _I LI LI r' - ..1 . ,•t► �^ ) i 1 t ►� _ E- .., I. I ... . j r.t.' r. Lk% t . +' ^ c- L �. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. r L . I 4_ _ 4 ~ , • nn trinn LI U I -I LI .1 .1 'L.. i '`% T•t‘'r' l in NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. ":0( f toon 1.1..111 t•N •-•■• 1. 1 -"' , • 1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. GEOTECIINICAL ENGINEERING INVESTIGATION PROPOSED GRAND CENTRAL CASINO 14040 INTERURBAN AVENUE SOUTH TUKWILA, WASHINGTON FILE COPY i iint;c'r't. 71n1 ,`, ±ham n i n C }<:r.k 3rnrov71. 7-:r('. PROJECT No. 092 -01028 MAY 15, 2001 Prepared for: MR. CRAIG CHANEY MERRICK LENTZ ARCHITECT 1800 -136 PLACE NORTHEAST BELLEVUE, WASHINGTON 98005 Prepared by: KRAZAN & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING DIVISION 19501 144" AVENUE NE, #F -300 WOODINVILLE, WASHINGTON 98072 (425) 485 -5519 Dot j I JUN 15 2001 REID MIDDLETON =' vrazan & ASSOCIATES,INC. SEISMIC CONDITIONS 4 Soil Liquefaction 4 CONCLUSIONS AND RECOMMENDATIONS 5 Site Preparation 6 Foundations 7 Structural Fill 8 Groundwater Influence on Structures/Construction 8 Erosion and Sediment Control 8 Drainage and Landscaping 9 Utility Trench Backfill 9 Floor Slabs and Exterior Flatwork 10 Pavement Design 10 Testing and Inspection 11 LIMITATIONS 11 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION INTRODUCTION 1 PURPOSE AND SCOPE 1 PROPOSED CONSTRUCTION 2 SITE LOCATION AND SITE DESCRIPTION 2 GEOLOGIC SETTING 3 FIELD AND LABORATORY INVESTIGATIONS 3 SOIL PROFILE AND SUBSURFACE CONDITIONS 3 GROUNDWATER 4 VICINITY MAP Figure 1 SITE PLAN Figure 2 FIELD AND LABORATORY INVESTIGATIONS Appendix A EARTHWORK SPECIFICATIONS Appendix B PAVEMENT SPECIFICATIONS Appendix C Eleven Offices Serving The Western United States 19501 144 Ave. NE #F- 300•Woodinville, WA 98072 • (425) 485 -5519 • Fax: (425) 485 -6837 092 -01028Grand Central Casino TABLE OF CONTENTS 4KraZar1 & ASSOCIATES INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION May 15, 2001 KA Project No. 092 -01028 Mr. Craig Chaney MERRICK LENTZ ARCHITECT 1800 -136 Place Northeast Bellevue, Washington 98005 RE: Geotechnical Engineering Investigation Report Proposed Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington Dear Mr. Chaney: In accordance with your request, we have completed a Geotechnical Engineering Investigation for the referenced site. The results of our investigation are presented in the attached report. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. CB /cb Respectfully submitted, KRAZAN CIATES, INC. Chris Behrens Senior Engineering Geologist Eleven Offices Serving The Western United States 19501 144 Ave. NE #F -300• Woodinville, Washington 98072 • (425) 485 -5519 • Fax: (425) 485 -6837 • 092. 000U- luanit Point doc �.� all 41110•111 INTRODUCTION PURPOSE AND SCOPE 21Z211T1 & ASSOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING dr INSPECTION May 15 2001 KA Project No. 092 -01028 GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED GRAND CENTRAL CASINO TUKWILA, WASHINGTON This report presents the results of our Geotechnical Engineering Investigation for the proposed Grand Central Casino to be located at 14040 Interurban Avenue South, in Tukwila, Washington. Discussions regarding site conditions are presented herein, together with conclusions and recommendations pertaining to site preparation, structural fill, utility trench backfill, drainage and landscaping, foundations, concrete floor slabs and exterior flatwork, and pavement design. A site plan showing the approximate boring locations is presented following the text of this report. A description of the field investigation, boring logs, and the boring log legend are presented in Appendix A. Appendix A contains a description of laboratory testing phase of this study; along with laboratory test results. Appendices B and C contain guides to aid in the development of earthwork and pavement specifications. When conflicts in the text of the report occur with the general specifications in the appendices, the recommendations in the text of the report have precedence. This investigation was conducted to evaluate the soil and groundwater conditions at the site, to make geotechnical engineering recommendations for use in design of specific construction elements, and to provide criteria for site preparation. Our scope of services was performed in accordance with our proposal dated April 26, 2001 (KA Proposal No. GO1 -031) and included the following: • A site reconnaissance by a member of our engineering staff to evaluate the surface conditions at the project site. • A field investigation consisting of drilling two exploratory borings on the subject site. The borings were advanced to 761/2 feet in depth below the existing site grade, to evaluate the subsurface soil conditions at the project site. Eleven Offices Serving The Western United States 19501 144th Ave. NE #F -300 • Woodinville, Washington 98072 • (425) 485 -5519 • Fax: (425) 485 -6837 092- 01028G - 4nd Central Casino KA No. 092 -01028 May 15, 2001 Page No. 2 • Performing laboratory tests on representative soil samples obtained from the borings to evaluate the physical and index properties of the subsurface soils. • Evaluation of the data obtained from the investigation and an engineering analysis to provide recommendations for use in the project design and preparation of construction specifications. • Preparation of this report summarizing the results, conclusions, recommendations, and findings of our investigation. PROPOSED CONSTRUCTION We understood that the proposed project will consist of the construction of a casino with a plan footprint of about 13,000 square feet. The structure will be metal and wood framed construction with one tilt up wall on the south property line. Approximately 130 paved parking spaces will be provided in addition to paved driveways. Structural loads are anticipated to be light to moderate. The subject site is currently developed with commercial structures and is relatively flat. The two structures include Reliable Autos on the west side and a mixed use building on the east side of the site. The Reliable Autos building will remain and the mixed -use building will be razed. The new casino will be constructed in roughly the same footprint as the existing mixed -use building and is anticipated to constructed at or near existing site grade. In the event the structural or grading information detailed in this report are inconsistent with the final design, the Geotechnical engineer should be notified so that we may update this writing as applicable. SITE LOCATION AND SITE DESCRIPTION The subject property is located at 14040 Interurban Avenue South Tukwila, Washington. According to the U.S. Geologic Survey, 7.5— minute Des Moines topographic quadrangle map, the property is located along the southwest quadrant of section 14, Township 23 North, Range 4 East. The site is bordered on the north by South 140 Street and City of Tukwila property, to the east by the Green River, to the west by Interurban Avenue South and Reliable Autos building, and to the south by the Riverside Inn Restaurant and Casino. At the time of the site visit, the site was developed with a two -story structure with associated parking lot. The northern portion of the site consists of gravel parking lot and storage area that is fenced off, the northeast portion outside the fence is covered in grass, trees, and brush. The eastern portion of the site borders the Green River, outside the building footprint the area is covered with grass, trees, and brush. The southern portion of the site abuts the Riverside Inn Restaurant and Casino. The Reliable Autos Building, parking lot, and Interurban Avenue South border the western portion of the site. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092.01028Grand Central Casino GEOLOGIC SETTING The subject site lies within the central Puget Lowland. The lowland is part of a regional north -south trending trough that extends from southwestern British Columbia to near Eugene, Oregon. North of Olympia, Washington, this lowland is glacially carved, with a depositional and erosional history including at least four separate glacial advance /retreats. The Puget Lowland is bounded on the west by the Olympic Mountains and on the east by the Cascade Range. The lowland is filled with glacial and nonglacial sediments consisting of interbedded gravel, sand, silt, till, and peat lenses. The United States Department of Interior USGS Des Moines, Washington Geology Map indicates that the property is located in an area that is predominantly recent alluvium. In the Duwamish Valley the recent alluvium can exceed 100 feet in thickness. The recent alluvium consists of interbedded fine sands and silts, areas of peat and clay may also be encountered. Coarser materials representing channel deposits consisting of fine to coarse sands and gravels underlie the finer overbank deposits. FIELD AND LABORATORY INVESTIGATIONS A field investigation consisting of drilling two exploratory soil borings. The borings were advanced to 761/2 feet in depth below the existing site grade, using a truck mounted Mobile 13-61 drill rig, to evaluate the subsurface soil conditions at the project site. Drilling was performed on May 2, 2001 utilizing Subterranean Drilling, Inc., as a subcontractor. Boring 13-1 was placed in the west parking lot between Reliable Autos and the existing building on the subject site. Boring B -2 was placed in the gravel parking lot and storage area north of the existing building on the subject site. Figure 2 shows the approximate locations of the borings. During drilling operations, penetration tests were performed at regular intervals to evaluate the soil consistency and to obtain information regarding the engineering properties of the sub - soils. Soil samples were retained for laboratory testing. The soils encountered were continuously examined and visually classified in accordance with the Unified Soil Classification System. A more detailed description of the field investigation is presented in Appendix A. Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory testing program was formulated with emphasis on the evaluation of natural moisture, gradation, and consolidation characteristics of the materials encountered. Details of the laboratory test program and results of the laboratory tests are summarized in Appendix A. This information, along with the field observations, was used to prepare the final boring logs in Appendix A. SOIL PROFILE AND SUBSURFACE CONDITIONS Based on our findings, the subsurface conditions encountered appeared to be typical of those found in the geologic region of the site. Our exploration borings revealed that the building site to be underlain by 6 to 8 feet of very loose to loose fine sand with variable amounts of silt and gravel to silty fine sand (Fill). This fill is underlain by 10 to 12 feet of very soft to soft silt to lean clay (Recent Alluvial). The silt to lean clay is underlain by 35 to 46 feet of medium dense to dense, fine to medium grained sands with variable amounts of silt (Volcanic Sands/Channel Deposits). The dense sand layer was Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 092 -01028 May 15, 2001 Page No. 3 092.0IO28Gran1 Central Casino encountered in Boring B -1 between approximately 24 and 33 feet (9 -foot thick layer) below the existing site elevation. The dense sand Layer was encountered in Boring B -2 between approximately 23 and 38 feet (15 -foot thick layer). Below these sands loose to medium dense silty fine sand to silt with variable z amounts of fine sand (Older Alluvial) was encountered to the termination depth of our borings at 76'/2 feet below existing site grade. For additional information about the soils encountered, please refer to the logs of the borings in Appendix A. t3 GROUNDWATER 0 " cow 9 Test boring locations were checked for the presence of' groundwater during the drilling operations. rn Groundwater was encountered in both borings at approximately 6 feet below existing ground surface. It uj 0 should be recognized that water table elevations might fluctuate with time, being dependent upon seasonal precipitation, irrigation, land use, and climatic conditions, as well as other factors. Therefore, u. water level observations at the time of the field investigation may vary from those encountered during C7 the construction phase of the project. The evaluation of such factors is beyond the scope of this report. w Z � SEISMIC CONDITIONS P- ut According to the Seismic Zone Map of the United States contained in the 1997 Uniform Building Code, u the project site lies within Seismic Risk Zone 3. Due to the presence of potentially liquefiable soils as p t discussed below, the overall soil profile generally corresponds to seismic soil profiles SF as defined by v Table 16 -J of the 1997 Uniform Building Code. Soil profile SF applies to a profile consisting of soils vulnerable to loss of strength and consolidation under seismic loading. However, if the liquefiable soil z z zone is mitigated through ground improvements as discussed below, the site would be categorized as SE. v Due to the relatively clean sand below the water table, we have evaluated the subsurface soils for Z liquefaction potential under seismic shaking. As discussed in the following section, our analysis indicates a moderate to high risk for soil liquefaction during a strong seismic event at this site. Soil Liquefaction KA No. 092 -01028 May 15, 2001 Page No. 4 Soil liquefaction is a state of coarse grained soil particles in suspension caused by a complete loss of strength when positive pore water pressures develop during a seismic shaking event and the effective stress decreases towards zero. Liquefaction normally occurs under saturated conditions in soils, such as sand, in which the strength is derived between internal friction between particles. However, liquefaction has occurred in soils other than clean sand, such as non - plastic silt containing bulky shaped particles. Damage to buildings due to liquefaction in the supporting soils can range from minor differential movement to severe structural distress and, in most severe cases, structural collapse. The area beneath the proposed casino was evaluated for liquefaction potential using the commercially available LIQUEFY2 computer program (version 1.50) developed by Thomas F. Blake. For the analysis, a maximum earthquake magnitude of 6.5 M was used. Based on the 1997 Uniform Building Code (UBC) Seismic Zone Map of the United States, the project site is situated within Seismic Zone 3. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092-0 I 028Grand Central Casino The code specifies that in the absence of site specific ground motion information, a horizontal peak acceleration of 0.3 g be used for Zone 3 seismic analysis. This corresponds to the ground acceleration that would be associated with Maximum Credible Earthquake (MCE) for the region, defined as the Z ground acceleration with 10 percent probability of being exceeded in 50 years (i.e. return period of 475 years). CC 2 Our analysis indicated that the soils within the Volcanic Sand strata have a high potential for v p liquefaction under the design earthquake discussed above. The liquefiable zone is estimated to be co t] U) ILI between approximately 18 feet to 50 feet below the existing site elevation. The deeper sift to silty sand (Older Alluvial) stratum is not considered susceptible to liquefaction. Ground settlement due to N u- liquefaction during the design seismic event is estimated to be on the order of 6 to 7 inches. w D 9. a CONCLUSIONS AND RECOMMENDATIONS General In brief, unfavorable soil conditions were encountered beneath the site. Based upon our analysis, n liquefiable soil is present beneath the site. In addition, above the liquefiable zone, very loose fill and ? o alluvial deposits were present. The presence of these unfavorable conditions necessitates the use of v to deep foundations with a structural slab -on -grade or ground improvements in conjunction with shallow o H foundations to support the proposed structures. w w u. Several options for support of the proposed structure and mitigation of the liquefiable soils were . considered. The potential for liquefaction and settlement at the site can be mitigated by the use of v to — ground improvement techniques such as stone columns. An end bearing deep foundation system does not appear to be feasible due to the depth to bearing soils (suitable bearing soils were not encountered Z within the 76'/i feet depth explored) and the need to structurally support the floor slab. A more feasible foundation alternative is to support the structure on shallow foundations after the ground is improved with the use of stone columns. Stone columns are usually constructed by using a large vibrating probe to penetrate the subgrade soil, thereby displacing and densifying the soils around the probe. The probe is then lifted and large diameter stones, (crushed clean rocks 1/4 " x 3/8 ") are used to fill the space as the probe is lifted. The stones are then vibrated in- place, densifying the surrounding soils. The lifting and vibrating of stone is continued until the original displaced column created by the probe is filled with compacted stone. Stone columns are typically spaced at about 10 feet on center. Ground improvement is typically performed beneath exterior walls and interior columns. Ground improvement beneath the slab -on -grade should be considered if it is desired to mitigate damage to the slab due to liquefaction induced settlement. As an alternate to treating beneath the slab, a structural slab could be considered. Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 092 -01028 May 15, 2001 Page No. 5 092 -0IO280rand Centel Casino After completion of the recommended site preparation, the site should be suitable for shallow footing support. The footings for the proposed structures may be designed utilizing a net allowable bearing pressure of 3,000 psf. A 1/3 increase may be applied to the allowable bearing pressure to resist short duration wind and seismic loads. Footings should have a minimum width of 12 inches with a minimum embedment of 18 inches. Site Preparation Surface Preparation General site clearing should include removal of existing structures; asphaltic concrete; vegetation; existing utilities; structures including foundations, basement walls and floors; existing stockpiled soil; trees and associated root systems; rubble; rubbish; and any loose and/or saturated materials. Site stripping should extend to a minimum depth of 2 to 4 inches, or until all organics in excess of 3 percent by volume are removed. Deeper stripping may be required in localized areas. These materials will not be suitable for use as structural fill. However, stripped topsoil may be stockpiled and reused in landscape or non - structural areas. During wet weather conditions subgradc stability problems and grading difficulties may develop due to excess moisture conditions, disturbance of sensitive soils and/or the presence of groundwater. Construction during the 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. If overexcavation is necessary, it should be confirmed through continuous monitoring and testing by a qualified geotechnical engineer or senior geologist. Soils that have become unstable may require drying and recompaction. Selective drying may be accomplished by scarifying or windrowing surficial material during extended periods of dry warm weather. If the soils cannot be dried back to a workable moisture condition, remedial measures may be required. General project site winterization should consist of placement of aggregate base and protection of exposed soils during the construction phase. A representative of a qualified geotechnical engineering firm should be present during all site clearing and grading operations to test and observe earthwork construction. This testing and observation is an integral part of geotechnical engineering service as acceptance of earthwork construction is dependent upon compaction of the material and the stability of the material. The Geotechnical Engineer may reject any material that does not meet compaction and stability requirements. Further recommendations of this report are predicated upon the assumption that earthwork construction will conform to recommendations set forth in this section and the structural fill section. Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 092 -01028 May 15, 2001 Page No. 6 092 -0102SGrand Central Casino tu UQ CO W w g IL CO 3 z� �O DQ w L p 1 -�1 Stone Columns KA No. 092 -01028 May 15, 2001 Page No. 7 Stone columns are commonly used for in -situ densification of liquefiable and loose soils. By densification, the soils will have less potential to liquefy, because a dense soil is not as susceptible to a decrease in volume when subject to earthquake shaking. Stone columns should be constructed within the proposed column footings, along the perimeter footings and beneath floor slab. The geotechnical engineer and stone column contractor should work together to develop a ground improvement program that will mitigate or reduce liquefaction settlement to a magnitude acceptable to the owner. Typically, reducing total settlement (seismic plus static) to less than 1" is acceptable. The vibrating probe should penetrate the subgrade soil, thereby displacing and densifying soils around the probe. The probe should be allowed to advance to a minimum depth of 50 feet through the vibration action. At that depth, the probe should then be retracted and large diameter aggregate, (crushed clean rock 1/4" x 3/8 ") should be used to fill the space as the probe is lifted. The vibratory action then should be turned on and the stone added would be compacted, which displaces and densities the loose sandy soils. The lifting and vibrating of stone should be continued until the original displaced column created by the probe is completely filled with compacted stone. The effectiveness of the stone column program should be confirmed by verification testing by the geotechnical engineer. Verification testing is performed by drilling and sampling or cone penetration testing (CPT) between the stone columns. This testing is carried out as soon as practical after the first few columns are installed. Based on the results of the initial verification testing, procedures are modified, as necessary. Upon determination of the final stone column construction procedure, the construction should continue under the observation of a Krazan representative to verify compliance with project requirements. During installation of the stone columns, it is possible that the upper 12 to 24- inches of the treated soils will become disturbed. These disturbed soils should be scarified, moisture conditioned, and recompacted to a minimum of 95% of maximum dry density. Final determination of the extent of recompaction should be determined based on the results of the verification testing. Foundations After the recommended ground improvements and surface preparation, the Grand Central Casino may be supported on shallow spread footings bearing on compacted structural fill. The footings may be designed for a net allowable bearing pressure of 3,000 psf. A 1/3 increase may be applied to the allowable bearing pressure to resist short duration wind and seismic loads. Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower for protection from frost and other seasonal moisture changes. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Footings should have a minimum width of 12 inches, regardless of load. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -0 1028Grond Central Casino Provided the site is prepared and ground modification is performed as recommended in our report, the total settlement is not expected to exceed I inch. Differential settlement, along a 20 -foot exterior wall footing, or between adjoining column footings, should be less than %2 inch, producing an angular z distortion of 0.002. Most of the settlement is expected to occur during construction, as the loads are applied. However, additional post - construction settlement may occur if the foundation soils are flooded it 2 or saturated. Seasonal rainfall, water run -off, or normal watering practice of trees and landscaping areas around the proposed building should not flood and/or saturated footings. v 0 to to al Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.35 acting between the base of foundations and the supporting subgrade and allowable equivalent fluid N u- passive pressure of 300 pounds per cubic foot acting against the appropriate vertical footing faces. w Structural Fill N Imported structural fill material should consist of well graded gravel or a sand and p gr gr gravel mixture with a maximum grain size of 1 'I2 inches and less than 5 percent fines. All Structural fill material should be o submitted for approval to the Geotechnical Engineer at least 48 hours prior to delivery to the site. W I" 2 w Fill soils should be place in lifts approximately 6 to 8 inches thick, moisture - conditioned as necessary, v 0 and compacted to 95 percent of the maximum dry density based on ASTM Test Method D1557. 0 Additional lifts should not be place if the previous lift did not meet the required dry density or if soil W v conditions are not stable. u. o Z Groundwater Influence on Structures /Construction v O Groundwater was encountered in both borings at approximately 6 feet below the existing ground surface z during drilling operations. It should be recognized that water table elevations may fluctuate with time, being dependent upon seasonal precipitation, irrigation, land use, and climatic conditions, as well as other factors. Therefore, water level observations at the time of the field investigation may vary from those encountered during the construction phase of the project. If groundwater is encountered during construction, a qualified geotechnical engineering firm should be consulted prior to dewatering the site. Although groundwater is not anticipated at the footing depths, there is a possibility that perched groundwater may be present within the zone of structural influence or affect the construction of foundations. Design of temporary dewatering system to remove groundwater should be the responsibility of the contractor. If earthwork is performed during or soon after periods of precipitation, the subgrade soils may become saturated, "pump," or not respond to densification techniques. Typical remedial measures include: discing and aerating the soil during dry weather; mixing the soil with dryer materials; removing and replacing the soil with an approved fill material. A qualified geotechnical engineering firm should be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and provide appropriate recommendations. Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 092 -01028 May 15, 2001 Page No. 8 092 -01028Grand Central Casino Erosion and Sediment Control KA No. 092 -01028 May 15, 2001 Page No. 9 Erosion and sediment control (ESC) is used to minimize the transportation of sediment to wet lands, streams, lakes, drainage systems, and adjacent properties. Regulations to control erosion are contained in the City of Tukwila Municipal Code and in other codes and ordinances of the City. Since the eastern portion of the subject site is part of an existing watercourse, the ESC will need to be site specific. This may require more conservative Best Management Practices (BMPs) for the control of erosion and entrained sediment. This may include limiting the soil and foundation work to the dry season, and more stringent cover requirements, in order to maintain and protect surface water quality. As a minimum, the following basic recommendations should be incorporated in the design of the erosion and sediment control features of the site: 1) Phase the soil, foundation, utility work, and other work requiring excavation or the disturbance of the site soils during the dry season (generally May through September). 2) All site work should be completed and stabilized as quickly as possible. 3) Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences, silt fences with a higher Apparent Opening Size (AOS), construction of a berm, or other filtration systems. 4) Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. Drainage and Landscaping The ground surface should slope away from building pad and pavement areas toward appropriate drop inlets or other surface drainage devices. It is recommended that adjacent exterior grades be sloped a minimum of 1' / percent for a minimum distance of 5 feet away from structures. Subgrade soils in pavement areas should be sloped a minimum of 1 percent and drainage gradients maintained to carry all surface water to collection facilities and off -site. These grades should be maintained for the life of the project. Utility Trench Backfill Utility trenches should be excavated according to accepted engineering practices following Washington Industrial Safety and Health Act (WISHA) and Occupational Safety and Health Administration (OSHA) standards by a contractor experienced in such work. The responsibility for the safety of open trenches should be borne by the contractor. Traffic and vibration adjacent to trench walls should be minimized; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. leniengine "^sa &yx,'a t`s.P•`n.�`r +°4` "`, ` °::.�.'.{`.- ".- .''!' %,.;:,_;�e..,x.,�,�:r >.•;. r r. yr e <,.. -_. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -0IO28Grand Central Casino KA No. 092 -01028 May 15, 2001 Page No. 10 Sandy soil conditions were encountered on the site. These cohesionless soils have a tendency to cave in trench wall excavations. Shoring or sloping back trench sidewalls may be required within these sandy soils. Utility trench backfill placed beneath or adjacent to buildings, exterior slabs or pavements should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Pipe bedding should be in accordance with pipe manufacturer's recommendations. The contractor is responsible for removing all water- sensitive soils from the trench regardless of the backfill location and compaction requirements. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction. Floor Slabs and Exterior Flatwork The ground improvement program should sufficiently densify the soils beneath the floor slab such that total settlement (static plus seismic) does not exceed 1 inch. Floor slabs may then be designed using a subgrade modulus of 150 pci. In areas where it is desired to reduce floor slab dampness, such as areas covered with moisture sensitive floor coverings, we recommend that concrete slab -on -grade floors should be underlain by a water vapor retarder system. The water vapor retarder system should be installed in accordance with ASTM Specification E1643 -94 and Standard Specifications E1745 -97. According to ASTM Guildlines, the water vapor retarder should consist of a vapor retarder sheeting underlain by a minimum of 6 inches of compacted, clean, crushed, open - graded coarse rock of 3 -inch maximum size. The vapor retarder sheeting should be protected from puncture damage with 2 inches of sand. The sand should be well moistened prior to placement of the concrete slab. Interior floors and flatwork should be poured separately in order to act independently of the walls and foundation system. Exterior finish grades should be sloped a minimum of 1 percent away for a minimum distance of 5 feet from all interior slab areas to preclude ponding of water adjacent to the structures. Pavement Design The near surface subgrade soils generally consist of sand with variable amounts of silt and gravel. The sand with variable amounts of silt and gravel is rated as fair subgrade materials with an assumed CBR- value of 15. Traffic loads were not provided, however, based on our knowledge of the proposed development, we expect the traffic to be relatively light consisting mostly of automobile traffic. For heavier traffic areas such as loading and unloading areas, we have provided a heavy duty section. The following table shows the recommended pavement sections for light duty and heavy duty for the anticipated traffic index. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092.0I0.9Grand Central Casino Traffic Index Asphaltic Concrete Aggregate Base* Compacted Subgrade 7.0 4.0" 6" 12" Traffic Index Asphaltic Concrete Aggregate Base* Compacted Subgrade 4.5 2.5" 6" 12" Testing and Inspection ASPHALTIC CONCRETE PAVEMENT LIGHT DUTY HEAVY DUTY * 95% compaction based on AST Sf Test Method D1557 KA No. 092 -01028 May 15, 2001 Page No. 11 A representative of Krazan & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with the exploratory fieldwork. This activity is an integral part of our services as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. This representative can also verify that the intent of these recommendations is incorporated into the project design and construction. Krazan & Associates, Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Contractor. LIMITATIONS Geotechnical engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences improves. Although your site was analyzed using the most appropriate current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to improvements in the field of Geotechnical engineering, physical changes in the site either due to excavation or fill placement, new agency regulations or possible changes in the proposed structure after the time of completion of the soils report may require the soils report to be professionally reviewed. In light of this, the Owner should be aware that there is a practical limit to the usefulness of this report without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that two years be considered a reasonable time for the usefulness of this report. Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original foundation investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed during our field investigation. If any variations or undesirable conditions are encountered during construction, the Geotechnical engineer should be notified so that supplemental recommendations can be made. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092.0I O2SGrand Central casino The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The Geotechnical engineer should be notified of any changes so the recommendations can be reviewed and reevaluated. This report is a geotechnical engineering investigation with the purpose of evaluating the soil conditions in terms of foundation design. The scope of our services did not include any environmental site assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater or atmosphere, or the presence of wetlands. Any statements, or absence of statements, in this report or on any boring log regarding odors, unusual or suspicious items, or conditions observed are strictly for descriptive purposed and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessment. The geotechnical information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future geotechnical developments. We emphasize that this report is valid for this project as outlined above, and should not be used for any other site. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (425) 485 -5519. CB/TGB: I EXPIRES: 11 / 10 / 2 — 1 Respectfully submitted, KRAZAN & ASSOCIATES, INC. Chris Behrens Senior Engineering Geologist KA No. 092 -01028 May 15, 2001 Page No. 12 Timothy G. B erle. P.E. Timothy G. B erle, P.E. Engineering Manager Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092.01028Grand Central Casino Earlingtort Park vote: Map adapted from USGS 7.5' Des Moines, WA. Quadrangle. KRAZAN & ASSOCIATES 19501 144 Ave. NE #F -300 Woodinville, WA 98072 425 -485 -5519 FIGURE 1 — VICINITY MAP Location: Tukwila, Washington Job No.: 092 -01028 Client: Grand Central Casino Date: 5 -14 -01 File: DO1-(BO 35mm Drawing# Field Investigation Laboratory Investigation APPENDIX A FIELD AND LABORATORY INVESTIGATIONS The field investigation consisted of a surface reconnaissance and a subsurface exploratory program. Two exploratory borings were drilled. The boring locations are shown on the site plan. Elevations shown on the boring logs were interpolated from topographic information provided by others. The depths are from the existing ground surface at the time the borings were drilled. The soils encountered were logged in the field during the exploration and, with supplementary laboratory test data, are described in accordance with the Unified Soil Classification System. Relatively undisturbed soil samples were obtained using a Dames and Moore ring lined sampler as described ASTM:D -3550. The Dames and Moore ring lined sampling method consists of driving a standard 3 -inch outside - diameter, split barrel sampler into the subsoil with a 300 -pound hammer free falling a vertical distance of 30 inches. The summation of hammer -blows required to drive the sampler the final 12- inches of an 18 -inch sample interval roughly correlates with the Standard Penetration Resistance, or N- value. The blow count is presented graphically on the boring logs in this appendix. The resistance, or "N" value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils. All samples were returned to our Woodinville laboratory for evaluation. The laboratory investigation was programmed to determine the physical and mechanical properties of the foundation soil underlying the site. Test results were used as critet is for determining the engineering suitability of the surface and subsurface materials encountered. In situ moisture contents, consolidation tests, and sieve analysis tests were determined for the samples representative of the subsurface material. These tests, supplemented by visual observation, comprised the basis for our evaluation of the site material. The logs of the exploratory borings and laboratory determinations are presented in this Appendix. Krazan & Associates, Inc. Eleven Offices Serving The Western United States Appendix A Page A.l 092.OIO26Grand Central Casino Project: Grand Central Casino Log of Borehole B -1 Project No: 092 -01028 Client: Merrick Lentz Architect Figure No: A -1 Location: 14040 Interurban Ave. So. Surface Elevation: Logged By: Phil Haberman Depth to Water Initial: 6 ft. At Completion: SUBSURFACE PROFILE SAMPLE Moisture Content ( %) i 20 60 , Unit Weight (p 1 Percent Fines (passing #200 sieve) a o v) Description Sample Number Type m n ci a m � 2 S z O Ground Surface • • . • , } - • -- • •_, , _ • . 3.5' Asphaltic Concrete over 1' of base coarse. , SILTY SAND WITH GRAVEL (SM) Very loose, fine grained sand, grayish brown, moist. 4Fill) POORLY GRADED SAND WITH SILT (SP -SM) Very loose, fine grained sand very dark grayish brown, 10 15 0-1 moist. S -1 N. iFiljj SS ri I _/ SILT (ML) to LEAN CLAY (CL) Very soft to soft, grayish brown, moist to wet. Interbedded. (Recent Alluvial) S -2 SS 1 2 144 S -3 J SS fl 4 113 POORLY GRADED SAND (SP) Medium dense, fine to medium grained sand, very dark wet. gray, (Volcanic Sands) S-4 SS 12 123 4 POORLY GRADED SAND (SP) 51 Dense, fine to coarse grained sand, very dark gray, wet. S-5 SS 41 124 (Volcanic Sands) 301 v C1) c 13 - 6 L-r-t Drill Method: Mud Rotary Krazan and Associates 19501 144th Ave. NE #F -300 Drill Date: 5 -2 -01 Driller: Subteranean Woodinville, Washington Sample Method: D &M, 3001b Hammer 98072 Sheet: 1 of 3 • • Project: Grand Central Casino Client: Merrick Lentz Architect Location: 14040 Interurban Ave. So. Depth to Water Log of Borehole B -1 Surface Elevation: Initial: 6 ft. Project No: 092 - 01028 Figure No: A -1 Logged By: Phil Haberman At Completion: a 0 t POORLY GRADED SAND (SP) Dense, fine to coarse grained sand, very dark gray, wet. SVolcanic Sands) POORLY GRADED SAND (SP) Medium dense, very fine to medium grained sand, very dark gray, wet. Poorly graded sand Interbeds. SILTY SAND (SM) Medium dense, fine grained sand, dark gray to light gray, wet. Drill Method: Mud Rotary Driller. Subteranean SUBSURFACE PROFILE Description (Volcanic Sands) (Older Alluvial) Sample Type Number S -6 SS I H 39 S -7 S -8 S -9 Krazan and Associates 19501 144th Ave. NE #F -300 Woodinville, Washington 98072 H a E �n SS I rr 14 SS I H 25 SS Ill 20 S -10 SS 12 S -11 SS I 15 Moisture Content ( %) 20 60 1 l I I • _ • Unit Weight (PO 128 114 118 122 118 Percent Fines (passing #200 sieve) Drill Date: 5 -2 -01 Sample Method: D&M, 3001b Hammer Sheet: 2 of 3 3 4 Project: Grand Central Casino Log of Borehole B -1 Project No: 092 -01028 Client: Merrick Lentz Architect Figure No: A -1 Location: 14040 Interurban Ave. So. Surface Elevation: Logged By: Phil Haberman Depth to Water Initial: 6 ft. At Completion: SUBSURFACE PROFILE l SAMPLE I Moisture Content ( %) 60 IIII Unit Weight ( pcf) �� Percent Fines (Passing sieve) sieve) O. eV O v) Description Sample Number Type c% U) S m i3 Z 65 70 75 80 85 90 S -12 SS A 14 • 1 f • . • . . . 114 115 SILT WITH SAND (ML) Loose, very fine to fine grained sand, gray, wet. (Older Alluvial) S -13 SS JJ 7 S -14 SS fl 3 S -15 SS 3 End of Borehole Drill Method: Mud Rotary Krazan and Associates 19501 144th Ave. NE #F - 300 Drill Date: 5 - - 01 Driller: Subteranean Woodinville, Washington Sample Method: D &M, 3001b Hammer 98072 Sheet: 3 of 3 Project: Grand Central Casino Log of Borehole B -2 Project No: 092 -01028 Client: Merrick Lentz Architect Figure No: A -2 Location: 14040 Interurban Ave. So. Surface Elevation: Logged By: Phil Haberman Depth to Water Initial: 6 ft. At Completion: SUBSURFACE PROFILE SAMPLE Moisture C Al) (�0 20 i 60 I Unit Weight (PO Percent Fines (passing #200 #200 L a o 8 5 F + co Description Sample Number I `Type I M 1 , - m II rn m z 0 ( Ground Surface • • 115 116 114 127 124 Ili ( I' 5 ( I 10 15 ' 20 -1 « - 11 1 ) ME I '4 ,..I- f ?' ; i I I • , , SILTY SAND WITH GRAVEL (SM) Very loose, fine grained sand, grayish brown, moist. j) SILTY SAND (SM) Loose, fine grained sand very dark grayish brown, moist. (Fill) SILT (ML) to LEAN CLAY (CL) Very soft to soft, grayish brown, moist to wet. Interbedded. (Recent Alluvial) POORLY GRADED SAND (SP) Medium dense, fine to medium grained sand, very dark gray, wet. (Volcanic Sands) S -1 SS • • S -2 SS ri 2 • S -3 SS 11 3 _ 4 • . S-4 SS 21 ..� .. . • � '''' ? b .. ;`7; ! 2 5 ? 4 h i?4. 30 ; POORLY GRADED SAND (SP) Dense, fine to medium grained sand, very dark gray, wet. (Volcanic Sands) S -5 SS n 30 S . , _ 2.4 Drill Method: Mud Rotary Krazan and Associates • Drill Date: 5 -2 -01 19501 144th Ave. NE #F - 300 Driller: Subteranean Woodinville, Washington Sample Method: D &M, 3001b Hammer 98072 Sheet: 1 of 3 Project: Grand Central Casino Log of Borehole Client: Merrick Lentz Architect Location: 14040 Interurban Ave. So. Surface Elevation: Depth to Water Initial: 6 ft. SUBSURFACE PROFILE B-2 SAMPLE Project No: Figure No: Logged At Completion: Moisture Content (%) 20 60 1 1 I 092-01028 A-2 By: Phil Haberman Unit Weight (f)d) Percent Fines (passing #200 sieve) E t 2 ri) Description Sample Number Type E ,-- 0) a E co rn .2 c 0) 2 co > . z POORLY GRADED SAND (SP) •....:- .' • Dense, fine to medium grained sand, very dark gray, ..., wet. littst;:. (Volcanic Sands) , 11.! N '1 •Pit 35 S SS fl 32 • .. ..... , . . • •. . .. • . . . . • • ! : . . . . . • . . .. .. . ..... ...... . • 129 L.,—....-- JW S-7 SS in 40 129 POORLY GRADED SAND (SP) Medium dense, very fine to medium grained sand, very RT.E 40-».4...i. dark gray, wet. 71;:‘ (Volcanic Sands) ..;;: ::"P . ,; ; ;!i, 45i 'y:). ...0. S-8 SS n 20 121 S-9 11 30 121 qgV 1 50 I I 11111 11 - 'III 55 I 'III I 111111 I 60 • t4 III SILTY SAND (SM) I Medium dense, fine grained sand, dark gray to light gray, wet. 1 (Older Alluvial) 11 If 1 11111 - i' , S-10 17 117 22 S-11 SS 11 117 11 .----..... Drill Method: Mud Rotary Krazan and Associates Drill Date: 5-2-01 19501 144th Ave. NE #F-300 Driller: Subteranean Woodinville, Washington Sample Method: O&M, 300lb Hammer 98072 Sheet: 2 of 3 ' • 1 Project: Grand Central Casino Client: Merrick Lentz Architect Location: 14040 Interurban Ave. So. Depth to Water Log of Borehole B -2 Surface Elevation: Initial: 6 ft. Project No: 092 -01028 Figure No: A -2 Logged By: Phil Haberman At Completion: Percent Fines (passing #200 sieve) SILTY SAND (SM) Medium dense, fine grained sand, dark gray to light gray, wet. SILT WITH SAND (ML) Loose, very fine to fine grained sand, gray, wet. Drill Method: Mud Rotary Driller. Subteranean Krazan and Associates 19501 144th Ave. NE #F -300 Woodinville, Washington 98072 Drill Date: 5 -2 -01 Sample Method: D&M, 3001b Hammer Sheet: 3 of 3 SIEVE SIZE PERCENT FINER — SPEC.' PERCENT PASS? (X =NO) 7t- 800000046 OO o CRS. % COBBLES X' GRAVEL % SAND % FINES CRS. FINE CRS. MEDIUM FINE SILT ] CLAY 0.0 0.0 0.0 0.0 9.2 86.8 4.0 Project: Grand Central Casino Client: Merrick Lentz Architects Sample No: 7700(1) Location: B1 S4 100 90 80 70 80 50 40 30 20 10 0 (no specification provided) Particle Size Distribution Report g Source of Sample: Borings GRAIN SIZE - mm Soil Description Gray poorly - graded SAND PL= D85= 0.401 D30= 0.216 C 2.38 USCS= SP Sample 7700(1) F.M. =0.87 Atterbera Limits LL= PI= Coefficients D60= 0.310 D15= 0.159 cc= 1.15 Classification AASHTO= Remarks Project No.: 09201028 Date: 5/3/01 Elev./Depth: 20' D50= 0.278 D10= 0.130 Figure A -3 PERCENT FINER MINIUM 11111111.1 11611111 I Ill I MIIIIIIIIIIIIIIIIIIII1 l mill limo I �i�� Project: Grand Central Casino Client: Merrick Lentz Architects Sample No: 7700(1) Location: B1 S4 100 90 80 70 80 50 40 30 20 10 0 (no specification provided) Particle Size Distribution Report g Source of Sample: Borings GRAIN SIZE - mm Soil Description Gray poorly - graded SAND PL= D85= 0.401 D30= 0.216 C 2.38 USCS= SP Sample 7700(1) F.M. =0.87 Atterbera Limits LL= PI= Coefficients D60= 0.310 D15= 0.159 cc= 1.15 Classification AASHTO= Remarks Project No.: 09201028 Date: 5/3/01 Elev./Depth: 20' D50= 0.278 D10= 0.130 Figure A -3 PERCENT FINER SIEVE SIZE PERCENT FINER SPEC.' PERCENT PASS? (ONO) y1 . 3tgt3t3t4t -N 4t C p O� Q O . v1�+et�Nm'1 O�O� OQ, v1tV�C�t(V O1Ot O�ht+1+�+ CRS. MEDIUM %COBBLES % ORAVEL %SAND %FINES CRS. FINE CRS. MEDIUM FINE SILT CLAY 0.0 0.0 2.9 5.7 56.2 32.3 2.9 Project: Grand Central Casino Client: Merrick Lentz Architects Sample No: 7700(2) Location: B 1 S6 1 • (no specification provided) Particle Size Distribution Report Source of Sample: Borings Project No.: 09201028 Date: 5/3/01 Elev./Depth: 30' GRAIN SIZE - mm Soil Description Gray well - graded SAND PL= D85= 1.21 D30= 0.386 C 2.84 USCS SW Sample 7700(2) Atterbera Limits LL= P1= Coefficients 060= 0.646 D15= 0.273 Cc= 1.02 Classification AASHTO= Remarks D50= 0.546 D10= 0.227 Figure A-4 PERCENT FINER r 70 60 m 1111 111A 11111011 010 40 30 20 100 1111111111.111 11111111.1111111111 011111 11111111 ,1,11,1iiiiito opoirifemmil- .... ,..........H11.1 Nu 6gLui fin .............,.. „Kn. oon Project: Grand Central Casino Client: Merrick Lentz Architects Sample No: 7700(2) Location: B 1 S6 1 • (no specification provided) Particle Size Distribution Report Source of Sample: Borings Project No.: 09201028 Date: 5/3/01 Elev./Depth: 30' GRAIN SIZE - mm Soil Description Gray well - graded SAND PL= D85= 1.21 D30= 0.386 C 2.84 USCS SW Sample 7700(2) Atterbera Limits LL= P1= Coefficients 060= 0.646 D15= 0.273 Cc= 1.02 Classification AASHTO= Remarks D50= 0.546 D10= 0.227 Figure A-4 PERCENT FINER SIEVE SIZE PERCENT FINER SPEC.' PERCENT PASS? (X •NO) I ,.000000Q 4k•- N yt o0 0 ft3t7tgt4k4 0000v 1t1C�C� O 880 CRS. 96 COBBLES % GRAVEL % SAND % FINES CRS. FINE CRS. MEDIUM \ FINE SILT CLAY 0.0 0.0 0.0 0.0 0.5 77.5 i 22.0 ..g, g: !A �I� o�i i o i on IIIU111IIIII ` 1 i 011 1111 111=11111 1 u11111111111 1110111111 I ■. Mi EIMINEMINI m Holm 1111111 MU 1111111h111 OMNI ipal la 11111 MI 1111 tin MERUMMINIIIII1 MIII NH 4. .0, . Project: Grand Central Casino Client: Merrick Lentz Architects Sample No: 7700(5) Location: B2 S 10 100 90 80 70 80 50 40 30 20 10 0 • (no specification provided) Particle Size Distribution Report Source of Sample: Borings GRAIN SIZE - mm Project No.: 09201028 Date: 5/3/01 Elev./Depth: 50' Gray silty SAND PL= D85= 0.178 D30= 0.0928 C USCS S M Sample 7700(5) F.M. =0.35 Sol Description Atterb L imits LL= PI= Coefficients D60= 0.144 050= 0.129 D15= D10= Cc= Classification AASHTO= Remarks Figure A -7 PERCENT FINER GENERAL When the text of the report conflicts with the general specifications in this appendix, the recommendations in the report have precedence. SCOPE OF WORK: These specifications and applicable plans pertain to and include all earthwork associated with the site rough grading, including but not limited to the furnishing of all labor, tools, and equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials for receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the lines and grades shown on the project grading plans, and disposal of excess materials. PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. This work shall be inspected and tested by a representative of Krazan and Associates, Inc., hereinafter known as the Geotechnical Engineer and/or Testing Agency. Attainment of design grades when achieved shall be certified to by the project Civil Engineer. Both the Geotechnical Engineer and Civil Engineer are the Owner's representatives. If the contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary readjustments until all work is deemed satisfactory as determined by both the Geotechnical Engineer and Civil Engineer. No deviation from these specifications shall be made except upon written approval of the Geotechnical Engineer, Civil Engineer or project Architect. No earthwork shall be performed without the physical presence or approval of the Geotechnical Engineer. The Contractor shall notify the Geotechnical Engineer at least 2 working days prior to the commencement of any aspect of the site earthwork. The Contractor agrees that he shall assume sole and complete responsibility for job site conditions during the course of construction of this project, including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection with the performance of work on this project, except for liability arising from the sole negligence of the Owner of the Engineers. TECHNICAL REQUIREMENTS: All compacted materials shall be densified to a density not less than 95 percent of maximum dry density as determined by ASTM Test Method D1557 as specified in the technical portion of the Geotechnical Engineer. The results of these tests and compliance with these specifications shall be the basis upon which satisfactory completion of work will be judged by the Geotechnical Engineer. SOIL AND FOUNDATION CONDITIONS: The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the contents of the data presented in the soil report. , APPENDIX B EARTHWORK SPECIFICATIONS Krazan and Associates, Inc. Eleven Offices Serving The Western United States Appendix B Page B.1 092- 01028Gra d Central Casino The Contractor shall make his own interpretation of the data contained in said report, and the Contractor shall not be relieved of liability under the contractor for any loss sustained as a result of any variance between conditions indicated by or deduced from said report and the actual conditions encountered during the progress of the work. z DUST CONTROL: The work includes dust control as required for the alleviation or prevention of any P Y ct 2 dust nuisance on or about the site or the borrow area, or off -site if caused by the Contractor's operation either during the performance of the earthwork or resulting from the conditions in which the Contractor c) p leaves the site. The Contractor shall assume all liability, including Court costs of codefendants, for all « 0 claims related to dust or windblown materials attributable to his work. u� w LL SITE PREPARATION w O 0 2 Site preparation shall consist of site clearing and grabbing and preparations of foundation materials for g 5 receiving fill. N d w CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition and z shall demolish and/or remove from the area of designated project, earthwork all structures, both surface O and subsurface, trees, brush, roots, debris, organic matter, and all other matter determined by the h' Geotechnical Engineer to be deleterious. Such materials shall become the property of the Contractor 2 n and shall be removed from the site. v N O- 0H Tree root systems in proposed building areas should be removed to a minimum depth of 3 feet and to w w such a extent which would permit removal of all roots larger than 1 inch. Tree root removed in parking v areas may be limited to the upper I Vi feet of the ground surface. Backfill or tree root excavation should -i 0 not be permitted until all exposed surfaces have been inspected and the Geotechnical Engineer is iii N present for the proper control of backfill placement and compaction. Burning in areas, which are to v — receive fill materials, shall not be permitted. 0 SUBGRADE PREPARATION: Surfaces to receive Structural fill shall be prepared as outlined above, excavated/scarified to a depth of 12 inches, moisture-conditioned as necessary, and compacted to 95 percent compaction. Loose and/or areas of disturbed soils shall be moisture conditioned and compacted to 95 percent compaction. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill material. All areas which are to receive fill materials, shall be approved by the Geotechnical Engineer prior to the placement of any of the fill material. EXCAVATION: All excavation shall be accomplished to the tolerance normally defined by the Civil Engineer as shown on the project grading plans. All over excavation below the grades specified shall be backfilled at the Contractor's expense and shall be compacted in accordance with the applicable technical requirements. FILL AND BACKFILL MATERIAL: No material shall be moved or compacted without the presence of the Geotechnical Engineer. Material from the required site excavation may be utilized for construction site fills provided prior approval is given by the Geotechnical Engineer. All materials utilized for constructing site fills shall be free from vegetable or other deleterious matter as determined by the Geotechnical Engineer. Krazan and Associates, Inc. Eleven Offices Serving The Western United States Appendix B Page B.2 092-01028Grand Crnua! Casino S PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of approved fill materials and the processing and compaction of approved fill and native materials shall be the responsibility of the Contractor. However, compaction of fill materials by flooding, ponding, or jetting shall not be permitted unless specifically approved by local code, as well as the Geotechnical Engineer. Both cut and fill shall be surface compacted to the satisfaction of the Geotechnical Engineer prior to final acceptance. SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or thawing or during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill operations shall not be resumed until the Geotechnical Engineer indicates that the moisture content and desity of previously place fill are as specified. Krazan and Associates, Inc. Eleven Offices Serving The Western United States Appendix B Page B.3 092 -01028Grand Central Coca APPENDIX C PAVEMENT SPECIFICATIONS 1. DEFINITIONS — The term "pavement" shall include asphalt concrete surfacing, untreated aggregate base, and aggregate subbase. The term "subgrade" is that portion of the area on which surfacing, base, or subbase is to be placed. 2. SCOPE OF WORK — This portion of the work shall include all labor, materials, tools and equipment necessary for and reasonable incidental to the completion of the pavement shown on the plans and as herein specified, except work specifically notes as "Work Not Included." 3. PREPARATION OF THE SUBGRADE — The Contractor shall prepare the surface of the various subgrades receiving subsequent pavement courses to the lines, grades, and dimensions given on the plans. The upper 12 inches of the soil subgrade beneath the pavement section shall be compacted to a minimum compaction of 95% of maximum dry density as determined by test method ASTM D1557. The finished subgrades shall be tested and approved by the Geotechnical Engineer prior to the placement of additional pavement of additional pavement courses. 4. AGGREGATE BASE — The aggregate base shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate base should conform to WSDOT Standard Specification for Crushed Surfacing Base Course or Top Course (Item 9- 03.9(3)). The base material shall be compacted to a minimum compaction of 95% as determined by ASTM D1557. Each layer of subbase shall be tested and approved by the Geotechnical Engineer prior to the placement of successive layers. 5. ASPHALTIC CONCRETE SURFACING — Asphaltic concrete surfacing shall consist of a mixture of mineral aggregate and paving grade asphalt, mixed at central mixing plant and spread and compacted on a prepared base in conformity with the lines, grades, and dimensions shown on the plans. The viscosity grade of the asphalt shall be AR -4000. The mineral aggregate shall be WSDOT Class B. The drying, proportioning, and mixing of the materials shall conform to WSDOT Specifications. The prime coat, spreading and compacting equipment, and spreading and compacting the mixture shall conform to WSDOT Specifications, with the exception that no surface course shall be placed when the atmospheric temperature is below 50 degrees F. The surfacing shall be rolled with combination steel - wheel and pneumatic rollers, as described in WSDOT Specifications. The surface course shall be placed with an approved self - propelled mechanical spreading and finishing machine. 6. TACK COAT — The tack (mixing type asphaltic emulsion) shall conform to and be applied in accordance with the requirements of WSDOT Specifications. Krazan & Associates, Inc. Eleven Offices Serving The Western United States Appendix C Page C.l 09:- 01028Gran1 Central Casino Structural Calculations For Grand Central Casino 14040 Interurban Avenue South Tukwila, Washington DY Nelson Consulting Engineering PS Job Number. 01046 May 29 2001 t:Nk.E- go RECEIVED CITY OF TUKWI A JUN 082001 PERMIT CENTER Index Contents: Page: Scope of Work, Code, Loads, Client, Project Location 1 /Design Calculation of Roof, Mezzanine and Mech Platform Loads 2 /Design Foundation Design for Metal Bu ilding Foundation Plan 1 /Fdn Footing Loads (from Varco Pruden calculations) 2 /Fdn Design of Metal Building Footings 3 -30 /Fdn Precast Panel Design Panel Plan 1 /Pnl Calculation of Wind /Seismic Loads on Panels 2 -7 /Pnl Design of PC Panel Steel Reinforcing 8/Pnl Calculation of Fp (lateral force on elements & components) 9- 10 /Pnl Mezzanine Design Mezzanine Plan 1 /Mezz Lateral (Wind /Seismic) Analysis of Mezzanine 2 -6 /Mezz Design of Shearwall A 7 /Mezz Design of Mezzanine Joists 8 -9 /Metz Design of Mezzanine Beams 10 -16 /Metz Infill Building Design infill Building Plan with Lateral Loads and Shearwalls 1/L Lateral Analysis of Infill Building 2 -7 /L infill Bldg Floor Lateral Loads to Varco Pruden Bldg 8/L infill Bldg Roof Lateral Loads to Varco Pruden Bldg 9/L Design of Shearwall B 10/L Infill Bidg Roof Plan 1 /Roof Design of Beams 2 -10 /Roof Mechanical Platform Design 1 -7 /MP Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028 -3118 (425) 483 -9126 Fax: (425) 485 -1136 Scope of Work: Design of foundation, mezzanine, infill building, review of existing pre - engineering building for lateral loads, and any other work specifically contained herein. The design of the new and existing metal buildings is by others and that work has not been reviewed, approved or checked except as contained herein. Code: 1997 Uniform Building Code Prepared by JN Date: 5114101 Job Name: Grand Central Casino Description: Scope of Work, Code, Loads etc Loads: (see page; 2 /Design for infill building and mezzanine load break down) Snow: 25 P5F plus allowance for drifting where appropriate Seismslc: Zone 3, Importance Factor: 1.0 Wind: ' 80 MPH Exposure Factor: C Collateral Gravity (new metal building): 51 Client: Project Location: Tukwila, Washington Evergreen ntertainment e 'Job No: 01046 Page Number. 1 /Design Nelson Comulbrg t;rgineerinq 1 19221 56th heft Kenmore, WA 98028 -5118 (925) -985 -9126 Fact: (925) 985 -1156 Prepared by: JN Page: 2/Design Job Name: Grand Central Job Number: 1046 Description: Loads Date: 6/28/2001 Calculation of Roof, Floor, Deck loads Dead Loads: Roofing Waterproof membrane Roof Ply - 5i8" (or less) Floor & Deck Sheathing Insulation Roof rafters 2x10@24 "oc Floor joists TJI 117/8 @ 24" oc TJI 117/8 @24 "oc Deck joists Partitions Flooring Carpet, flooring Ceiling - 5 /8" gwb Exterior soffit Misc mechanical and electrical Sprinklers Total Dead Loads: Live Loads: Roof Snow Mezzanine Mach Platform Total Loads: Use for Design: Note: mezzanine has fixed partitions Level Roof 1.5 Mezzanine Mech Platform Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028 -3118 (425) 483 -9126 Fax: (425) 485 -1136 Prepared by .1N I Date: 5 /13 /01 Job Name: Grand Central Casino Description: /& rA � Job No: 01046 Page Number: I / FUN Nelson Consulting Engineering PS 19221 68th Ave NE Kenmore, WA 880283118 (425)-483-9126 Fax: (425)485 -1136 Metal Building Footing Loads (Kips) Perpendicular Anchor Bolts X brace t Doke Location Hr (max) Uplift Grm4ty PC Panel Wt ¥e t/Hatz Mez anise Dolt Pta 6A 4.65 3.74 3.74 14.00 4 3 /Fdn 0.75 60 3.03 2.13 8.44 6E 4.40 3.41 4.82 5A 6.03 4.75 12.72 28.00 50 0.00 8.09 18.80 5G 2.40 2.00 2.50 5K 3.17 2.88 7.42 5N 2.85 7.88 8.88 5P 8.55 7.45 9.47 4A 5.30 4.00 10,10 28.00 0.00 11.40 31.10 14.50 23.40 8.90 8.90 8.70 5.30 4.00 10.10 0.00 11.30 31.00 0.00 14.40 23.30 8.80 6.90 8.70 5.10 3.90 9.80 21) 0.00 10.94 31.20 2M 0.00 14.15 22.80 28.00 28.00 2P 8.78 6.85 8.86 1A 4.42 3.45 4.58 14.90 is 3.34 5.86 9.18 IF 3.47 2.46 7.05 U 3.24 2.35 6.35 1L 3.42 5.86 8.78 1P 4.34 3.59 4.90 Hata concrete panel eels lght: used to reduce uplift only - panda bear on their own footing e Prepared by JN Page: 2lFdn Job Name Grand Central Casino Job Number. 1046 Description Footing Design Date: 511112001 14.90 12.80 14.90 12.00 13.80 11.00 13.80 13.10 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 4 0.75 Cale Page 4 /Fdn 5 /Fdn 6 /Fdn 7 /Fdn 8 /Fdn 9 /Fdn to /Fdn 12 /Fdn 13 /Fdn 14 /Fdn 15 /Fdn 16 /Fdn 17 /Fdn 18 /Fdn 19 /Fdn 20 /Fdn 21 /Fdn 22 /Fdn 23 /Fdn 24 /Fdn 25 /Fdn 26 /Fdn 27 /Fdn 28 /Fdn 29 /Fdn 30 /Fdn Noise: 1. Governing downward load is largest of 01. • Collateral Gravity • Snow • 1/2 Lateral Dovnnvrds or DL • CaUderat Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Nelson Cansultirq Ergkteerrq P5 19221 Ke rn re. WA 98028-918 (425) -483 -9126 Fat: ( 425) 485-1136 Prepared by: JN Page: 3/Fdn Job Name: Grand Central Casino Job Number. 01048 Description: Footings Date: 5/18/2001 Metal Building Footing Design Program Allowable soa searing Pressure: 2 KSF 1997 Uniform Building Code Concrete fc 2.5 KSI (ft ■2.2.5, o Fooling Location: Special inspection for A Bolts? rp 6A Duration factor for A Bolts: 1 Raw Bar Grade 40 (40 or 60 Footing Loads (Kips) Net Hoc Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame downwards uplift - .85•DL 4.65 0.00 3.74 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 2.0 3.0 1.0 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FON Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.80 1.00 6.0 Footing Weight PIA. Mc/1(KSF) Bearing Pressure .90K 1.87 OK i.'� Bast P late (Wldthl(Anpth 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Boit PrrMallPsrp (Standard Embedrnsol) Pararel/Perp Ps 4.28 1.25 1.16 0.00 1.90 0.00 Fig • Collateral WI Minimum Wt Req'd Ftg • Collateral Wt 1.70 0.00 Required OK i A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle make teem)'" w/ deep embedded AB & Deep Pan•uwrp A Bolts Embedded Bolts Deep A Bolts w/ SW A Bolts OK? ParalNNPerp Deep A Bolts OK? ParetielIPerp reinf angle OK? 0.11 OK 0.11 OK 0.11 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shear. Sher Area: (SQIN) 580 Mow Shear Stress (PSI) 100 Shear Stress (PSI) 5.3 Punchng Shear OK? OK Beam Shear: Shear Ares: (SQIN) 192 258 Mow Shear Stress Beam shear stress: 32 3.1 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SQIN) Minimum Steel: Long Direction: Positive Moment: 1.4 0.029 0.576 Short Dirsdion: Positive Moment: 0.9 0.019 0.884 Noise: 1. Governing downward load is largest of 01. • Collateral Gravity • Snow • 1/2 Lateral Dovnnvrds or DL • CaUderat Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Notes: 1. Governing downward load is largest of DL • Collateral Gravity • Snow • 1l2 Lanni Dowrnvards or.. DL + Collateral Gravity + 1/2 Snow • Lateral Dow weals 2. CWatarai Gravity is not used to racist upWt loads. Nelsen CarAtivi Enoneerinq f 5 19221 58th Ave l� r.emrrre. WA 980 28 -3118 (425) •465-912b rat: (425) 485 -1136 Prepared by: JN Page: 4 IFdn Job Name: Grand Central Casino Job Number: 01046 Description: Footings Date: 5117/2001 Metal Building Footing Design Program Moveable sox Bearing Pressure: 2 KSF 1997 Uniform Building Code Concrete fc 2.5 KSI (fc = 2.2.5.3.4 ksl) Footing Location: spedal inspection for A Bolts? L. , 60 Duration factor for A Boas: 1 Reim Bar Grade 40 (40 or 60 Footing Loads (Kips) Not Hoc Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame downwards upsn • .85'DL 3.03 0.00 8.64 0.00 Footing variables (Ft e. Kips) Footing Footing Footing Width Length Depth 1.3 2.5 0.7 Anchor Bolts (inches) Number of A Botts A Bolt Diameter A Bon Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Fig Area (SF) 0.80 0.00 3.3 Footing Weight PIA • Men (KSF) Roaring Pressure .33K 2.00 OK Base Plate �dtWLOft®th 8.00 11.00 .... A Bolt Capacities (Kips) (based on edge that & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Pandit/Peep (Standard Embedment) Persist/Pere Ps 4.28 1.25 0.76 0.00 1.90 0.00 Fig • Collateral Wt Minimum Wt Req'd Ftg • Collateral Wt 1.13 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angie ej (Poir'Nvvvirm WI deep embedded AB & Deep Parspsl Peep A Botts Embedded Bolts Deep A Bolts WI Std A Bons OK? Paral el Parp Deep A Bolts OK? ParaitlIPerp rent angle OK? 0.08 OK 0.06 OK 0.05 OK 0.00 OK 0.00 OK 0.00 OK F ooting Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SOIN) 218.8044 Maw Shear Stress (PSI) 100 Sher Stress (PSI) 22.1 Punchhg Shear OK? OK Beam Shear: fewer Area: (SOIN) 64.4784 121.2 Mow Shear Stress Beam shear stress: 12.6 13.7 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SOIN) Minimum Steel: Long Direction: Positive Moment: 2.1 0.066 0.2586388 Short Direction: Positive Moment: 1.1 0.046 0.4824 Notes: 1. Governing downward load is largest of DL • Collateral Gravity • Snow • 1l2 Lanni Dowrnvards or.. DL + Collateral Gravity + 1/2 Snow • Lateral Dow weals 2. CWatarai Gravity is not used to racist upWt loads. Notes: I. Gowning downwrd load Is largest of DL + Collateral Gravity + Snow + 1/2 Lateral Downwards or. DL + Collateral Gravity + 112 Snow + Lateral Downwards 2. ColMeral Grayly is not used to resist uplift loads. z ~ w 00 N W SP.. L P- tu W V� O 0 G- W I' O W Nelsen Candttq Ertgtneerinq P5 19221 58th Aye IL *mare. WA 9802 &3118 ( 425) -483 -9126 Fa: (425) 455 -II56 Prepared by: JN Page: 5 /Fda Job Name: Grand Central Casino Job Number. 01048 Description: Footings Date: 5/12001 Metal Building Footing Design Program Arbitrable Sol Bearing Pressure: 2 KSF 1997 Uniform Building Code Concrete rc 2.5 KS! (fcis 2,2.5.3,4 I .1 Footing Location: Special Inspection for A Bolts? 'No Ye 6E Duration factor for A Bolts: 1 Being Bar Grade 40 (40 or 80) Footing Loads (Kips) Net H tot Hz Vy (down) Vy (uplift) Load Parallel to Frame load Perp to Frame downwards uplift - .85•DL 4.40 0.00 4.82 0.00 Footing Variables (Ft I Kips) Footing Footing Footing Width Length Depth 2.0 2.0 0.7 hor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.80 0.00 4.0 Footing Weight PIA* MO (KSF) Bearing Pressure .40K 1.21 OK Base Plate IWidth/Longth 8.00 11.00 Bolt Capacities (Kips) (based on edge dist & spadng Interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Boit (Vs) per A Bolt Peralal/Perp (Standard Embedment) Parale4Perp Ps 4.28 1.25 1.10 0.00 1.90 0.00 Ftg • Collateral WI Minimum Wt Req'd Ftg + Collateral Wt 1.20 0.00 Required OK Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angio to Psvir"•ww'"' vrf deep embedded AB & Deep PandicePerp A Bolts Embedded Bolts Deep A Bolts wt Std A Bolts OK? Parsil/YPerp Deep A Bolts OK? Parallel/Perp relnf angle OK? 0.10 OK 0.10 OK 0.10 OK 0.00 OK 0.00 OK 0.00 OK F ooting Design: (Stress Design) Shear Design: Punching Shear. Shear Ana: (SOIN) 2 Alba Shear Stress (PSI) 100 Shear Stress (PSI) 17.8 Punching Shear OK? OK Beam Shear. Shear Aron: (SOIN) 44.08 9403 Mow Sheer Stress Beam shear stress: 12.9 91 PSI 5 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SO1N) Minimum Steel: Long Direction: Positive Moment: 12 0.051 0.38016 Short Direction: Positive Moment: 1.2 0.051 0.38018 Notes: I. Gowning downwrd load Is largest of DL + Collateral Gravity + Snow + 1/2 Lateral Downwards or. DL + Collateral Gravity + 112 Snow + Lateral Downwards 2. ColMeral Grayly is not used to resist uplift loads. z ~ w 00 N W SP.. L P- tu W V� O 0 G- W I' O W Notes: 1. Governing dowtward load is largest of DL • Collaaral Gravity • Snow • 1t2 Lateral Downwards or DI. • Cabtsrai Gravity • 112 Snow • Lateral Dowrtivards 2. Collateral Gravity is not used to resist uplift loads. Nelsen Catsultxq Erigrneerrq f 5 19221 58th Ave remora, WA 98028-3118 (425)- 483-9126 fa: (425) 485 -1136 Prepared by: JN Par: 5!Fdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 5111/2001 Metal Building Footing Design Program Allowable sow Bearing Pressure: 2 KSF 1997 Uniform Building Cale Concrete fc 2.5 KSI (rc * 2, 2.5, 3, 4 ksi) ` yes al Footing Location: Special Inspection for ABolts? I"° ioi 6F Duration factor for A Bows: 1 Reid Bar Grade 40 40 or 80 Footing Loads (Kips) Not Hoc Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame downwards uplift - .85•01. 4.40 0.00 4.82 0.00 Footing variables (Ft & Kips) Footing Footing Footing Width Length Depth 1.3 2.0 0.7 Anchor Botts (Itches) Number of A Bolts A Boft Diameter A Boit Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral WI (Kips) along length of Ftg Area (SF) 0.80 0.00 2.7 Footing Weight PM • Mil (KSF) Bearing Pressure .27K 1.81 OK Base Plate !Width/Length 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & sparing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParallsWrp (Standard Embedment) ParaleWPerp Ps 4.28 1.25 1.10 0.00 1.90 • 0.00 Ftg • Collateral Wt Minimum Wt BEN Ftg • Collateral Wt 1.07 0.00 Required OK A olt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angie tvmlq•' w/ deep embedded AB & Deep P.ratleIP.rp A Bolts Embedded Bolts Deep A Bons w/ Std A Bolts OK? Parell.pP.ry Deep A Botts OK? Parallel/Perp mint angle OK? 0.10 OK 0.10 OK 0.10 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Strew Design) Shear Design: Punching Shur. Shear Area: (SOIN) 21.8064 Avow Shaer Stress (PSI) 100 Sher Stress (PSI) 14.5 Pundr Shear OK? OK Beam Shaer. Sheer Ares: (SOIN) 84.4764 0818 Mow Shear Stress Beam she/ stress: 0.2 9.3 PSI 65 Sheer Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Rp'd (SOIN) Minimum Steel: Long Direction: Positive Moment: 1.2 0.060 0.2586368 Stan Direction: Positive Moment: 0.8 0.033 0.38592 Notes: 1. Governing dowtward load is largest of DL • Collaaral Gravity • Snow • 1t2 Lateral Downwards or DI. • Cabtsrai Gravity • 112 Snow • Lateral Dowrtivards 2. Collateral Gravity is not used to resist uplift loads. Notes: 1. Governing downward load is largest of DL • Collateral Grayly + Snow • 1/2 Lateral Dowcavards or DL • Coessral Gravity • 1/2 Snow + Lateral Downwards 2. Colatarat Gravity Is not used to resist uplift bads. Nelson Catwltinq Enikr -erirq P5 19221 58th he Kermae WA 98028 (429) - 483 - 9126 rat: (425) 489 - 1156 Prepared by: JN Page: 6 /Fdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 5/17/2001 Metal Building Footing Design Program Allowable soil Bearing Pressere: 3 KSF 1097 Uniform Building Code Concrete ft 2.5 KSI (Cc a 2. 2.5, 3.4 ksi) Footing Location: ,; Spedal Inspection for A Botts? i No 5A Duration factor for A Brits: 1 ReirW Bar Grade 40 (11 Footing Loads (Kips) Not Hoc Hz Vy (down) Vy (uplift) Load Pineal to Frame Load Perp to Frame downwards uplift - .85•DL 6.03 0.00 12.72 0.00 _ Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 3.0 4.0 0.7 Anchor Bolts (1nchas) Number of A Botts A Bolt Diameter A Bolt Edge Obit A Bolt Spacing 4 0.75 12.00 4.00 Available FON Eccentricity of Col 15 Collateral WI (Kips) along length of Ftg Area (SF) 0.80 1.00 12.0 Footing Weight PIA • Mc/l (KSF) Bearing Pressure 1.21K 2.65 OK Bass Plats !Width/Length 8.00 11.00 A Bolt Capacities (Kips) (based on edge dtst & sparing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) par A Bolt (Vs) per A Bolt • Pa $sIPerp (Standard Embedment) PwabVPsep Ps 4.28 1.25 1.51 0.00 1.50 0.00 Ftg + Collateral WI Minimum Wt Riga Ftg • Collateral Wt 2.01 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation w � Unity Equation Unity Equation With Angle ft wI deep embedded AB 6 Deep ParaSIIPerp A Bolts Embedded Bolts Deep A Bow wit Std A Bolts OK? PanpMYPerp Deep A Bolts OK? Parallel/Mm nlnf angle OK? 0.18 OK 0.18 OK 0.17 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress design) Sheer Design: Punching Shear: Shear Arse: (SOIN) 218.8004 Now Sher Stress (PSI) 100 Sher Stress (PSI) 53.7 Punchng Shear OK? OK Beam Shear: Shear Area: (SOIN) 145.44 193.92 Now Shear Stress Beam star stress: 29.1 22.5 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SOIN) Minimum Steel: Long Median: Positive Moment: 8.4 0.262 0.57688 Shod Direction: Positive Moment: 4.8 0.197 0.77184 Notes: 1. Governing downward load is largest of DL • Collateral Grayly + Snow • 1/2 Lateral Dowcavards or DL • Coessral Gravity • 1/2 Snow + Lateral Downwards 2. Colatarat Gravity Is not used to resist uplift bads. Notes: 1. Governing downward bad is largest of DL • Golateral Gravity • Snow + 1/2 Lateral Downwards or: OL + Collateral Gravity + 1/2 Snow • Lateral Downwards 2. Colateral Gravity Is not used to resist uplift loads. Nilson CamItitt:q Ergorerkq P5 19221 58th he PE Kenrore, WA 9802 8-3118 ( 425) - 483 -9I26 Pa: (425) 485 -1156 Prepared by: JN Page: 7 /Fdn Job Name:: Grand Central Casino Job Number. 01046 Doscriptfon: Footings Date: 5/1612001 Metal Building Footing Design Program Plowable sol Bearing Pressure: 2 KSF 1097 Uniform Building Code Concrete ft 2.5 KSt (r'c=2.2.5.3,4ksi) Footing Location: special inspection for A Bolts? i;ro � 5D Duration factor for A Bolts: 1 Rekd Bar Grade 40 40 or 60 Footing Loads (Kips) Net Hoc Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame downwards up1R - .851D1 0.00 0.00 18.80 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 4.0 4.0 0.7 • Botts (Inches) Number of A Botts A Bolt Diameter A 13oit Edge Otst A Boit Spacing 4 0.75 12.00 4.00 Available FON Eccentricity of Cot 15 Collateral Wt (Kips) along Nrgth of Ftg Am (SF) 0.80 0.00 16.0 Footing Weight PIA + Mc/I (KSF) Bearing Pressure 1.58K 1.18 OK Base Plate WidthlLen 8.00 11.00 Boft Capacl8os (Kips) (based on edge dist & spadng interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Boit (Vs) per A Bolt Parallel/Pen) (Standard Embedment) Para e/Merp Ps 4.28 1.25 0.00 0.00 1.90 0.00 - Ftg + Collators' Wt Minimum WIReq'd Ftg + Collateral Wt 2.38 0.00 Required OK Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Anglo earY w/ deep embedded A8 & Dap PsralleUPerp A Bolts Embedded Bolts Deep A Botts w/ Std A Botts OK? ParaINUWrp Deep A Bons OK? ParstNUPerp mint angle OK? 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Sheer Design: Punching Shear Shear Area: (SOIN) 210.4250 Mow Shear Stress (PSI) 100 Shoes Stress (PSI) 64.3 Punching Shear OK? OK Bum Shun Shear Area: (SOIN) 188.16 188.16 Mow Sheer Stress Beam shear stress: 37.6 34.4 PSI 85 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SQIN) Minimum Steel: Long Direction: Positive Moment: 9.4 0.400 0.70032 Start DlecIon: Positive Moment: 9.4 0.400 0.76032 Notes: 1. Governing downward bad is largest of DL • Golateral Gravity • Snow + 1/2 Lateral Downwards or: OL + Collateral Gravity + 1/2 Snow • Lateral Downwards 2. Colateral Gravity Is not used to resist uplift loads. Notes: 1. Goventng dammed bad Is Impost of DL • Colateral Gravity • Snow • 112 Lateral Downwards or. DL • Colalerai Gravity • 112 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift bads. Nelson Car Auitaq Er oneerrq P5 19221 58th he fit Ke mora. WA 98028 (429)-485-9126 Fa: ( 425) 485-1136 Prepared by: JN Page: 8 /kin Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 5/16/2001 Metal Building Footing Design Program Mowabie soil Bearing Pressure: 2 KSF 1997 Uniform Building Code Concrete arc 2.5 KSI (res2,2.5,3,4ksq ;o i Footing Location: spectal inspection for A Bolts? k l 5G Duration factor for A Bobs: 1 Relit Bar Grade 40 (40 or 60) Footing Loads (Kips) Not blot Hz Vy (down) Vy (uplift) toad Parallel to Frame Load Perp to Frame downwards uplift - .851X 2.40 0.00 2.50 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 2.0 2.0 0.7 Anchor Botts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Boit Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.80 0.00 4.0 Footing Weight PIA • McA (KSF) Bearing Pressure .40K 0.63 OK Base Mat* 1Wldth/Longth 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & sparing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bott PrMWPerp (Standard Embedment) Parallel/Peep Ps 4.28 1.25 0.60 0.00 1.90 0.00 Ftg * Collateral Wt Minimum Wt Req'd Ftg • Collateral Wt 1.20 0.00 Required OK A : • pecltlis (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angie g Pore•ty r" vs/ deep embedded AB 8 Deep Parallel/Pars A Bolts Embedded Botts Deep A Bolts wf SW A Botts OK? PanUMWerp Deep A Bolts OK? ParaliM/Perp Alnf angle OK? 0.04 OK 0.04 OK 0.04 OK 0.00 OK 0.00 OK 0.00 OK , Footing Design: ($uses Design) Shear Design: Punching Shear. Shear Area: (SOIN) 210.4256 Mow Shear Stress (PSI) 100 Shear Stns (PSI) 9.2 Punching Shear OK? OK , Seam Shear: Shear Area: (SOIN) 44.06 44.06 Mow Sher Stns Beam shear stress: 6.7 6.0 PSI S5 Sher Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (WIN) Minimum Steel: Long Direction: Positive Moment: 0.0 0.027 0.38016 Shod Direction: Pos1Ne Moment: 0.6 0.027 0.38016 Notes: 1. Goventng dammed bad Is Impost of DL • Colateral Gravity • Snow • 112 Lateral Downwards or. DL • Colalerai Gravity • 112 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift bads. Notes: 1. Governing downward bad M largest of IX • Collateral Gravity • Snow • 1/2 Laurel Downwards on OL + Waters! Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Nilsen Catsdtilq Ermine aim P5 19221 58th Are Kenmore, WA 913028-3118 (425) - 483 Fat: (425) 485 - II36 Prepared b JN Pags: 9 /Fdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings oats: 5/16/2001 Metal Building Footing Design Program Alo ante sot Bearing Pressure: 2 KSF 19117 Uniform Building Cods Concrete re 2.5 KSI (rc = 2, 2.5, 3, 4 ksi) .; Footing Location: t Special Inspection for A Bolts? 1 5K Duration factor for A Bolts: 1 Rekt Bar Grade 40 40 or 80) F ooting Loads (Kips) Net Iboc Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame downwards upafl ..851X 3.17 0.00 7.42 0.00 Footing variables (Ft S Kips) Footing Footing Footing Width Length Depth 2.0 2.0 0.7 MChor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Avallable FON Eccentricity of Col 15 Collateral Wt (Kips) along length of Fig Ana (SF) 0.80 0.00 4.0 Footing Weight P/A • Mc/I (KSF) Bearing Pressure .40K 1.86 OK Base Plato IWidth)Length 8.00 11.00 A Bolt Copeck!** (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Paraa.HPerp (Standard Embedment) p.nreiPw Ps 4.28 1.25 0.79 0.00 1.90 0.00 Ftg + Collateral Wt Minimum Wt Req'd Fig • Collateral Wt 1.20 0.00 Required OK ABolt Ca (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Anglo a po0""'•mme' wf deep embedded AB a Deep Pan iellPerp A Bolts Embedded Bolts Deep A Bolts w/ Sid A Bolts OK? ParalNYMrp Deep A Bolts OK? P.MbtPwp reinf angle OK? 0.06 OK 0.06 OK 0.06 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Dom) Shear Design: Punching Sher: Sher Area: (SOIN) 2104250 Mow Shear Stress (PSI) 100 Shear Stress (PSI) 27.4 Punching g Sher OK? OK Beam Shear. Sher Ana: (SOIN) 94.08 94.08 Mow Sher Stress Beam shoat stress: 191 14.9 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Klp Ft As R.q'd (SOIN) Minimum Steel: Long Direction: PoNOve Moment: 1.9 0.079 0.38016 Short Direction: Positive Moment 1.9 0.079 0.8018 Notes: 1. Governing downward bad M largest of IX • Collateral Gravity • Snow • 1/2 Laurel Downwards on OL + Waters! Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Notes: 1. Governing dew ievad toad is largest of DL • Collateral Gravity • Snow + 112 Lateral Dovwvwds or IX • Colalaal Gravity + 112 Snow • Lateral Downwards 2. Colateral Gravity is not used to resist uplift loads. Ndsat Ca o(ttrq En:Mr -aim P5 19221 58th he It Kenrae. WA 98028 (425) - 485 - 9126 f'a: (425) 185 - II56 Prepared by: JN Page: 10 /Fdn Job Nam": Grand Central Casino Job Number. 01046 Description: Footings Date: 5/16/2001 Metal Building Footing Design Program Alowabte Sol Bearing Pressure: 2 KSF 1997 Uniform Building Code Concrete ft 2.5 KSI (rc • 2.2.5.3.4 kat) rrs Footing Location: Special inspection for A Botts? MEM 5N Duration factor for A Botts: 1 Rekd Bar Grade 40 (40 or 60) Footing Loads (Kips) Net Wet Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Pere to Frame dowrtrvards uplift - .65•DL 2.85 0.00 8.68 0.30 Footing Variables (Ft 3 Kips) Footing Footing Footing Width Length Depth 2.5 2.5 0.7 . Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral WI (Kips) along length of Fig Area (SF) 0.80 0.00 6.3 Footing Weight PIA. Mcli (KSF) Bearing Pressure .62K 1.39 OK Bass Plate dthlLon: 8.00 11.00 Bolt Capacities (Kips) (based on edge dist & spacing Interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt PawMVP+m (Standard Embedment) ParalelPPe p Ps 4.28 1.25 0.71 0.08 1.90 0.00 Fig + Collateral Wt Minimum Wt Reif Ftg. Collateral Wt 1.42 0.36 Required OK Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle at waso s •IV W0 w/ deep embedded AS 1 Deep Parallel/Pere A Bolts Embedded Bolts Deep A Bolts wf Std A Both OK? ParaltlIPerp Deep A Bolts OK? ParalleUPerp mini angle OK? 0.06 OK 0.05 OK 0.05 OK 0.01 OK 0.00 OK 0.00 OK F eating Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 210.4256 Mow Shear Stress (PSI) 100 Shear Stress (PSI) 35.3 Punching Sheer OK? OK Beam Shear Sher Mee: (SOIN) 117.6 117.8 Mow Shear Stress Beam shear stress: 22.2 18.8 PSI 56 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SON) Minimum Steel: Lang Di ectiaf: Positive Moment: 2.7 0.115 0.4752 Short Direction: Positive Moment: 2.7 0.115 0.4752 Notes: 1. Governing dew ievad toad is largest of DL • Collateral Gravity • Snow + 112 Lateral Dovwvwds or IX • Colalaal Gravity + 112 Snow • Lateral Downwards 2. Colateral Gravity is not used to resist uplift loads. Notes: 1. Governing dorwrward load is largest of DL • Collateral Garvey • Snow • 112 Lateral Downwards or. DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity Is not used to resist uplift loads. Nelson C,ar>tir1q En: PS 19221 58th Awe NE r.enrre. WA 98028 (425)- 485 -9126 Fa: (425) 485 -1136 Prepared by JN Page: 12 /Fare Job Name: Grand Central Casino Job Number. 01048 Description: Footings Oats: 5/1612001 Metal Building Footing Design Program Allowable Soil Bearing Pressure: 2 KSF 997 Uniform Building Code Concrete rc 2.5 KSI (rc = 2, 2.5.3.4 ksl) Yes Footing Location: Special Inspection for A Bolts? i f: 5r Duration factor for A Bolts: 1 Rein/ Bar Grade 40 (40 or 60) Footing Loads (Kips) Net Hoc Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame downwards uplift - .85'DL 6.55 12.80 24.37 0.00 Footing Variables (Ft 3 Kips) Footing Footing Footing Width Length Depth 4.0 4.0 1.0 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Boit Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentrkity of Col 15 Collateral Wt (Kips) along length of Ftg Ana (SF) 0.80 0.00 16.0 Footing Weight PIA • Mcli (KSF) Boating Pressure 2.40K 1.52 OK Base Piati ngth 8.00 11.00 A Boit Capacities (Kips) (based on edge dist & spacing Interpolations) Applied Shear Applied Tension Shoat (Vt) Tension (Pt) pot A Bolt (Vs) par A Bolt ParMIMIPsep (Standard Embedment) ParrMfPerp Ps 4.28 1.25 1.64 0.00 1.90 3.20 Ftg • Collateral WI Minimum Wt Req'd Ftg + Collateral Wt 3.20 0.00 Required OK A Bolt Capacities (Kips) (based equation) Unity Equation Unity Equation Unity Equation With Angie Q rial)"(vwe wl deep embedded AB 8 Deep ParINwPetp A Bolts Embeddod Bolts Deep A Bolts wi Std A Bow OK? PanaeVPerp Deep A Bow OK? ParsII.VPerp rein/ angle OK? 0.20 OK 0.20 OK 0.19 OK 2.39 No Good 2.39 No Good 0.59 OK F ooting Design: (Stress Design) Shear Design: Punching Shear. Shear Ana: (SOIN) 500 Mow Sher Stress (PSI) 100 Sheer Stress (PSI) 40.1 PuncNng Shear OK? OK Beam Shear Shaer Area: (SOIN) 384 304 Mow Shear Stress Beam shear stress: 21.2 10.2 PSI 66 Shear Stress OK? OK OK Fle xure Design Bottom Stale: Kip Ft As Req`d (SIN) Minimum Steel: Long Direction: Positive Moment: 12.2 0.254 1.152 Stuart Direction: Positive Moment: 12.2 0.254 1.152 Notes: 1. Governing dorwrward load is largest of DL • Collateral Garvey • Snow • 112 Lateral Downwards or. DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity Is not used to resist uplift loads. Nobs: 1. Governing dovarrmed bad is largest of DL • Coiatersi Gravity • Snort • 112 Lateral Downwards a: Di. • Ccredersl Gravity • 112 Snow • Labrsl Downwards 2. Collateral Gravity Is not used to resist uplift loads. Net al Cant Ring E:rgireerlrq P5 19221 58th he 1Z Kemrre. WA 98028-3118 (129)- 183 -9126 Pa: (425) 485 -1136 Prepared by: JN Page: 13 /Fdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 5117/2001 Metal Building Footing Design Program Aiowrrble Sol Bearing Pressure: 2 KSF lain Uniform Building Code Concrete rc 2.5 KSI (rc =2.2.5,3,4ks1) __ so Footing Location: Special inspection for A Bons? ;1 4A Duration factor for A Bons: 1 Reim Bar Grade 40 40 or 60 F ooting Loads (Kips) Net H,oc Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Pep to Frame downwards uptfi - .85101 5.30 0.00 10.10 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 2.0 5.0 1.0 Anchor Bolts (Inches) Number of A Botts A Bolt Diameter A Bolt Edge Dist A Bott Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Ma (SF) 0.00 0.75 10.0 Footing Weight PIA • Mcn (KSF) Bearing Pressure 1.50K 1.92 OK Base Plato thlLOngth 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing Interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bott (Vs) per A Bolt ParalWPup (Standard Embedment) Parallel/Pam Ps 4.28 1.25 1.33 0.00 1.90 0.00 Fig • Collateral Wt Minimum Wt Req'd Fag + Collateral Wt 1.50 0.00 Required OK pacWWs (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Anglo 0 Ps/PO wf deep embedded AB S Dap Parallel/Pe" A Bolts Embedded Botts Deep A Bons wf Std A Bona OK? PsraIIslPerp Deep A Botts OK? Pan lairPerp rein? angle OK? 0.14 OK 0.14 OK 0.13 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SOIN) 560 Mow Shear Stress (PSI) 100 Shear Stress PSI 15.8 .. • Shear OK? OK _ Beam Shear. Sher Ana: (SQIN) 102 480 Allow Shear Stress Beam shear stress: 6.8 72 PSI 56 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SQIN) Minimum Steel: Long Direction: Positive Moment: 6.3 0.132 0.676 Shoal Direction: Positive Moment: 2.5 0.053 1.44 Nobs: 1. Governing dovarrmed bad is largest of DL • Coiatersi Gravity • Snort • 112 Lateral Downwards a: Di. • Ccredersl Gravity • 112 Snow • Labrsl Downwards 2. Collateral Gravity Is not used to resist uplift loads. Notes: 1. Governing dovereard load is largest of DL • Colalersi Gravity • Snow • 1n Lateral 0ov/tweeds or DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity le not used to resist upitt toads. Nelsen Cal dt. %1 Errotrerktm f 5 19221 58th Are PE Kemrre, WA 98028.3118 (425) - 483 -9I26 Pas (425) 485 -1156 Prepay by: JN Page: 14 /Fdn Job Name. Grand Central Casino Job Number. 01048 Desutption: Footings Date: 5/15/2001 Metal Building Footing Design Program Allowable Sol Bearing Pressure: 2 KSF 1497 Uniform Building Code Concrete rc 2.5 KSI (rc =2,2.5,3,4ksi) i la Footing Location: Special Inspection for A Boas? 4 1P) Duration factor for A Brits: 1 Rein( Bar Grade 40 40 or 80 F ooting Loads (Kips) Net Hoc Hz Vy (down) Vy (uplift) Load Parries to Frame Load Pep to Frame dowmvards uplift - .85•DL 0.00 0.00 31.10 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 4.0 4.0 1.0 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.80 0.00 16.0 Footing Weight P/A • Mef (KSF) Bearing Pressure 2.40K 1.94 OK Base Plate IWldthILength 8.00 11.00 A Bott Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Pep (Standard Embedment) ParMoW.rp Ps 4.28 1.25 0.00 0.00 1.90 0.00 Ftg • Collateral Wt Minimum Wt Req'd Ftg • Collateral Wt 3.20 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle 6 Pive9'" '" wf deep embedded AB & Deep Parallel/Peep A Botts Embedded Bolts Deep A Bolts wf Std A Bolts OK? Parslle Perp Deep A Bolts OK? Parallel/Pap mint angle OK? 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK F ooting Design: (Stress Design) Shear Design: Punching Shun Sheer Area: (SOIN) 560 Now Sheer Stress (PSI) 100 Shear Stress (PSI) 51.2 PuncNng Shear OK? OK Deem Sheen Shear Area: (SOIN) 384 384 Mow Sheer Stress Beam shear stress: 27.0 24.5 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req"d (SON) Minimum Steel: Long Direction: Positive Moment: 15.6 0.324 1.152 Short ()Section: Positive Moment: 15.8 0.324 1.152 Notes: 1. Governing dovereard load is largest of DL • Colalersi Gravity • Snow • 1n Lateral 0ov/tweeds or DL • Collateral Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity le not used to resist upitt toads. Notes: 1. Governing down end toed is largest of DL • Collateral Gravity • Snow + 12 Lateral Downwards or DL • Coaderal Greyly • 12 Snow • Lateral Dowmvrds 2. Collateral Grayly is not used in resist uplift loads. Nelson Cc/matins! en P5 1922158th he It Keneore, WA 98028 - 3118 (425) - 483 -9126 Far (425) 485 - 1136 Prepared by: JN Page: 15 IFdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 5/1612001 Metal Building Footing Design Program Allowable soil Bearing Pressure: 2 KSF 1997 Unifomt Building Code Concrete fc 2.5 KSI (rc•2,2.5,3,4ksi) Footing Location: i;i Special inspection for A Bolts? f 4M Duration factor for A Bolts: 1 Red Bar Grade 40 (40 or 60) Footing Loads (Kips) Net Hoc Hz Vy (down) Vy (uplift) Load Perak' to Frame Load Perp to Frame downwards uplift - .85•DL 0.00 0.00 23.40 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 3.5 3.5 0.7 Mchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.7 5 12.00 4.00 Available FDN Eccentricity of Col 15 Coltaterrd Wt (Kips) along length of Ftg Area (SF) 0.80 0.00 12.3 Footing Weight PIA • Mcli (KSF) Bearing Pressure 1.23K 1.91 OK Base Plats dthlL... 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & sparing k tetpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bole (Vs) per A Boit P* eicerp (Standard Embedment) ParalelPerp Ps 4.28 1.25 0.00 0.00 1.90 0.00 Ftg • Collateral Wt Minimum Wt Req'd Ftg + Collateral Wt .. 2.03 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angie Ponestefrve ve deep embedded AB & Deep PsrNNUPerp A Botts Embedded Bolts Deep A Bolts wI Std A Bolts OK? Parallel/Pimp Deep A Bolts OK? Pardo Perp relnf angle OK? 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: _ Punching Shear: She Ares: (SOIN) 218.8064 Now Shur Stress (PSI) 100 Shear Stress (PSI) 99.0 Punching Sher OK? OK Beam Shear: Sher Area: (SOIN) 169.68 169.68 Aim Star Stress Bern shat stress: 49.2 44.3 PSI 66 Sher Stress OK? OK _ OK Flexure Design Bottom Steel: Kip Ft As Req'd (SOIN) Minimum Steel: Long Direction: Positive Momr*: 10.2 0.422 0.87536 Shod Direction: Positive Moment 10.2 0.422 0.87536 Notes: 1. Governing down end toed is largest of DL • Collateral Gravity • Snow + 12 Lateral Downwards or DL • Coaderal Greyly • 12 Snow • Lateral Dowmvrds 2. Collateral Grayly is not used in resist uplift loads. Noise: 1. Governing downward bed is largest of DL • CWeleral Gravyy • Snow • 112 Lateral Downwards cc OL • Collateral Gravy • 112 Snow • Lateral DcMeseearde 2. CoIMeral Gravy is not used io resist uplift bads. Nelson CcrrAttrt i fr1G{ ewer N P5 1922158th Ave It Kamore. WA 98028 - 5118 (425) - 485 - 9126 Fa (425) 485 - 1156 Prepared by: JN Page. 161Fdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 5/16/2001 Metal Building Footing Design Program Allowable Sol Bearing Pressure: 2 KSF 1997 Uniform Building Cod. Concrete fo 2.5 KSI (f'c = 2.2.5, 3, 4 ksi) Yes ∎.1 , Footing Location: Special inspection for A Bolts? IZZEIMIIII 41' Duration fador for A Botts: 1 Reid Bar Grade 40 40 or 60 F ooting Loads (Kips) Net Fib( Hz Vy (down) Vy (uplift) Load Parsee. to Frame Load Peep to Frame downwards (Oft - .85•0L 8.90 12.00 23.60 0.00 Footing Variables (Ft a Kips) Footing Footing Footing Width Length Depth 3.5 3.5 0.7 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Boit Edge Dist A Bolt Spicing 4 0.75 12.00 4.00 Available FON Eccentricity of Cot 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.80 0.00 12.3 Fooling Weight P/A • Mc/1(KSF) Bearing Pressure 1.23K 1.93 OK Base Plate IWidt lLenpth 8.00 11.00 A Bolt Capscttfes (Kips) (based on edge dist & sparing interpolations) Applied Shoat Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParalWP.rp (Standard Embedment) Pa alluWutp Ps 4.28 1.25 2.23 0.00 1.90 3.00 Fig • Collateral Wt Minimum Wt R.q'd Ftg • Collateral Wt 2.03 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle a "'teeth/we wf deep embedded AB & Deep PaniNUPerp A Bolts Embedded Bolts Deep A Botts w/ std A Bolts OK? Parallel/Peep Deep A Bolls OK? Parallel/Pap r tnf angle OK? 0.34 OK 0.34 OK 0.32 OK 2.14 No Good 2.14 No Good 0.53 OK Footing Design: (Stress Design) Shear Design: ..� Punching Shear. Shear Area: (S01N) 2184064 Mow Sheer Stress (PSI) 100 Sever stress (PSI) 09.9 Pexndekq Shear OK? OK Beam Shear: Sheer sip: (SOIN) 180.68 189.68 Mow Shaer Stress Beam shear stress: 49.6 444 PSI 88 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Rsq'd (8O1N) Minimum Steel: Long Direction: Positive Moment: 10.3 0.420 0.67536 Start Direction: Positive Moment: 10.3 0.426 0.67536 Noise: 1. Governing downward bed is largest of DL • CWeleral Gravyy • Snow • 112 Lateral Downwards cc OL • Collateral Gravy • 112 Snow • Lateral DcMeseearde 2. CoIMeral Gravy is not used io resist uplift bads. _.d Notes: 1. Governing downward load k largest of DL • Collateral Gravity + Snow • 112 Lateral Downwards or DL • Cadsters, Gravity • 1/2 Snow • Lateral Downwards 2. Coiateni Gravity Is not used to resist uplift loads. Nelson Ccesultinq Ergineeri q P5 19221 58th it Kerm re, WA 98028 -3118 ( 425) -483 -9126 rat: ( 425) 485 -II36 Prepared by: JN Page: 17 /Fdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 5116/2001 Metal Building Footing Design Program Allovrable sod 13earIng Pressure: 2 KSF 1697 Uniform Building Code Concrete fc 2.5 KSI (rc s 2, 2.5, 3, 4 ksi) Yes Footing Location: Special Inspection for A Bolts? .� 3A Duration facior for A Bogs: 1 Reinf Bar Grade 40 (40 or 80) Footing Loads (Kips) Net Fb0( Hz Vy (down) Vy (uplift) Load Pareiei to Frame Load Pep to Frame downwards uplift - .851X 5.30 0.00 10.10 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 2.5 2.5 0.7 Anchor Bolts (Inches) Number of A Botts A Bolt Diameter A Boit Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.80 0.00 6.3 Footing Weight P/A + Mcli (KSF) Bearing Pressure .63K 1.62 OK BoPI . .Wldth/L.ngth 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing Interpolations) Applied Shear Applied Tension Shear (Vt) Tonslon (Pt) per A Boit (Vs) per A Bolt Pararwwrp (Standard Embedment) Parallel/Pea Ps 4.28 1.25 1.33 0.00 1.90 0.00 Ftg • Collateral Wt Minimum Wt Roq'd Ftg + Cotlatarat Wt 1.43 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle l 9"(Vsm'" w/ dap embedded AB & Deep ParaINUwrp A Bolts Embedded Bolts Deep A Bow wf Std A Bolts OK? ParadNYP.rp Deep A Bow OK? PsraDWPerp Hint angle OK? 0.14 OK 0.14 OK 0.13 OK 0.00 O � K 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shan Shear Area: (SQIN) 218.0084 Now Star Stress (PSI) 100 Shear Stns. (PSI) 39.5 Puntl9rq Shear OK? OK Beam Shear: Shear Area (SQIN) 121.2 121.2 Maw Sher Stress Beam shear stress: 24.9 20.8 PSI 86 Shear Stress OK? OK OK Flexure Design Bottom Steel: KIp Ft As Req'd (SQIN) Minimum Steel: Lap Direction: Positive Moment: 3.2 0.130 0.4824 Short Direction: Positive Moment: 3.2 0.130 0.4824 _.d Notes: 1. Governing downward load k largest of DL • Collateral Gravity + Snow • 112 Lateral Downwards or DL • Cadsters, Gravity • 1/2 Snow • Lateral Downwards 2. Coiateni Gravity Is not used to resist uplift loads. Nobs: 1. Goveming dowward load is largest c4 Dl • Collateral Gravy • Snow • 1/2 Lateral Downwards or DL + Collateral Gravy + 1/2 Snow • lateral Dowrnwsds 2. Collateral Gravy Is not used to resist tall loads. Nelson Consulting E:rghleerinq P5 19221 58th Are It Kevin e, WA 98028 ( 425) - 9126 Fa;: ( 425) 485 Prepared by JN Page: 18 /Fdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 5/16/2001 Metal Building Footing Design Program Allowable sal Bearing Pressure: 2 KSF 1961 Uniform Building Code Conaete rc 2.5 KSI (rc =2,2.5.3,4ksi) yes • 1 Footing Location: special inspection for A Bolts? I 312 Duration fads for A Bats: 1 Reird Bar Grade 40 40 or 60 Footing Loads (Kips) Net Rot Hz Vy (down) Vy (uplift) load Parallel to Frame Load Peep to Frame downwards uplift ..65 _ 0.00 0.00 31.00 0.00 Footing variables (Ft 3 tops) Footing Footing Footing Width Length Depth 4.0 4.0 1.0 Anchor Bolts (Inches) Number of A Bolts A Ban Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.80 0.00 16.0 Footing Weight P/A + Mcli (KV) Bearing Pressure 2.40K 1.94 OK Base Plats Width/Length 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & sparing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Boit (Vs) per A Bolt ParaMYPs p (Standard Embedment) Parallel/Pero Ps 4.28 1.25 0.00 0.00 1.90 0.00 Ftg • Collateral Wt Minimum Wt Req'd Ftg + Collateral Wt 3.20 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle twPiW wf deep embedded AB & Deep Peratel/Perp A Bolts Embedded Botts Deep A Bate wf Std A Bab OK? Parallel/Pap Deep A Bolts OK? ParalNYPerp mini angle OK? 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress DeMOn) Shear Design: Punching Shear: Shear Arse: (SQIN) 580 Mow Shear Stress (PSI) 100 Sheer Stress (PSI) 51.0 Pu>drin2 Shear OK? OK Beam Shear: Sheer Area: (SQIN) 354 364 Mow Shear Stress Beam shear stress: 26.9 24.4 PSI 55 • Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SQIN) Minimum Steel: Long Direction: Positive Moment: 15.5 0.323 1.152 Short Direction: Positive Moment 15.5 0.323 1.152 Nobs: 1. Goveming dowward load is largest c4 Dl • Collateral Gravy • Snow • 1/2 Lateral Downwards or DL + Collateral Gravy + 1/2 Snow • lateral Dowrnwsds 2. Collateral Gravy Is not used to resist tall loads. Notes: 1. Governing dowinard load is impost at M.. Collslaral Gravity • Snow + 112 Lateral Dovaiwerds or OL • Collateral GrevOy • 112 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift bads. Nelson Cantitirq Irgrteerrq F5 19221 58tH Ave KOROT, WA 98028-3118 (425) -483 -9126 Fa: (425) 485 -1136 Prepared by: JN Page: 19 1Fdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 5116/2001 Metal Building Footing Design Program Allowable sal searing Pressure: 2 KSF 1097 Unfomt Building Code Concrete fc 2.5 KSI (ft ■2,2.5,3.4ksi) ' Yes a■ Footing Location: special Inspection for A Botts? L 3M Duration factor for A Boas: 1 Rein. Bar Grade 40 40 or 60 F ooting Loads (Kips) Net Woc Hz Vy (down) Vy (uplift) Load Paned to Frame Load Pep to Frame downwards uplift - .65•DL 0.00 0.00 23.30 0.00 Footing variables (Ft & Kips) Footing Footing Footing Width Length Depth 3.5 3.5 0.7 • Bolts (inches) NumWr of A Sofia A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FON Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.00 0.00 12.3 Footing Weight PIA • Mc/I (KSF) Bearing Pressure 1.23K 1.90 OK Base Plat! . , n • . 8.00 11.00 Bolt CspacWWs (Kips) (based on edge dist a sparing Interpolations) Appllod Shear Applied Tonslon Shear (Vt) Tension (Pt) poi A Bolt (Vs) per A Bolt Paal.Wwp (Standard Embedment) Para/MWPerp Ps 4.28 1.25 0.00 0.00 1.90 0.00 Ftg • Collateral Wt Minimum Wt Req'd Ftg • Collateral Wt 2.03 0.00 Required OK `r . , ps) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle re•' ~N mitt" el deep embedded AB & Deep ParaNwPaip A Bolts Embedded Botts Deep A Bolts wl Std A Bolt. OK? Parallel/Peep Deep A Bolts OK? Paraftel/Perp mint angle OK? 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Siren ONION Shear Design: Punching Shear: Shear Ma: (SOiN) 216.6064 Mow Shear Stress (PSI) 100 Sher Stress (PSI) 96.6 PurncNng She OK? OK Bean Shear: Shear Net (SOW) 160.66 169.56 Now Shaw Stress Beam sheer stress: 49.0 44.1 PSI 66 ' Sher Stress OK? OK OK Fissure Design Bottom Steel: Kip Ft As Req'd (SOON) Minimum Steel: Long Disci on: Poe", Moment: 10.2 0.421 0.67536 Shod Direction: Positive Moment: 10.2 0.421 0.67536 Notes: 1. Governing dowinard load is impost at M.. Collslaral Gravity • Snow + 112 Lateral Dovaiwerds or OL • Collateral GrevOy • 112 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift bads. Notes: 1. Governing downwsnd load is largest of DL • Collateral Gravity • Snow • 1/2 Lateral Downwards or OL • Colatersl Gravity • 1/2 Snow • Lateral Downwards 2. Codatasl Gravity is not used to resist OM bads. Ndsa1 Catsiltlrr( Ergireerirq PS 1922158th Arc It Kennon. WA 98028 -3118 (125) - 485.9126 Fax (425) 485 -1156 Prepared by: JN Page: 20 IFdn Job Name: Grand Central Casino Job Number. 01048 Description: Footings Date: 5t1812001 Metal Building Footing Design Program Allowable sal Bearing Pressure: 2 KSF 1097 Uniform Building Code Concrete fc 2.5 KSI (rc - 2.2.5, 3.4 kat) Footing Location: Special Inspection for A Bolts? � 31' Duration factor for A Bolts: 1 RsMd Bar Grade 40 (40 or 60) Footing Loads (Kips) Net Hioc Hz Vy (down) Vy (uplift) Load Paratid to Frame Load Perp to Frame downwards weft • .85101. 8.80 0.00 8.70 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 2.5 2.5 0.7 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FON Eccentricity of Col 16 Collateral Wt (Kips) along length of Ftg Area (SF) 0.80 0.00 6.3 Fooling Weight PIA + Mcli (KSF) Dearing Pressure .83K 1.39 OK Base Plato IWldthll ength 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing Interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) par A Boit ParallelPerp (Standard Embedment) PorslsIPurp Ps 4.28 1.25 2.20 0.00 1.90 0.00 Ftg + Collateral Wt Minimum Wt Req'd Ftg + Collateral Wt 1.43 0.00 Required OK A Bolt Capacities (Kips) (based) (based on unity equation) Unity Equation Unity Equation Unity Equation With Anglo fj tpt°0""~+ vet deep embedded AB & Deep Psntlsup rp A Botts Embedded Bolts Deep A Botts wl Std A Bolts OK? Para*eVPerp Deep A Botts OK? ParallevP.rp r.lnf angle OK? 0.33 OK 0.33 OK 0.31 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Sheen Shear Ana: (SOIN) 218.6064 Mow Show Stress (PSI) 100 Sheer StressJPS1) 34.0 Ptndrhg Shear OK? OK Beam Shear. Shear Ares: (SOIN) 121.2 121.2 Mow Shear Stress Beam shear stress: 21.5 17.1) PSI 55 . Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SOIN) Minimum Steel: Long Direction: Positive Moment. 2.7 0.112 0.4824 Short Direction: Positive Moment 2.7 0.112 0.4824 Notes: 1. Governing downwsnd load is largest of DL • Collateral Gravity • Snow • 1/2 Lateral Downwards or OL • Colatersl Gravity • 1/2 Snow • Lateral Downwards 2. Codatasl Gravity is not used to resist OM bads. Noes: 1. Gowning downward load le largest of DL • Collateral Gravity • Snow + 11'2 Lateral Downwards or: DL + Caleterai Grayly • 1/2 Snow + Lateral Downwards 2. Collateral Gravity is not used to resist uplift bads. 474. " •...., Nelsen Ccrstittrq En:lineerirq P5 19221 58th he lt Knnrre, WA 98028-3118 (425) -485 -9126 rat: (125) 185 -1136 Prepared by: JN Page: 21 lFdn Job Name: Grand Central Casino Job Number. 01048 Description: Footings Date: 5116/2001 Metal Building Footing Design Program Allowable Sol Bearing Pressure: 2 KSF 1997 Uniform Building Code Concrete fc 2.5 KSl (f c = 2, 2.5, 3, 4 kat) 1 Footing Location: Special inspection for A Bolts? L.IIIIII 2A Duration factor for A Bolts: 1 Rani Bar Grads 40 (40 or 60) Footing Loads (Kips) Nat Hoot Hz Vy (down) Vy (uplift) Lad Parallel to Frame Load Perp to Frame downwards uplift - .851DL 5.10 0.00 9.80 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 2.5 2.5 0.7 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bole Spacing 4 0.75 12.00 4.00 Available FON Eccentricity of Col 15 Collators! Wt (Kips) along length of Ftg Area (SF) 0.00 6.3 Footing Weight PIA • Mcli (KSF) Bearing Pressure .63K 1.57 OK Bas Plate ngth 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing Interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Pero (Startled Embedment) PratiWPerp Ps 4.28 1.25 1.28 0.00 1.90 0.00 Ftg • Collateral Wt Minimum WI Redd Ftg • Collateral Wt 1.43 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle fa pair " wevt'" wl deep embedded AB & Deep Parallel/Pe" A Botts Embedded Bolts Deep A Botts WI Std A Bolts OK? Parallel/Pap Deep A Bolts OK? Parallel/Perp rolnf angle OK? 0.13 OK 0.13 OK 0.13 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shur: Shur Area: (WIN) 210.0064 Mow Show Stress (PSI) 100 Sher Strom (PSI) 38.3 Punching Sher OK? OK Bum Sheen Shear Arse: (WIN) 121.2 121.2 Avow Sheer Stress Beam shear stress: 24.2 20.2 PSI 65 Sher Stress OK? OK OK FNxum Design Bottom Steel: Klp Ft As Redd (SON) Minimum Stele: Long Direction: Posits Moment: 3.1 0.126 0.4824 Short Dhotlon: Positive Moment: 3.1 0.126 0.4824 Noes: 1. Gowning downward load le largest of DL • Collateral Gravity • Snow + 11'2 Lateral Downwards or: DL + Caleterai Grayly • 1/2 Snow + Lateral Downwards 2. Collateral Gravity is not used to resist uplift bads. 474. " •...., Notes: 1. Goverraig downward load is largest of DL • Colaleral Gravelly • Straw • 1/2 lateral Downwards or. DL + Collateral Gravity • 112 Snow • Lateral Doren ands 2. ColMeral Gravky Is not used to resist UM loads Nelson Calsdtrel Ergrieeraq P5 19221 58tJ+ Aar I E r i tre. WA 98328 -5118 (425) - 485 - 9126 Fm: (425) 485.11% Prepared by: JN Page: 22 /Fdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Dais: 5/16!2001 Metal Building Footing Design Program Allowable Sol Bearing Pressure: 2 KSF 1907 Uniform Building Code Concrete rc 2.5 KSI (rc a 2. 2.5, 3, 4 ksi) o Footing Location: Special Inepec*ion for A Bolts? I 20 ` F Duration factor for A Bolts: 1 ( ReW Bar Grade 40 (40 or 60) Footing Loads (Kips) Net 1fia Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Pert) to Frame downwards uplift • .65•01 0.00 0.00 31.20 0.00 Footing variables (Ft 8 Kips) Footing Footing Footing Width Length Depth 4.0 4.0 1.0 Anchor Bolts (Inches) Number of A Botts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FON Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Ares (SF) 0.80 0.00 16.0 Footing Weight PM • MBA (KSF) Bearing Pressure 2.40K 1.95 OK Base Plat IdthMngth 8.00 11.00 A Bolt Capaclttel (Kips) (based on edge dist & sparing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Boit (Vs) per A Bolt ParfIs P. p (Standard Embedment) Parallel/Para Ps 4.28 1.25 0.00 0.00 1.90 0.00 Ftg • Collateral Wt Minimum Wt Req'd Ftg + Collateral Wt 3.20 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle fli ".(vrAtp++ w/ deep embedded AB 3 Deep Parallel/Peep A Bolts Embedded Bolts Deep A Botts w/ Std A Bolts OK? ParsINYMrp Deep A Bolts OK? Parallel/Peep mini angle OK? 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Str es Design) $hear Design: Punching Shear: Shear Mee: (SOIN) 500 Mow Shear Stress (PSI) 100 Shear Stress (PSI) 61.4 Rodin() nO Shear OK? OK Beam Shear: Shear Area: (SOIN) 364 384 Mow Sher Stress Beam shear stress: 27.1 24.5 PSI 66 Shear Stress OK? OK OK _ Flexure Design Bottom Steel: Kip Ft As R.q'd (SOIN) Minimum Steel: Long Dreciion: PospWs Moment: 15.6 0.325 1.152 Start Direction: Positive Moment: 15.6 0.325 1,152 - a Notes: 1. Goverraig downward load is largest of DL • Colaleral Gravelly • Straw • 1/2 lateral Downwards or. DL + Collateral Gravity • 112 Snow • Lateral Doren ands 2. ColMeral Gravky Is not used to resist UM loads ` Nelson Consulting Prglneerkq P5 19221 58th Are PE Kemrore. WA 98028-3118 (425) - 485 -9126 Pei: ( 425) 485 -1136 Prepared by: JN Page: 23 /Fdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 5/18/2001 Metal Building Footing Design Program Allowable soli Bearing Pressure: 2 KSF 197 UnHorm Building Cod. Concrete fc 2.5 KSI (fc.2,2.5,3,4ksq J i:1 Footing Location: Special inspection for A Botts? i► 2M Duration factor for A Botts: 1 Reid Bar Grade 40 (40 or 60) Footing Loads (Kips) Not Hroc Hz Vy (down) Vy (uplift) Load Parallel $0 Frame Load Pep to Frame downwards uplift - .65131 0.00 0.00 22.80 0.00 Footing variables (Ft a Kips) Footing Footing Footing Width Length Depth 3.5 3.5 0.7 Anchor Bolts (Inches) of A Botts A Bolt Diameter A Bolt Edge Dist A Boit Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Anti (SF) 0.80 0.00 12.3 Footing Weight PIA + MCA (KSF) Bearing Pressure 1.23K 1.86 OK Base Plate !Width/tantth 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spadng klterpolations) Applied Shur Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt PurMsW p (Standard Embedment) Paralel/Perp Ps 4.28 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt Minimum Wt Req'd Ftg • Collateral Wt 2.03 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle fa iftnit ".(vwgr" w/ deep embedded AB & Deep wnpwP.rp A Bolts Embedded Bolts Deep A Bats wl Std A Bolts OK? PanfNYPetp Deep A Bolts OK? PsraUUWP rp Met angle OK? 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Mee: (SQIN) 218.8064 Allow Shear Stuns (PSI) 100 Sheer Stress (PSI) 96.5 Punching Shear OK? OK Beim Sheen Shear Mee: (SOIN) 169.68 169.68 Aloes Shear Stress Seem shear stress: 47.9 43.1 PSI 55 Shear Stress OK? OK OK AINNIONINIEW Flexure Design Bottom Steel: Kip Ft As Req'd (SON) Minimum Steel: Long Direction: Poet/Ave Moment 10.0 0.412 0.67536 Short Direction: Positive Moment 10.0 0.412 0.67538 Notes: 1. Governing dow bad is largest of DL • Collateral Gravity • Snow • 1/2 Lateral Downwards or DL + Colltersl Gravity • 1/2 Snow • Lateral Downwards 2. Collateral Gravity is not used to resist uplift bads. Notes: 1. Governing dorwewward load Its largest of DL • Cabaaral Gravity • Snow • 1/2 Lateral Oowrnwrds cc DL • Collateral Gravity • 1/2 Snow • Lateral Downwrds 2. Colel rai Gravity is not used to resist waft loads. Nelson CamIt►q Emoneerrq P5 19221 58th Ave NE Kenitre, WA 98028 (425) -483 -9126 fat: (425) 485-1136 Prepared by JN Page: 24 IFdn Job Name: Grand Central Casino Job Number. 01048 Description: Footings Date: 5/1512001 Metal Building Footing Design Program Allowable sal Bearing Pressure: 2 KSF 1997 Uniform Building Code Concrete fc 2.5 KSI (rc ■ 2.2.5.3, 4 kat) Yes Footing Location: Special inspection for A Bolls? L . 2P Duration factor for A Bolts: 1 Reid Bar Grade 40 (40 or 80) F ooting Loads (Kips) Net Hoc Hz Vy (down) Vy (uplift) Load Parallel to frame Load Perp to Frame downwards uplift - .85•DL 8.76 11.00 22.46 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 3.5 3.5 0.7 �_ Anchor Belts (Inch!.) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Calatersl WI (Kips) along length of Ftg Area (SF) 0.80 0.00 12.3 Footing Weight PIA • McJI (KSF) Bearing Pressure 1.23K 1.83 OK Base Plata dthILO 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Persist/Pap (Standard Embedment) Parafia Vary Ps 4.28 1.26 2.19 0.00 1.90 2.75 Ftg • Collateral Wt Minimum Wt Req'd Ftg • Collateral Wt 2.03 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle 9'+arlea'•(VaM)r' wf deep embedded AB d Deep Parallel/Peep A Bolts Emboddsd Bolts Dsap A Botts wt Std A Dolts OK? ParalleWerp Deep A Bolts OK? Parallel/Perp mint angle OK? 0.33 OK 0.33 OK 0.31 OK 1.85 No Good 1.85 No Good 0.48 OK Footing De sign: (Stress Design) Shear Malign: Punching Shear. Shear Arse: (SOIN) 218.8064 Mow Show Stress (PSI) 100 Shear Stress (PSI) 95.1 Punching Shear OK? OK Beam Shear: Shear Arsa: (SOIN) 180.68 100.68 may Stew Stress Sean shear stress: 47.2 42.5 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As R. (d (SOIN) Minimum Steel: Long Unction: Positive Moment: 9.8 1 .0.405 0.87536 Shod Direction: Positive Moment: 9.8 0.405 0.67536 Notes: 1. Governing dorwewward load Its largest of DL • Cabaaral Gravity • Snow • 1/2 Lateral Oowrnwrds cc DL • Collateral Gravity • 1/2 Snow • Lateral Downwrds 2. Colel rai Gravity is not used to resist waft loads. Notes: 1. Governing dwwayMard load is hypos! of DL • Collateral Gravity • Snow • 112 Lateral Downwards ar DL • Col aletal Gravity • 112 Snow • LMend Downwards 2. Collateral Gravity is not used to resist uplift bads. Nelscn Ca 5lA En:itneennl P5 1922158th he it I mire. WA 98028-3118 (425) - 483-9126 Fa: (425) 485 -1136 Prepared by JN Page•. 25 /Fen Job Name:: Grand Central Casino Job Number. 0104$ Description: Footings Date: 916/2001 Metal Building Footing Design Program Allowable soil Bearing Pressure: 2 KSF 1497 Uniform Building Code Concrete re 2.5 KSI (Pc ■2.2.5.3.4kV) Yes Footing Location: Special inspection for A Bats? _ 1A Duration factor for A Bats: 1 Reel Bar Grade 40 (40 or 60) Footing Loads (Kips) Net Hoc Hz Vy (down) Vy (uplift:) Load Parallel (o Frame Load Pop to Frame downwards uplift - .851OL 4.42 0.00 4.58 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 2.0 2.0 0.7 Anchor Bolts (Inches) Number of A Bola A Bolt Diameter A Bole Edge Oat A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 ColIstersi WI (Kips) along length of Ftg Area (SF) 0.80 0.00 4.0 Footing Weight PIA • MO (KSF) Bearing Pressure .40K 1.15 OK Base Plate 1WldthlLength 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & sparing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Boit (Vs) per A Bolt Parallel/Pop (Standard Embedment) Parallel/Pop Ps 4.28 1.25 1.11 0.00 1.90 0.00 Ftg • collateral wt Minimum Wt Req'd Ftg • Collateral Wt 1.20 0.00 Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle li9 escr wit deep embedded AB Si Deep Parelle4Perp A Bolts Embedded Bolts Deep A Botts Dal Std A Bolts OK? ParaINYPerp Deep A Bolts OK? Psn(leMP.rp mint angle OK? 0.10 OK 0.10 OK 0.10 OK 0.00 OK 0.00 OK 0.00 OK F ooting Design: (Stress Design) Sheer Design: Punching shear: Show Ara: (SOIN) 215.8064 Mow Shear Stress (PSI) 100 Shear Stress (PSI) 16.2 Puadtng Sear OK? OK Beam Shear. Shed Ares: (SCUM 06.40 06.96 Mow Shear Stress Beam sheer stress: 11.8 e.5 PSI 65 sheer Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As R.q'd (SOIN) Minimum Steel: Long OfreWon: Positive Moment: 1.1 0.047 0.38592 Shot Direction: Positive Moment: 1.1 0.047 0.38592 Notes: 1. Governing dwwayMard load is hypos! of DL • Collateral Gravity • Snow • 112 Lateral Downwards ar DL • Col aletal Gravity • 112 Snow • LMend Downwards 2. Collateral Gravity is not used to resist uplift bads. Notes: 1. Governing downward load Is hugest of DL • Collateral Gravity • Snow • 1/2 Lateral Downwards or DL + Collateral Gravity • 1/2 Snow + Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Nelson Caudtrtq Ergrteerrq P5 19221 58th he It Keimare. WA 98028 (425)- 483.9126 Fa: (425) 485 - 1136 Prepared by JN Page: 28 IFdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 5116t2001 Metal Building Footing Design Program Allowable sort Bearing Pressure: 2 KSF 1997 Uniform Building Code Concrete rc 2.5 KSI (fc ■2.2.5.3.4ksi) Yes r . Footing Location: Special Inspection f o r Bolts? 1"° �,1 1C Duration factor for A Bolts: 1 Rein/ Bar Grede 40 40 or 80 Footing Loads (Kips) Not Ito( Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Pap to Frame downwards uplift - .851DL 3.34 0.00 9.18 0.00 Footing Variables (Ft 8. Kips) Footing Footing Footing Width Length Depth 2.5 2.5 0.7 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Ana (SF) 0.80 0.00 6.3 Footing Weight PIA • Mc/1(K59 Bearing Pressure .63K 1.47 OK Base Plate dthiton 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist 8 spadng interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParalsePerp (Standard Embedment) ParalleIPerp Ps 4.28 1.25 0.84 0.00 1.90 0.00 Ftg • Collateral Wt Minimum Wt Req'd Ftg • Collateral Wt 1.43 0.00 Required OK A Bo Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Anglo la sa+v0'i"•Mmr" w/ deep embedded AB S Deep ParsMeUPerp A Bolts Embedded Botts Deep A Bolts wl Sid A Botts OK? ParalkI•rp Deep A Bolts OK? Parsliel/Perp reinf angle OK? 0.07 OK 0.07 OK 0.06 OK 0.00 OK 0.00 OK 0.00 OK F ooting Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SOIN) 218.8064 Allow Shear Stress (PSI) 100 Shear Stress (PSI) 35.9 Punching Shear OK? OK Beam Shear Sher Ana: (SOIN) 121.2 121.2 Mow Shear Stress Beam shear stress: 22.7 18.9 PSI 65 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SON) Minimum Steel: Long Direction: Positive Moment: 2.9 0.118 0.4824 Short Diction: Passive Moment: 2.9 0.118 0.4824 Notes: 1. Governing downward load Is hugest of DL • Collateral Gravity • Snow • 1/2 Lateral Downwards or DL + Collateral Gravity • 1/2 Snow + Lateral Downwards 2. Collateral Gravity is not used to resist uplift loads. Notes: 1. Governing downeard low is largest of DL + Coaster* Gravity • Snow + 1/2 Lateral Downwards or DL • Collateral Grady + 112 Snow * Lateral Dowrwva ds 2. Collateral Gravity is not used to resist apart loads. NdaOn Con 5ltrq Engineering PS 19221 58th he It Kintyre. WA 9802 &3118 (425) - 483 - 9126 far: (125) 485 Prepared by JN Page: 27 /Fdn Job Nam *: Grand Central Casino Job Number. 01046 Description: Footings Date: 5/18/2001 Metal Building Footing Design Program Allowable sal Bearing Pressure: 2 KSF 1997 Uniform Building Code Concrete rc 2.5 KSI (row 2,2.5,3,4Its!) Y � ^ s Footing Location: Special inspection for A Bats? IF Duration fador for A Bons: 1 Rehr Bar Grade 40 40 or 60 Footing Loads (Kips) Net Hxx Hz Vy (down) Vy (uplift) Load Parallel to Frame Load Pop to Frame downwards troll - .85•DL 3.47 0.00 7.05 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 2.0 2.0 0.7 _ Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge 01st A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.80 0.00 4.0 Footing Weight P/A + Mc/I (KSF) Bearing Pressure .40K 1.76 OK Base Plate 1WidthILength 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist S spadng interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Boit Posed/Peep (Standard Embedment) ParallievPerp Ps 4.28 1.25 0.87 0.00 1.90 0.00 Ftg * Collateral Wt Minimum WI Req'd Ftg + Collateral Wt 1.20 0.00 Required OK J1 Bolt Capacitks (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle @ two" "Nvwe ed deep embedded AB & Deep PeraiI.4P.rp A Bolts Embedded Bolts Deep A Bolts w/ SW A Bolts OK? Parad.11Perp Deep A Bolts OK? Parail.VP.rp mint angle OK? 0.07 OK 0.07 OK 0.07 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shun Shear Area: (SOIN) 218.8064 Move Shear Stress (PSI) 100 Shear Stress • - i 24.0 . Shear OK? OK Bum Sheer. Shear Area: (SOIN) 0696 96.98 Mow Shear Stress Beam shear stress: 18.1 13.6 PSI 55 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SOIN) Minimum Steel: Long Direction: Padtive Moment: 1.8 0.073 0.38502 Short Direction: PosSive Moment: 1.8 0.073 0.38502 Notes: 1. Governing downeard low is largest of DL + Coaster* Gravity • Snow + 1/2 Lateral Downwards or DL • Collateral Grady + 112 Snow * Lateral Dowrwva ds 2. Collateral Gravity is not used to resist apart loads. Nobs: 1. Govnmkg dorwawerd load is impost of a + Cows anstGraviy • Snow • 1/2 Lateral Downwards ac. a • Coasters( Gravity • 1/2 Snow • Lateral Dowmwards 2. Collateral Gravity is not used to resist waft loads. Nelson Conslltrtq Ergtneerhq P5 1922158th Are Pt Ferm:re WA 98028 -5118 (425) - 485 - 9126 Fa: (425) 485 - II56 Prepared by: JN Page: 2e IFdn Job Name: Grand Central Casino Job Number. 01046 Description: Footings Date: 5/16/2001 Metal Building Footing Design Program Allowable sow Beating Pressure: 2 KSF 1067 Uniform Building Code Concrete ft 2.5 KSI (fc = 2.2.5.3.4 kai) Footing Location: Special Inspection for A Bolts? 1P(o 11 U Duration factor for A Bolts: 1 Rein) Bar Grade 40 (40 or 80) F ooting Loads (Kips) Net Hxx Hz Vy (down) Vy (uplift) Load Persist to Frame Load Peep to Frame downwards uplift ..85'D1. 3.24 0.00 6.35 0.00 Footing Variables (Ft & Kips) Footing Footing Footing Width Length Depth 2.0 2.0 0.7 Anchor Bolts (inches) Number of A Botts A Bolt Diameter A Bolt Edge 01st A Bolt Spacing 4 0.75 12.00 4.00 Avaltabis FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.80 0.00 4.0 Footing Weight PIA * Mcll (KSF) Bearing Pressure .40K 1.59 OK Baba Piitr ngth 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParallelPsrp (Stsndsrd Embedment) ParaNWPerp Ps 4.28 1.25 0.81 0.00 1.90 0.00 Ftg . Collateral Wt Minimum Wt Req'd Ftg • Collateral Wt 1.20 0.00 Required OK r A Bolt (ipsl (based on unity equation) r U^.ty Equation Unity Equation Unity Equation With Angie iftvermetviivir wr deep embedded AB & Deep Par•uwPstp A Bolts Embedded Bolts Deep A Bolts wl Sid A Both OK? PsmBWPerp Deep A Botts OK? Pera(IWMrp mini angle OK? 0.08 OK 0.08 OK 0.08 OK 0.00 OK 0.00 OK 0.00 OK soo Design: (Stress Design) Shear Design: Punching Sheer. Shear Area: (SOIN) 218.8064 Allow Shear Stress (PSI) 100 Shear Stress (PSI) 22.4 Punching Shear OK? OK Beam Shear. Shear Ana: (SOIN) 9046 06.96 /lbw Shear Stress Beam shear stress: 10.3 12.2 PSI 65 Shear Stress OK? OK OK IiIMINOMMIINIMMINI FN xunl Design Bottom Steel: Kip Ft As Req'd (SOIN) Minimum Steel: Long Direction: Positive Moment: 1.6 0.065 0.38502 Short Dtrectbn: Positive Moment: 1.6 0.065 0.38502 Nobs: 1. Govnmkg dorwawerd load is impost of a + Cows anstGraviy • Snow • 1/2 Lateral Downwards ac. a • Coasters( Gravity • 1/2 Snow • Lateral Dowmwards 2. Collateral Gravity is not used to resist waft loads. NoMs: 1. Gaining dammed load is largest of DL + CoYtsral Gravity + Snow • 1/2 Lateral Doemvards or DL + Collateral Gravity + 1/2 Snow + Lateral Downwards 2. Collateral Gravity is not used to resist win loads. Nelson Consulting Engineering P5 19221 5801 Awe PE Kamore. WA 98028 - 3II8 (425)4483 - 9126 Fa: (425) 485 - 1136 Prepared by: JN Page: 29 /Fdn Job Name: Grand Central Casino Job Number. 01048 Description: Footings Date:: 5116/2001 Metal Building Footing Design Program Allowable Sol Bearing Pressure: 2 KSF 1097 Uniform Building Code Concrete fc 2.5 KSI (fc ■ 2, 2.5.3, 4 ksi) Yes Footing Location: Speaal Inspection for A Bolts? wi 1L Duration radar for A Bons: 1 Rein! Bar Grade 40 40 or 60 Footing Loads (Kips) Not Hoc Hz Vy (down) Vy (uplift) Loud Parallel to Frame Load Pep to Frame downwards up811 - .85•01 3.42 0.00 8.78 0.00 Footing Variables (Ft a Kips) Footing Footing Footing Width Length Depth 2.5 2.5 0.7 Mellor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bott Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Coliatant Wt (Kips) along Nngth of Ftg Am (SF) 0.80 0.00 6.3 Footing Weight PIA • Me/I (KSF) Bearing Pressure .63K 1.40 OK Base Plata 1WldthlLongth 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing Interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt PrnieWPerp (Standard Embedment) PonseirPsrp Ps 4.28 1.25 0.86 0.00 1.90 0.00 Ftg • Collateral Wt Minimum Wt Req'd Ftg • Collateral Wt 1.43 0.00 Raquimd OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angie! taste ° •N'aw'r" w/ deep ambeddad AB & Deep PuallenPerp A Bolts Embedded Bolts Deep A Bolts wI SW A Bolts OK? Parallel/Para Dap A Bolts OK? Parallel/Perp mint angle OK? 0.07 OK 0.07 OK 0.08 OK 0.00 OK 0.00 OK 0.00 OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shaw Area: (SOIN) 218.8064 Allow Shear Stress (PSI) 100 Shear Stress (PSI) 34.3 Punching Shaw OK? OK Beam Shaer: Shear Area: (SOIN) 1212 121.2 Alow Shear Stress Beam shear stress: 21.7 18.1 PSI 55 Show Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd (SOIN) Minimum Steel: Long Direction: Positive Moment: 2.7 0.113 0.4824 Shod Direction: Positive Moment 2.7 0.113 0.4824 NoMs: 1. Gaining dammed load is largest of DL + CoYtsral Gravity + Snow • 1/2 Lateral Doemvards or DL + Collateral Gravity + 1/2 Snow + Lateral Downwards 2. Collateral Gravity is not used to resist win loads. Noes: 1. Governing downwind load is largest of DL • Calderd Gravity • Snow • 112 Lateral Downwards or DL • Collateral Gravity • 1/2 Snow * Lateral Downwards 2. Coheirs! Gravity is not used to resist uplift bads. NeIscn Cam Ergireerrq f 5 1922158th he PE Kenrore, WA 980213 (425) - 483 - 9126 Fa: (425) 485 - 1136 Prepared JN Page: 30 /Fdn Job Name: Grand Central Casino Job Number: 01048 Description: Footings Dais: 5118/2001 Metal Building Footing Design Program Allowable Sol Bearing Pressure: 2 KSF 11101 Uniform Building Coda Concrete rc 2.5 KSI (re =2,2.5,3,4ksi) Footing Location: Special Inspection for A Bolts? ` so r S IP Duration factor for A Bolts: 1 RPW Bar Grade 40 (40 or 80) Footing Loads (Kips) Not Fixx Hz ¥y (down) Vy (uplift) Load Parallel to Frame Load Perp to Frame downwards uplift ..85'01 4.34 13.10 18.70 0.00 . Footing Variables (Ft t Kips) Footing Footing Footing Width Length Depth 3.5 3.5 0.7 Anchor Botts (lnch.$) Number of A Bolts A Boit Diameter A Bolt Edge Dist A Bolt Spacing 4 0.75 12.00 4.00 Available FDN Eccentricity of Col 15 Collateral Wt (Kips) along length of Ftg Area (SF) 0.80 0.00 12.3 Footing Weight P/A • Mel (KSF) Bearing Pressure 1.23K 1.53 OK Bsso Plato IWldthllenattt 8.00 11.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Boit (Vs) per A Boit ParaOeIlPerp (Standard Embedment) ParalelrPerp Ps 4.28 1.25 1.09 0.00 1.90 3.28 Ftg * Collateral WI Minimum Wt Rsq d Ftg • Coasters' Wt 2.03 0.00 Required OK Bolt Capacities (K ps) (based on unity equation) Unity Equation Unity Equation Unity Equation With Anglo iftrieNvime w/ deep embedded AB & Deep Parallel/Pop A Bolts Embedded Bolts Deep A Bow wf SW A Bolts OK? Paratlei/Parp Deep A Bow OK? Par*aWMrp feint angle OK? 0.10 OK 0.10 OK 0.10 OK 2.48 No Good 2.48 No Good 0.61 OK Footing Design: Design) Shear Design: sign: _ Punching Shear: Sh Area: (SOIN) 218.8064 Allow Shear Stress (PSI) 100 Slow Sher Stress (PSI) 70.1 Rothian Shear OK? OK Beam Shear: Sher Area: (SOIN) 100.88 180.68 Allow Show Stress Beam sheer stress: 393 35.4 PSI 56 Sheer Stress OK? OK OK Flex Design Bottom Steal: Kip Ft As Req'd (SOIN) Minimum Stes1: Long Direction: Positive Moment: 82 0.338 0.87534 Short Direction: Positivs Monad: 8.2 0.338 0.87534 Noes: 1. Governing downwind load is largest of DL • Calderd Gravity • Snow • 112 Lateral Downwards or DL • Collateral Gravity • 1/2 Snow * Lateral Downwards 2. Coheirs! Gravity is not used to resist uplift bads. Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028 -3118 (425) 483 -9126 Fax (425) 485 -1136 0 PFSICIN ccLc . _ -rs U Pf P err of L1 J — CDs (\V E ND I- SWS .c 6(.4 SHEAF- LasDS. © 0— O L � Prepared by JN I Date: S / IS /01 Job Name: Grand Central Casino Description: 0 0 0 0 ® ® o T w't II��r -UP ' FANELS ,I f� � P L PANE f' } _ CLEL°r) CP 7 (PLI4 j LOA L Y f 1 If 0 0 X-r 3 . 1 k �Flli..: If-f Job No: 01046 Page Number: Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Wa 98028-3118 (425) 483 9126 Fax: (425) 485 1136 Task: Panels Client: Evergreen Entertainment Project Location: Tukwila, Washington Code: Uniform Building Code 1997 Edition Lateral Loads: Wind: 80 Mph Exposure: C Seismic Zone: 3 1.0 Gravity Loads: (for calculation of seismic load only) Roof: Exterior Wall: Interior Wall: Live/Snow Load ] Prepared by: JN Date: 6/1512001 Job Number 1046 Page: 2JPn I Job Name Grand Central Casino Roof Dead Loads Roofing 0 Roof sheathing 1.5 Insulation 0.5 Rafters or trusses 2 Coileratal gravity load 5 Misc Mech and Electrical 1 Total Dead Load: 10 Roof Total Load 35 Wall Dead Load PSF: Wall Dead Load PSF: GES ftF PSF 25 34 (average) 0 1 Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Wa 98028 -3118 (425) 483 9126 Fax: (4255) 4851136 Lateral Analysis of Wind Load to Diaphragms, PLF 21 East-West Grand Central Casino Wind Deakin: Exposure: C Ce Cq qs I P P = (Ce)(Cq)(gs)(I) to 15' 1.06 1.3 16.4 1 22.6 1620 (20-1) 15' to 20' 1.13 1.3 16.4 1 24.1 20' to 25' 1.19 1.3 18.4 1 25.4 25' to 30' 1.23 1.3 16.4 1 26.2 30' to 40' 1.31 1.3 16.4 1 27.9 40' to 60' 1.43 1.4 16.4 1 32.8 North -South Roof Diaphragm 320 Roof Diaphragm 320 � Roof 4____. Wind Base Shear. Pounds North -South 29761 East -West • 33921 Prepared by: JN Date: 5/1512001 Job Number: 1046 Page: 3/Pni Job Name Grand Central Casino Wind Uplift Pressure Level Uplift Net PSF Uplift to 15' 20.9 10.9 15' to 20' 22.2 12.2 20' to 25' 23.4 13.4 25' to 30' 24.2 14.2 30' to 40' 25.8 15.8 40' to 60' 28.1 18.1 Wind Diaphragm Loads: N-S 320 Pif E -W 320 Pif c Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Wa 98028 -3118 (425) 483 9126 Fax: (425) 4851136 Seismic Deslorl: Seismic Zone: 3 I = 1 Table 16-K 1630.2 Static Force Procedure Z = 0.3 Table 16-I Eq (30-4) V = (Cv)(I)(W) /(R)(T) 0.50 W C = 0.36 Table 16-0 (need not be greater than 30-5) C„ = 0.54 Table 16-R Eq (30-5) V = (2.5)(Ca)(1)(W)1R 0.164 W R = 5.5 Table 16-N (shall not be less than 30-6) T = 0.196 Eq (30-8) Eq (304) V = (.11)(Ca)(I)(W) 0.040 W V = 0.164 W V = 0.117 W (1.4 Reduction per 1612.3.1) Section 1630 (304) (Design) Reilabilty / Redundancy Factor PNS 0.82 1.00 (1<p<1.5) PEW -0.01 1.00 Calculate W (Bldg Weight) for one foot of building (@ average width) North South Kest West Prepared by: JN Date: 5/15/2001 Job Number. 1046 Page: 4/Pnl Job Name Grand Central Casino Roof PLF Roof DL + 1/4 Snow (if over 30 psf) 1060 Exterior Wall weight 1084 Interior Partitions 0 HVAC Equipment (estimated PLF) 20 W (Total): 2164 Roof PLF Roof DL + 1/4 Snow (if over 30 psf) 930 Exterior Wail weight 1084 Interior Partitions 0 HVAC Equipment (estimated PLF) 20 W (Total): 2034 Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Wa 98028 -3118 (425) 483 9126 Fax: (425) 4851136 Seismic Diaphragm Loads (With Reliability / Redundancy Factors North South Hoof East West oof. Seismic Base Shear North South /East West Comparison of Wind and Selsmi Shear North South East West 23519 Pounds 25196 Pounds Prepared by: JN Date: 5/15/2001 Job Number: 1046 Page: 5/Pnl Job Name Grand Central Casino v(NS)= 253 PLF v(EW)= 238 PLF 29761 Wind Governs NS 33921 Wind Governs EW Governing Diaphragm Loads: PLF N-S 320 E•W 320 Nelson Consulting Engineering PS 1922158th Ave NE Kenmore, Wa 98028 -3118 (425) 483 9126 Fax: (425) 4851136 .e. Roof DiaDhraim Plan North -South Loads 108 - 320 PLF 14880 East-West Loads 4833 Chord Prepared by: JN Date: 5/16/2001 Job Number: 1046 Page: 6/Pnl Job Name Grand Central Casino (all loads in pounds) 93 3264 Chord Diaphragm Shear Diaphragm Shear 140 PLF 140 PLF flMrt trtP� Diaphragm Shear 182 PLF lLm) T� FNU 93 _ 16960 Diaphragm Shear 182 PLF 106 14880 16960 Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Wa 98028 -3118 (425) 483 9126 Fax: (425) 4851136 Shearwall Design Shear to Walt Shearwail Length: Watt Height Wall Weight Roof Tributary Area Dead Load Tributary to Wail Wail Self Weight Roof Dead Load Additional D L Total DL Dead Load Resisting Moment: Overturning Moment: Net Overturning Moment: Minimum required HoldDown capacity: Hold Down selection: Wall length effective for shear. Wall Shear. Shearwali Footing: Prepared by: JN Date: 5/15/2001 Job Number. 1046 Page: 7/PnI Job Name Grand Central Casino IShearwall: Typ panel I Footing + Stem wall Depth I 12 Inches Footing Width: ,1t► 24 Inches Footing Length: 17.5 Feet Ftg + Stemwall + Slab Cross Sec 300 Sq Inches Total Roof, Floor, Wall & Footing 39839 Pounds Full snow and live load TL P /A: 1138 PSF Footing Moment of inertia: 893 FM4 MC /I= 799 PSF P/A + MC /1= 1938 PSF Allowable Soil Bearing: 2660 PSF Bearing Pressure OK With TL on Roof Overturning Safety Factor. 3.74 Safety Factor OK With DL on Roof Footing volume cubic yards: 1.4 3400 Pounds 17.5 Feet 23 Feet 68 PSF 200 SF 27370 Pounds 2000 Pounds 0 Pounds 29370 Pounds 218.44 Kip Ft 78.2 Kip Ft - 140.24 Kip Ft - 8.2 Klps None At floor level ea end of wall 17.5 Feet 194 PLF 2g relerikiG, Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028 -3118 . (425) 483-9126 Fax (425) 485-1136 2s' Pc PAN Prepared by JN I Dates / /01 Job Name: Grand Central Casino Description: P c. LoAbligg \\4 tilts ' . 2'ef ( h VII-10 Clovl f .S is /AAL: 2 % . I'sr . C q/R tL /!SAX 5Nri; . 1014 I0 , -/ PAL. 5 Psi UL Ct%.16ci. , Ks��201 /6 '- 1.3Z r'. /A%-4',2'2-1- i FI r"fr 17= rec= 35 °: 74 1 ?bAL... As .r FT 11F: it I I . in 8 V 4( #v /a I9II,10.c.1 l°IL`1,3 A . 012_ t ..O W415 t 4oru. - . Job No: D1 04.6 Page Number. 6 /PoL Nelson Cansdt*t Ertgirteerinq P5 1922158th Ave tdr Kemrre, WA 98028 -3118 ( 425)-4E35-9126 rat ( 425) 485 -1156 Prepared by JN Page: 9/Pni Job Name: Grand Central Casino Job Number. 01048 Description: PC Panels Oats: 6/15/2001 Lateral Force on Elements of Structures, Nonstructural Components and Equipment supported by Structures 1907 Uniform Building Code_ Section 1632 Element: Location Reference Variable: W C I a R II, h, Equations: Concrete Tilt Up Panels Odd A (VP Grids Arch Dwgs Definition Weight of an element or component Seismic coefficient importance factor Component amplification factor Component response modification factor element elevation to grade roof/tioor elevation to grade (32.1) F, • 4.0 C, I, W 99 Pounds (32.2) (a, C I, /R,)(1 + 3 h„ /h W, 33 Pounds Minimum of (32.1) 8 (32.2) 33 Pounds (32-3) F - 0.7 C, I, W, 17 Pounds (32-3) F, ■ 4 C, i, W, 99 Pounds Governing F, Per 1612 divide by 1.4: Per 1632.1 the Reliability/Redundancy factor may be taken as 1.0 Attachments for floor or roof mounted equipment weighing less than 4006 need not be designed Friction resulting from gravity loads shall not be cons tiered to provide resistance to sehmc forces uaC Value: Units: Reference: 69 Pounds/FN2 0.38 Table 16-0 1 Table 16-K 1 Table 16-0 3 Table 16-0 21 feet 1832.2 21 feet 1832.2 33 Pounds Governing F, Neon Card tog Eroneeroci P5 1922158thAve Kenntre, WA 98028-5118 (425)-48,-9126 Fat: (425) 485-11,6 Prepared by: JN Page: 10iPni Job Name: Grand Central Casino Job Number 01046 Description: PC Panels Date: 6/1512001 Lateral Force on Elements of Structures, Nonstructural Components and Equipment supported by Structures 1997 Uniform Building Code Section 1632 Element: Location Reference Variable: Wp C, i a R h Equations: Concrete Tilt Ue Panels Grid A (VP Grids) AVINNNIN Arch Dwgs Definition Weight of an element or component Seismic coefficient Importance factor Component amplification factor Component response modification factor element elevation to grade root/floor elevation to grade USC Value: Units: Reference: 89 PoundsIFta2 0.38 Table 16-Q 1 Table 16-K Table 18-0 3 Table 18-0 0 feet 1832.2 21 feet 1832.2 (32.1) F • 4.0 C, 1 W, 99 Pounds (32-2) (a C, 1p iftpX1 + 3 h,/h,) W 8 Pounds Minimum of (32.1) 8 (32.2) 8 Pounds (32-3) F a 03 C,, t Yip 17 Pounds (32-3) F • 4 C, 1 W 99 Pounds Governing F 17 Pounds Per1812 divide by 1.4: r---12 I GovemIng F Per 1832.1 the Reliability/Redundancy factor may be taken as 1.0 Attachments for Boor or roof mounted equipment weighing less than 4005 need not be designed Friction resulting from gravity loads shall not be considered to provide resistance to aeismc forces Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028-3118 (425) 483-9126 Fax: (425) 485-1136 154\ , Pet iq BA N gar 171 2 A 6 1 514 WVALL- 1AK Prepared by: j N Date:5 /25701 Job Name: Grand Central Casino Description: 1 11111M. a ir • MIN I MIMI. I MIN I MIMI MN I 1T■ I NMI MIMI I 11111■"..3111M1 MIN MIMI I I .1.111111•1111111 • r1 t .t 111111111011M111 • P 0 0 0 0 13 t 1 8/"Ata iseEZZANINE PLAN 7— !'.":1* - ;sr • .7•7:',•—•.,:vyr.; • Job No: 01046 Page Number //f\al.- oo WAGL.- AP-J.)4E IV /Ara rd-w LA Islotim4 REr o S rTe i; •120 FIF Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Wa 98028 -3118 (425) 483 9126 Fax: (425) 4851136 ask: Lateral Analysis of Interior Mezzanine !lent: Menidc Lenz Project Location: Tukwila, WA : Uniform Building Code 1997 Edition Lateral Loads: Exterior Wall: Interior Wall: Prepared by: JN Date: 5/2612001 Job Number. 1046 Page: 2/Mezz Job Name Grand Central Wind: 80 Mph Exposure: C Seismic Zone: 3 is 1.0 witty Loads: (for calculation of seismic load only) Mezzanine PSF Live Load 125 Mezzanine Dead Loads Flooring 1.5 3/4 Ply or OSB 3.4 Insulation 0 Rafters or trusses 5 Ceiling + Partitions 2.8 Misc Meth and Electrical 1.5 Total Dead Load: 14.2 Mezzanine Total Load 139.2 Wall Dead Load PSF: Wall Dead Load PSF: 8 0 Nelson Consulting Engineering PS 19221 58th Ave NE Prepared by: JN Date: 5/2612001 Kenmore, W 98028 Job Number: 1046 Page: 3IMezz (425) 483 9126 Fax: (425) 485 1136 Job Name Grand Central Lateral Analysis of Grand Central Wind P = (Ce)(Cq)(qs)(I) 1620 (20-1) Wind Load to Diaphragms, PLF North-South Roof Diaphragm 48 East-West Exposure: C Ce Cq qs I P to 15' 1.06 1.3 16.4 1 22.6 15' to 20' 1.13 1.3 16.4 1 24.1 20' to 25' 1.19 1.3 16.4 1 25.4 25' to 30' 1.23 1.3 16.4 1 26.2 30' to 40' 1.31 1.3 16.4 1 27.9 40' to 60' 1.43 1.4 16.4 1 32.8 Roof Diaphragm 48 Mezzanine (Elevation) Wind Base Shear Pounds North 3617 East-West 1000 Wind Uplift Pressure Level Uplift Net PSF Uplift to 15' 20.9 6.6608 15' to ar 22.2 8.0 20' to 25' 23.4 9.2 25' to 30' 24.2 10.0 30'to 40' 25.8 11.8 40' to 60' 28.1 13.9 Wind Diaphragm Loads: N-S E-W 48 Pit 48 Plf Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Wa 9802 8-3118 (425) 483 9126 Fax: (425) 4851136 L Seismic Design: 3 1830.2 Static Force Procedure Eq ( V = (Cv)(l)(W) /(R)(T) 0.94 W (need not be greater than 30-5) Eq (30.5) V = (2.5)(Ca)(I)(W)/R 0.164 W (shall not be less than 30-6) Eq (304) V = (.11)(Ca)(I)(W) 0.040 W V = 0.164 W V = 0.117 W (1.4 Reduction per 1612.3.1) Section 1830 (30.3) (Design) Reliabiity / Redundancy Factor PNS 0.00 1.00 (1 <p <1.5) PEW 1.00 1.00 Calculate W (Bldg Weight) for one foot of building ( average width) Noah South East West Seismic Zone: Prepared by: JN Date: 512612001 Job Number. 1046 Page: 4/Mezz Job Name Grand Central Mezzanine PLF Mezz DL + 1/4 Live Load (if over 100 psf) 954 Exterior Wall weight 32 Interior Partitions 0 HVAC Equipment (estimated PLF) 20 W (Total): 1006 Mezzanine PLF Mezz DL + 1/4 Live Load (if over 100 psf) 3454 Exterior Wall weight 32 Interior Partitions 0 HVAC Equipment (estimated PLF) 20 W (Total): 3506 I = 1 Table 16-K Z = 0.3 Table 16-I C = 0.36 Table 16-Q C„ = 0.54 Table 16-R R = 5.5 Table 16-N T = 0.104 Eq (30-8) Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Wa 98028 -3118 (425) 483 9126 Fax: (425) 4851136 Seismic Diaphragm Loads (With Reliability I Redundancy Factor) North South Mezzanine gast Wes% Seismic Base Shear North South East Wei Mezzanine v(EW)r- 410 PLF Comparison of Wind and Seismic Base Shoar North South gast Wes% Mezzanine (Elevation) Prepared by: JN Date: 5/2612001 Job Number. 1046 Page: SIMezz Job Name Grand Central 8940 Pounds 8808 Pounds v(NS)= 118 PLF 8940 Seismic Governs NS 8808 Seismic Governs EW Governing Diaphragm Loads: PLF N4 118 411---- E -W 410 I Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Wa 98028 -3118 (425) 483 9126 Fax: (425) 4851136 Mezzanine Diaphragm Plan North -South Loads 21 East-West Loads Diaphragm Shear 213 PLF 297 Chord Prepared by: JN Date: 512612001 Job Number. 1046 Page: 61Mezz Job Name Grand Central (all loads in pounds) 78 4044 Chord 1 .4/-Ncs -Ta VAlaca 13AA eV R-1 ■.. ittiill U Diaphragm Shear 57 PLF Diaphragm Shear 213 PLF 118 PLF 76 _ 4303 Lows - ; ft S H6\VAus - _SO L TH WWALL_. -- ''6 VP e__ kk M4 WALL Diaphragm Shear 57 PLF 21 4301 Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Wa 98028 -3118 (425) 483 9126 Fax: (425) 4851136 Shearwall Design Shear to Wall Shearwall Length: Wall Height Wall Weight Mezz Floor Tributary Area Dead Load Tributary to Wall Wall Self Weight Mezz Dead Load Additional D L Total DI. Dead Load Resisting Moment: Overturning Moment Net Overturning Moment Minimum required HoldDown capacity: Hold Down selection: Wall length effective for shear Wail Shear. Footing volume cubic yards: 1.0 Prepared by: JN Job Number: 01046 Job Name Grand Central IShearwall: SW A 4600 Pounds 17.5 Feet 9 Feet 8 PSF 170 SF 1260 Pounds 2414 Pounds Shear Nailing: 4" oc At panel edges Notes: Studs to be Hem Fir or better, block all panel edges. Nail field with 10d ®12" oc Date: 512612001 Page: 7 /Mezz 0 Pounds (perpendicular wall & footing) 3674 Pounds 27.33 Kip Ft 41.4 Kip Ft 14.07 Kip Ft 0.8 Kips HD -5A At floor level ea end of wall 17.5 Feet 263 PLF (3x plate if greater than 350 PLF) Anchor Bolts With 2x HF plate 5/8" Dia anchor bolts 3 Required 48" oc 1/2" Dia anchor bolts 5 Required 37" oc Note: Use 2 inch by 2 inch by 3/16" plate washers at all anchor bolts (1806.6.1(2)) Shearwall Footing: Footing + Stem wall Depth 6 Inches Footing Width: 16 Inches Footing Length: 20 Feet Ftg + Stemwall + Slab Cross Sec 200 Sq Inches Total Roof, Floor, Wall & Footing 29091 Pounds Full snow and live load TL P /A: 1091 PSF Footing Moment of Inertia: 889 FM4 MC /i= 492 PSF P/A + MC /I= 1583 PSF Allowable Soil Bearing: 2660 PSF Bearing Pressure OK With TL on Roof Overturning Safety Factor. 1.79 Safety Factor OK With DL on Roof S • Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028 -3118 (425) 483 -9126 Fax: (425) 485 -1136 " CZ A N 11\1 E Jots ?o � SP,�hI 5 :I5' Jo 35 Prepared by: JN I Date: S /25/01 Job Name: Grand Central Casino Description: "E. a J o l s r �.. IC� . UoL• 88 FL-Lc' e- 55 Pu` Q corarzicor Z Lo,\os: 2 ‘ - . 3 2 / k j DL= ito _ PSf IG = 5'0 Ps r too Z. 6k. Qsl= * Psr - x* * Loca c,,. P, , i0f.1 LoADs COR -re. IcoP 4415 r' o k 'j? LQuo • --- 1•'4 I. Z . I ` . oK g inAv I, IOC . 1' ZK C.•fl -r►-tj ► 3% oic) 315 (450 1).ioki I (36 lam! . - y 361) . . �8 11 " `T'� � ii:';.72.0 250 /� s ZK, 4, s k ' ok V'a = 1.9-Pc > 1.22( oK < 1,2_K 4 Job No: 01046 Page Number. 8 //'E- /A:. . Etuii. Ups s go Fir • Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028 -3118 (425) 483 -9126 Fax: (425) 485 -1136 ■ )-e o IS'r SPN-1 Gohrr 1) I TJ.s /PR40 3 s o SeEc .2 Z SPALI Prepared by: JN I Date: c 12_901 Job Name: Grand Central Casino Description: /' Eaa- Jots • \4�.L,w �v,I yr >415 ,41.4 uta K > r2mtax .IL +,2J = 58.1 >-=163 c � ( I 20 C— 16 R e 5 3 ¢ Iu . Pr / /ti = 4112— le- �-� ,q ... $ Job No: 01046 Page Number: /P■El. Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028-3118 (425) 483 -9126 Fax: (425) 485 -1136 Prepared by: JN I Date:. /15/01 Job Name: Grand Central Casino Description: Job No: 01046 Page Number. ID // 131-, C A/A - DL.- 030, +SO 4 boo = 1 O6o PLF 1( cop-RI poR /t\-- 1 o k cif s8r IZAL3 Pc1 iZ- �� Pc : 13 .- 11 x I Z.nE" I Fel 15 -- - :D 33 I l4Et) FZOoF. (3S PSFk2 ) l $ SjJaw DRlF ' Sv : + . S 0 \\//t./..— . loo . 220P Area Loads Dead ' ksf Construction ksf Floor Live ksf Roof Live ksf Wind ksf _ Snow ksf 0.016 0.01 0.05 0.025 0 0.025 Consulting Engineering 1 11 blEZ 01046 Grand Central Casino Input Data Span Horizontal Actual Left Right Span Length Support Support Length Width Width ft ft in in Member 1 Span l 9 9 8 8 Overall Length 9 9 Notes: • Lengths are to center line of bearing. • Spacing or tributary width is 13 ft. User Defined Loads Load Case Description: Floor Live Reactions Load Type Mezzanine Beam - B1 Distance(s) to Load Load at Load at Offset Start Length Start End fl fl kl k/f fl Corridor Load Uniform 0 9 0.2 0 Summary of Member Forces - Load Combinations Member Span Shear Max Bending Max. Torsion Deflection K ft -kip fl-kip in 1 1 4.83 10.87 -0.133 Support Load Horizontal Vertical Moment Comb. K K fl -kip 1 Mezzanine w/Pattem Loads 0.00 4.83 0.00 2 Mezzanine w/Pattem Loads 0.00 4.83 0.00 Check of Member 1 - 5 1/2 "x12" V Material type is 24F -V4 -Un- Balanced Layup - Glulam - Western Check for repetitive use? No Top flange bracing is Fully Braced Ea: 1800 ksi Moist use? No Bottom flange bracing is Fully Braced Ee,: 1600 ksi I,- 792 in'W Se 132 in ^3 I,- 166.4 in^4 S.- 60.5 inA3 G assumed as .06E Shear C, • 1 Snow C 1.15 This is not a s . "ced column F : 2.4 ksi Side loaded? No Kx • 1.0 F,: 1.1 ksi Overstress factor • 1.05 Lx - F,: 1.65 ksi Allowable Floor live load deflection • L/360 Ky • 1.0 F 0.65 ksi Allowable Floor total load deflection • 1/240 Lv • F,: 0.19 ksi Member weight used in analysis • 0.02 klf Area • 66 in ^2 , Actual density: 35 pcf Nelson Consulting Engineering P5 01046 Grand Central Casino Mezzanine Beam - B1 Timber Desi n 1 - 0 tion 1 - Check of Member 1- 5 1/2 "x12" ✓ Design Data Critical Design Checks Minimum Bearing Sean 1 Span Program Version 4.07 - 7/7/1999 Actual Length ft 9 Left Support Right Support Min. Bearing Min. Bearing in in 1.5 1.5 z W U 00 w • w 9 W 0 0 J U) W Z � ZO W U o - O t WW iii Z O Critical Reaction K Axial Aui Bending - X Ls! Bending - Y ksi Shear ksi LL Def. in TL Def. In Span I IIMIIIIIM San 1 50 0 0 N.A. N.A. Value 4.833 0 0.989 0 0.08 -0.133 -0.133 Allowable 14.3 N.A. 2.4 1.515 0.19 0.3 0.45 %of Allow. 34 V 0 I 41 if 0 42 b 44✓ 29 le Location 0 •� 4.5 4.5 4.5 1.3 333 4.5 4.5 Nelson Consulting Engineering P5 01046 Grand Central Casino Mezzanine Beam - B1 Timber Desi n 1 - 0 tion 1 - Check of Member 1- 5 1/2 "x12" ✓ Design Data Critical Design Checks Minimum Bearing Sean 1 Span Program Version 4.07 - 7/7/1999 Actual Length ft 9 Left Support Right Support Min. Bearing Min. Bearing in in 1.5 1.5 z W U 00 w • w 9 W 0 0 J U) W Z � ZO W U o - O t WW iii Z O Lid Limit 1..,/d L,/d Fct, ksi Fct, ksi FM ksi Ka e IIMIIIIIM San 1 50 0 0 N.A. N.A. 1000 0.418 0.9 1. Nelson Consulting Engineering P5 01046 Grand Central Casino Mezzanine Beam - B1 Timber Desi n 1 - 0 tion 1 - Check of Member 1- 5 1/2 "x12" ✓ Design Data Critical Design Checks Minimum Bearing Sean 1 Span Program Version 4.07 - 7/7/1999 Actual Length ft 9 Left Support Right Support Min. Bearing Min. Bearing in in 1.5 1.5 z W U 00 w • w 9 W 0 0 J U) W Z � ZO W U o - O t WW iii Z O IN2'LM1 C G C,, Cps Cre C , Chao CCM CM. 1 CChiaCChicCChitRa t 1.00 Span 1 1.00 I 1.00 1 1.00 .1 1 1.00 1. 1 1.00 1.00 0 1 1.00 1.00 1.00 1.00 0 Nelson Consulting Engineering P5 01046 Grand Central Casino Mezzanine Beam - B1 Timber Desi n 1 - 0 tion 1 - Check of Member 1- 5 1/2 "x12" ✓ Design Data Critical Design Checks Minimum Bearing Sean 1 Span Program Version 4.07 - 7/7/1999 Actual Length ft 9 Left Support Right Support Min. Bearing Min. Bearing in in 1.5 1.5 z W U 00 w • w 9 W 0 0 J U) W Z � ZO W U o - O t WW iii Z O IN2'LM1 C 11121'11112'11 C C C. C , 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Nelson Consulting Engineering P5 01046 Grand Central Casino Mezzanine Beam - B1 Timber Desi n 1 - 0 tion 1 - Check of Member 1- 5 1/2 "x12" ✓ Design Data Critical Design Checks Minimum Bearing Sean 1 Span Program Version 4.07 - 7/7/1999 Actual Length ft 9 Left Support Right Support Min. Bearing Min. Bearing in in 1.5 1.5 z W U 00 w • w 9 W 0 0 J U) W Z � ZO W U o - O t WW iii Z O Check of Member 1 - 4x12 ✓ Material type is No. 2 - Douglas Fir -Larch - Dimensional Check for repetitive use? No Top flange bracing is Fully Braced E.: 1600 ksi Moist use? No _ Bottom flange bracing is Fully Braced E,,: 1600 ksi 1 415.3 inA4 S 73.8 in ^3 I, 40.2 inM S,- 23 in ^3 C, assumed as .06E Shear CN - 1 Snow C 1.15 This is not a spaced column Fe: 0.875 ksi Side loaded? No Kx - 1.0 F,: 0.575 ksi Overstress factor -1.05 L. - F • 1.3 ksi Allowable Floor live load deflection - 1/360 Ky - 1.0 F 0.625 ksi Allowable Floor total load deflection - 1l240 Ly - F,: 0.095 ksi Member weight used in analysis - 0.01 leaf Area *39.38 in^2 Actual density: 35 pcf Nelson Consulting Engineering F'S 01046 Grand Central Casino Design Data Critical Design Checks Minimum Bearing Sian l Span Mezzanine Beam - B2 Timber Design 1 - Option 1 - Check of Member 1 - 4x12 ✓ Program Version 4.07 - 7/7/1999 Actual Left Support Right Support Length Alin. Bearing Alin. Bearing ft in in 6 1.5 1.5 14/ Critical Reaction K Axial As! Bending - X ka - Bending - y ksi Shear lest - LL Deft.. in TL Deft. in Span l F ksi Span 1 50 0 0 , N.A. N.A. Value 3.005 0 0.733 0 0.07 -0.061 -0.061 Allowable 8.75 N.A. 0.963 0.963 0.095 0.2 0.3 %ofAllow. Location 34 0 0 0 3 76 It 3 0 I 3 74 V 4.7292 30 le 3 20 t 3 Nelson Consulting Engineering F'S 01046 Grand Central Casino Design Data Critical Design Checks Minimum Bearing Sian l Span Mezzanine Beam - B2 Timber Design 1 - Option 1 - Check of Member 1 - 4x12 ✓ Program Version 4.07 - 7/7/1999 Actual Left Support Right Support Length Alin. Bearing Alin. Bearing ft in in 6 1.5 1.5 14/ L/d Limit Lid L,/d Fn , ksi Fat , ksi Fw ksi Ka a F ksi Span 1 50 0 0 , N.A. N.A. 1000 0.3 0.8 1.3 Nelson Consulting Engineering F'S 01046 Grand Central Casino Design Data Critical Design Checks Minimum Bearing Sian l Span Mezzanine Beam - B2 Timber Design 1 - Option 1 - Check of Member 1 - 4x12 ✓ Program Version 4.07 - 7/7/1999 Actual Left Support Right Support Length Alin. Bearing Alin. Bearing ft in in 6 1.5 1.5 14/ Cs Cn C,, C, Cs,, C, , Cs, C Cm. CKi Re S . an 1 1.00 1.10 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 Nelson Consulting Engineering F'S 01046 Grand Central Casino Design Data Critical Design Checks Minimum Bearing Sian l Span Mezzanine Beam - B2 Timber Design 1 - Option 1 - Check of Member 1 - 4x12 ✓ Program Version 4.07 - 7/7/1999 Actual Left Support Right Support Length Alin. Bearing Alin. Bearing ft in in 6 1.5 1.5 14/ C C C C C. C. C, C ' , 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Nelson Consulting Engineering F'S 01046 Grand Central Casino Design Data Critical Design Checks Minimum Bearing Sian l Span Mezzanine Beam - B2 Timber Design 1 - Option 1 - Check of Member 1 - 4x12 ✓ Program Version 4.07 - 7/7/1999 Actual Left Support Right Support Length Alin. Bearing Alin. Bearing ft in in 6 1.5 1.5 14/ Area Loads Dead ksf Construction ksf Floor Live ksf Roof Live ksf Wind ksf Snow ksf 0.016 0.01 0.05 0.025 0 0.025 Nelson Consulting Engineering PS 01046 Grand Central Casino Input Data Span Horizontal Actual Leff Right Span Length Support Support Length Width Width ft ft in in Member 1 Overall Length Span 1 6 6 8 8 !Votes; • Lengths are to center line of bearing. • Spacing or tributary width is 12 ft. User Defined Loads Load Case Description: Corridor Load Floor Live Uniform 1 1 3.00 Reactions Support 1 2 Mezzanine Beam - B2 6 6 Load Distance(s) to Load Load at Load at Offset Type Start Length Start End >? k/f kl Summary of Member Forces - Load Combinations 0 6 0.2 0 Member Span Shear Mar Bending Max. Torsion Deflection K -ki R -ki• in 4.51 -0.061 Load Horizontal Vertical Moment Comb. K K fl-kip Mezzanine w/Pattern Loads 0.00 3.00 0.00 Mezzanine w/Pattern Loads 0.00 3.00 0.00 13 \t-Z:- Area Loads Dead Itsi Construction ksf Floor Live ksf Roof Live ksf Wind ksf Snow ksf 0.016 0.01 0.05 0.025 0 0.025 Nelson Consulting Engineering PS 01040 Grand Central Casino Input Data Member I Span Overall Length User Defined Loads Load Case Reactions Mezzanine Beam - B3 Horizontal Actual Left Right Span Length Support Support Length Width Width ft ft in in Span 1 6 6 4 4 Notes: • Lengths are to center line of bearing. • Slope is 0 in 10. • Eave Height is 0 ft. • Spacing or tributary width is 2 ft. 6 6 Load Distance(s) to Load Load at Load at Offset Type Start Length Start End ft ft klf klf ft Description: Wall weight Dead Uniform 0 6 0.1 0 Description: Snow drift Snow Condition 1 Uniform 0 6 0.05 0 Summary of Member Forces - Load Combinations Member Span Shear Max Bending Max. Torsion Deflection K ft -kip ft -kip in 1 1 0.71 1.07 -0.045 15 I/AEa_. Support Load Horizontal Vertical Moment Comb. K K ft -kip 1 Mezzanine w/Pattem Loads 0.00 0.71 0.00 2 Mezzanine w/Pattem Loads 0.00 0.71 0.00 W 8 y0 • LL W LL = Z O Lu W C ON 0I- W W o W Z p Check of Member 1 - 4x8 ✓ Material type is No. 2 - Douglas Fir -Larch - Dimensional Check for repetitive use? No Top flange bracing is Fully Braced E 1600 ksi Moist use? No Bottom flange bracing is Fully Braced E, 1600 ksi l,- 111.1 in^4 S,- 30.7 in ^3 1,= 25.9 inA4 S,- 14.8 inA3 G assumed as .06E Shear Cie Snow Ce 1.15 This is not a spaced column Kx - 1.0 Ft: 0.875 ksi F,: 0.575 ksi Side loaded? No Overstress factor -1.05 Lx - F,: 1.3 ksi Allowable Roof live load deflection -11240 Ky 1.0 F _ • 0.625 ksi Allowable Roof total load deflection' 0180 Lys F,.: 0.095 ksi Member wei _ t used in anal is - 0.01 klf Area - 25.38 in ^2 Actual density: 35 pcf Nelson Consulting Engineering P5 01046 Grand Central Casino Design Data Critical Design Checks Minimum Bearing Span 1 Span Mezzanine Beam - B3 Timber Design l - Option 1 - Check of Member 1 - 4x8 ✓ Program Version 4.07 - 7/7/1999 Actual Left Support Right Support Length Min. Bearing Min. Bearing ft in in 6 1.5 1.5 I 6/ . u... reu, O 0 N LL w 0 l'i (i. 0 in . z U P. O Critical Reaction K .trial kit Bending - X ksi Bending - Y kst Shear ksi LL Deft. in TL Defl. in Span 1 F'e ksi Z 0 50 0 0 N.A. N.A. Value 0.715 0.419 0 0.032 -0.045 -0.045 Allowable 4.375 1.308 1.308 0.109 0.3 0.4 % of Allow. 16 ✓ 32 ✓ 0 ✓ 29 ✓ 15 ✓ 11 ✓ Location 0 3 3 0.7708 3 3 Nelson Consulting Engineering P5 01046 Grand Central Casino Design Data Critical Design Checks Minimum Bearing Span 1 Span Mezzanine Beam - B3 Timber Design l - Option 1 - Check of Member 1 - 4x8 ✓ Program Version 4.07 - 7/7/1999 Actual Left Support Right Support Length Min. Bearing Min. Bearing ft in in 6 1.5 1.5 I 6/ . u... reu, O 0 N LL w 0 l'i (i. 0 in . z U P. O lid Limit Ltd L,/d Fn, ksi Fn, ksi Fse ksi Kee C F'e ksi S 1 50 0 0 N.A. N.A. 1000 0.3 0.8 1.56975 Nelson Consulting Engineering P5 01046 Grand Central Casino Design Data Critical Design Checks Minimum Bearing Span 1 Span Mezzanine Beam - B3 Timber Design l - Option 1 - Check of Member 1 - 4x8 ✓ Program Version 4.07 - 7/7/1999 Actual Left Support Right Support Length Min. Bearing Min. Bearing ft in in 6 1.5 1.5 I 6/ . u... reu, O 0 N LL w 0 l'i (i. 0 in . z U P. O Ca Cns Cn, Cr CIO C,u Cy. C, CM, CMS R. S . 1 1.00 1.30 1.20 1.05 1.00 1.00 1.00 1.00 1.00 1.00 0 Nelson Consulting Engineering P5 01046 Grand Central Casino Design Data Critical Design Checks Minimum Bearing Span 1 Span Mezzanine Beam - B3 Timber Design l - Option 1 - Check of Member 1 - 4x8 ✓ Program Version 4.07 - 7/7/1999 Actual Left Support Right Support Length Min. Bearing Min. Bearing ft in in 6 1.5 1.5 I 6/ . u... reu, O 0 N LL w 0 l'i (i. 0 in . z U P. O C. C . C Cv C C, C, C , C Span 1 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Nelson Consulting Engineering P5 01046 Grand Central Casino Design Data Critical Design Checks Minimum Bearing Span 1 Span Mezzanine Beam - B3 Timber Design l - Option 1 - Check of Member 1 - 4x8 ✓ Program Version 4.07 - 7/7/1999 Actual Left Support Right Support Length Min. Bearing Min. Bearing ft in in 6 1.5 1.5 I 6/ . u... reu, O 0 N LL w 0 l'i (i. 0 in . z U P. O Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028 -3118 (425)483 -9126 Fax (425) 485 -1136 • I LI FILL tj-tX Urroeig, ted 3 A � - T� Sv 1 k . 17441 RANI 1 sr Prepared by: JN I Date Job Name: Grand Central Casino Description: LcADS i < ‘‘..: 1' 1' ZI I PL P 7 /L DE Sei 14ssu Dtst, SF — e}w.Ei-rEz /Psts.rs �,.. t /t \'/ N D SAIL. A tE.FA IX 281 1 C1 6 /0 Job No: 01046 Page Number: 1/L T vP a SWF_wM.L.. RooF I $ -\IE\\/ ff. (2 k P4 WE_ Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Wa 98028 -3118 (425) 483 9126 Fax: (425) 4851136 Task: Client: Merrick Lentz Project Location: Tukwila, WA Code: Uniform Building Code 1997 Edition Lateral analysis of lnfill Bldg Lateral Loads: Wind: 80 Mph Exposure: C Seismic Zone: 3 1 Gravity Loads: Roof: Floor. Exterior Wall: Interior Wall: Live/Snow Load Wall Dead Load PSF: Wall Dead Load PSF: Prepared by: JN Job Number. 01046 Job Name: infill PSF 25 Roof Dead Loads Roofing 1.5 1/2 Ply or OSB 1.8 Insulation 1 Rafters or trusses 2 Ceiling 2.5 Misc Mach and Electrical 5 Total Dead Load: 13.8 Roof Total Load 38.8 Live Load: 125 Floor Dead Load: Flooring 1.5 3/4 Ply or OSB 3.4 Insulation 0 Joists or trusses 2.5 Ceiling + Partitions 0 Misc Mach and Electrical 1 Total Floor Dead Load: 8.4 Floor Total Load 133.4 8 0 Date: 5/2712001 Page: 2/L Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Wa 98028 -3118 (425) 483 9126 Fax: (425) 4851136 1 Lateral Analysis of Win slap: P = (Ce)(Cq)(gs)(I) 1620 (20-1) Wind Load to Diaphragms, PLF 22 Wind Base Shear: North-South East-West infill Exposure: North -South Roof Diaphragm 281 2nd Floor Diaphragm 241 East -West Roof Diaphragm 281 2nd Floor Diaphragm 241 2nd Floor Grade Pounds 16,126 30,568 Prepared by: JN Job Number: 01046 Job Name Infill C Ce Cq qs I P to 15' 1.06 1.3 16.4 1 22.6 15' to 20' 1.13 1.3 16.4 1 24.1 20' to 25' 1.19 1.3 16.4 1 25.4 25' to 30' 1.23 1.3 16.4 1 26.2 30' to 40' 1.31 1.3 16.4 1 27.9 40' to 60' 1.43 1.3 18.4 1 30.5 Wind Uplift Pressure Level Uplift Net PSF Uplift to 15' 12.2 0 15' to 20' 13.0 0 20' to 25' 13.7 0 25' to 30' 14.1 0.3 30' to 40' 15.0 1.2 40'to60' 18.4 2.6 Wind Diaphragm Loads: Date: 5/27/2001 Page: 31L NS 281 PLF E -W 281 PLF NS 241 PLF E -W 241 PLF Nelson Consulting Engineering PS 19221 58th Ave NE Prepared by: JN Kenmore, Wa 98028-3118 Job Number: 01046 (425) 483 9126 Fax: (425) 485 1136 Job Name: Infili Date: 5/27/2001 Page: 4/L Seismic Design: Seismic Zone: 1630.2 Static Force Procedure Eq (30.4) V = (Cv)(I)(W) /(R)(T) 0.483 W (need not be greater than 30-5) Eq (30-5) V = (2.5)(Ca)(1)(W)/R 0.164 W (shall not be less than 30-6) Eq (304) V = (.11)(Ca)(I)(W) 0.040 W V = 0.164 W 3 V = 0.117 W (1.4 Reduction per 1612.3.1) Section 1830 (30-3) (Design) Reliabiity / Redundancy Factor pus 0.70 1.00 (1<p<1.5) PEW 0.70 1.00 Calculate W (Bldg Weight) for one foot of building ( © average width) Nort South Roof PLF Roof DL + 1/4 Snow (if over 30 psf) 911 Exterior Wall weight 176 Interior Partitions 0 HVAC Equipment (estimated PLF) 20 W (Total): 1107 East West r"-, t;�'St..`.3t'. } ;:�•.�rs N t ,._�, .. 2nd Floor 2nd Floor Weight (+ 1/4 LL for storage) 1983 Exterior Wail weight 160 Interior Partitions 0 w (Total): 2143 Roof PLF Roof DL + 1/4 Snow (if over 30 psf) 497 Exterior Wall weight 176 Interior Partitions 0 HVAC Equipment (estimated PLF) 20 W (Toni): 693 2nd Floor 2nd Floor Weight (+ 1/4 LL for storage) Exterior Wail weight Interior Partitions W (Total): •p'i't .. , , 991 160 0 1151 I = 1.0 Table 16-K Z= 0.3 Table 16-I C = 0.36 Table 16-Q C„ = 0.54 Table 16-R R= 5.5 Table 16-N T= 0.203 Eq (30-8) r 1 Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Wa 98028 -3118 `. (425) 483 9126 Fax: (425) 4851136 Seismic Diaphragm Loads (With Reliability / Redundancy Factor' North South Roof v(NS)= 129 PLF 2nd Floor v(NS)= 250 PLF East West B_w_f v(EW)= 81 PLF Seismic Base Shear North South past West Comparison of Wind and Seismic Base Shear North South Bast West Prepared by: JN Job Number 01046 Job Name: Infill 2nd Floor v(EW)= 135 PLF 10918 Pounds 12073 Pounds Roof 2nd Floor 16126 Wind Governs NS 30568 Wind Governs EW Governing Diaphragm Loads: PLF 1---- NS 281 E -W 281 f— NS 250 E - W 241 Date: 5127/2001 Page: 51L Nelson Consulting Engineering PS 1922158th Ave NE Kenmore, Wa 98028 -3118 (425) 483 9126 Fax: (425) 4851136 Prepared by: JN Date: 5127/2001 Job Number: 01046 Job Name Infill Page: 61L Roof Diaphragm or Sub Diaphragm Plan North -South Loads (all loads in pounds) I r 5,055 68 East -West Loads Diaphragm Shear 77 PLF 689 Chord 689 Chord 1111111111 P: 36 Diaphragm Shear 77 PLF Diaphragm Shear 257 PLF 4,248 4,248 Chord Chord Diaphragm Shear 257 PLF 5,055 9,268 66 9.268 Nelson Consulting Engineering PS 1922158th Ave NE Kenmore, Wa 98028 -3118 (425) 483 9126 Fax: (425) 4851136 I 2nd Floor Diaphragm or Sub Diaphragm Plan North-South Loads 1 3,130 50 East Loads - ► - ► ___100 —i' —ir _0. - ► 241 PLF 3008 Chord Prepared by: JN Job Number. 01046 Job Name Infill (all loads in pounds) 391 Chord Diaphragm Shear Diaphragm Shear 63 PLF 63 PLF 391 Chord 25 111111 ti ill 5 L( F 25 Diaphragm Shear 241 PLF Diaphragm Shear 241 PLF 3008 Chord 3,130 Date: 5127/2001 Page: 7/L 6,016 50 66 Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028 -3118 (425) 483 -9126 Fax: (425) 485 -1136 Prepared by JN Date: 5 / 27/01 Job Name: Grand Central Casino Description: / \ECH Pc —r FoRAN Job No: 01046 Page Number: 8 L. Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028 -3118 (425) 483 -9126 Fax (425) 485 -1136 a Ts< .4 r ti)8 g z s, `6 dEllir 1 Job Name. Prepared by I Date: 5 /Z9 KA 1 1 Job No: 6 I Descri• qoor *vii 4 / 0 `' vAl• 4,0•0 \40".6 1) P..017 \wo \. 1 I Y, cSJ Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Wa 98028 -3118 (425) 483 9126 Fax: (425) 4851136 Shearwall Design Shear to Wall Shearwall Length: Wall Height Additional D L Prepared by: JN Job Number. 01046 Job Name Infiil Shearwall Number: B Roof 2nd Floor 3400 3000 Pounds 19 19 9 12 Wall Weight 8 8 Roof/Floor Tributary Area 19 19 Dead Load Tributary to Wall Wall Self Weight 1388 1824 Pounds per level Roof/Floor Dead Load 282.2 159.8 Pounds Feet Feet PSF SF 200 200 Pounds Date: 5/28/2001 Page: 10 /L Total DL 1830.2 2183.6 Pounds Dead Load Resisting Moment: 17 38 Kip Ft Overturning Moment: 30.8 107.4 Kip Ft Net Overturning Moment: 18 75 Kip Ft Min req'd HoldDown capacity: 0.9 4.1 Kips Hold Down selection: MST48 HD-8A 2nd Floor /1st Floor Levels Wall length effective for shear. 19 19 Feet Wall Shear. 179 337 PLF (3x plate if greater than 350 PLF) Shear Nailing: 6" oc 4" oc At panel edges Notes: Studs to be Hem Fir or better, block all panel edges. Nail field with 10d 12" oc Anchor Bolts With 2x HF plate 516" Dia anchor bolts 5 Required 41" oc 112" Dia anchor bolts 7 Required 30" oc Note: Use 2 inch by 2 inch by 3/16" plate washers at all anchor bolts (1806.6.1(2)) Shearwall Footing: Footing Width: 16 Inches Footing Length: 28 Feet Ftg + Stemwall + Slab Cross Sect. 300 Sq Inches Total Roof, Floor, Wall & Footing 15614 Pounds TL PIA: 418 PSF Footing Moment of Inertia: 2439 Ft"4 MC /I= 616 PSF P/A + MC/I= 1035 PSF Allowable Soil Bearing: 2660 PSF With TL on Roof Overturning Safety Factor. 1.66 With DL on Roof & Floor Footing volume cubic yards: 2.2 Full snow and live load Bearing Pressure OK Safety Factor OK Z 1 �w QQ 2 JU 00 rn 0 co tIJ N LL WO a Nn W Z IL L 0 tii z U= 1:: z r ( Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028-3118 (425) 483-9126 Fax (425) 485-1136 Pcor c k IfLk F:LDCR Prepare y: jw job Name: Grand ' Description: - /Root- Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028 -3118 (425) 483 -9126 Fax: (425) 485 -1136 • g/t, 13-1 6t2-I D Nk\-c W- Prepared by A I Date: S Job Name: Grand Central Casino Description: /he.caz- • Job No: 01046 Page Number. Z /1 C )/1 1.14 RcoF EWC.q \YAL 17 L4444- F6 VR 13fr. uNE: FcN U PL-- I oo Ftf \vA tom. P I9 i S ` / 7( ILL 3 //\1 lQR -NOS 6F4-11)11.1q - S NSF l'Z"nm ' p3rXi = 30 PLE 4 c, 1 Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028 -3118 (425) 483-9126 Fa=c (425) 485-1136 Prepared by: JN 1 Dates /23 /01 • Job Name: Grand Central Casino Description: f l E Job No: 01046 Page Number: r I sils w D O 0 0 I— U — O ii 0 92 0 z Area L oads Dead ksf Construction ksf Floor Live ksf Roof Live ksf Wind ksf Snow ksf 0.016 0.01 0.04 0.025 0 0.025 Nelson Consulting Engineering F'S 01046 Grand Central Casino Input Data Member 1 Span Notes: • Lengths are to center line of bearing. • Slope is 0 in 10. • Eave Height is 0 ft. • Spacing or tributary width is 8 ft. Infill Building Beam - 84, B5, B6 Horizontal Actual Left Right Span Length Support Support Length Width Width ft ft in in Span I 14 14 6 6 Overall Length 14 14 Member 2 Span 1 16 16 6 6 Overall Length 16 16 Member 3 Span 1 17.5 17.5 6 6 Overall Length 17.5 17.5 Overall Length 47.5 47.5 User Defined Loads Load Case Notes: • Positive loads act down. • Distances are measured along horizontal axis. • Live loads are patterned to 100 %. • Weight of members is included in the calculations. Load Distance(s) to Load Load at Load at Offset Type Start Length Start End ft ft kif klf ft Description: Wall weight Dead Uniform 0 47.5 0.12 0 :. +14 -ire' - / Poor 19 Nelson Consulting Engineering 1 01046 Grand Central Casino Summary of Member Forces - Load Combinations Member Span Shear Max Bending Max. Torsion Deflection K fl -kip ft -kip in 1 1 3.25 11.37 -0.304 2 1 3.71 14.85 -0.510 Z 3 1 4.06 17.76 -0.723 tu Reactions g U0 Support Load Horizontal Vertical Moment co O w Comb. K K ft -kip 1 Roof w/Pattern Loads 0.00 3.25 0.00 N u. 2 Roof w/Pattern Loads 0.00 6.96 0.00 W 0 3 Roof w/Pattern Loads 0.00 7.77 0.00 4 Roof w/Pattern Loads 0.00 4.06 0.00 U. W ? � 5 /Roor 20 W U � O - o i- L I 0 w � 0 z Check of Member 1 -5 1/2"x12" V Material type is 24F-V4 -Lin-Balanced Layup -Glulam - Western Check for repetitive use? No Top flange bracing is Braced At Supports E.,: 1800 ksi Moist use? No Bottom flange bracing is Braced At Supports F.4,: 1600 ksi le 792 inA4 Se 132 inA3 le 166.4 inA4 Se 60.5 inA3 G assumed as .06E Shear CH " I Snow Ca 1.15 This is not a spaced column Fo: 2.4 ksi Side loaded? No Kx .. 1.0 1 1.1 ksi Overstress factor .. 1.05 1-x " F,: 1.65 ksi Allowable Roof live load deflection • 1/240 Ky is 1.0 Ly .... _f 0.65 ksi F,: 0.19 ksi Allowable Roof total load deflection ■■1/180 Member weight used in analysis s. 0.02 klf Area u 66 inA2 _ Actual density: 35 pcf Design Data Nelson Consulting Engineering PS 01046 Grand Central Casino Infill Building Beam - B4, B5, B6 Timber Design 1 - 131 - Check of Member 1 - 5 1/2"x12" Critical Design Checks Minimum Bearing an Span Actual Length ft 14 Left Support Min. Bearing in Right Support Alin. Bearing in 1.5 1.5 4 ( 20 0r - 21 re w, 00 U)0 w w u. „Jo uJ jE ZI- UJUJ u. < 5. a g. 2 D D • co O - Ui • t u. ro ▪ Z_ ( 12 0 Critical Reaction K Axial Au i Bending - X kit Bending. Y kit Shear A.0 LL Deft. in TL Deft. in Span 1 F', ksi o ..', Z 0 50 0 0 N.A. N.A. Value 3.248 1.034 0 0.061 -0.304 -0.304 Allowable 10.725 2.701 1.742 0.218 0.7 0.9333 % of Allow. 30 It 38 V 0 le 28 If 43 V 32 1 Location 0 7 7 _ 1.25 7 7 Design Data Nelson Consulting Engineering PS 01046 Grand Central Casino Infill Building Beam - B4, B5, B6 Timber Design 1 - 131 - Check of Member 1 - 5 1/2"x12" Critical Design Checks Minimum Bearing an Span Actual Length ft 14 Left Support Min. Bearing in Right Support Alin. Bearing in 1.5 1.5 4 ( 20 0r - 21 re w, 00 U)0 w w u. „Jo uJ jE ZI- UJUJ u. < 5. a g. 2 D D • co O - Ui • t u. ro ▪ Z_ ( 12 0 lid Limit L,/d L,/d FOE, ksi FOE, ksi FblE ksi Kat c F', ksi S . an I 50 0 0 N.A. N.A. 8.91859 0.418 0.9 1.8975 Design Data Nelson Consulting Engineering PS 01046 Grand Central Casino Infill Building Beam - B4, B5, B6 Timber Design 1 - 131 - Check of Member 1 - 5 1/2"x12" Critical Design Checks Minimum Bearing an Span Actual Length ft 14 Left Support Min. Bearing in Right Support Alin. Bearing in 1.5 1.5 4 ( 20 0r - 21 re w, 00 U)0 w w u. „Jo uJ jE ZI- UJUJ u. < 5. a g. 2 D D • co O - Ui • t u. ro ▪ Z_ ( 12 0 C. I Cn I en len I C114 Cu, Cu. I Cmfl I Chit I CAR Kb I SPan 1 1.00 I 1.00 I 1.00 1.00 I 1.00 I 1.00 1.00 I 1.00 I 1.00 I 1.00 11.09 Design Data Nelson Consulting Engineering PS 01046 Grand Central Casino Infill Building Beam - B4, B5, B6 Timber Design 1 - 131 - Check of Member 1 - 5 1/2"x12" Critical Design Checks Minimum Bearing an Span Actual Length ft 14 Left Support Min. Bearing in Right Support Alin. Bearing in 1.5 1.5 4 ( 20 0r - 21 re w, 00 U)0 w w u. „Jo uJ jE ZI- UJUJ u. < 5. a g. 2 D D • co O - Ui • t u. ro ▪ Z_ ( 12 0 C. C C C C, C C C,, C. C, C IIIIEMMII 1.15 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Design Data Nelson Consulting Engineering PS 01046 Grand Central Casino Infill Building Beam - B4, B5, B6 Timber Design 1 - 131 - Check of Member 1 - 5 1/2"x12" Critical Design Checks Minimum Bearing an Span Actual Length ft 14 Left Support Min. Bearing in Right Support Alin. Bearing in 1.5 1.5 4 ( 20 0r - 21 re w, 00 U)0 w w u. „Jo uJ jE ZI- UJUJ u. < 5. a g. 2 D D • co O - Ui • t u. ro ▪ Z_ ( 12 0 Check of Member 2 - 5 1/2 "x12" ✓ Material type is 24F -V4 -Un- Balanced Layup - Glulam - Western Check for repetitive use? No Bending - X ksi Top flange bracing is Braced At Supports E1,: 1800 ksi Moist use? No TL Deft. in Bottom flange bracing is Braced At Supports E,,: 1600 ksi I„= 792 in^4 S,= 132 inA3 50 I, - 166.4 in^4 S,- 60.5 inA3 G assumed as .06E Shear CH ° 1 Snow C.= 1.15 N.A. This is not a spaced column Fs: 2.4 ksi Side loaded? No 0 Kx as 1.0 F,: 1.1 ksi Overstress factor ° 1.05 Allowable IA = F 1.65 ksi Allowable Roof live load deflection = IJ240 0.218 Ky • 1.0 Fes: 0.65 ksi Allowable Roof total load deflection ..1../180 j = F : 0.19 ksi Member weight used in analysis = 0.02 klf Area ° 66 in ^2 Actual density: 35 pcf Nelson Consulting Engineering 1"5 01046 Grand Central Casino Design Data Infill Building Beam - B4, B5, B6 Timber Design 1 - B1 - Check of Member 2 - 5 1/2 "x12" b' Critical Design Checks Notes: • Member has an actual/allowable ratio in span I of 63 ✓ %. • Design is governed by live load deflection. • Governing load combination is Roof w /Pattern Loads. • Maximum hanger forces: 3.712 K (Left) and 3.712 K (Right). Minimum Bearing 22 Critical Reaction K Axial ksi Bending - X ksi Bending - Y ksi Shear ksi LL Deft. in TL Deft. in Span I F , ksi O „ ■ o0 Z 0 50 0 0 N.A. N.A. Value 3.712 1.35 0 0.071 -0.51 -0.51 Allowable 10.725 2.69 1.742 0.218 0.8 1.0667 % of Allow. 35 ✓ 50 ✓ 0 ✓ 33 ✓ 63 ✓ 47 ✓ Location 0 8 8 1.25 8 8 Nelson Consulting Engineering 1"5 01046 Grand Central Casino Design Data Infill Building Beam - B4, B5, B6 Timber Design 1 - B1 - Check of Member 2 - 5 1/2 "x12" b' Critical Design Checks Notes: • Member has an actual/allowable ratio in span I of 63 ✓ %. • Design is governed by live load deflection. • Governing load combination is Roof w /Pattern Loads. • Maximum hanger forces: 3.712 K (Left) and 3.712 K (Right). Minimum Bearing 22 L/d Limit LJd L,/d Fa ksi Felt ksi F►t ksi Ka c F , ksi Span 1 50 0 0 N.A. N.A. 7.82195 0.418 0.9 1.8975 Nelson Consulting Engineering 1"5 01046 Grand Central Casino Design Data Infill Building Beam - B4, B5, B6 Timber Design 1 - B1 - Check of Member 2 - 5 1/2 "x12" b' Critical Design Checks Notes: • Member has an actual/allowable ratio in span I of 63 ✓ %. • Design is governed by live load deflection. • Governing load combination is Roof w /Pattern Loads. • Maximum hanger forces: 3.712 K (Left) and 3.712 K (Right). Minimum Bearing 22 Cr Cr, Cry Cnt CM CMI C M. C Cne Cat R. S . an 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.84 Nelson Consulting Engineering 1"5 01046 Grand Central Casino Design Data Infill Building Beam - B4, B5, B6 Timber Design 1 - B1 - Check of Member 2 - 5 1/2 "x12" b' Critical Design Checks Notes: • Member has an actual/allowable ratio in span I of 63 ✓ %. • Design is governed by live load deflection. • Governing load combination is Roof w /Pattern Loads. • Maximum hanger forces: 3.712 K (Left) and 3.712 K (Right). Minimum Bearing 22 C. C C C, C C C, C, C, C S an 1 1.15 1.00 0.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Nelson Consulting Engineering 1"5 01046 Grand Central Casino Design Data Infill Building Beam - B4, B5, B6 Timber Design 1 - B1 - Check of Member 2 - 5 1/2 "x12" b' Critical Design Checks Notes: • Member has an actual/allowable ratio in span I of 63 ✓ %. • Design is governed by live load deflection. • Governing load combination is Roof w /Pattern Loads. • Maximum hanger forces: 3.712 K (Left) and 3.712 K (Right). Minimum Bearing 22 Nelson Consulting Engineering F'S 01046 Grand Central Casino S ant Span Actual Left Support Right Support Length Min. Bearing Min. Bearing ft in in 16 1.5 1.5 Notes: • Locations of maximum stress, moment, etc. are measured from the left end of the member. • Bearing across full width of beam is required. • Structural adequacy of supporting members must be confirmed. • Bearing lengths required may be limited by bearing stress on supporting members. • A negative reaction indicates that the beam must be fastened to the support to resist uplift. • See manufacturer's literature for side loaded connection requirements. Cantilever deflection allowables are based on twice the span length. 23 Check of Member 3 - 5 1/2 "x12" ✓ Material type is 24F -V4 -Un- Balanced Layup - Glulam - Western Check for repetitive use? No Top flange bracing is Braced At Supports E.,„: 1800 ksi Moist use? No Bottom flange bracing is Braced At Supports l,m 166.4 in'M4 S - 60.5 in ^3 E 1600 ksi 0 assumed as .06E I,- 792 in^4 S.. 132 inA3 Shear CH - I Snow C'- 1.15 This is not a spaced column Fb: 2.4 ksi Side loaded? No Kx - 1.0 F,: 1.1 ksi Overstress factor -1.05 Lx - F,: 1.65 ksi Allowable Roof live load deflection - U240 Ky -1.0 F 0.65 ksi Allowable Roof total load deflection - U180 Ly - F„: 0.19 ksi Member wei t used in analysis - 0.02 klf Area - 66 inA2 Actual density: 35 pcf 11111'.111 Critical Reaction K Axial krl Bending - X ksl Bending - Y ksi Shear Ail LL Deft. in TL De.11 in Span I Fr-- ksi S . an 1 50 0 0 N.A. N.A. Value 4.06 0 1.615 0 0.079 -0.723 -0.723 Allowable 10.725 N.A. 2.68 1.742 0.218 0.875 1.1667 % of Allow. 38 if 0 ✓ 60 ✓ 0 ✓ 36 ✓ 82 ✓ 61 ✓ Location 0 8.75 8.75 8.75 16.25 8.75 8.75 11111'.111 Lid d Limit L, /d L,/d F , ksi F, R ksi F,, ksi Kcc c Fr-- ksi S . an 1 50 0 0 N.A. N.A. 7.15149 0.418 0.9 1.8975 11111'.111 c o , CR C,, C,, CMS CM, C riMI CMs CM[ R, 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 12.38 Nelson Consulting Engineering PS 01046 Grand Central Casino Design Data Infill Building Beam - B4, B5, B6 Timber Design 1 - B1 - Check of Member 3 - 5 1/2"x12" ✓ Critical Design Checks Notes: • Member has an actual/allowable ratio in span 1 of 82 ✓ %. • Design is governed by live load deflection. • Governing load combination is Roof w /Pattern Loads. • Maximum hanger forces: 4.06 K (Left) and 4.06 K (Right). Minimum Bearing cl/R6er 24 C C C C , C C C. C, C, C S ears 1 1.15 1.00 0.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Nelson Consulting Engineering PS 01046 Grand Central Casino Design Data Infill Building Beam - B4, B5, B6 Timber Design 1 - B1 - Check of Member 3 - 5 1/2"x12" ✓ Critical Design Checks Notes: • Member has an actual/allowable ratio in span 1 of 82 ✓ %. • Design is governed by live load deflection. • Governing load combination is Roof w /Pattern Loads. • Maximum hanger forces: 4.06 K (Left) and 4.06 K (Right). Minimum Bearing cl/R6er 24 Nelson Consulting Engineering PS 01046 Grand Central Casino Span I Span Actual Left Support Right Support Length Alin. Bearing Min. Bearing ft in in 17.5 1.5 1.5 i ° /R«„z Notes: • Locations of maximum stress, moment, etc. are measured from the left end of the member. Z • Bearing across full width of beam is required. • Structural adequacy of supporting members must be confirmed. • Bearing lengths required may be limited by bearing stress on supporting members. OG Ili • A negative reaction indicates that the beam must be fastened to the support to resist uplift. U • See manufacturer's literature for side loaded connection requirements. (.3 • Cantilever deflection allowables are based on twice the span length. a�i � W Program Version 4.07 - 7/7/1999 69) W WO 25 Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028-3118 (425) 483-9126 Fax: (425) 485-1136 ifA 1?_ CL Job No: 01046 Page Number: I //Ay Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028-3118 (425) 483-9126 Fax: (425) 485-1136 rto -JOIC11 Prepared by: JN /,y5 /01 I Date: _5. Job Name: Grand Central Casino Description: BPs f 1 LS Psf Lc_ 26 1‘ Lth- Ho t2LF h 6,5 a- I r: 6, 41 le R.- I - r\j tPeo 3s 0 1&'' Desp @ 12_ 6 idn'' et( 119 e 1 in'„ • 1,16 < 1,1K '7 - My /1'124) Job No: 01046 Page Number: ,b 4 ‘) 6.4 el it\ • 1,4K O p ( • 1,4 1,01frt . 4" • CS X.14qj 9 ) CI 2.e) — Li 4 7 - 1 (3a • •c3al-I513 1 o/ NCH NJ0 Is CAr2z1 P--e) WALL_ CI a" t) \\(6,L1-__ Soo (1?- Roo \ 5 ) 3it„ V = I 1 R= Ii& I< 1 , j olz IF 131? fti 23 1 A IMS P" a g "YtngrairagAqti4S-ttW, Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore, Washington 98028 -3118 (425) 483 -9126 Fax: (425) 485 -1136 33 13 --131L 7 12 XI Prepared Y: JN Date: S 128 'p} job Name: Grand Central Casino Description: 12..c.2 5,44./ • 1 a x to %. 6.4 u3 Pc t //,i) c)oF H ,5' \u -4 F rL lo g T\V i V/,N_s.,_ I co Rf fc (14-- s 4, Job No: 01046 Page Number: 3 / /AP K�or- ( 6 + hvAc-- 2 H Ft. -riot IO 1 S' -t' i I oo RI Area Loads Dead ksf Construction ksf Floor Live ksf Roof Live ksf Wind ksf Snow ksf 0.016 0.01 0.04 0 0 0.025 Nelson Consulting Engineering PS 4/ /^p 01026 Grand Central Casino Inf ll Building Beam - Bl0 Input Data Member 1 Span Overall Length Notes: • Lengths are to center line of bearing. • Slope is 0 in 10. • Eave Height is 0 ft. • Spacing or tributary width is 14.5 ft. User Defined Loads Reactions Support 2 Load Case Span 1 12 12 6 6 Description: Wall weight Dead Uniform 0 12 0.12 0 Description: Floor Floor Live Uniform 0 12 0.85 0 Summary of Member Forces - Load Combinations Member Span Shear Max Bending Max. Torsion Deflection K ft -kip fi-kip in 1 1 9.48 28.43 -0.616 Horizontal Actual Left Right Span Length Support Support Length Width Width ft ft in in 12 12 Load Distance(s) to Load Load at Load at Offset Type Start Length Start End ft ft klf klf ft Load Horizontal Vertical Moment Comb. K K fi-kip Roof w /Pattern Loads 0.00 9.48 0.00 Roof w /Pattern Loads 0.00 9.48 0.00 Design of Member 1 - 5 1/8 "x12 ✓ Material type is 24F -V4 Ain- Balanced Layup - Glulam - Western Top flange bracing is Fully Braced E,,: 1800 ksi Check for repetitive use? No Moist use? No Bottom flange bracing is Braced At Supports E,,: 1600 ksi I.= 738 in ^4 Se. 123 in I 134.6 in^4 S,- 52.5 in ^3 G assumed as .06E Shear Cif - I Snow C,= 1.15 This is not a spaced column Ft,: 2.4 ksi Side loaded? No K = 1.0 F 1.1 ksi Overstress factor - 1.05 L = Ky - 1.0 F • 1.65 ksi Fei: 0.65 ksi Allowable Roof live load deflection = L/240 Allowable Roof total load deflection =1./180 Ly - F,: 0.19 ksi Member weight used in analysis = 0.01 klf Area - 61.5 inA2 Actual density: 35 pcf Nelson Consulting Engineering F'S 01026 Grand Central Casino Infill Building Beam - B10 Timber Design 1 - Option 1 - Design of Member 1 - 5 1/8 "x12" ✓� Design Data Critical Design Checks Minimum Bearing an Span Program Version 4.07 - 7/7/1999 Actual Length ft 12 J Left Support Min. Bearing in Right Support Min. Bearing in 2.845 2.845 5� Critical Reaction K Axial kit Bending - X ksi Bending - Y ksi Shear ksi LL Deft In TL Deft. in Span l F ksi S 1 50 0 0 N.A. N.A. Value 9.477 0 2.774 0 0.185 -0.616 -0.616 Allowable 9.994 N.A. 2.76 1.742 0.218 0.6 0.8 %ofAllow. 95 0✓ 100 b 0 l 84 102 77 Location 0 6 6 6 10.75 6 6 Nelson Consulting Engineering F'S 01026 Grand Central Casino Infill Building Beam - B10 Timber Design 1 - Option 1 - Design of Member 1 - 5 1/8 "x12" ✓� Design Data Critical Design Checks Minimum Bearing an Span Program Version 4.07 - 7/7/1999 Actual Length ft 12 J Left Support Min. Bearing in Right Support Min. Bearing in 2.845 2.845 5� L/d Limit Lid L,/d Fe' a ksi Fez i ksi -- FbI ksi Kee c F ksi S 1 50 0 0 N.A. N.A. 1000 0.418 0.9 1.8975 Nelson Consulting Engineering F'S 01026 Grand Central Casino Infill Building Beam - B10 Timber Design 1 - Option 1 - Design of Member 1 - 5 1/8 "x12" ✓� Design Data Critical Design Checks Minimum Bearing an Span Program Version 4.07 - 7/7/1999 Actual Length ft 12 J Left Support Min. Bearing in Right Support Min. Bearing in 2.845 2.845 5� Cb C„ Cr, CIe CM. CM, CM, CMex CI* CMi R, S . an l 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 Nelson Consulting Engineering F'S 01026 Grand Central Casino Infill Building Beam - B10 Timber Design 1 - Option 1 - Design of Member 1 - 5 1/8 "x12" ✓� Design Data Critical Design Checks Minimum Bearing an Span Program Version 4.07 - 7/7/1999 Actual Length ft 12 J Left Support Min. Bearing in Right Support Min. Bearing in 2.845 2.845 5� 1151111 1.15 1.00 ©11111NM 1.00 1.00 C 1.00 C 1.00 C 1.00 C 1.00 C. 1.00 C, 1.00 C 1.00 I Span 1 Nelson Consulting Engineering F'S 01026 Grand Central Casino Infill Building Beam - B10 Timber Design 1 - Option 1 - Design of Member 1 - 5 1/8 "x12" ✓� Design Data Critical Design Checks Minimum Bearing an Span Program Version 4.07 - 7/7/1999 Actual Length ft 12 J Left Support Min. Bearing in Right Support Min. Bearing in 2.845 2.845 5� Area Loads Dead ksf Construction Its Floor Live ksf Roof Live ksf Wind ksf Snow ksf 0.016 0.01 0.125 0 0 0.025 Nelson Consulting Engineering P5 01026 Grand Central Casino Input Data Span Horizontal Actual Left Right Span Length Support Support Length Width Width ft ft in in Member I Span 1 3.5 3.5 6 6 Overall Length 3.5 3.5 Notes: • Lengths are to center line of bearing. • Slope is 0 in 10. • Eave Height is 0 ft. • Spacing or tributary width is 16 ft. User Defined Loads 1 Support 1 2 Load Case Description: Wall weight Dead Uniform Description: Floor Floor Live Uniform Reactions 1 Load Comb. Roof w/Pattern Loads Roof w /Pattern Loads Infill Buildin Beam - B11 Load Distance(s) to Load Load at Load at Offset Type Start Length Start End ft ft klf klf ft Summary of Member Forces - Load Combinations Member Span Shear Max Bending Max. Torsion Deflection K ft -kip ft -kip in 4.01 3.51 -0.016 0 Horizontal K 0.00 0.00 3.5 0.12 3.5 1.5 axr�� >so; Vertical K 4.01 4.01 6 //AP 0 Moment ft -kip 0.00 0.00 Check of Member 1 - 5 1/2 "x10 1/2" ✓ Material type is 24F -V4 -Un- Balanced Layup - Glulam - Western Check for repetitive use? No Top flange bracing is Fully Braced Eb.: 1800 ksi Moist use? No Bottom flange bracing is Braced At Supports Et,: 1600 ksi I,.. 530.6 in^4 S =101.1 in ^3 I,= 145.6 in^4 S,= 52.9 in^3 G assumed as .06E Shear C - 1 Snow C 1.15 This is not a s ..:.- d column F • 2.4 ksi Side loaded? No Kx - 1.0 F,: IA ksi Overstress factor - 1.05 Lx = F,,: 1.65 ksi Allowable Roof live load deflection - I/240 Kr = 1.0 F 0.65 ksi Allowable Roof total load deflection - L/180 Ly ° F.: 0.19 ksi Member wei : t used in anal is - 0.01 klf Area = 57.75 in ^2 Actual densit : 35 f Nelson Consulting Engineering I'S 01026 Grand Central Casino Infill Building Beam --B11 Timber Design 1 - Option 1 - Check of Member 1 - 5 1/2 "x10 1/2" ✓ Design Data Critical Design Checks Minimum Bearing Span 1 Span Program Version 4.07 - 7/7/1999 Actual Left Support Right Support Length Min. Bearing Min. Bearing ft in in 3.5 1.5 1.5 7//AP Critical Reaction K Axial Lsi Bending - X kst Bending - Y ksi Shear kri LL Deft. in TL Deft. in Span I r ksi Span 1 50 0 0 N.A. N.A. Value 4.008 0 0.416 0 0.04 -0.016 -0.016 Allowable 10.725 N.A. 2.76 1.742 0.218 0.175 0.2333 %ofAllow. 37 0 15 0 18 9 6 Location 0 1.75 1.75 1.75 2.375 1.75 1.75 Nelson Consulting Engineering I'S 01026 Grand Central Casino Infill Building Beam --B11 Timber Design 1 - Option 1 - Check of Member 1 - 5 1/2 "x10 1/2" ✓ Design Data Critical Design Checks Minimum Bearing Span 1 Span Program Version 4.07 - 7/7/1999 Actual Left Support Right Support Length Min. Bearing Min. Bearing ft in in 3.5 1.5 1.5 7//AP Lid Limit L,/d L,/d Fcc 1 ksi Fcc ksi F,1 ksi Kcc c r ksi Span 1 50 0 0 N.A. N.A. 1000 0.418 0.9 1.8975 Nelson Consulting Engineering I'S 01026 Grand Central Casino Infill Building Beam --B11 Timber Design 1 - Option 1 - Check of Member 1 - 5 1/2 "x10 1/2" ✓ Design Data Critical Design Checks Minimum Bearing Span 1 Span Program Version 4.07 - 7/7/1999 Actual Left Support Right Support Length Min. Bearing Min. Bearing ft in in 3.5 1.5 1.5 7//AP C, Cw Cr' Cre CM, 1 CMI CM, CM« CMr Cm R►� Span I 1.00 1.00 1.00 1.00 1.00 t 1.00 1.00 1.00 1.00 1.00 0 Nelson Consulting Engineering I'S 01026 Grand Central Casino Infill Building Beam --B11 Timber Design 1 - Option 1 - Check of Member 1 - 5 1/2 "x10 1/2" ✓ Design Data Critical Design Checks Minimum Bearing Span 1 Span Program Version 4.07 - 7/7/1999 Actual Left Support Right Support Length Min. Bearing Min. Bearing ft in in 3.5 1.5 1.5 7//AP bnifi 1 1.1 5 1.00 1.00 1.00 0 0 1.00 1.00 1.00 1 x 00 , 1.00 } 1.00 Nelson Consulting Engineering I'S 01026 Grand Central Casino Infill Building Beam --B11 Timber Design 1 - Option 1 - Check of Member 1 - 5 1/2 "x10 1/2" ✓ Design Data Critical Design Checks Minimum Bearing Span 1 Span Program Version 4.07 - 7/7/1999 Actual Left Support Right Support Length Min. Bearing Min. Bearing ft in in 3.5 1.5 1.5 7//AP 1 ' 15:49 FAX 206 447 9700 F P & S Vf4L FACSI1'1 . . Dear Jill: 20:14435.01 FOSTER PEPPER � SHEFELMAN PLLC A r ose N L Y. AT LAW L. Jill Mosqueda Associate Development Engineer City of Tukwila Public Works Department 6300 Southcenter Boulevard Tukwila, WA 98188 -2544 e '. October 23, 2001 Re: Grand Central Casino Agreement Regarding Traffic Mitigation Fees t am writing to confirm the results of our meeting this afternoon regarding the traffic impacts of the proposed Grand Central Casino. At that meeting, Jim Morrow, City Public Works Director, presented a proposal with respect to traffic impact fees and other potential improvements associated with the Grand Central Casino. Rick Lentz and 1, acting as representatives of Evergreen Entertainment, Inc. ( "Evergreen "), agreed to the proposal, the substance of which is outlined below: 1. Evergreen will submit a check in the amount of 580,481.00 to the City, the amount of the check reflecting the City's analysis of the upper end of possible traffic impacts generated by the Grand Central Casino, 2. The City will hold Evergreen's check in escrow for a period of 30 days from the date a building permit is issued by the City for the Grand Central Casino. 3. Evergreen will likewise agree to enter into a Traffic Intersection Improvement Fair Share Agreement similar to the one attached to this letter for reference. 4. During the 30-day escrow period, Evergreen and its consultants will submit to the City documentation regarding the actual traffic impacts to be generated by the Grand Central Casino, using actual occupancy numbers from the Riverside Casino or other comparables acceptable to the City. Based on that data, if Evergreen to ( Q1002/004 Direct Phone (205)447-J902 Direct Fo rstsnll: (206) 119.1962 E•M.it lonest,tostcr.com :TT t TH:an .vt.ut Skito 1 ;00 S2ATTi.a WalI.ln2raia y62cr•jzyy Ttlephone (1 F.rarti.Kil: 11061447•*700 Websit: '.WW. • uI•rasl.caM Av.M0xA• F Almte.■ PuitTLANa Qrsgun IIATTI. W.73 enXenn r .:lhindron 10/25/01 15:49 FAX 206 447 9700 F P & S L. Jill Mosqueda October 23, 2001 Page 2 can justify a reduction in impact fees, the City will reduce Evergreen's traffic impact fees consistent with that information. [ believe that this letter accurately reflects the substance of our conversation this afternoon. If you disagree with the terms of the agreement as outlined in this letter, please contact me immediately. Enclosure cc: Jim Morrow Brian Shelton Cyndy Knighton Steve Dowen Rick Lentz 3Q 4.&535.01 Sincerely, /f//%..0't' FOSTER PEPPER & SHEFELMAN PLLC Steven G. Jones Attorneys for Evergreen Entertainment, Inc. L W g v co tu u w co d 81 Mp § 112 w W z F� O z 10/25/01 15:49 FAX 206 447 9700 F P & S TRAFFIC INTERSECTION IMPROVEMENT FAIR SHARE AGREEMENT a004 /o04 The development at: 14040 Interurban Avenue South z Permit No.: D01 -180 ell Tax Parcel Numbers: 336590 -1035 ' a U Up Ua ( W 1. The traffic analysis for the Grand Central Casino identifies an impact upon the City of Tukwila's streets, including the intersection of S. 140 St. and Interurban Avenue. CO o 2. Should the City determine that the Level of Service for the intersection during the p.m. / -1 peak hour in 2010 will deteriorate to the point that a traffic signal will be needed. y 3 Evergreen Entertainment agrees to participate in a proportionate fair share improvement w project. z 3. Evergreen Entertainment, the owner of the development property identified above, w recognizes an obligation to pay a proportionate fair share of the costs of a signal and 2' o related civil improvements at this intersection. The owner therefore waives the right to p protest a future L.I.D. formed for the purpose of providing such a signal and related civil 01-. improvements at the intersection of S. 140 St. and Interurban Avenue. 0 — O 4. This agreement will be recorded by the City with the King County Auditor and shall run z • with the lad and be binding upon the parties and upon representatives, transferees, N successors, and assigns. R z To: Brian Shelton, P.E. City Engineer City of Tukwila Fax: 206/431 -3665 Phone: 206/433 -0179 From: Chris Brown Date: October 9` 2001 Re: Proposed Grand Central Casino City of Tukwila 2 "d Traffic Survey Silver Dollar Casino, Tacoma Survey Results and Recommended New Trip Rate & Fees Dear Mr. Shelton: FAX/MEMORANDUM Fli .r r^c�nv Q . ;•� ' As we discussed, there were some latent issues about the recommerded trip rate for the referenced project. We had used the Sea -Tac Silver Dollar Casino as a data source since I had access to their monthly customer count by hour -of- the -day. As noted in our TIA, that Sea -Tac data yielded a trip rate of 4.02 trips per 1,000 gsf with a split of 83/17, inbound over outbound. Ms. Knighton in her memorandum to Jill Mosqueda dated 6/28/01 did not agree. She did note, however, "There is another Silver Dollar Casino located in Tacoma ..." and indicated that, "Studying only the 4 -6 pm hour time frame is adequate ..." Please find attached two pages entitled Field Survey — Thursday, October 4, 2001 taken at the Sherwood Inn & Silver Dollar Casino in Tacoma. This is the requested data. Note that the bottom of the 2" page describes the trip rate at this comparable facility. The casino trip rate with its attendant sports bar and grill is 5.51 trips per 1,000 gsf and has an inbound /outbound split of 60/40. Comparing it to the TIA, the inbound rate is about the same. Only the outbound rate changed. Next, behind the 2 pages of data and data analysis is a 2 -page memorandum 1 have sent to the architects — Merrick Lentz. This memorandum describes the characteristics of the Tacoma site and concludes with a new peak hour trip estimate for the Tukwila Grand Central Casino facility along with a new set of traffic mitigation fees based on the slightly higher p.m. peak hour volume estimate. As you will see from page 2, the new trip fees become 519,811 versus the original TIA trip fees of 516,617. The increase is thus S3,194. Since the building permit is now ready for issuance your timely review and approval of the above is requested in order to expedite the construction schedule. te Christopher brca•n Associates 9688 lainier Ave. b. &cattle. WA 9311S -5981 ■ (206) 722 -1910 Fax (206) 722 -1909 FAX /MEMORANDUM To: Rick and /or Craig Merrick Lentz Architects Fax: 425/747-7149 - »-- '--~"" Phone: 425/747 -3177 ,......r. ---- (', From: Chris Brown Date: October 8 2001 Re: Proposed Grand Central Casino City of Tukwila Survey Results at the Recommended Site — Silver Dollar Casino, Tacoma Gentlemen: First, I am attaching two pages of the referenced traffic survey data. The traffic survey was undertaken on Thursday, October 4 at the Sherwood Inn located on the east side of I -f; at 84 Street S. and S. Hosmer Street in Tacoma, as noted in Ms. Knighten's memorandum of June 28th. By way of introduction, at the Sherwood Inn the Silver Dollar Casino and the Down Under Bar and Grill both share the same pedestrian access from the hotel's main parking lot. This is situated on the south side of the hotel. In addition, the casino also has a separate, main door on the west side of the building. While the casino is in the same building as the hotel, per se, the casino is in fact a separate entity. w U� 0— The casino has limited parking along its freeway frontage. As a result, many of the w v casino patrons enter through the "sports bar and grill" door located on the south side of o the building. They then enter the main casino via a short stairway which is located inside w z the building along its west wall. U O Second, from the attached data you will see that the trip rate for the casino, which you Z may note includes the Down Under Bar and Grill, much like the dining facilities being considered for the Tukwila site, is defined at 5.51 trips per hour per 1,000 gsf. The inbound/outbound split is 60/40. Third, the trip rate we suggested using, based on the SeaTac Silver Dollar Casino, was 4.02 with an inbound/outbound split is 83/17. It is 27 percent less than the Tacoma site. With a size of 9.8 gsf, slightly larger than the 7.8 gsf casino measured at the Sherwood Inn, the peak hour demand, based on a new trip rate of 5.51 /ksf, becomes 54 vehicles per hour with an inbound volume of 32 vph, and outbound volume of 22 vph. This may be contrasted against our recommendation on page 12 of the TIA, Table VII, of 33 in and 7 out, for a total of 40 vph. In essence, the inbound traffic estimate is virtually unchanged; only the outbound volume is increased. DoKtio Christopher brown 0 Assoeiate8 9688 Rainier Ave. S. �Seattle, WA 98118 -5981 (206) 722 -1910 Fax (206) 7.22 -1909 y 0 tiJ u. w 1 u. ¢ D. w 1 FAX /MEMORaNDLMI To: Rick and /or Craig Merrick Lentz Architects Date: October 8 2001 Re: Proposed Grand Central Casino City of Tukwila Survey Results at the Recommended Site — Silver Dollar Casino, Tacoma Page 2 With the new trip rate based on the Tacoma Silver Dollar there will be an obvious change to the traffic mitigation fees. These were discussed on page 18 of the TIA. In essence, the new data with the new trip rates adds 2 new p.m. peak hour trips to the original list so the new fees become as follows. For the Interurban Bridge project the fees will be: $1,122 X (15 gross trips -- 2 existing trips) = S 14,586 and for the West Valley /S. 180 Street Improvement project: $475 X (13 gross trips — 2 existing trips) = S 5,225 From the above, the total anticipated gross traffic mitigation fees would now. become S19,811 versus the original TIA trip fees of S16,617. The increase is thus $3,194. ��.� .I..r. s x a..�1� :'Ly.w °�F• Y;::.+EM'a... ,J'.'t�._ ry .. . a .. Christopher brown 0 Associates 9688 Rainier Ave. S. r v/ Seattle, WA 98118 -5981 (206) 722 -1910 Fax (206) 722 -1909 FIELD SURVEY -- Thursday, October 4, 2001 FILE COPY Sherwood Inn & S . ; -C - asino Pedestrian Traffic (& Doorways Casino Down Under Bar and Grill Time In Out In Out In Out - Casino Down Under Bar and Grill Restaurant Hotel Lo l Oto Re st b %T 9 B� 47�i 48/ 1/7<9 In Out '_s 4 :00 -4:15 3 1 1 0 0 0 0 1 4:15 -4:30 5 2 2 0 3 0 0 4 4:30 -4:45 6 2 5 4 4 3 2 0 4:45 -5:00 5 5 0 4 2 3 0 0 5:00 -5:15 2 1 8 7 2 1 0 0 5:15 -5:30 6 2 2 1 2 4 0 2 5:30 -5:45 3 4 13 2 2 3 1 0 5 :45 -6:00 4 6 1 0 2 3 0 1 Total Pedestrian Traffic a Casino & Sports Bar Time In Out In Out In Out 4:00 -4:15 3 1 1 0 4 1 4:15 -4 :30 5 2 2 0 7 2 4:30 -4:45 6 2 5 4 11 6 4:45 -5 :00 5 5 0 4 5 9 5:00 -5:15 2 1 S 7 10 S 5:15 -5:30 6 2 2 1 S 3 5:30 -5:45 3 4 13 2 16 6 5:45 -6:00 4 6 1 0 5 6 Of a sample of 53 vehicles in the peak, the ridership, including drivers, was 78 persons. Thus the vehicle occupancy rate at the casino and the adjacent Down Under Bar & Grill is 1.47 persons per car. This is an occupancy rate slightly higher than typically found on a freeway or urban arterial. Total Peds. o( Or Christopher brown Cn Associates 9688 tainier Ave. S. Seattle, WA 98118 -5981 (206) 722 -1910 Fax (206) 722 -1909 FIELD SURVEY — Thursday, October 4, 2001 Sherwood Inn & Silver Dollar Casino Vehicular Traffic Driveways Casino & Down Under Total Bar & Grill Vehicles Total Vehicles Time In Out Combined In Out Combined 4:00 - 4:15 9 3 12 3 1 4 4:15 -4:30 10 7 17 5 1 6 4:30 -4:45 12 6 18 7 4 11 4:45 -5:00 6 13 19) P.M.) `'� 9 5:00 -5:15 8 9 17) Peak) 7 5 12) 5:15 -5:30 8 10 18) of the) 5 2 7) 5:30 -5:45 13 6 19) Site ) 11 4 15) 5:45 -6:00 4 6 10 3 4 7 From the above data the P.M. Peak Hour for both the site and the Silver Dollar Casino plus the Down Under Bar and Grill is from 4:45 to 5:45 p.m. For the total vehicular traffic observed at the Sherwood Inn site, including the hotel lobby and its restaurant and also for the Silver Dollar Casino plus the Down Under Bar and Grill, from 4:45 to 5:45 p.m., was 35 inbound and 38 outbound vehicles. This is a "peak hour split" of 48/52. Conversely, for only the casino and the proximate sports bar and grill, which are all accessed by pedestrians through the same doors, the total inbound car traffic was 26 vehicles per hour and the outbound volume was 17 vehicles per hour. This is a "peak hour split" of 60/40. Note that for the site as a whole there are more outbound trips than inbound while for the casino and the Down Under Bar and Grill there are more inbound trips than outbound. The casino and the Down Under Bar and Grill measured 7.8 ksf while the 106 -room hotel and its lobby and restaurant measured 71.85 ksf. With 26 inbound and 17 outbound vehicles associated solely with the Silver Dollar Casino and proximate Down Under Bar and Grill the trip rate is 43- vph/7.8 ksf or 5.51 trips per hour per 1,000 gsf. The inbound/outbound split noted above is 60/40. -2- Christopher brown Associates 9688 rainier Ave. S. \ 1 Seattle, WA 98118 -5981 (206) 722 -1910 Fax (206) 722 -1909 comments: MERRICK LENTZ ARC I ECT TRANSMITTAL to: City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, Washington 98188 attn: Jill Mosqueda; Cyndy.Knighton re: Grand Central Casino - Traffic response date: September 13, 2001 from: Rick Lentz The traffic response was not included with the plan review comments submitted September 5. Please include this information with your continuing review. 1800 - 136th Place N.E., Suite 100 Bellevue, Washington 98005 425/747 -3177 • FAX 425/747 -7149 E -Mail mlarch@isomedia.com Do (.!€io REalECEIVED CITCI TY OF TUKW LA PEFPi ERMIT CENTER CORRECTION LTR #_ SEP 03 '0_ 16 :22 EPC'tdt SSOCIPT2S Christopher BroTn at Associates 9688 Rainier Ave. 8. Seattle, WA 98118 -5981 206) 722 -1910 Fax 206 222 -1909 SEP -03 -2001 03:50PM September 3, 2001 Mr. Rick Lentz 2 Merrick Lentz Architects v n a o 1800 — 136 Place NE, Suite 100 to O Bellevue, WA 98055 co al Re: Proposed Grand Central Casino City of Tukwila — Memorandum of Cyndy Knighton dated 6/28./01 u. Response a w z � Dear Mr. Lentz: V- tu I have reviewed the referenced memorandum and its various comments concerning trip n ° eneration and data results versus proposed casino scale. For expediency and simplicity I t $ p p XP y lt P� �Y g am responding in the same order as presented. I trust the following will suffice. w w u. a w z P 1. The data in the TIA was indeed based on a single study. This is not unusual. The ITE 7Zdariefferation Manual is replete with "single source" data not the least being a host in the entertainment field such as Amusement Park, Ice Rink, Arena, Dog Racetrack, Horse Track, Movie Theater with Matinee, etc. The difference, however, is that we had access to a lot of confidential data concerning customers by hour of day, day of week, and week of year. This data, although confidential, was used in defining the correct peak hour trip rates. Thus, our data has a strong basis. 2. It is also correct that the scale of the site is somewhat different: the proposed site having "banquet facilities" while the source site did not. However, in my professional judgment, and also affirmed by the transportation planner in another jurisdiction where we are looking at a new casino, the use of a "banquet room" is both unusual and, where used, is found to not be a peak hour contributor in any case. Thus, the different facility sizes are not material due to this added feature. Again, like so many cases in the Trip Generation Manual, this item is neither significant nor sufficient to cause a material shift in our final peak trip estimates. 3. The matter of "office space ", while seemingly an issue, is not really since every "entertainment facility" has to have a central money handling and accounting office. If they did not I am sure the gaming commission(s) if not the IRS would be deeply concerned. Thus, "office space" is ancillary without question. If it were not, then the Trip Generation Manual will need substantive revisions 4. I note the request for additional data from some site in Tacoma. But, it seems this is due to the perceived contrast with the ITE LUC 473 Casino/Video Lottery Traffic Engineers Transportation Planners TEL)206 772 4321 PST. _ D F.1 PAGE:001 R =1n t'. SEP 03 '01 1E:22 BP.:l•l Mr. Rick Lentz September 3, 2001 Page 2 Establishment. Naturally, and I am sure you can appreciate, there is bound to be a difference — the proposed casino is not a video/lottery establishment. In addition, and of more than passing interest, on page 741 of the Trip Generation Manual these video /lottery establishments "do not have full food service" and, importantly, the data "... do not include the full service casino ..." (emphasis added) which the subject site most definitely is. As a consequence, I am unclear about either the need for another set of field data nor what the intended purpose is with that additional data Indeed, what happens if a second set of data produces an even lower trip rate than published in our TIA? Will we average the data? Use the lower set? Or be required to get yet another set? The question here, in my judgment, is that if ITE publishes data from a single source, as noted on the first page of this letter, then what is it that drives the request for a second set? We acknowledge that a single data set may be insufficient: but, if statistical certainty is the goal then even a Sairig, i s T Te needs a sample size of at least 23 and rarely is this found in the kip Generation Manual. May I suggest that the data provided in the TIA is more than adequate for a decision making process, especially a planning type. To conclude with a final comment, Ms. Knighton appears to have overlooked Tables V and VI on pages 11 and 12 of the TIA. These define the actual and complete trip generation data and attendant trip rates per 1,000 gsf (excluding banquet space). In fact, Table VI is the "... actual rate being used ..." if I may quote her directly. Accordingly, this comment is possibly in error. I see that she also asks that the trip data be "... included in the report in a clear manner." To my way of thinking they already are — again, see Tables V and VI on pages 11 and 12 of the TIA. Moreover, they are presented in the same manner as in the ITE Tilt) Generation Manual, the only difference being that ITE will use a percentage "split" for inbound versus outbound trips while I have used an actual rate on Table VI, e.g. p.m. inbound trips at 3.33 trips per hour per 1,000 gsf and outbound trips at 0.69 trips per hour per 1,000 gsf which yields the same results, namely an inbound versus outbound "split" of 83/17. In summary, I have no idea how to make the data more readable or presentable since it already mimics ITE. To depart from standard formats would not be appropriate, in my judgment. Yours truly C. V. Brown, P.E. SEP -03 -2001 03:51PM TEL)206 772 4321 IDKNA AST.'=ZE' F.a P143E: ire F; =99% Ire z -- ?. v City of Tukwila M emo JU U To: !til MosC,ueda p V) Ili From: Cyndy Knighton i . rte tl� jE r CO Date: Cc'2310 O Re: Tr.e Gr =_rd Certr Ca t. rc Trac ires_: St..:., ND I've taken :r t "? r the Silver I Gas rc Cr it : : ^ Can rvenu'e i n"r_ a - e 3 Ili _ a .co at the. TIr, s:.cr;i. � .c r S� v_. Dollar ,., few concerns regardtrg the tr. cerera::cn teat I wCLd like :".a . e �reer Chnstoch=r Brown - ? A..sscc :ates. to address O Data used th develoctng the tr.p genera:Ion rate was vase= or a s; ^.o,= s :te s :::Cy of anc er Sii = Q Dollar Casino teat is half the sde of the proposed faC:i :^/ Ho :.e. : T ,A. a :t_.�, • . lit :e 0 s, a: ,r2 ,.. eC :� S N are coricarabie in size. I dsa ;ree because the dt.;idtrC ;.c- :r : he S sTa: r w: used :: 0 e3 r" CaS; a as 5 O deve ;c0 a trip generat:cn rate. the. full cross stuare footage c` : _ ,Cr ::cSez faciii / srcuid also Ce used H when fic'urirg the peak hour trips In ctrer vi rds. the ban: : ter. 3^C cf c scace should rat be. e considered 'arc :ilari using the prcposed methodology for tnc ; rera::cr LL H O Z There is another Silver Dollar Casino located in Tacoma, wrier rray t:e Tara CCr^parauie :n s;ze If W not. another casino may be Simper encugh to study to provic= rrcre a :c , .,:= da :a Suoccrt;ng the iota p p trip generation rate Studying only the 4-3 pm hour t:rr.e frarhe •s a- - r for my ne_cs. Tne reasc 0 I'm request :ng further data ca tethered is the much h;ch r rate; found , ...e Trio Generat:en Manua. Z for Corn CasinoNideo Loper/ Estabitshr tints and Hign- T :,;rrs:ve' St r..c.y. ". Rmstaurants both ,..,^. c^ are somewhat reflective of the r /ce cf proposed factli"/ I would also like to see tre actual rate ce:rc used and rc. .:ias __._ mired This reeds to induced to the repor. 'n a clear marner There is a 'c: of succor-:ho : cut rc Cear lust: ca.,cr for tr.e tncCurd arc out :cunt rates Are tre rates Cased on sC'_- : seta Are they Cased :r ^,a :r rs pe r r.Ct,r and an est :r.ated vehicle occupancy rate" e a. . ar=c Credit can be rye-: for the e: <,s ::rig peel hour : j ce ^era: _ e :_ e . use :f c'_ ic r_ .._. rz .r:c cr:.. :t can Pe .:se.. for e< :Sono' :hos I tr,Cu ale a v ..r -e. ue_..Crj cease C .c CVi The Grand Central Casino a TRAFFIC IMPACT ANALYSIS for a New Casino in the City of Tukwila March 26, 2001 Traffic Engineers ( Transportation Planners Christopher Brown Cn Associates 9688 Rainier Ave. 8. (Seattle, WA 98118 -5981 (206) 722 -1910 Fax (206) 722 -1909 ,� FILE COPY I anderst.nd t t 11.Ct CITY OF TU+° WILA JUN 0 8 2001 PERMIT CENTER bot--18 List of Figures List of Tables The Grand Central Casino Tragic Impact Analysis z w Table of Contents Purpose 1. o Location 3. w Scope 3. N w Access 3. w 0 Adjacent Land Uses 4. Phasing 5. Street System 5. to d Traffic Characteristics 5. w Horizon Year Traffic 6. ? Trip Generation 6. 8g Trip Distribution 13. Lu Year 2004 Horizon Year Traffic 13. D o Capacity Analysis 13. 8 P- Comments on Levels of Service 16. w w Existing Site Land Use - Trips 17. u Adverse Consequences and Mitigating Measures 17. 6 0 Traffic Mitigation Fees 18. v N Possible Over Estimates 18. l= Conclusions 19. 0 z Recommendations 21. 1. Vicinity Map 2. Current Traffic Volumes 3. 2004 Traffic Volumes without Project 4. Traffic Assignment 5. 2004 Horizon Year Forecast with Project I Sea -Tac Silver Dollar Traffic Parameters `, ave ,."+«: *ei"r't�:�;:.. t-�.w t �§.'i� •y, ..�.�yy..ar. 2. 7. 8. 14. 15. 9. Christopher brown Cn Associates 9688 12ainier Ave. 8. &cattle. WA 98118 -5981 (206) 722 -1910 Fax (206) 722 -1909 Table of Contents Continuation The Grand Central Casino Traffic Impact Analysis Sea -Tac Silver Dollar Average Weekday Volumes Sea -Tac Silver Dollar Casino Vehicle Occupancy Sea -Tac Silver Dollar Casino Inbound Trips by Hour of the Day Sea -Tac Silver Dollar Casino Trip Generation Casino Trip Generation Rates Trip Generation, Grand Central Casino Levels of Service Trip Generation, Current Land Use Appendix - Table of Contents Traffic Count Summary — 52 " /56` Avenue S. @ Interurban Avenue - Data Traffic Count Summary — S. 141 Place @ Interurban Avenue - Data ITE LUC 473, Casino /Video Lottery Establishment — Trip Generation Data Levels of Service Interurban Avenu Interurban Avenu Interurban Avenu Interurban Avenu Interurban Avenu Interurban Avenu Interurban Avenu Interurban Avenu Interurban Avenu Interurban Avenu Interurban Avenu Interurban Avenu Interurban Avenu Interurban Avenu Interurban Avenu e @ I -5, NB On Ramp e ® 52 /56 Avenue S. e @ S. 140 Street e @ Riverside Inn/7 -11 e @ S. 141 Place e @ I -5, NB On Ramp e @ 52 /56` Avenue S. e @ S. 140 Street e @ Riverside Inn/7 -11 e @ S. 141` Place e @ I -5, NB On Ramp e @ 52 /56 Avenue S. e @ S. 140 Street e @ Riverside Inn/7 -11 e @ S. 141` Place Current Volumes Current Volumes Current Volumes Current Volumes Current Volumes 2004 w/o Project 2004 w/o Project 2004 w/o Project 2004 w/o Project 2004 w/o Project 2004 w/o Project 2004 w/o Project 2004 w/o Project 2004 w/o Project 2004 w/o Project GCC -C1P GCC -C2P GCC -C3P GCC -C4P GCC -05P GCC -H1P GCC -H2P GCC -H3P GCC -H4P GCC -H5P GCC -P 1 P GCC -P2P GCC -P3P GCC -P4P GCC -P5P 9. 10. 11. 11. 12. 12. 16. 17. 1. 3. 6. 8. 10. 13. 15. 18. 20. 22. 25. 27. 30. 32. 34. Christopher brown Cn Associates 9688 Rainier Ave. b. &cattle. WA 98118 -5981 (206) 722 -1910 Fax (206) 722 -1909 z w m QLI J U 00 CO 0 tow Purpose co 0 Briefly, the purpose of this study is to obtain current traffic volume data on the adjacent 2 local and abutting arterial street system serving the proposed Grand Central Casino to be ga constructed on a site immediately adjacent the City of Tukwila's "George Long" N a maintenance shops, to the north, and the Riverside Inn on its south eastern boundary. The w project will include a restaurant, lounge and gaming room. Parking for 114 vehicles will z be provided. Access to Interurban Avenue will be from South 140' Street although the o parking lot will also connect with the existing parking lot serving the Riverside Inn. The w w site is now occupied by the Reliable Auto Motors used car facility. Generally, it is D o located in the northern sector of the City of Tukwila, on the west side of the Duwamish p - River and about midway between I -5 and 1 -405. w ~ w U More particularly, the study is to derive the trip generation and a forecast of future (year u. o 2004) traffic conditions so that an assessment of potential traffic circulation and hazard w z impacts can be made. The location of the plat is shown on the Vicinity Map, Figure 1. D 0 z In addition, since the existing arterial roadway — Interurban Avenue — has recently been paved and connects the site with the freeway network, the study considers its impacts on this arterial system in the event street widening may be required for accommodating site generated traffic. The study includes the gathering of local p.m. peak hour traffic volume data on the arterial and local dr ;veways that will be impacted by site generated traffic. The primary intersections of interest initially identified for the project are those that extend south from I -5 to the north southerly to South 141" Place. It may be noted that the p.m. peak hour is the highest peak hour of the average weekday since it contains work, shopping and social- recreation travel demands. Accordingly, it represents the worst case when traffic congestion is at its most severe levels. The inclusion of a background traffic growth rate for assessing horizon year volumes is in accordance with the recommended practice of the Institute of Transportation Engineers The Grand Central Casino City of Tukwila Traffic Impact Analysis Christopher brown Cn' Associates 9688 Qainier Ave. (5. (Seattle, WA 98118 -5981 (206) 722-1910 Fax (206) 722 -1909 • El SOUTHCENIER IONS Pitt C BAKER BLVD!. .-1 -,••,, ,, S 121i4 T ‘ ' \ „.• -; I.,. / 5 7 1 " 5 ' IT'. ST .t .11 1 • . S I Elts4 1 = Si 1 1 ;...161." \ .‘ a' ...• — ' u ..i -.a - S 1 _. 130TH ! : .• , : 3 ! PARKI :)1iti 1 z! .: . .; ; t: 1 — I. t • ..• 1 Z •ZI %.„••_ t - : f•lit t? 1 A ; =. C: •••;', i 11. • • .0. 13343 %Si • Jj• ..— ti A t '" SOUDIGil 11 0 1„_ PA* 5 • .,.. . .••••• , 1. ....i ,..,-, . ...• • .. . — .•. al I. rt; w. .-. ; ■ l'.: ,: 1 ,,,I ' f 4 : .., i 1 .11 -re - Ri 1 .: S T v*, -- • , .._, 0.111 N... ••■■ ... • •■•• -. • .''. 1 'S .1 ' 1 . 1 , 1 % , ' 7 . ..... , ; ,....d. , ii...:.• • ; '.. . : • i„„ .. ...ses . I --`4,. st ,A2s -i. • • . S s. .■- ! - \:- I l'i 1,..4., 4 !139 __s ,i ..... 8 ens s 1' :• l FOSTER GOLF & COURSE 4 4E1 st ' .•1 : —1 • •I__:14 1, S 142ND 5.ri .14c10S S HT* n i — sf — LIB ; i: •(I ., .:. • ST 11 9 • rosrvi ; , me , R; al . I 11 "r " HS 144T in S sf S 5 160TH 61 FIGURE 1 Vicinity Map -2- ST I 10 " 5 124 - ST c NAT4 (91:4 1:..4 4 . ' T : 17r : • 127N - cc • SUITHCENTER PLA • ) 4r. : I'1 128TH ST bee° I S 129 ST 1 0 EIS 131z 5 2 s - S. - -c = 0 ••••i •N‘ --4La" Ro Z1 1 .o. •i , -:... ' S 133RD - - BLVD • •• • ••• TRECK INN/ ■ D / 1 • Christopher brown t Associates 9688 Rainier Ave. S. (Seattle, WA 98118-5981 (206) 722-1910 Fax (206) 722-1909 I S • saw putte; so - " 0. 6(r. • S ‘ 1 . 10 ST RACK RIP RIP/AIM IT RI 1 : 24 ; (ITE), Traffic Access and Impact Studies for Site Development, Transportation Engineering, August, 1988. The traffic study develops estimates of site traffic generation on the basis of a detailed review of traffic at the existing Silver Dollar Casino in Sea -Tac, which is a building of about the same scale as the proposed Grand Central Casino. The study then assigns that traffic to the arterial network based on observed traffic movements over the p.m. peak hour at the driveway serving the existing Silver Dollar Casino across the street from the site. The study continues with the analysis of levels of service (LOS) at the initially recommended impacted intersections under both current and future year 2004 conditions. The future conditions include two analyses — without and with the project. Location The location of the proposed Grand Central Casino is in the City of Tukwila, King County, between the Duwamish River and Interurban Avenue on the south side of South 140 Place. The site is shown on Figure 1, as noted before. More particularly, being situated south of South 140 Street, it will gain its primary access to Interurban Avenue and then to the freeway system via this 2 -lane collector road. Scone For the purposes of this traffic study the scope of the work considers a single tenant building with an upper level office of some 1,500 g.s.f and, on the ground floor, a 3,000 g.s.f banquet room and 9,800 g.s.f set aside for gaming, dining and lounge areas. While this facility will replace the existing casino in the Riverside Inn, the study does not deduct any traffic for that kind of replacement concept but, rather, assumes the generation of all new traffic that, in turn, is added to the system. This yields a worst -case scenario. Access The southeastern part of the site will have a circular passenger drop -off zone and, to the northwest parallel to Interurban Avenue parking for some 114 vehicles. A limited Christopher brown e1 Associates 9688 Rainier Ave. 8. (Seattle, WA 98118 -5981 (206) 722 -1910 Fax (206) 722 -1909 amount of the parking area wraps around the north side of the site, which is served directly from South 140 Street. The primary access to the site will be from South 140 Place, a collector road with STOP sign control on its junction with Interurban Avenue. A second access will be available on the southeast side of the site with its connection to the driveway now used by the Riverside Inn on its southeastern boundary. This access currently serves the Reliable Auto Motors and, in the future, is assumed to remain. The street and driveway intersections considered in this study along Interurban Avenue include: Across Interurban Avenue are the Silver Dollar and Golden Nugget casinos, while to the east of these is a 7 -11 and video rental store. The former is a significant peak hour traffic generator as will be seen in the following traffic volume diagrams. • The 1 -5 northbound on ramp. • The signalized intersection at 52"`' and 56 Avenues South. • South 140 Place and the west driveway for the Silver Dollar Casino. • The west driveway for the Riverside Inn and the 7 -11 store opposite. • The signalized intersection at South 141 Place. In general, the study is to address design features, possible capacity restrictions, and potential traffic safety impacts. Adjacent Land Uses The adjacent, developed land uses in the vicinity of the site tend to be commercial in nature with the City of Tukwila's "George Long" maintenance shops being the only institutional use. As noted earlier, to the southeast of the site is the Riverside Inn, which currently has dining facilities and a lounge as well as a casino. To the southeast of this are office buildings. The proposed Grand Central Casino is not a conflicting land use since it continues the current commercial theme of the existing neighborhood. Christopher brown Cn Associate& 9688 Rainier Ave. b. (Seattle. WA 98118 -5981 (206) 722 -1910 Fax (206) 722 -1909 Phasing The project will be developed in a single phase and, for the purposes of this study, is assumed to be fully occupied by 2004. Thus, 2004 defines the horizon year. z z w U Street System g o u) Lir The immediate fronting street serving the site is Interurban Avenue, a recently re -paved N LL 5 -lane arterial facility with curbs, gutters and sidewalks and along its eastern side a uW 0 bike/trail system. This facility has a flat grade. 1.5 The posted speed limit is 35 mph. Entering side streets are STOP controlled except for N d the intersections of South 141` Place and 52 " and 56 Avenue S., which are signalized. z III The former signal is multi - phased with left turn phasing on Interurban Avenue. The latter signal is a 2 -phase system. Both signals are full actuated. Signal control V 2 tu parameters are noted in the appended Level of Service analyses. ? m Entering Sight Distance (ESD) to the north and south along Interurban Avenue from o El South 140 Place exceeds minimum standards. 111 u IL. o w z U = 0 Because the entering traffic volumes are so low at the World Wide Video store no level Z of service (LOS) computations have been made for its driveway. By inspection, it will be at LOS `A'. All street geometry and related intersection design characteristics and traffic parameters are also noted in the appended level of service calculations. Traffic Characteristics Current (mid - January, 2001) peak hour traffic volume data was obtained in the field under dry and clear weather conditions. Although this was essentially in mid - winter no adverse conditions existed that would skew or otherwise bias the data. Likewise, being in the post - Christmas season with schools in session and normal employment patterns, the data is considered entirely stable and useful for traffic analysis purposes. Christopher brown CAS Associates 9688 Rainier Ave. S. Seattle, WA 98118-5981 (206) 722-1910 Fax (206) 722 -1909 Current p.m. peak hour traffic volumes are shown schematically on Figure 2. As a traffic diagram no scale is assumed in the drawing. The respective arrowheads for the various traffic volumes note the direction of travel. The p.m. peak hour traffic observations did not show significant truck, bus or pedestrian traffic volumes except at the 52 " and 56 Avenue S. intersection which not only serves local traffic but also has two major park `n ride lots adjacent the intersection. Bus and pedestrian data at this intersection along with a vehicle classification count is noted in the appendix. Horizon Year Traffic Figure 3 shows the 2004 horizon year traffic forecast without the proposed Grand Central Casino project. The data of Figure 3 is based on a background growth rate of 2.9 percent per year compounded to the horizon year of 2004. This rate of growth is the mean 13 -year rate found at the WSDOT traffic count station at MP 155.94 on I -5 near SR 599. The 2.9 percent per year rate of growth is typical for many suburban neighborhoods. With the immediate area being fairly well built it may not reflect the future growth in the residential community near the project site: but, it will likely reflect the growth in passing traffic. Accordingly, it is considered accurate for this part of the community. Trip Generation Unfortunately, trip generation for the proposed Grand Central Casino cannot be based on any published data since the Institute of Transportation Engineers (ITE), notes in the Trip Generation Manual, 6 edition, under Land Use Code 473 — Casino/Video Lottery Establishment, a limitation. In particular, it specifically limits that application only to facilities that "... provide electronically or manually controlled slot machines." It further notes, "Full food service is not provided ..." With that limitation, specific trip generation data had to be gathered locally. This was done by researching a site that was somewhat similar in scale and was of a stand -alone 6-- Chri&topher brown Cn Amociate8 9688 Rainier Ave. S. &cattle, WA 98118 -5981 (206) 722 -1910 Fax (206) 722 -1909 Future Grand Central Casino Driveway .� South 140th Place City of Tukwila George Long Shops 56th Avenue S. 1_5 NB • Riverside Inn West Driveway FIGURE 2 Current P.M. Traffic Volumes -7- • ('Q ti Ik4-r" r1.2 i South 141st Place World Wide Video 7 -11 Driveway West Driveway Silver Dollar Casino 52nd Avenue S. Metro Park 'n Ride Lot Chri&tophcr brown (n Aezociatcs 9688 Rainier Ave. 6. &cattle, WA 98118 -5981 (206) 722 -1910 Fax (206) 722 -1909 Future Grand Central Casino Driveway South 140th Place City of Tukwila George Long Shops 56th Avenue S. Z-5 01-1 Ramp Riverside Inn West Driveway , 3 FIGURE 3 2004 Traffic Volumes without Project -8- ==. , =s ue South 141st Place World Wide Video 7 -11 Driveway West Driveway Silver Dollar Casino 52nd Avenue S. Metro Park 'n Ride Lot Christopher Brown CtS Associates 9688 Rainier Ave. &. (Seattle. WA 98118 -5981 (206) 722 -1910 Fax (206) 722 -1909 design such that its patronage could be observed without having to take into account any near-by competing casinos or other kinds of commercial establishments. The sample site for trip generation data is located at 19222 International Boulevard, in the City of Sea -Tac. This is a Silver Dollar casino that, unlike the subject site, has no nearby competition. As a separate facility it is probably a worst -case representation. The Sea -Tac Silver Dollar casino has the following features. TABLE I Sea -Tac Silver Dollar Tra Parameter Building size On site employment Restaurant and Bar Restrictions Times open Alternative travel methods The average weekday traffic volume from sampled data is noted in Table H. Sea -Tac Silver Dollar Average Weekday Volumes Tuesday Wednesday Thursday Average Weekday Volume TABLE II ffic Parameters Scale 7,200 g.s.f. 37 at the peak time Full service No food at gaming tables 7 -days a week 11:00 a.m. to 7:00 a. m. Shuttle service to airport and nearby hotels 459 veh. /day 428 veh. /day 404 veh. /day 429 veh. /day Christopher brown Cn Associates 9688 Qainier Ave. S. Seattle. WA 98118 -5981 (206) 722 -1910 Fax (206) 722 -1909 While the foregoing daily travel appears to be somewhat low for such a facility it is important to note that the vehicle occupancy rate is higher than typically found on any urban street in the p.m. peak hour. At the Silver Dollar casino the following sample observations were made during the weekday peak interval between 4:00 and 6:00 p.m. Sea -Tac Silver Dollar Casino Vehicle Occu . ancv TABLE III Travel Mode Totals Frequency Patrons Pedestrians 5 5 Car with Driver 32 32 Car/Driver & 1 Passenger 5 10 Car/Driver & 2 Passenger 1 3 Car /Driver & 3 Passenger 0 0 Car /Driver & 4 Passenger 1 5 vehicles: 39 patrons: 55 Vehicle/patron rate 55/39 = 1,41 veh. /patrons This rate is higher then found on most suburban roadways where the occupancy rate is in the order of about 1.3 persons per car, if not slightly less. In essence, a trip to a casino may generate fewer auto trips on a per patron basis than other commercial enterprises. Also, with an inbound street peak hour volume of 24 vehicles and an outbound volume of 5 vehicles, for a total peak hour demand of 29 trips per hour, the total hourly demand at the Sea -Tac Silver Dollar Casino may be contrasted against the volume at the Interurban Boulevard Silver Dollar Casino shown on Figure 2 where the one driveway had a total volume of only 11 vehicles per hour. The Interurban Avenue casino site is not very busy. The variation in travel demand by hour of the day is noted next in Table IV. It will be seen in this table that the peak hour of the site starts at 8:00 p.m. In fact, there is not a lot of difference between 8:00 and 11:00 o'clock in the evening. The morning peak hour is non - existent the noon peak hour is about 25 percent of the evening peak and, last, the p.m. peak hour of the street is about 65 percent of the evening peak of the site. -10- Christopher brown 0 Associates 9688 Rainier Ave. 8. &cattle, WA 98118-5981 (206) 722 -1910 Fax (206) 722 -1909 F - . t4!�� TABLE IV Sea -Tac Silver Dollar Casino Inbound Trips by Hour of the Day For the Hour Commencing at: 11:00 a.m. 3 noon 9 1:00 p.m. 13 2:00 p.m. 20 3:00 p.m. 21 4:00 p.m. 22 5:00 p.m. * 24 6:00 p.m. 29 7:00 p.m. 31 8:00 p.m. 38 9 :00 p,m, 37 The hour beginning at 5:00 p.m. and marked with an asterisk ( *) is the data representing the peak hour for the arterial street since, by definition, the street's peak hour is taken between 4:00 and 6:00 p.m. From the appended data it will be seen that at South 141` Place, near the site, the p.m. peak of the street actually starts at 4:00 p.m. TABLE V Sea -Tac Silver Dollar Casino Average Weekday Traffic a.m. peak of the street p.m. peak of the street p.m. inbound outbound split p.m. peak of the site Maximum number of patrons * Saturday daily traffic Saturday peak, at 10:00 p.m. Note: 55 patrons were observed on a Friday at 11:00 p.m. On a Saturday the maximum was 59 at 9:00 p.m. This may have design implications for parking lots. 10:00 p.m. 11:00 p.m. Mid night 1:00 a.m. 2 :00 a.m. 3:00 a.m. 4:00 a.m. 5 :00 a.m. 6:00 a.m. 7:00 a.m. 8:00 a,m. Trip Generation 429 veh. /day 0 veh. /hour 29 veh./hour 85/15 47 veh. /hour 55 @ 10:00 p.m. 632 veh. /day 56 veh. /hour Christopher brown (n Associates 9688 Rainier Ave. 6. (Seattle, WA 98118 -5981 (206) 722 -1910 Fax (206) 722 -1909 35 30 26 23 20 15 10 8 7 5 closed 0 -12- TABLE VI Trip Generation Rates Time Period A.W.D.T. P.M. Peak Inbound P.M. Peak Outbound Peak of the Site Saturday Peak of the Site Trip Rate 59.6 trips/day 3.33 trips/hour 0.69 trips/hour 6.53 trips/hour 87.8 trips/day 7.78 trips/hour For the proposed Grand Central Casino facility on Interurban Avenue at South 140 Place the recommended trip generation is noted below, based on the 9,800 g.s.f. gaming area with the office space and banquet room being ancillary in terms of the average weekday volume and the peak hour of the street system. TABLE VII Trio Generation Grand Central Casino Time Period Trins A.W.D.T. 584 trips/day P.M. Peak Inbound 33 trips/hour P.M. Peak Outbound 7 trips/hour Peak of the Site 64 trips/hour Saturday 860 trips/day Peak of the Site 76 trips/hour When reviewing the above statistics it should be borne in mind that there are two competing casinos directly opposite this site and thus the use of a stand -alone casino, such as the Sea -Tac Silver Dollar Casino, as a model assuredly, implies a worst case with probably peak hour volumes much higher than will in fact take place at this site. Christopher brown Cf Associates 9688 Qainier Ave. &. (Seattle, WA 98118 -5981 (206) 722 -1910 Fax (206) 722 -1909 Trio Distribution The new traffic generated by this casino will be distributed onto the adjacent road network in a manner similar to that observed at the opposite Silver Dollar Casino. The basic assumption is that in the afternoon peak hour the distribution of both inbound and outbound traffic will follow the same trend in that the same population is being served. A schematic diagram showing this future traffic assignment is shown in Figure 4. In developing this figure there are no asseimed capacity restraints anywhere along the system. Year 2004 Horizon Year Traffic Figure 5, the 2004 Horizon Year Forecast, displays the traffic volumes with the proposed Grand Central Casino facility completed. As described earlier, the data assumes no diversion due to inadequate traffic conditions (such as congestion) nor presumes any geometrically or capacity inadequate linkage, particularly along Interurban Avenue. Likewise, with a full service restaurant and bar it is highly probable that some casino oriented trips will be of the "pass -by" type. But, while this may be expected, pass -by traffic has not been subtracted out from the gross trip data. Accordingly, the data of both Figures 4 and 5 are worst -case representations. Capacity Analysis Capacity analysis is in accordance with the 1997 Highway Capacity Manual (HCM) or, more properly, the intersection capacity up -dates pending the new release of I-ICM 2000 published by the Transportation Research Board. The analysis was accomplished using the software called HCS 3, produced by the McTrans Center at the University of Florida, and the TEAPAC software produced by Strong Concepts of Northbrook, Illinois, both being used under license to Christopher Brown, P.E. The results of the analysis are noted below in Table VIII. As noted earlier, the traffic volumes are so low at the World Wide Video that no LOS analysis was performed for its driveway intersection on Interurban Avenue. -13- Christopher brown Cn Associates 9688 12ainier Avc. 6. &cattic, WA 98118 -5981 (206) 722 -1910 Fax (206) 722 -1909 Riverside Inn West Driveway Future Grand Central Casino Driveway .� South 140th Place City of Tukwila George Long Shops 56th Avenue S. 0tl ,1 ‘ an4) FIGURE 4 Traffic Assignment -14- '( 0 0 South 141st Place World Wide Video 7 -11 Driveway West Driveway Silver Dollar Casino 52nd Avenue S. Metro Park 'n Ride Lot Christopher brown (n Associates 9688 Rainier Ave. &. (Seattle, WA 98118 -5981 (206) 722-1910 fax (206) 722 -1909 Riverside Inn West Driveway Future Grand Central Casino Driveway South 140th Place City of Tukwila George Long Shops 56th Avenue S. OD Raz? FIGURE 5 2004 Horizon Year Forecast -15- <,?\`°Th /0) South 141st Place World Wide Video 7-11 Driveway West Driveway Silver Dollar Casino 52nd Avenue S. Metro Park 'n Ride Lot Chrigopher brown 0' Amociates 9688 Rainier Ave. S. Seattle. WA 98118-5981 (206) 722-1910 Fax (206) 722-1909 TABLE VIII Levels of Service 2001 2004 2004 Without With Casino Casino Intersection Interurban Ave. @ I -5 NB On Ramp B B B 12.0 sec. 12.5 sec. 12.6 sec. Interurban Ave. @ 52 " /56th Ave. S. A A A 8.7 sec. 8.8 sec. 8.8 sec. Interurban Ave. @ S. 140 Street. B C C 13.3 sec. 15.6 sec. 16.4 sec. Interurban Ave. @ 7- 11/Riverside B B B 13.9 sec. 14.9 sec. 15.0 sec. Interurban Ave. @ S. 141 Place A A A 9.7 sec. 9.8 sec. 9.8 sec. Comments on Levels of Service In Table VIII the levels of service for the two traffic signals at 52 " /56th Avenues S. and S. 141 Place are all computed on the basis of the traffic signals operating in their present mode with no change in phasing either now or in the future. While the signal timing used optimizing routines the phasing has been kept constant. There is no degradation in the year 2004 traffic conditions either without or with the project. In essence, the signals work very well as now set -up. At the site's access on Interurban Avenue at S. 140 Street the only change in traffic operations is that by the year 2004 the LOS will drop one step to `C', from the current LOS `B'. Further, by the year 2004 with the project there is no change in the LOS but the delay will increase from 15.6 seconds to 16.4 seconds. This is a negligible increase. From Table VIII, it will be seen that the expected traffic operations on completion of the project are well within acceptable standards. Of interest, this assessment is based on the existing street network that, in the future, is assumed to remain unchanged with respect to Christopher brown (?1 Associates - 9688 Rainier Ave. 8. Seattle. WA 98118 -5981 (206) 722 -1910 Fax (206) 722 -1909 • All intersection geometries and associated traffic control. The existing street system is clearly able to accommodate all site - generated traffic. There is no reason to assume future 2004 traffic operations will not remain within acceptable limits. Existing Site Land Use — Trips For estimating net traffic impacts it is assumed that the business that will be displaced conforms to ITE Land Use 110, General Light Industrial. With 12 employees the following p.m. peak hour volumes may be deducted for the gross generated traffic shown in Table VII in order to properly define traffic mitigation fees. TABLE IX Ti Generation Current Land Use Time Period Trips P.M. Peak Inbound P.M. Peak Outbound This data agrees reasonably well with the p.m. peak hour data shown on Figure 2, page 7, derived from field counts although the volumes shown on that figure obviously include some traffic from the city maintenance shops. Adverse Conse uences and Miti. ation Measures -17- 1 trips/hour 4 trips/hour As discussed earlier, it appears that entering sight distance (ESD) is presently available at the site's access onto Interurban Avenue. Similarly, with an adequate LOS with the present STOP control on the minor street, there is no reason to assume any additional hazard will be created as a consequence of the new casino. Given adequate access and the lack of any adverse road conditions there are no specific traffic mitigation measures required. Participation in prior street improvements through Christopher brown Cn Associatce , 9688 Rainier Ave. S. (Seattle, WA 98118 -5981 (206) 722-1910 Fax (206) 722 -1909 Traffic Mitigation Fees Possible Over Estimates -18- project trip fee assessments is the only requirement. These are described next, below. Traffic mitigation fees may be imposed on the project. It appears that the only projects that will be impacted by site traffic are the southern component distributed to I-405 via the newly reconstructed Interurban Bridge and the West Valley /S. 180``` Street Improvement project. From prior data these have, respectively, per p.m. peak hour trip fees of $1,122 and $475. Consequently, based on the gross traffic volumes associated with the project, less the current light industrial traffic, it seems that the Interurban Bridge project fees will be: $1,122 X (13 gross trips - 2 existing trips) = $ 12,342 and for the West Valley /S. 180`" Street Improvement project: $475 X (11 gross trips -- 2 existing trips) = $ 4,275 From the above, the total anticipated gross traffic mitigation fees would be $16,617 Since the traffic generation for the Grand Central Casino is based on observations at a stand -alone casino with no adjacent competition, the Sea -Tac Silver Dollar Casino, and since the existing casino in the Riverside Inn will be relocating to this new site, the traffic mitigation fees should really be based on the net rather than the gross increased traffic demands generated by the new facility. Consequently, the above estimated traffic mitigation fees for the new Grand Central Casino should be reduced to reflect the net new traffic that this "relocated" casino will produce. It will be recalled that the foregoing traffic study is based on the gross estimated traffic, not its net new traffic associated with its increased size at the site next door to the Riverside Inn. Since there has, so far, been no reduction in the forecast demand to take into account the relocation of the casino from the Riverside Inn to the next door site, that Christopher brown CS Associates 9688 12ainier Ave. S. Seattle, WA 98118 -5981 (206) T22 -1910 Fax (206) 722 -1909 is the only remaining item left to define the net new traffic. This is because the existing site usage has already been taken into account so all that remains is to estimate the difference between the traffic generated by the Riverside Inn casino component and the new Grand Central Casino. From discussions with the casino owner- operator (11/5/98) the current casino in the Riverside Inn accounts for about 35 percent of the p.m. peak hour traffic volume. From Figure 2, on page 7, the proximate Riverside Inn driveway has 68 p.m. peak hour trips. Of these, 35 percent or 24 peak hour trips are associated with the casino portion. Accordingly, for the Grand Central Casino at the new and adjacent site, its gross p.m. peak hour traffic, shown on Table VII, page 12, amounting to 40 p.m. (33 + 7) weekday peak hour trips, can be reduced to (40 - 24) 16 trips. With 16 net new p.m. peak hour trips, of which 36 percent are to and from the south through these two projects, the above noted traffic fees can be further reduced. They will become for the Interurban Bridge project fees will be: $1,122 X (11 net trips - 6 existing trips) _ $5,610 and for the West Valley /S 180` Street Improvement project: $475 X (9 net trips - 4 existing trips) = $2,375 Consequently, from the above computations, the total anticipated net traffic mitigation fees would be $7,985. Finally, recognizing that the above fees are based on trip generation estimates and not on actual observed p.m. peak hour volumes made after the Grand Central Casino is built and in full operation, both the city and the developer may wish to allow an adjustment in these fees to be made after future field studies have been completed. Using real data in lieu of estimated traffic data will yield a more accurate traffic mitigation fee. Conclusions The following conclusions may be drawn. • The Grand Central Casino will be located between the Duwamish River and Interurban Avenue in the City of Tukwila. -19- Christopher brown ■n Associatcs\ 9688 12ainier Avc. b. &cattic. WA 98118 -5981 (206) 722 -1910 Fax (206) 722 -1909 1111.•NI..dMI . • The facility will house a 9.800 g.s.f. gaming room. 1,500 g.s.f. devoted to office space, and a 3,000 g.s.f. banquet room. • The road network under review in this TIA includes Interurban Avenue from the 1 -5 NB on -ramp to South 141' Place. Included in the analysis are the driveways serving the 7 -11 store, Silver Dollar Casino, the Riverside Inn and the World Wide Video. • The site will displace an existing facility that may be classed as light manufacturing in terms of its current trip production. • The trip generation for the proposed casino are based on field studies undertaken at the Sea -Tac Silver Dollar Casino. • Based on the foregoing field studies the worst case trip generation for the Grand Central Casino will amount to 584 weekday trips with the peak hour including 33 inbound and 7 outbound trips. No pass -by traffic has been defined. • On a Saturday the site may produce up to 860 daily trips and 76 trips in the highest hour of the day in the evening. • The time when the project is complete and fully occupied is taken at the year 2004. This is the horizon year for the TIA. • The trip distribution is based on observed traffic movements at the Silver Dollar Casino on the opposite side of the road. Some 36 percent of the trips are oriented to the south. Of this southerly component, about 15 percent will travel via 1-405. • Current levels of service are all well within acceptable ranges: none is worse than LOS `B' with a maximum delay of 13.9 seconds. • In the horizon year of 2004 without the project the worst LOS, at South 140 Street on Interurban Avenue, will be LOS `C' with a delay of 15.6 seconds. • Future traffic operations are analyzed on the basis of assumed total new trip generation. No trip deductions have been made for the existing site usage nor for the relocation of the existing casino from the Riverside Inn. • In the horizon year with the project the worst LOS will still be at South 140 Street on Interurban Avenue, but will remain be LOS `C' with a delay increased to 16.4 seconds. • Based on the LOS standards, being extremely high, there will be no adverse traffic conditions associated with this project on its completion. • At the main site entrance road, South 140 Street on Interurban Avenue, there is adequate entering sight dista ice (ESD). • To compute the traffic mitigation fees two projects are referenced. These are the Interurban Bridge project and the West Valley /S 180 Street Improvement project. • The trip generation for the current land use that will be replaced by the Grand Central Casino is assumed to be light industrial with a peak hour volume of 5 trips per hour which is verified by field counts. Christopher brown (n Associates 9688 Rainier Ave. S. Seattle, WA 98118 -5981 (206) 722 -1910 Fax (206) 722- 1909G� • The estimated p.m. peak hour traffic from the existing casino in the Riverside Inn is 24 peak hour trips. • The net new traffic that will be added to the system is 40 - 29 = 11 trips. • For the southern component on which mitigation fees may be expected the net p.m. peak hour traffic is 5 trips through the Interurban Bridge project and 5 trips through the West Valley/S. 180`" Street Improvement project. • The total traffic mitigation fees based on the preliminary estimates of net new traffic added to the system amount to $7,985. This should be treated as a preliminary estimate, subject to revision. Recommendations It is recommended that final traffic mitigation fees be based on actual field surveys after the Grand Central Casino is completed and in full operation so that an accurate count of net new traffic can be established. -21- Christopher brown Cn Associates 9688 12ainier Ave. S. Seattic. WA 98118 -5981 (206) 722 -1910 Fax (206) 722 -1909 Table of Contents Levels of Service Interurban Interurban Interurban Interurban Interurban Interurban Interurban Interurban Interurban Interurban Interurban Interurban Interurban Interurban Interurban Avenue @ I -5, NB On Ramp Avenue © 52 Avenue S. Avenue @ S. 140 Street Avenue @ Riverside Inn/7 -11 Avenue @ S. 141 Place Avenue @ I -5, NB On Ramp Avenue @ 52 " /56` Avenue S. Avenue @ S. 140 Street Avenue @ Riverside Inn/7 -11 Avenue ® S. 141 Place Avenue @ I -5, NB On Ramp Avenue @ 52" /56 Avenue S. Avenue @ S. 140 Street Avenue @ Riverside Inn/7 -11 Avenue @ S. 141 Place The Grand Central Casino Tragic Impact Analysis Appendix Traffic Count Summary — 52 " /56 Avenue S. @ Interurban Avenue - Data Traffic Count Summary — S. 141 Place @ Interurban Avenue - Data ITE LUC 473, CasinoNideo Lottery Establishment — Trip Generation Data Current Volumes Current Volumes Current Volumes Current Volumes Current Volumes 2004 w/o Project 2004 w/o Project 2004 w/o Project 2004 w/o Project 2004 w/o Project 2004 w/o Project 2004 w/o Project 2004 w/o Project 2004 w/o Project 2004 w/o Project GCC -C I P GCC -C2P GCC -C3P GCC -C4P GCC -05P GCC -H 1 P GCC -H2P GCC -H3P GCC -H4P GCC -H5P GCC -P 1 P GCC -P2P GCC -P3P GCC -P4P GCC -P5P 1. 3. 6. 8. 10. 13. 15. 18. 20. 22. 25. 27. 30. 32. 34. Christopher brown Cn Associates 9688 Rainier Ave. S. Seattle. 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' =I 1 1 I 1 I q 1 0 1 1 (o1 11-(e I 3 I 4C ' 1 1 I I$ 1 1 1 1 •I 1 1 1 1 I 11 1 1 I I I 1 1 1 I . 1 11 1 -' 1 11 1 1 . 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 11 1 1 1 1 1 3 z i 1 3 1 1 9 11 i 1 t 1 ^`7v 1 ? 1 11 . 112x' 1 ' f j .Q ( 1 1 1 I 1 I 1 I 11 1 I 1 1 1 1 1 1 1 i (i I I 74 1 .b/ 1. 1 ( . ti I.12 1 .. II ce I .12 2Z 11 _ • I. 1 . "7 - 1/4 I - i 3 1 i 3 1 11 I 1 11 3 1 1 1 1 I 1 1 I! I ! Il 3 I 1 • 1 I 1 I ( 11 I I 11 I I I I 3 I II I I 11 I 1 II 1 1 1 I ( I 13 I I II i I 11 1 1 1 1 1 I 1 1 1 II i I 11 1 I 1 I 1I 1 1 I) I I I I I TOTALS 1 I 1 it I I II I I II 3 I d e of =TALI 1 �..J C• Gt�tsli CAT I OAT II�J.: j INTERSECT ICM CF iii PL ?'S I -► AND ' r��_ca.. =_rY T 1JM1c� •C�- TC _ /5 P .= PSAX HCV� TRAFFIC VCLUMF SUMMA ' Land Use: 473 Additional Data Source Number 359 Trip Generation, 6th Edition CasinoNideo Lottery Establishment Description Casino /video lottery establishments are businesses that provide elect nic or mmanuuall controlled slot machines. Ful food service is en �t rovided at these fa`ci itl`1 es: ~. ow� eve re reshments an alcoho is e ve gr may be sery . These facilities do not inci de t fu service casinos or casino/hotel facilities such as in Las Vegas or Atlantic i Riverboat casinos are not included in this land use category. The sites were surveyed in the 1990s in South Dakota. 741 Institute of Transportation Engineers Space Heat Type 0 Electric resistance 0 All other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be included in the Gross Exterior Wall Area if they are Insulated to the level required for opaque walls. Total Glazing Area Electronic version: these values are automatically taken from ENV -UA -1. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Glazing 56.0 -' 11203.5 X 100 = 0.5% Concrete/Masonry Option p 0 Yes Check here if using this option and if project meets all requirements for the Concrete'Masonry Option. See Decision Flowchart (over) for qualifications Enter requirements for each qualifying 0 no assembly below. Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R- values Roofs Over Attic For Building Department Use All Other Roofs Applicant ::s: 19.0 Opaque Walls Appicant 19.0 Below Grade Walls Applicant Phone: Floors Over Unconditioned Space Slabs -on -Grade 8.0 Radiant Floors Maximum U.factors Opaque Doors 0. 600 Vertical Glazing 0.400 Overhead Glazing Maximum SHGC (or SC) Vertical/Overhead Glazing ( 1. 000 Project Info Project Address GRAND cEN CASINO Date 5/15/01 For Building Department Use TUKWILA, WA Applicant ::s: 1 Appicant .— -it �T1 1 L 6 I V Applicant Phone: Envelope Summary Climate Zone 1 ENV-SUM 1994 Washington State Nonresidential Energy Code Compliance Forms Project Description Compliance Option 0 Prescriptive Q Component Performance (See Decision Flowchart (over) for qualifications) 0 ENVSTD 0 Systems Analysis Semi- heated space* Minimum Insulation R- values Roofs Over Semi - Heated Spaces' 'Refer to Section 1310 for qualifications and requirements Notes: 4W. 1 ' • •1 - N•n is -n . - • •d- emir. - •u, New Building ❑ Addition [] Alteration ❑ Change of Use June 1995 Opaque Concrete /Masonry Wall Requirements Insulation on interior - maximum U- factor is 0.19 Insulation on exterior or integral - maximum U- factor is 0.25 If project qualifies for Concrete /Masonry Option, list walls with HC z 9.0 Btu /ftioF below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 20 -5b in the Code. Walt Description U- factor (including insulation R -value & position) crrt OF JUN 0 8 2001 PERMIT CENTER Project Address GRAND CENTRAL CASINO Date 5/15/01 Space Heat Type 0 Electric resistance Q All other For Building Department Use Glazing Area as % gross exterior wall area 0.5% Prop. I 40. Max.Target Concrete/Masonry Option O Yes ® No Notes: If glazing area exceeds maximum allowed in Table, then calculate adjusted areas on back (over). If Concrete/Masonry Option is used, Target U- factors, SHGC and Glazing % will be different than shown below. Refer to Table 13 -1 for correct values. Building Component List components by assembly ID & page # Proposed UA U- factor x Area (A) = UA (U x A) Target UA U factor x Area (A) = UA (U x A) Vertical Glazing U 0.400 Plan ID ALL U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.400 56.0 22.4 0.900 56.0 50.4 Glazing % Electric Resist. Other Heating 0 -15% 0.40 0.90 >15 -20% 0.40 0.75 >20 -30% not allowed 0.60 >30 -40% not allowed 0.50 (see Table 13-1 for Conc/Masonry values) Overhead Glazing sog3y JOAO U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: Glazing % Electric Resist. Other Heating 0-.15% 0.80 1.45 >15-20% 0.80 1.40 >20 -30% not allowed 1.30 >30-40% not allowed 1.25 (see Table 13 for Conc/Masonry values) I Oth.Roofs U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: s 1 U 0.600 Plan ID ALL rxr. U= Plan ID: U= Plan ID: 0.600 63.0 37.8 0.600 63.0 37.8 Electric Resist. Other Heating 0.60 0.60 JaAO sjooa R= Plan ID: R= Plan ID: R= Plan ID: Electric Resist. Other Heating 0.031 0.036 sjooa Jat10 R 19.0 Plan ID ALL R= Plan ID: R= Plan ID: 0.049 10518.0 515.4 0.050 10518.0 525.9 Electric Resist. Other Heating 0.034 0.050 Opaque Walls' R 19.0 Plan ID ALL R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: "Note: sum of Target Areas here should equal 0.062 11084.5 687.2 Target Opaque Wall Area (see back) 0.140 11084.5 1551.8 I,* Electric Resist. Other Heating Ordinary 0.062 0.14 Metal stud 0.11 0.14 Conc(int) 0.19 0.19 Conc(oth) 0.25 0.25 Below Grade Walls R= Plan ID: R= Plan ID: R= Plan ID: Note: if insulated to levels required for opaque walls, list above with opaque walls Electric Resist. Other Heating Ordinary 0.062 0.14 Metal stud 0.11 0.14 Floors Sp. R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: Electric Resist. Other Heating 0.029 0.056 _ ape.16 - uo -gelS R 8.0 Plan ID ALL R= Plan ID: R= Plan ID: R= Plan ID: 0.560 561.7 314.5 0.540 561.7 303.3 Electric Resist. Other Heating F =0.54 F =0.54 (see Table 13-1 for radiant floor values) For CMU walls, indicate core insulation material. Totals For compliance: 22283.2 1577.4 Totals 22283.2 2469.2 Envelope UA Calculations Climate Zonel ENV -UA 1994 Washington State Nonresidential Energy Code Compliance Forms 1994 Washin ton State Nonresidential Ener Code Com.liance Form 1) Proposed Total Area shall equal Target Total Area, and 2) Proposed Total UA shall not exceed Target Total UA. June. 1995 Building Permit Plans Checklist 1994 Wasruncton State Energy Code Compnance Forms ENV -CHK June. 1995 Project Address GRAND CENTRAL CASINO }Date 5/15/01 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code Section Component Information Required Location on Plans Building Department Notes GENERAL REQUIREMENTS (Sections 1301 -1314) 1301 Scope Unconditioned spaces identified on plans if allowed 1302 Space heat type: bitt If "Other", indicate on plans that electric resistance heat is not allowed t'+ f _ M y 1310.2 Semi - heated spaces Semi-heated spaces identified on plans if allowed 1311 Insulation ■ 1311.1 Insul. installation Indicate densities and clearances 1 1 1311.2 Roof /ceding insul Indicate R•value on roof sections for attics and other roofs. Indicate clearances for attic insulation; Indicate baffles if eave vents installed. Indicate face stapling of faced batts fit,. 0 -J 1311.3 Wan insulation Indicate R -value on wall sections. Indicate face stapling of faced batts: Indicate above grade exterior insulation is protected, Indicate loose -fin core insulation for masonry walls as necess. Indicate heat capacity of masonry walls if masonry option is used or if credit taken in ENVSTD. t � A /_, O / Ileg 1311.4 Floor insulation Indicate R -value on floor sections; Indicate substantial contact with surface, Indicate supports not more than 24" 0 c : Indicate that insulation does not block airflow through foundation vents 4, 0 4 1311.5 Stab -on -grade floor Indicate R -value on wall section or foundation detail; Indicate stab insulation extends down vertically 24" from top. Indicate above grade exterior insulation Is protected Ap .0 1A 1311.6 Radiant floor Indicate R•value on wall section or foundation detail; Indicate slab insulation extends down vertically 36" from the top, Indicate above grade exterior insulation is protected, Indicate Insulation also under entire slab where req'd by Official "11 1312 Glazing and doors Provide calculation of glazing area (including both vertical vertical and overhead) as percent of gross wall area / �. I /� t'16 1312.1 1312.2 U•factors SHGC & SC Indicate glazing and door U- factors on glazing and door schedule (provide area - weighted calculations as necessary), Indicate if values are NFRC or default, if values are default then specify frame type, glazing layers, gapwidth, tow -e coatings, gas fillings Indicate glazing solar heat gain coefficient or shading on glazing schedule (provide area - weighted calculations as necessary) A4. t NA coefficient 1313 Moisture control N*, 1313.1 Ow, Vapor retarders Indicate vapor retarders on warm side 1 ! . 0 / T 1v7 1313.2 Roof /ceiling vap ret. Indicate vapor retarder on roof section; Indicate vap retard. with sealed seams for non -wood strut A�j' .09 v ti y , f 1313.3 Walt vapor retarder Indicate vapor retarder on wall section / ,t.l.. V �1 tiro 1313.4 Floor vapor retarder Indicate vapor retarder on floor section ill ' o !t� , v` NIA 1313.5 Crawl space vap. ret. Indicate six mil black polyethylene overlapped 12 on ground 1314 Air leakage 1 V 1314.1 Bldg envel. sealing Indicate sealing. caulking, gasketing. and weatherstripping MC o 1314.2 Glazing/door sealing Indicate weatherstripping 1r i 1 f t Itit 1314.3 Assemb. as ducts Indicate sealing, caulking and gasketing _ % I D PRESCRIPTIVE/COMPONENT PERFORMANCE (Sections 1320 -23 or 1330 -34) Envelope Sum. Form Completed and attached. Provide component performance worksheet if necessary Provide ENVSTD screen 1 output if necessary 1994 Washinaton State Nonre If "no" Is shown for any question, provide explanation: Project Info Project Address GRAND CENTRAL CASINO Dat 5/15/01 CFM SP' For Building Dept. Use Flow Control TUX WILA, NA Applicant Name: Applicant Address: Applicant Phone: Fan Equipment Schedule Equip ID Brand Name' Model Nq' CFM SP' HP /BHP Flow Control Location of Service _._ AIIIIIIIIIIIIL ........_ _ A ' Cooling Equipment Schedule Equip. ID Brand Name' Model No.' Capacity Btu/h Total CFM OSA CFM or Econo? SEER or EER i IPLNP Location AIIIIIIIIIIIIL ........_ _ A ' Heatin : E • ui • ment Schedule Equip. ID Brand Name' Model No.' Capacity Btu /h Total CFM OSA cfm or Econo? Input Btuh Output Btuh Efficiency' AIIIIIIIIIIIIL ........_ _ A ' in Mechanical Summary • • - . . MECH -SUM 1994 Washington State Nonresidential Energy Code Compliance Forms Compliance Option N - is , ' •t r 1' n •ru 'If available. 2 As tested according to Table 14 -1, 14 -2 or 14 -3. 7 if required. 4 COP, HSPF, Combustion Efficiency, or AFUE, as applicable. s June. 1995 Project Description ( GAS PACKAGE ROOFTOP NC Briefly describe mechanical system type and features, --i Ue Simple System 0 Complex System 0 Systems Analysis (See Decision Flowchart (over) for qualifications. Use separate MECH -SUM for simple 8 complex systems.) Equipment Schedules The following information is required to be incorporated with the mechanical equipment schedules on the plans. For projects without plans, fill in the required information below. Mechanical Permit Plans Checklist MECH -CHK 1994 Wastungton State Energy Code Compliance Forms June 1995 Project Address GRAND CENTRAL CASINO Date 5/15/01 The following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) I Code Section Component Information Required I Location on Plans l Building Department Notes HVAC REQUIREMENTS (Sections 1401 -1424) 1411 Equipment performance a a. 1411.4 Pkg. elec. htg.& clg. List heat pumps on schedule I l (M 1 yes 1411.1 Minimum efficiency Equipment schedule with type, capacity, efficiency ll 1412 HVAC controls yes 1412.1 Temperature zones Indicate locations on plans H1,7 yos 1412.2 Deadband control Indicate 5 degree deadband minimum Mi Ma. 1412.3 Humidity control Indicate humidistat yes 1412.4 Automatic setback Indicate thermostat with night setback and 7 diff. day types Hi yos 1412.4.1 Dampers Indicate damper location and automatic controls H7 , 8, 9 P.a. 1412.5 Heat pump control Indicate microprocessor on thermostat schedule At a • 1412.6 Combustion htg. Indicate modulating or staged control yos 1412.7 Balancing Indicate balancing features on plans Indicate thermostat interlock on plans M7 , 8 , 9 7.1. 1422 Thermostat interlock yes 1423 Economizers Equipment schedule M1 1413 Air economizers ..� yes 1413.1 Operation Indicate 100% capability on schedule Mi yes 1413.2 Control Indicate controls able to evaluate outside air Indicate capability for partial cooling Mi ' Hi yes 1413.3 Integrated operation 1414 Ducting systems yes 1414.1 Duct sealing Indicate sealing necessary Hi yes . 1414.2 Duct insulation Indicate R -value of insulation on duct Indicate R -value of insulation on piping Mi Mi yes 1415.1 Piping insulation yes 1424 Separate air sys. Indicate separate systems on plans )(ITCH. PLANS yes Mech. Sum. Form Completed and attached. Equipment schedule with types. input/output, efficiency, cfm, hp, economizer SERVICE WATER HEATING AND HEATED POOLS (Sections 1440 -1454) 1440 Service water htg. a. 1441 Elec. water heater Indicate R -10 insulation under tank yes 1442 Shut off controls Indicate automatic shut -off Mi 1450 Heated pools /La. 1452 Pool water heaters Indicate not electric resistance 7. a • 1453 Pool heater controls Indicate switch and 65 degree control 17• a. 1454 Pool covers Indicate vapor retardant cover di. a. 1454 Pools 90 +degrees Indicate R -12 pool cover no is circ a or anv question. provide explanation: 1994 Wathinatnn State Nonresidential Ener z 1 W JU O 0 ND co W co ld WO g u_Q N_ W Z ZO W V O N O I— WW tL L1f Z U = O GAS ROOFTOP AIR- CONDmONING SCHEDULE DESIGNATION: AC -1 AC -2 AC -3 AC -4 AC -5 ZONE: GAMING ROOM CAFE /DINNING BANQUET ROOM KITCHEN MANAGER /SECURITY (2ND. FLR.) MANUFACTURER: TRANE TRANE TRANE TRANE TRANE MODEL: YCH301C3LCAA YCH241C3LCAA YCH241C3LCAA YCH037C3LCAA YCH061C3LCAA DISCHARGE: HORIZONTAL HORIZONTAL HORIZONTAL HORIZONTAL HORIZONTAL GAS TYPE: NAT. NAT. NAT. NAT. NAT. COOLING • ARI (MBH): 278.0 268.0 268.0 41.0 58.0 HEATING INTPUT (MBH): 250.0 250.0 250.0 80.0 90.0 HEATING OUTPUT (MBH): 203.0 203.0 203.0 65.0 73.0 E.E.R.(SEER): 10.4 10.6 10.6 (12.0) (12.0) AFUE: 817. 81% 81% 81% 81% FAN MOTOR: BELT BELT BELT BELT BELT CFM: 9900 7040 8340 1200 2000 E•SP. (IN -H20): 1.50" 1.50" 1.50" 1.50" 1.50" INDOOR FAN(HP.); ONE - 7.5 H.P. ONE - 7.5 H.P. ONE - 7.5 H.P. ONE - 0.75 H.P. ONE - 0.75 H.P. OUTDOOR FAN(H.P.); TWO - 1.0 H.P. TWO - 1.0 H.P. TWO - 1.0 N.P. ONE - 0.25 H.P. ONE - 0.25 H.P. COMPRESSOR RLA /LRA: TWO - 42.1 /251 TWO - 42.1/251 TWO - 42.1/251 ONE - 17/101 ONE - 18.6/118 COMPRESSOR MOTOR(HP): TWO - 10 H.P. TWO - 10 H.P. TWO - 10 H.P. ONE - 3.0 ONE - 5.0 VOLTAGE: 208 208 208 208 208 PHASE: 3 3 3 3 3 FILTERS (THROWAWAY): PLR MFR. PER MFR. PER MFR. PER MFR. PER MFR. WEIGHT (LBS): 2500 2500 2500 850 1000 REMARKS: ( ( ( (2)(3)( ( (1) WITH OVERSIZED MOTOR AND DRIVE. 1007. ECONOMIZER. BAROMETRIC RELIEF. CRANK CASE HEATER. COMPRESSOR SHORT -CYCLE PROTECTION. FREEZE PROTECTION. UNIT SAFETY FEATURES, ROOF CURB, AND THROW AWAY 11LTERS. (2) VERIFY VOLTAGE WITH ELECTRICAL. (3) PROVIDE FACTORY INSTALLED ELECTROSTATIC 1 ti_TERS. (4) WITH OVERSIZED MOTOR AND DRIVE, BAROMETRIC RELIEF, CRANK CASE HEATER. COMPRESSOR SHORT -CYCLE PROTECTION. FREEZE PROTECTION. UNIT SAFETY FEATURES, ROOF CUR[3. AND THROW AWAY fIl_TERS • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. EXHAUST FAN SCHEDULE DESIGNATION: EF -1 EF -2 EF -3 EF -4 EF -5 EF -6 EF -7 EF -8 EF -9 EF -10 EF -11 EF -12 EF -13 ZONE JANITOR WOMEN JANITOR CARD ROOM MEN BAR GAM NC ROOM GAMING ROOM EMPLOYEE LOUNGE MEN (2N0. FLR.) WOMEN (2ND. FLR.) MOP /CHEM. ELEC. ROOM MANUFACTURER: GROAN GREENHECK BROAN BROAN GREENHECK GREENHECK PENN VENTILATOR PENN VENTILATOR BROAN GREENHECK GREENHECK GROAN GROAN MODEL: S150 CSP258 HD80 HD80 CSP258 CSP258 DYNAMO 020 DYNAMO 020 362MG CSP256 CSP256 361MG 361MG TYPE: CEILING CEILING CEILING CEILING CEILING CEILING CENTRIFUGAL UTILITY CENTRIFUGAL UTILITY CEILING CEILING CEILING CEILING CEILING DRIVE: DIRECT DIRECT DIRECT DIRECT DIRECT DIRECT BELT BELT DIRECT DIRECT DIRECT DIRECT DIRECT CFM: 150 590 80 80 470 450 3000 3000 120 210 210 120 120 E.SP. ON-H20): 0.25" 0.75" 0.25" 0.25" 0.75" 0.75" 1.25" 1.25" 0.375' 0.50" 0.50' 0.3/5" 0.375" SONES 3.0 5.5 2.5 2.5 5.5 5.5 - • - 3.9 4.0 4.0 4.6 4.6 RPM: - - - - - - 986 986 - - - - - HP.(AMPS): (0.9) (3.77) (0.6) (0.6) (3.77) (3.77) 1.5 1.5 (1.3) (0.71) (0.71) (1.2) (1.2) VOLTAGE: 120 120 120 120 120 120 208 208 120 120 120 120 120 PHASE: 1 1 1 1 1 1 1 1 1 1 1 1 1 WEIGHT: 40 80 40 40 80 80 320 320 40 25 25 30 30 REMARKS (2) (2) (2) (2) (2) (3) ( ( ( (2) (2) (2) (2) (1) WITH 8.0.0, METAL GRILLE. AND WALL MOUNTED TIMER (0 -60 MINUTES). (2) WITH B.D.0 , AND METAL GRILLE, INTERLOCK WITH LIGHT SWITCH. (3) WITH B.D.D., METAL GRILLE. AND WALL MOUNTED SPEED CONTROLLER SET AT MAXIMUM CFM FOR FAN AS SHOWN A9OVE. (4) ARRANGEMENT H10. VIBRATIONSPRING ISOLATORS. BAROMETRIC I3ACKDRAFT DAMPER. WEATHER COVER, BIRDSCREEN, RAINH000, SUPPORT ANGLES. AND WALL MOUNTED "ON /OFF" SWITCH. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Location (floor /room no Fixture Description Number of Fixtures Watts Fixture Watts Proposed TYPE •A• 42W COMPACT FLUORESCENT DOWNLIGNT 100 47.0 4700.0 IS VT. CEILING EXEMPT TYPE •A IN FOOD PREP AREA 14 3289.0 3683.7 TYPE •■• 7S14 HALOGEN DOWNLZGNT 15 75.0 1125.0 TYPE •c• 24W COMPACT FLUORESCENT DOWNLIGMT 14 37.0 518.0 TYPE •D• SOW HALOGEN DOWNLIGHT 3 50.0 150.0 TYPE •E• 42W COMPACT FLUORESCENT WALL WASHER 9 47.0 423.0 TYPE •F• (2) 7SW HALOGEN ADJUSTABLE SPOTS 3 150.0 450.0 EXEMPT TYPE •F• IN FOOD PREP AREA 5 TYPE •G• (2) SOW HALOGEN ADJUSTABLE SPOTS 3 100.0 300.0 TYPE •H• 7SW HALOGEN ADJUSTABLE SPOT 1 75.0 75.0 TYPE •J• 7SW HALOGEN ADJUSTABLE SPOT 6 75.0 450.0 EXEMPT TYPE •J IN FOOD PREP ARRA 5 TYPE •I• (2) 36WT1 COMPACT FLUOR. HALF -GLOBE N/ E.D. 1 70.0 70.0 TYPE •L• (2) 21W COMPACT FLUORESCENT HALF -GLOBS 6 74.0 444.0 TYPE •M (2) 11W COMPACT FLUORESCENT WALL SCONCE 13 50.0 650.0 TYPE •8 17WT8 FLUORESCENT MIRROR LIGHT 8 22.0 176.0 TYPE •P• (3) 36W COMPACT FLUORESCENT SUR FACE 3 107.0 321.0 TYPE •G• (2) 20W INCANDESCENT DECORATIVE LIGHT 3 40.0 120.0 TYPE •11 (3) 32WT8 FLUORESCENT WRAPAROUND W/ E.b. 9 93.0 837.0 EXEMPT TYPE •R• IN FOOD PREP ARIA 5. ELEC. R.M. 14 TYPE •T• (2) 32WT8 FLUORESCENT WRAPAROUND W/ E.H. 3 62.0 186.0 TYPE •0 (3) 32WT8 FLUORESCENT TROFFER W/ ELIC.BALLAST 26 93.0 2418.0 EIIMPT TYPE •U• IN 1000 PREP AREA 1 TYPE •V EXEMPT (3) 32NT3 FLUORESCENT TROFFER W/ s.b. 5 TYPE •x• (1) 32wr1 FLUORESCENT STRIP W/ ELEC. BALLAST 27 32.0 864.0 TYPE 0 X. EXIT SIGN WITH BATTERY BACX.UP POWER TYPE •Y DUAL SPOT EGRESS LIGHTS WITH BATTERY POWER Location (floor /room no.) Occupancy Description Allowed Watts per ft Area in ft Allowed x Area 17 FT. CEILING RESTAURANT (1.0 • (1.0.2)) 1.16 3852.0 4468.3 IS VT. CEILING RESTAURANT (1.0 • (6.0.2)) 1.12 3289.0 3683.7 14 FT. CEILING RESTAURANT (1.0 • (5 1.10 3148.0 3462.8 c 9 FT. CLO. RESTAURANT 1.00 1646.0 1646.0 EXEMPT FOOD PREP AREA 1909.0 OFFICE 1.20 1813.0 2175.6 Project Info Project Address 14040 INTERURBAN AVENUE SOUTH Date 06/01/2001 TUXxIL11, WASHINGTON For Building Department Use GRAND CENTRAL CASINO Applicant Name. ;ORRICE LEN Z ARCHITECT ApplicantAddress: 1000 - 136TH PLACE 1100, SELLEVUE. sloes Applicant Phone. 428- 747.3177 Lighting Summary LTG -SUM 1994 Wasnirgton State Nonres■denaai Energy Code Compliance Fomq Compliance Option 1994 Washington State Nonresidential Energy Code Compliance Form Maximum Allowed Lighting Wattage (Interior) 0 Prescriptive Q Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over) Indicate Prescriptive & LPA spaces clearly on plans ) " From Table 15-1 (over) . document all exceptions on form LTG-LPA Proposed Lighting Wattage (Interior) (May not exceed Total Allowed Watts for Interior) Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Allowed Watts Jure. 1995 Project Description New Building ❑ Addition ❑ Alteration Alteration Exceptions (check appropriate box) ❑ No changes are being made to the lighting ❑ Less than 60% of the fixtures are new. and installed lighting wattage is not being increased 15436.4 Total Proposed Watts 14277.0 Location Description Allowed Watts per ft or per If Area in ft (or If for perimeter) Allowed Watts x ft (or x If) Covered Parking 70W METAL HALIDE DOWNLIOHT 0.2 W /ft 95.0 • Open Parking 17591 METAL HALIDE WALL PACK 0.2 W /ft 63131.0 12626.2 Outdoor Areas (4) 75W INCANDESCENT SURFACE GLOBE 0.2 W /ft 300.0 300.0 Bldg. (by facade) (1) 32WT0 FLUORESCENT STRIP W/ ELEC. BALLAST 0.25 W /ft 32.0 224.0 Bldg. (by perim) (2) 1SW INCANDESCENT DECORATIVE LIGHT 7.5 W/If 556.0 4170.0 Note: for building exterior, choose either the facade area or the perimeter method. but not both) Total Allowed Watts 16796.2 Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed TYPE "AA" 70W METAL HALIDE DOWNLIOHT 4 95.0 380.0 TYPE "BB" 17591 METAL HALIDE WALL PACK 4 210.0 840.0 TYPE "CC" (4) 75W INCANDESCENT SURFACE GLOBE 1 300.0 300.0 TYPE "DD" (1) 32WT0 FLUORESCENT STRIP W/ ELEC. BALLAST 7 32.0 224.0 TYPE "EE" (2) 1SW INCANDESCENT DECORATIVE LIGHT 297 15.0 4455.0 TYPE "YF" (2) 400W METAL HALIDE CUT -OFF, 20 FT. POLE 3 922.0 2766.0 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 8965.0 1994 Washington State Nonresidential Energy Code Compliance Form Maximum Allowed Lighting Wattage (Exterior Proposed Lighting Wattage (Exterior) (May not exceed Total Allowed Watts for Exterior) Lighting Permit 1994 Washington State Energy Code Plans Checklist LTG -CHK Compliance Forms June, 1995 Project Address 14040 INTERURBAN AVENUE SOUTH Date 06/01/2001 ' The following information is necessary to check a lighting permit application for compliance with the lighting requirements in the 1994 Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code Section Component Information Required Location on Plans Building Department Notes LIGHTING CONTROLS (Section 1513) yes 1513.1 Local control /access Schedule with type, indicate locations A4.0 AND D- 1 yes 1513.2 Area controls Maximum limit per switch D -1 1513.3 Daylight zone control Schedule with type and features, indicate locations yes vertical glazing Indicate vertical glazing on plans A4.0 n.a. overhead glazing Indicate overhead glazing on plans ye s 1513.4 Display /exhib /special Indicate separate controls 0-1 1513.5 Exterior shut -off Schedule with type and features, indicate location ye s (a) timer w /backup Indicate location D -2 yea (b) photocell. Indicate location D -2 . 1513.6 Inter. auto shut -off Indicate location n.a. a. 1513.6.1 (a) occup. sensors Schedule with type and locations n.a. 1513.6.2 (b)• auto. switches Schedule with type and features (back-up, override capability); Indicate size of zone on plans yes Lighting Sum. Form Completed and attached. Schedule with fixture types, lamps, ballasts, watts per fixture A4.0 I IElec motor efficiency MECH -MOT or Equipment Schedule with hp, rpm, efficiency If "no" is circled for any question, provide explanation: 1994 Washington State Nonresidential Energy Code Compliance Form Location Description Allowed Watts per ft or per If Area in ft (or If for perimeter) Allowed Watts „ x ft (or x If) . Covered Parking 70W METAL HALIDE DOWNLIONT 0.2 W/ ft2 95.0 380.0 Open Parking 175W METAL HALIDE WALL PACK 0.2 W /ft 63131.0 12626.2 Outdoor Areas (4) 75W INCANDESCENT SURFACE GLOBE 0.2 Wift 300.0 300.0 ^ Bldg. (by facade) (1) 32WTS FLUORESCENT STRIP N/ ELEC. BALLAST 0.25 W /ft ._ 32.0 224.0 Bldg. (by perim) (2) 15W INCANDESCENT DECORATIVE LIGHT 7.5 W/if 556.0 4170.0 Note: for building exterior, choose either the facade area or the perimeter method, but not both) Total Allowed Watts 16796.2 Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed TYPE "AA" 70W METAL HALIDE DOWNLIONT 4 95.0 380.0 TYPE "BB" 175W METAL HALIDE WALL PACK 4 210.0 840.0 TYPE "CC" (4) 75W INCANDESCENT SURFACE GLOBE 1 300.0 300.0 ^ TYPE "DD" (1) 32WTS FLUORESCENT STRIP N/ ELEC. BALLAST 7 ._ 32.0 224.0 TYPE "EE" (2) 15W INCANDESCENT DECORATIVE LIGHT 297 15.0 4455.0 TYPE "FF" (2) 400W METAL HALIDE CUT -OFF. 20 FT. POLE 3 922.0 2766.0 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 8965.0 1994 Washington State Nonresidential Energy Code Compliance Form Maximum Allowed Lighting Wattage (Exterior) Provosed Liehtine Wattage (Exterior) (May not exceed Total Allowed Watts for Exterior) MAIN FLOOR LIGHT LIGHTING ROOM NAME SWITCH LOAD (WATT$) NOTES VESTIBULE NL 14 LOBBY - 612 JANITOR - 62 CARD ROOM 62 WOMEN'S LOUNGE y 321 WOMEN JANITOR - 62 EVENT SERVICE BAR - 282 ES a 940 EVENT BANQUET b 940 VGZ C 321 LOUNGE STORAGE - 186 ELECTRICAL ROOM - 93 ES COIIJTI•G ROOM - 186 MEN • 303 L/B STAGING 831 E5 PREP KITCHEN ES COOKLINE - 465 ES W.I. FREEZER - 200 ES W.I. COOLER • 200 ES SCULLERY - 312 ES EXIT CORRIDOR • 111 DRY STORAGE - 186 ICE - 186 ES BEER • 93 LIQUOR STORAGE • 93 PLATFORM a 150 e 315 EL DRINK STATIONS -{ P 150 g 316 CASHIER LOUNGE, 4 h 893 CAFE/DINING AREA k 320 m 1311 GAMING ROOM n 1125 p 513 q 450 LIQUOR STORAGE - 148 NOTES WITCH CHELE UPPER FLOOR LIGNT LIGHTING ROOMNAME SWITCH LOAD (WATTS) NOTES MECHANICAL MEZZ. - 128 ES EMPLOYEE LOUNGE 312 STAIR NL 93 MEN 186 WOMEN - 186 HALL - 312 BOOKKEEPING OFF. - 312 MANAGER'S OFFICE 312 STAIR 62 NL 93 SECURITY /SURVEIL. - 312 1. ROOMS WHERE ONE LIGHT SWITCH OR TWO THREE -WAY SWITCHES CONTROL ALL LIGHTS IN THE ROOM ARE DESIGNATED WITH A DASH (-) UNDER THE SWITCH COLUMN. 2. ROOMS WHERE MORE THAN ONE LIGHT SWITCH CONTROL THE LIGHTS IN A ROOM: a. A LOWER CASE LETTER IDENTIFIES THE SWITCH ON SWEET A40 3. ABBREVIATIONS USED: a. "EL" DESIGNATES EXEMPT LIGHTS FROM THE WASHINGTON ENERGY CODE, SECTION 15122, NOTE 6. b. "EL" DESIGNATES EXEMPT LIGHTS FROM THE WASHINGTON ENERGY CODE, SECTION 15122, NOTE 6. c. "NL" DESIGNATES A NIGHT LIGHT CIRCUIT WITHOUT A LOCAL SWITCH. d. "VGZ" DESIGNATES A VERTICAL GLAZING ZONE REQUIRING A SEPARATE CONTROL PER THE WASHINGTON ENERGY CODE. 20AIP CCT. TBD o NEUTRAL !XTEIO LIGHT CONTOLs • 20AIP CCT. TBD o 0 20AIP •^■ CCT. TBD o 0 2042P /-\ CCT. TBD o 0 CCT. TBD o 0 20AIP CCT. TBD 0 0 20AIP CCT. TBD o 20AIP CCT. TBD o O P/C -III- 1 1 1 1 I 1 11 EXTERIOR WALL LIGHTS EXTERIOR WALL LIGHTS PARKING POLE LIGHTS -- w-- --4PDT LIGHTING CONTACTOR, ELECTRICALLY OPERATED, MECHANICALLY HELD, I20V COIL, AND NEMA 1 ENCLOSURE EXTERIOR WALL LIGHTS EXTERIOR WALL LIGHTS EXTERIOR WALL LIGHTS SPARE CONTACT 4PDT LIGHTING CONTACTOR, • ELECTRICALLY OPERATED, MECHANICALLY HELD, 120V COIL, AND NEMA 1 ENCLOSURE 120V PHOTO- ELECTRIC CELL ON EXTERIOR OF BUILDING FACING NORTH SPOT TIME SWITCH, MOMENTARY CONTACTS WITH 120v MOTOR RESERVE POWER FEATUR AND NEMA 1 ENCLOSURE 1+197 UNIFORM BUILDING CODE 3301 3303.6 SECTION 3301 -- EXCAVATIONS AND FILLS 3301.1 General. Excavation or fills for buildings or structures shall be so constructed or protected that they do not endanger life or property. Slopes for permanent fills shall not he sleeper than 1 unit verti- cal in 2 units horizontal (50% slope). Cut slopes for perranent ex- cavations shall not be steeper than 1 unit vertical in 2 units horizontal (50% slope) unless substantiating data justifying steep- er cut slopes are submitted. Deviation from the foregoing limita- tions for cut slopes shall he permitted only upon the presentation of a soil investigation report acceptable to the building official. No fill or other surcharge loads shall be placed adjacent to any building or structure unless such building or structure is capable of withstanding the additional loads caused by the fill or surcharge. Existing footings or foundations that may he affected by any ex- cavation shall be underpinned adequately or otherwise protected against settlement and shall be protected against lateral move- ment. For footings on adjacent slopes j see Section 11(J6.5. . ,, • Fills to he used to support the foundations of any building or structure shall be placed in accordance with accepted engineering practice. A soil investigation report and a report of satisfactory placement of fill, both acceptable to the building oflici.►I, dell he submitted. Where applicable (see Section 11)1.3), see Appendix Chapter 33 for excavation and grading. 3301.2 Protection of Adjoining Property. The requirements for protection of adjacent property and depth to which protection is required shall be as deleted by prevailing law. Where not de- fined by law, the following shall apply: Any person making or causing an excavation to be made to u depth of 12 feet (3658 mm) or less below the grade shall protect the excavation so that the soil of adjoining property will not cave in or settle, but shall not he li- able for the expense of underpinning or extending the foundation of buildings on adjoining properties when the excavation is not in excess of 12 feel (3658 nun) in depth. Ilefure commencing the ex- cavation, the person staking ur causing the excavation to be n shall notify in writing the owners of adjoining buildings not less than 11) days before such excavation is to be made that the excava- tion is to be made and that the adjoining buildings should he pro- tected. The owners of the adjoining properties shall he given access to the excavation for the purpose of protecting such adjoining build- ings. Any person making or causing an excavation to be made ex- ceeding 12 feet (3658 mm) in depth below the grade shall protect the excavation so that the adjoining soil will not cave in or settle and shall extend the foundation of any adjoining buildings below the depth of 12 feet (3658 mm) below grade at the expense of the person causing or snaking the excavation. The owner of the ad- joining buildings shall extend the foundation of these buildings to a depth of 12 feet (3658 nun) below grade at such owner's ex- pense, as provided in the preceding paragraph. Chapter 33 SITE WORK, DEMOLITION AND CONSTRUCTION SECTION 3302 — PREPARATION OF BUILDING SITE All stumps and roots shall he removed from the soil to a depth of at Fast 12 inches (305 nun) below the surface of the ground in the area to he occupied by the building. All wood forms That have been used in placing concrete, if with- in the ground or between foundation sills and the ground, shall he removed before a building is occupied or used for any purpose. Before completion, loose or casual wood shall be removed from direct contact with the ground under the building. SECTION 3303 — PROTECTION OF PEDESTRIANS DURING CONSTRUCTION OR DEMOLITION 3303.1 General. No person shall use or occupy a street, alley or public sidewalk fur the petfornnance of work under a building per- mit except in accordance with the provisions of this chapter. No person shall perform any work on any building or structure adjacent to a public way in general use by the public for pedestrian travel unless the pedestrians are protected as specified in this chapter. Any material or structure temporarily occupying public prop- erty, including fences and walkways, shall he adequately lighted between sunset and sunrise. For additional requirements for temporary buildings or suite- Imes, sec Section 311)3. 33(13.2 'Temporary Use of Streets and Alleys. The use of public property shall meet the requirements of the public agency having jurisdiction. Whenever requested, plot plans and construction de- tails shall he submitted for review by the agencies concerned. 331)3.3 Storuge on Public Property. Nlatcrial and equipment necessary tor wok to he dune under a Pernik shall not be placed or stored on public property so as to obstruct Irce and convenient ap- proach to and use of any fire hydrant, Fite or police alarm box, util- ity box, catch basin, or manhole or so as to interfere with the free !low of water in any street or alley gutter. 3303.4 Mixing tslurtar on Public Property. The mixing or handling of nuutar, concrete or other material on public property shall he done in a unuuner that will not deface public property or create a nuisance. 331)3.5 Protection of Utilities. A substantial protective frame and Wattling shall be built around and over every street lamp, util- ity tux, fire of police alarm tux, fire hydrant, catch basin, and manhole Mat may be damaged by any work being done under the permit. This protection shall be maintained while such work is be- ing done and shall not obstruct the normal functioning of the dew ice. 3303.6 Walkway. A walkway not Tess than 4 feet (1 219 nun) wide shalt be maintained on the sidewalk in front of the building site during construction, alteration or demolition unless the public agency having jurisdiction authorizes the sidewalk to he fenced and closed. Adequate signs and railings shall be provided to direct pedestrian traffic. Railings shall be provided when required by Section 3303.7. The walkway shall be capable of supporting a uniform live Toad of 150 pounds per square toot (psf) (7.1S kN /tn-). A durable wear- ing surface shall be provided. 1 -297 HEIGHT OF CONSTRUCTION DISTANCE FROM CONSTRUCTION PROTECTION REOUIRED x 304.8 for mm 8 feet or less Less than 6 feet 6 feet or more Railing None More than 8 feel Less than 6 feel Fence and canopy 6 feet or more, but not more than one fourth the height of construction Fence and canopy 6 feet or more, but between one fouuh to one half the height of construction Fence 6 feet or more, but exceeding one half the construction height None 3303.7 TABLE 33 -A 3303.7 Pedestrian Protection. 3303.7.1 Protection required. Pedestrian traffic shall he pro- tected by a railing on the street side when the walkway extends into the road vay. by a railing adjacent to excavations and by such other protection as set forth in Table 33 -A. The construction of such protective devices shall be in accordance with the provisions of this chapter. 3303.7.2 Railings. Railings shall be substantially built and, when of wand, shall he constructed of new material having a nom- inal size of at (cast 2 inches by 4 inches (51 mmii by 11)2 mm). Rail- ings shall he at least 3 feet 6 inches (1067 mm) in height and, when adjacent to excavations, shall be provided with a midrail. 3303.7.3 Fences. Fences shall he solid and substantially built. he not Tess than 8 feet (2438 mm) in height above grade and he placed on the side of the walkway nearest to the building site. Fences shall extend the entire length of the building site and each end shall he returned to the building line. Openings in such fences shall he protected by doors that arc nor- mally kept closed. All fences shall be provided with 2- inch -by -4 -inch (51 roam by 102 nun) plates, top and bottom. and shall he well braced. The fence material shall he a minimum of 1 /.t -inch (19.1 mm) hoards or 1 /4 -inch (6.4 tin) plywood. Plywood fences shall conform to the following requirements: I. Plywood panels shall he bonded with an adhesive identical to that for exterior plywood. 2. Plywood 1 1.1 inch (6.4 mm) or 5/l6 inch (7.9 min) in thickness shall have studs spaced not more than 2 feet (61(1 mm) on center. 3. Plywood • /x inch (9.5 min) or 1 /2 inch (12.7 mm) in thickness shall have studs spaced not more than 4 feet (1219 nun) on center, provided a 2-inch-by-4-inch (51 runt by 102 nun) stiffener is placed horizontally at the midheight when the stud spacing ex- ceeds 2 feet (61(1 mm) on center. 4. Plywood 5/8 inch (15.9 nom) or thicker shall not span over 8 feet (2438 min). 3303.7.4 Canopies. The protective canopy shall have a clear (height of 8 feet (2438 mm) above the walkway. The roof shall he tightly sheathed. The sheathing shall he 2 -inch (5 t Hint) nominal wood planking or equal. Every canopy shall have a solid fence built along its entire length on the construction side. If materials are stored or work is done on the roof of the canopy, the street sides and ends of the canopy roof shall he protected by a 1 -298 TABLE 33 -A —TYPE OF PROTECTION REQUIRED FOR PEDESTRIANS 1997 UNIFORM BUILDING CODE tight curb hoard not Icss than 1 foot (305 mm) high and a railing not less than 3 feet (► inches (1067 nun) high. The entire structure shall he designed to carry the Toads to he im- posed on it, provided the live load shall not he less than 150 psf (7.18 kN /m In lieu of such design, a protection canopy support- ing not more than 150 psf (7.18 kN /m may he constructed as fol- lows: 1. Footings shall he continuous 2-inch-by-6-inch (51 mm by 152 mm) members with scabbed joints. 2. Posts not Tess than 4 inches by 6 inches (102 mm by 152 mm) in size shall he provided on both sides of the canopy and spaced not more than 12 feet (3658 mm), center to center. 3. Stringers not Tess than 4 inches by 12 inches (102 mm by 305 mm) in size shall he placed on edge upon the posts. 4. Joists resting upon the stringers shall he at least 2 inches by 8 inches (51 mm by 31)5 nim) in size and shall be spaced not more than 2 feet (610 in), center 10 center. 5. The deck shall he of planks at least 2 inches (5 1 mm) thick nailed to the joists. 6. Each post shall he knee - braced to joists and stringers by members 4 feet (1219 mm) long, not less than 2 inches by 4 inches (51 nun by 102 mm) in size. 7. /1 curb not less than 2 inches by 12 inches (51 mm by 305 nani) in site shall he set on edge along the outside edge of the deck. EXCEPTION: protection canopies for new. light frame construe. Lion not exceeding loo stories in height may he designed for a live load of 75 psf (3.50 kN /m or the loads lo he irnposed on it, whichever is the greater. 3303.8 Mnintenance and Removal of Protective Devices. 3303.8.1 Maintenance. Pedestrian protection required by Sec- tion 3303.7 shall he maintained in place and kept in good order for the entire length of time pedestrians may he endangered. 3303.8.2 Removal. livery protection fence or canopy shall he removed ‘vithin 3(1 days after such protection is no longer required by this chapter for protection of pedestrians. 3303.9 Demolition. The work of demolishing any building shall not commence until the required pedestrian protection structures are in place. The building official may require the permiltee to submit plans and a complete schedule for demolition. Where such are required, no work shall he done until such plans or schedule. or both, arc ap- proved by the building official. 1997 UBC HANDBOOK as to provide a proper and adequate foundation for the structure above and one which will limit settlements to tolerable levels. So that the building official may verify the adequacy of the geotechnical design of the fills, the code requires that a soil in- vestigation report outlining the geotechnical design of the fill materials and a report of satisfactory placement of the fill be submitted for approval. 3301.2 Protection of Adjoining Property. The provisions in this section arc based on common law precepts of lateral sup- port. Over the years, common law and, more recently, statute law have established the requirements for lateral support. That is, the owner of a piece of real property shall be entitled to the lateral support of that property by adjacent property. The princi- ple of lateral support covers basically two situations: 1. When the owner of a piece of property desires to cause an excavation to he made on the property to a depth less than a "standard depth" [standard depth is 12 feet (3658 mm) in the UI3CJ, that owner is responsible for protecting the adjacent real property so that it will not cave in or settle due to the removal of lateral support. However, the exca- vating owner is not responsible for providing lateral sup- port or protection against lateral movement and settlement for any buildings on the adjacent property as long as the excavation does not extend below the standard depth. Therefore, if there is a building on the adjacent proper- ty, the excavating owner must permit the owner of the ad- jacent property reasonable access to the property so that the adjacent owner may underpin or take whatever means arc necessary to protect his or her building. 2. When an owncr wishes to excavate below the standard depth, the owner must not only provide protection to pre- vent cave -in and settlement of the soil on the adjacent property but must also underpin or otherwise protect the foundations of the huildings on the adjacent property below the 12 -foot (3658 mm) depth. In other words, the excavating owner is responsible for pro- viding lateral support to protect adjacent property from cave -in or settlement regardless of the depth of the excavation. How- ever, the excavating owner is responsible for underpinning the adjacent owner's huildings only where the excavation exceeds the standard depth. These provisions are illustrated in Figures 3301 -2 and 3301 -3. SECTION 3302 — PREPARATION OF BUILDING SITE To prevent decay and to eliminate an avenue of entrance for termites and other insects, the code requires that the area of the site to be occupied by the building he free of all stumps, roots, and any loose or casual lumber. This requirement was formerly included with the wood -frame construction requirements of Chapter 23 of the 1991 UBC. SECTION 3303 — PROTECTION OF PEDESTRIANS DURING CONSTRUCTION OR DEMOLITION Both Section 3303 and Chapter 32 regulate the use of public streets and sidewalks. Section 3303 provides those general regu- 386 lations and criteria for the temporary use of public pro which are generally found to apply to most jurisdictions. As the nature and philosophy of each jurisdiction varies, so the regulations each promulgates regarding the use of pub property and, in particular, the use of streets and sidewalks. jacent property owners have rights of access to their pro The public street also provides access for puhlic services such fire and police protection, street sweeping and mainten street lighting, trash pickup, and other services provided by jurisdiction or its contractors. Utilities serving adjacent pro also use the public street for access. 3393.1 General. It is the intent of Section 3303 to regulate porary use of puhlic property and to secure the safety of trians using the sidewalk or public right -of -way adjacent building construction operations or demolition. For obvious reasons, the code requires that any constructs materials temporarily stored on the street. any pedestrian w way or any protection canopy he adequately lighted bet sunset and sunrise. This may take the form of warning Ian on barricades protecting materials storage or on the boun of walkways and canopies. Also. incandescent or other ill nation may be required on the underside of the protectl canopy to provide lighting for the walkway. For simple trian walkways, the public street lighting may be adequate properly light the walkway. 3393.2 Temporary Use of Streets and Alleys. Most juri tions have regulations for the use of public property which enforced by the puhlic works department or a similar agency: is the intent of the UBC that wherever other regulations effect they shall he followed. Where they conflict with this c ter, the conflict should be resolved by amending this chapter the regulations of the puhlic works agency. 3393.6 Walkway. A puhlic jurisdiction provides sidewalks streets for the free passage of vehicular and pedestrian traffic, the case of pedestrian traffic, the usual procedure is to prov sidewalk on each side of the street. Therefore, when cons tion or demolition operations are conducted on property adj cent to the sidewalk, the code requires that a walkway at I 4 feet (1219 mm) wide he maintained in front of the building for the use of pedestrians. However, in those cases where trian traffic is unusually Tight, the jurisdiction may authorize fencing and closing of the sidewalk to pedestrian use. 3303.7 Pedestrian Protection. 3303.7.1 Protection required. Pedestrians must be protec from the potential hazards that exist during construction demolition operations adjacent to the public way. The type protection depends on the type of operation being conduc For example, an excavation directly adjacent to the pedes walkway would necessitate a minimum of a guardrail along side facing the excavation. Also, where the pedestrian walk extends into the public street, a railing is required on the s side of the walkway to protect the pedestrians from vehic traffic. Uniform Building Code Table 33 -A provides the cri for determining whether or not additional protection is requ depending on the height and proximity of the construction ations to the pedestrian walkway. Depending on these vats parameters, the protection required will vary from none fence and canopy. Z 1 • W ix 2 O 0 w J tL W D W Q • 3 Z O • w U O N w w • ro 111 tJ O ForS1: 1 foot = 304.8 mm. For SI: 1 foot o 304.8 mm. ORIGINAL FINISH GRADE \ OWNER OF LOT A RESPONSIBLE FOR LATERAL SUPPORT OF SOIL ON LOT 8 ORIGINAL FINISH GRADE 12 FT. DEPTH \ IL. LOT A I 12 FT. OR LESS LOT A R 1 l / /■\ \Y /l," / /\ \ / A\ LATERAL SUPPORT — EXCAVATION TO DEPTH OF 12 FEET OR LESS FIGURE 3301.2 \ \ \Y \ \ / \ \ \` \ \\ \ L/ •: • // Y v/ / OWNER OF LOT B UNDERPINS TO HERE \ 14/, \\ A,` 12-FT. DEPTH .. 3303.7.2 Railings. The code only requires an open -type guard- rail 3 feet 6 inches (1067 mm) in height when a railing is re- quired; furthermore, when the railing is adjacent to an excava- tion, the code requires that it be provided with a midrail. However, the jurisdiction may wish to modify these require- ments to require a solid fence 5 feet (1524 min) high in place of the guardrail adjacent to excavations. Today's litigious society almost guarantees that were a child to fall through or climb over the open railing, the jurisdiction would be sued for several million dollars. 3303.7.3 Fences. The intent of the code is that a fence, when re- quired, be solid and sturdy enough to prevent impacts from the LOT B \ \Y \ /\ \ \` /A ��\ UNDERPINNING OWNER OF LOT A MUST NOTIFY OWNER OF LOT 8 OF INTENT TO EXCAVATE AND ALLOW OWNER OF LOT B ACCESSS TO EXCAVATION TO UNDERPIN HIS/HER BUILDING LOT 8 OWNER OF LOT A UNDERPINS BELOW 12 -FT. DEPTH LATERAL SUPPORT — EXCAVATION TO DEPTH EXCEEDING 12 FEET FIGURE 3301 -3 1997 UBC HANDBOOK construction operations from penetrating the fence and injuring passing pedestrians. Because of this intent the code also requires that the fence extend along the entire length of the building site and that the ends return to the building line so as to provide a complete separation between construction operations and pedestrians. Although the code requires openings in the fence to be pro- tected by doors which normally are kept closed, the code does not intend to prevent the use of small view ports at eye level so that passing pedestrians may stop and view the construction operations if they wish. 387 w.... l.x . vr�r..+ i... w....+........ va. .....t....�.. .�-a... r LANE of to" Coke • suis Carr.) 42'k I2" Come.. C1.o5+vat2 --" O O 0 0 0 O (3--;)( &' rife. O O O O af c' 661012AL. cAst io - 1131041t-A exlsilt■1e 5 h 6F 114 (FpGG OF OVA. la Pf o Wes-) to" coke.. TILT- u? P tr1..5 hl too LinlE of 1iLt. (rtrro(ZE) MOM lAgE 15 Mrfc. OF MU tJ DL& . (Ga M emu WALL -- Y2x14 tortL e: LAY 4 44 24-NM 2.4 ticed. ( 1 l T• VIAL LEO aF pR( SET (tstro O 0 j0 0 / 8 O !D 0 / NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 0 0 X12 ° eDNC.. Fret • 1J/6447-rte. 8 12" lrtzu FA - 6" '- IL'( -Or Cor1L rAt E'1.. caw,. G.c nSUgiE ft; j • O 0 0 0 0 O 0 0 0 0 xt2 CoNG t2° {1- Ar w4pMrE v 4RA011) Gaff it, aseSINo - K+a I L oRiicd.1 a-. 9EIM L A - AOPI NIG P L A C , e n or ?1 v SIDE cASInla (AMU. -1, WA Mho Sticult.1 o*J SEtr. A fA' 0 NNW WaL ..5ECfcoW ia/A(P ) NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 'Reid iddteton 728 134th Street SW Suite 200 Everett, Washington 99204 Ph: 425741.3800 fax :425 741-3900 rv�:S�id rn^ EL. IcI.S5 � =11� 1171in- Ut �.tll =1t1 Ill= Ill Sheet _ ( of Design by r i Dote ( C' Z— Checked by Project Ho. ?-6 — C5 1 — v t .. .) = 1 Date Project TO lc LL a S l2 C'OCCie` czo t ti G `t' t i t - L1 S t 6 l1 - EL . (cC),05 I t` z 1.)3 S � 1 -7' -- .. 36 peJ . S2C. 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SSMH RIM..15.68 6" CONC SE & NE, CL CHANNEL...14.94 LADDER TO THE WEST STRUCTURE SEEMS ABANDON 1".= Cltp*IqE °epee vP. • CB #5, (TYPE I) W/ FRAME AND GRATE. RIM= 16.50 INV. (12" NW) = 14.50 Ex CB 661 2EPAP4 RIM =15.60 (2P0SE 1Z1M To rt. 12" CONC NW=12.84 12" CONC SE=12.82 RErLACE WITH TWE II 4814...ear . L• MATCI I C-X-7-4NVCRTa //' EX. CB RIM=17.68 8" CONC NE=14.75 ( R h/tool) bO k IV 11bLr 0.0100 EX. CB RIM=17.55 8" CONC NE=15.03 EX. CBMH RIM=18.00 24" CONC NW= I 3.24 18" CMP SE=13.50 N8 E 150.00' File: DO1-(BO 35mm Drawing# PERMIT NO.:00 t - ISO BUTLDLVG PERMITS INSPECTIONS 0/00001 ?:ogress Inspection Status [�' 00002 ?re-construction ❑ 00003 Investigation 0 00004 OK to Occupy ❑ 00005 Remove Stop Work Order ❑ 00006 Follow -up ❑ 00007 ?re -Move inspection ❑ 00050 WSEC Residential ❑ 00060 WA Ventilation/Indoor AQC ❑ 00070 \ILEA Inspectiow vtoduiar Strap: ❑ 00071 Mobile Home Tie Down Insp ❑ 0007" Marriage Lines ❑ 00090 Resteel 00095 rooting Drains 00100 Foundation Footings 2 00200 Foundation Walls ❑ 00 "0 2/ 00300 Concrete Siab/Siab insulation ❑ 00350 Crawl Space Q` 00400 Shear Wall Nailing ❑ 00450 Plywood :Nall Sheathing ❑ 00500 Roof Sheathing Nailing ❑ 0052 Plywood Deck Nailing ❑ 00550 Exterior Wall Sheathing ❑ 00600 Masonry Chimney ( ❑ 00610 Chimney Installation/All Types 00700 Framing 00750 Roof/Ceiling Insulation ❑ 00300 Floor Insulation [00301 Wall Insulation • 0080' Exterior Roof insulation Q 00803 Glazing Inspection 2'A0815 Lighting and Controls p 0001900000 S interior W uspende � allboar d Fastening ❑ 01001 Exterior Wallboard Fastening ❑ 01110 °'e-Move Inspection ❑ 01 1 15 Motor Inspec :ion ❑ 01120 Pre -Demo ❑ 01140 Pre- reroof ❑ A1400 Final -Fire 01700 Finat- Buiiding ❑ 01900 Final- Reroof ❑ 03100 Site Visit rflE 04000 Special - Concrete ❑ 04001 Special -Bolts in Concrete ❑ 04001 Special- MoniRestst Cone Frame 2 4003 Special -Retnf Steel Prestress 4004 Special- \Veiding 4005 Special -High- Strength Bolting 04006 Special - Structural Masonry 0 04007 Special-Reinf Gypsum Concrete O 04003 Special - insulating Cane Fill ❑ 04009 roundation Insulation Special -Spray Fireproofing ❑ 04010 Special- Piling, Piers. Caissons ❑ 04011 Special-Shotcrete ❑ 0401' Special - Grading, ExcaviFi ❑ 04013 Special - Retaining Wall ❑ 04014 Special- Panels ❑ 0401: Special -Smoke Control System y lr eZitb TENANT NAME: C �r . ± KID CFILCAS\ CONDITIONS [ 001 No changes to plans unless approved 'Sy 31dg Div Z0010 Special inspection required. opt 3ldg Div 1 ,0011 Special inspector shall submit :Thai sinned repor. • 001'_ 'ie'.v ,;tiling grid 3: light ax:,:re shall met: lateral bracing 2 Partition wails at:acned to cc :ling ,r :d J 0014 Readily accessible access to 70o mounted eduipntent ( 0015 Engineered truss drawings ,' sates snail Se on site 0016 Exposed insulation backing material 0017 Subgrade preparation including draira¢e. e xcavation ❑ 0013 Statement from rooting contrac :or ver.fying are retardant class of roof 0019 All construction to be .lone in confer^ance wiaeproved plans i2 No work shall Se done in addition to those modi :ens..." C002 °lumbing permits shall be octained :hreuzh iKiriz Ca • 0020 Structural observation shall be provided for this project • 0021 All food preparation estabiis —eats ;bust have King Co J 022 Fire retardant treated wood shall have fame spread of 0023 Notify Building Division pror to placing any concrete 7i 0024 AO spray applied fireproofing shall Se special inspected ❑ )025 All wood to remain in placed concrete shall Se treated i s0026 All structural masonry shall be special inspected ( 0027 Validity of Permit )23 Rack storage requires separate pe---''• 003 Electrical permits obtained through L 3: i • 0030 No occupancy of buiiding until final insp. Sy log Div O 0032 Remove all weeds, concrete. stone foundations. :',at O concrete 0036 Manufacturers instailauon instructions required on site ❑ "BTU max :mum allowed per 1997 WA State Energy Code" ❑ 035 Contact PW Div to obtain ;lisp for waten. sewer connect 0033 A C of 0 will be required for this permit 0 i /039 Final approval for all TI %win :he limits of he SC Mall :?' 00004 All mechanical work shall be under separate permit J 0040 All construction noise to be in compliance with 3._ T`iC (-1 / 004 1 Ventilation is required for ail new.v rooms 3: spaces 0005 all permits. insp records 3t approved plans available i 0006 All structural concrete shall be special inspected O "Applicant snail obtain a separate plumbing per^ttt from King Ca" ".Artchortng – A new construct and substantial improvement shall Se �/ anchored to prevent flotation" ' 0007 All structural weiding shall Se done by WABO : :r stied inspec :or J 0003 All high - strength bolting shall Se special inspected 0009 Bolts installed in concrete snail Se special insp ected —' 0031 Comply with requirements of TMC :6.04 i 1 0034 Removal of septic tanks require approval and compliance with King Co Health Dent. "Obtain required inspections from appropriate water .-it sewer districts" "Fuel burning appliances Li "Appliances. which venerate...." 1 i "Water heater shall Se anchored...." ❑ "Reroot" ) �J /��� Permit Tech: AI. Aao) 42,01 /46,0 Date: 9 ZI OW1 Date: (b H , 8191 PERMIT COORD COP PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 -180 PROJECT NAME: GRAND CENTRAL CASINO SITE ADDRESS: 14040 INTERURBAN AVENUE DEPARTMENTS: Building Division Public Works Original Plan Submittal Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete [r Incomplete ❑ Comments: TUES/THURS RO TING: Please Route nal Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documentshouting slip.doc 2 -28-02 i RM1T COORD COPY DATE: 07 -10 -02 Response to Incomplete Letter # Response to Correction Letter # XX Revision # 18 After Permit Is Issued Plan ri[ Division Q ❑ Permit Coordinator DUE DATE: 7-11-02 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DATE: DUE DATE: 08-08 -02 Approved [ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D01 -180 DATE: 6 -17 -02 PROJECT NAME: GRAND CENTRAL CASINO SITE ADDRESS: 14040 INTERURBAN AVENUE SOUTH Original Plan Submittal X Response to Correction Letter # 1 4-o X Revision # 16 After Permit Is Issued DEPARTMENTS: Building Division Pu•li orks Complete 12( Documents/routing slip.doc 2 -28-02 r'ERMIT COORD CUrY PLAN REVIEW /ROUTING SUP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Comments: TUES/THURS ROUTING: Please Route [J Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ffr Notation: REVIEWER'S INITIALS: rdERMIT COORD COPY Response to Incomplete Letter # ❑ Planning Division ❑ ❑ Permit Coordinator DUE DATE: 6 -18-02 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DATE: DUE DATE: 7 -16-02 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: 001 -180 PROJECT NAME: GRAND CENTRAL CASINO SITE ADDRESS: 14040 INTERURBAN AVENUE SOUTH Original Plan Submittal Response to Correction Letter # DEPARTMENTS: Building Division Pub 'c Wor s DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete [/ Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ TUES/THURS ROUT)NG: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Documents/routing slip.doc 2.28 -02 0 PERMIT COORD C ;; PLAN REVIEW /ROUTING SLIP Fire Prevention Structural ❑ Approved with Conditions ••■ PERMIT COORD r DATE: 5 -09 -02 Response to Incomplete Letter # XX Revision # 15 After Permit Is Issued LETTER OF COMPLETENESS MAILED: Fire ❑ Ping ❑ PW ❑ Staff Initials: ❑ No further Review Required Planning Division Permit Coordinator DUE DATE: 5 -14 -02 Not Applicable DATE: DUE DATE: 6 -11 -02 ❑ ❑ Not Approved (attach comments) 12K 1 Lt Bldg ❑ Fire ❑ Ping ❑ PW Staff Initials:_�,4� 11 ACTIVITY NUMBER: D01 -180 DATE: 5 -08 -02 PROJECT NAME: GRAND CENTRAL CASINO SITE ADDRESS: 14040 INTERURBAN AVENUE SOUTH Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # XX Revision # 14 After Permit Is Issued DEPARTMENTS: Building Division Pub li W • rks Approved Notation: Documents/routing sf ip.doc 2.28 -02 -:_MT COORD COPY( PLAN REVIEW /ROUTING SLIP APPROVALS O CORRECTIONS: Fire Prevention Structural Approved with Conditions REVIEWER'S INITIALS: h RM,T COORD "y ❑ Planning Division ❑ ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 5-09-02 Complete 1 Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire ❑ Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 6- 06-02 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 2 W U O 0 to COW NW W u . - d W U � O � W W u. h uJ O 21 ACTIVITY NUMBER: D01 -180 DATE: 02 -27 -02 PROJECT NAME: GRAND CENTRAL CASINO SITE ADDRESS: 14040 INTERURBAN AVENUE , Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 X Revision #_12_ After Permit Is Issued DEPARTMENTS: Building Division LK a•lv,'z Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ri APPROVALS OR CORRECTIONS: (ten days) Approved \PRROUTE.DOC 5/99 Approved Fi CORRECTION DETERMINATION: PERMIT COORD CG. PLAN REVIEW/ROUTING SLIP Approved with Conditions Fire Prevention PI 3..0 - Structural C Planning Division C Permit Coordinator C DUE DATE: 02-28 -02 Not Applicable ri Comments: TUES/THURS ROUTING: Please Route Tx Structural Review Required ri No further Review Required REVIEWER'S INITIALS: n DATE: DUE DATE 03 -28 -02 Not Approved (attach comments) El REVIEWER'S INITIALS: DATE: DUE DATE Approved with Conditions Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: PERMIT COORD COPY ACTIVITY NUMBER: D01 -180 DATE: 02 -08 -02 PROJECT NAME: GRAND CENTRAL CASINO SITE ADDRESS: 14040 INTERURBAN AVENUE Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # XX Revision # 11 After Permit Is Issued DEPARTMENTS: Building Division ri Public Wor DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: -; PLAN REVIEW /R SLIP TUES/THURS ROUT NG: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved Lil Approved with Conditions REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved REVIEWER'S INITIALS: \PRROUTE.DOC 5/99 Incomplete 111 Not Applicable Approved with Conditions �rr0 �i`1il Fire Prevention Planning Division Structural C Permit Coordinator C DUE DATE: 02-12-02 No further Review Required C DATE: DUE DATE 03 -12 -02 Not Approved (attach comments) ri DATE: DUE DATE Not Approved (attach comments) DATE: ACTIVITY NUMBER: D01 -180 PROJECT NAME: Grand Central Casino SITE ADDRESS: 14040 Interurban Ave S Original Plan Submittal Response to Correction Letter # DATE: 01 -10 -02 SUITE # Response to Incomplete Letter # X Revision # ID After Permit Is Issued DEPARTMENTS: Building Division [Zi Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ri Comments: AA 41.1iL4IL 4 TUES/THURS ROUTING: Please Route APPROVALS OR CORRECTIONS: (4 weeks) \PRROUTE.DOC 5/99 i:'; a,' v ;*�' }?i:f ?n� ,ifi1d'.k5:'�dt• f.'�{iky »... • Per. - ,,, COPY PLAN REVIEW /ROUTING SLIP Fire Prevention tig-x- Structural Incomplete Structural Review Required 11 .'S 1/ ( - REVIEWER'S INITIALS: Approved ri Approved with Conditions n REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved n Approved with Conditions REVIEWER'S INITIALS: PERMIT COORD COPY Planning Division F cliturweef Permit Coordinator Coordinator 11 No further Review Required DUE DATE: 1-15 -01 Not Applicable LI DATE: n DUE DATE 02 -12 -02 Not Approved (attach comments) DATE: DUE DATE Not Approved (attach comments) DATE: ACTIVITY NUMBER: D01 -180 DATE: 01 -09 -02 PROJECT NAME: Grand Central Casino SITE ADDRESS: 14040 Interurban Ave S SUITE # Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # It Revision # After Permit Is Issued DEPARTMENTS: Bulding Division Fire Prevention [ Planning Division �V & J- t zoo Public Wor s Structural 1 Permit Coordinator X:1 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUESITHURS ROUT NG: Please Route Structural Review Required REVIEWER'S INITIALS: w APPROVALS OR CORRECTIONS: (4 weeks) Approved ri Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: Approved \ PRROUTE.DOC 5/99 PLAN REVIEW /K6UTING SLIP Incomplete LI Approved with Conditions REVIEWER'S INITIALS: PERMIT COORD COPY No further Review Required DUE DATE: 1-10 -01 Not Applicable LI DATE: DUE DATE 02 -07 -02 DUE DATE Not Approved (attach comments) DATE: ACTIVITY NUMBER: D01 -180 DATE: 01 -07 -02 PROJECT NAME: GRAND CENTRAL CASINO SITE ADDRESS: 14040 INTERURBAN AVENUE SOUTH __Original Pan Submittal Response to Incomplete Letter # Response to Correction Letter # DEPARTMENTS: Building Division Public Works Er „„„aa, DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete L Comments: TUES /THURS ROUTING: Please Route APPROVALS OR CORRECTIONS: (ten days) REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved \PRROUTE.000 5/99 IP Ito PERMIT. REV1EWtRYFING p SLIP Fire Prevention Structural Approved with Conditions XX Revision # 8 After Permit Is Issued Planning Division n Permit Coordinator DUE DATE: 01-08-02 n Incomplete C Not Applicable C Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE 02 -05 -02 Approved - Approved with Conditions n Not Approved (attach comments) C DATE: DUE DATE Not Approved (attach comments) REVIEWER'S INITIALS: DATE: ACTIVITY NUMBER: D01 -180 DATE: 12-27-01 PROJECT NAME: Grand Central Casino SITE ADDRESS: 14040 Interurban Ave S SUITE # Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 7 After Permit Is Issued DEPARTMENTS: 1 , r • Bu'I. in Division � l'02- Pub is Works , C DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: + PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Structural Incomplete TUES/THURS ROUTING: Please Route [71 Structural Review Required ri No further Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (4 weeks) Approved Approved \PRROUTE.DOC 5/99 Fire Prevention Approved with Conditions C REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: Approved with Conditions n n REVIEWER'S INITIALS: PERMIT COORD COPY Planning Division Permit Coordinator DUE DATE: 1 -3 -01 Not Applicable DUE DATE 1 -31 -02 n DATE: Not Approved (attach comments) n DUE DATE Not Approved (attach comments) DATE: ACTIVITY NUMBER: D01 -180 DATE: 12 -24 -01 PROJECT NAME: Grand Central Casino SITE ADDRESS: 14040 Interurban Av S SUITE # Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision #41, After Permit Is Issued DEPARTMENTS: B Jildi Division Ei_rr .g CI ailed Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete TUESr T HURS ROUTIAIG: Please Route REVIEWER'S INITIALS: Comments: APPROVALS OR CORRECTIONS: (4 weeks) Approved REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved 1PRROUTE.DOC 5/99 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Structura Incomplete Structural Review Required Approved with Conditions Approved with Conditions Fire Prevention 1 ( -Z-02- C REVIEWER'S INITIALS: PERMIT COORD COPY Planning Division Permit Coordinator DUE DATE: 12 -27-01 DUE DATE 1 -24 -02 Not Applicable No further Review Required U DATE: Not Approved (attach comments) DATE: DUE DATE Not Approved (attach comments) DATE: ACTIVITY NUMBER: D01 -180 DATE: 12 -11 -01 PROJECT NAME: GRAND CENTRAL CASINO SITE ADDRESS: 14040 INTERURBAN AVENUE SOUTH Original Plan Submittal DEPARTMENTS: B ili�5 Division r/ fr 12 -64 I u • Iic Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete El Incomplete LI Comments: TUES/THURS ROUTING: l Please Route Response to Correction Letter # REVIEWER'S INITIALS: PLAN REVIEW /ROUTING SLIP Structural Review Required APPROVALS OR CORRECTIONS: (ten days) Approved \PRROUTE.DOC 5/99 Fire Prevention Witt. (1-13 01 Structural Approved with Conditions REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved n Approved with Conditions n Response to Incomplete Letter # X Revision # 5 After Permit Is Issue C Plann'rfg i vision (z -/ -at Permit Coordinator DUE DATE: 1 2-13-0 1 Not Applicable No further Review Required DATE: DUE DATE 01 -10 -02 Not Approved (attach comments) DATE: DUE DATE Not Approved (attach comments) REVIEWER'S INITIALS: DATE: R -/ Ixt ACTIVITY NUMBER: D01 -180 PROJECT NAME: Grand Central Casino SITE ADDRESS: 14040 Interurban Av S SUITE # DEPARTMENTS: Bui dir Division EI Fire Prevention Pu Works ri DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete TUES /THURS ROUT NG: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (4 weeks) Approved Approved \PRROUTE.DOC 5/99 Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued F2i�'rciil COORD REVIEW /ROUTING SLIP CORRECTION DETERMINATION: Structural Incomplete n REVIEWER'S INITIALS: Approved with Conditions REVIEWER'S INITIALS: DATE: 12 -10 -01 n n Planning Division Permit Coordinator DUE DATE: 12 -11-01 Not Applicable ri Comments: No further Review Required DATE: DUE DATE 1 -8 -02 Approved with Conditions Not Approved (attach comments) DATE: DUE DATE Not Approved (attach comments) ri DATE: DEPARTMENTS: Building Division Pub i Works Complete Comments: Approved \PRROUTE.DOC 5/99 COORD (( PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: PROJECT NAME: Grand Central Casino SITE ADDRESS: 14040 Interurban Ave S SUITE # Original Plan Submittal Response to Incomplete Letter #_ Response to Correction Letter # D01 -180 DATE: 12 -07 -01 X Revision # 3 After Permit Is Issued C Fire Prevention Structural DETERMINATION O�,COMPLETENESS: (Tues., Thurs.) Incomplete TUES/THURS ROUTING: Please Route [21 Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (4 weeks) Approved U Approved with Conditions REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved with Conditions C n n C REVIEWER'S INITIALS: Planning Division Permit Coordinator DUE DATE: 12-11-01 Not Applicable ri No further Review Required DATE: DUE DATE 1 -8 -02 Not Approved (attach comments) DATE: C n DUE DATE Not Approved (attach comments) n DATE: ACTIVITY NUMBER: PROJECT NAME: Grand Central Casino D01 - 180 DATE: 10 - 30 - 01 SITE ADDRESS: 14040 Interurban Ave S SUITE # Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # in After Permit Is Issued DEPARTMENTS: Building Division Public Work \PRROU T E, DOC 5/99 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP C Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete [7 Incomplete Comments: TUES /THURS ROUTING: Please Route Structural Review Required APPROVALS OR CORRECTIONS: (4 weeks) Fire Prevention CORRECTION DETERMINATION: Approved n Approved with Conditions Approved ri Approved with Conditions n REVIEWER'S INIT • 4S: I 1 Planning Division n Permit Coordinator n No further Review Required DUE DATE 11-27-01 C DUE DATE: 10 -30-01 Not Applicable Ti n REVIEWER'S INITIALS: DATE: Not Approved (attach comments) DUE DATE Not Approved (attach comments) REVIEWER'S INITIALS: DATE: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 -180 DATE: 10 -29 -01 PROJECT NAME: Grand Central Casino SITE ADDRESS: 14040 Interurban Av S SUITE # Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # j After Permit Is Issued DEPARTMENTS: Building Division Publi Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TOES /THURS ROUTING: Please Route Evs Incomplete E Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (4 weeks) Approved I I Approved with Conditions REVIEWER'S INITIALS: NEMIMEMINNIMIL CORRECTION DETERMINATION: Approved ri REVIEWER'S INITIALS: \PRROUTE.DOC 5/99 Approved with Conditions Fire Prevention Division Es ► Io-Wc1 �► 10_m 44 rue. Structural II Permit Coordinator C DUE DATE: 1 0-30-01 Not Applicable n No further Review Required DATE: DUE DATE 11 -27 -01 n Not Approved (attach comments) DATE: DUE DATE Not Approved (attach comments) DATE: .1■1111•Ely oEM ACTIVITY NUMBER: D01 -180 DATE: 10 -17 -01 PROJECT NAME: Grand Central Casino SITE ADDRESS: 14040 Interurban Ave S SUITE # Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Building Division Public W rks Please Route Approved n \PRROUTE.DOC 5/99 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP n TUES/THURS ROUTING: REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (4 weeks) CORRECTION DETERMINATION: Fire Prevention Structural C Planning Division n Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10-18-01 Complete ip Incomplete n Not Applicable LI Comments: Structural Review Required n REVIEWER'S INITIALS: No further Review Required DUE DATE 11 -15 -01 Approved with Conditions n Not Approved (attach comments) C DATE: 411111111111•11=.. 111111111111111111. Approved n Approved with Conditions Not Approved (attach comments) ri REVIEWER'S INITIALS: DATE: DUE DATE DATE: ACTIVITY NUMBER: D01 -180 DATE: 10 -16 -01 PROJECT NAME: GRAND CENTRAL CASINO SITE ADDRESS: 14040 INTERURBAN AVENUE SOUTH Original Plan Submittal Response to Incomplete Letter # XX Response to Correction Letter #3 Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Wor s Approved \PRROUTE.DOC 5/99 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10 -16 -01 Complete [1 Incomplete Comments: TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved ri Approved with Conditions CORRECTION DETERMINATION: Fire Prevention ri Planning Division n C C Permit Coordinator C Not Applicable n No further Review Required DATE: DUE DATE 11-13-01 Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: DUE DATE Approved with Conditions n Not Approved (attach comments) REVIEWER'S INITIALS: DATE: n ACTIVITY NUMBER: D01 -180 PROJECT NAME: GRAND CENTRALCASINO SITE ADDRESS: 14040 INTERURBAN AVENUE SOUTH Original Plan Submittal Response to Incomplete Letter # XX Response to Correction Letter #3 DEPARTMENTS: Building Division I 1 Public Works (I1 d ��'�rt o'It'dI DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10 -09 -01 Complete [1 Comments: P SLIP Structural TUES/THURS ROUTING: Please Route FV1 Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved ri Approved with Conditions REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved ri Approved with Conditions \PRROUTE.DOC 5/99 Fire Prevention ri Planning Division Incomplete El Not Applicable ri Revision # After Permit Is Issued n DATE: 10 -08 -01 Permit Coordinator No further Review Required n n DATE: DUE DATE 11-06-01 Not Approved (attach comments) �I"t`'' Not Approved (attach comments) REVIEWER'S INITIALS: DATE: NMI DUE DATE ACTIVITY NUMBER: D01 -180 DATE: 9 -13 -01 PROJECT NAME: GRAND CENTRAL CASINO SITE ADDRESS: 14040 INTERURBAN AVENUE SOUTH Original Plan Submittal Response to Incomplete Letter # XX Response to Correction Letter #2 Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Work. Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 9 -1 8-01 Complete Comments: TUES /THURS ROUTING: Please Route EI Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approved REVIEWER'S INITIALS: CxVV (t. . n \PRROUTE.DOC 5/99 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Incomplete I I Not Applicable Fire Prevention Approved with Conditions 2 k }fi( CORRECTION DETERMINATION: Approved ri Approved with Conditions (I C UV- Planning Division Permit Coordinator 41111111111•111MMIIIIIIIIIIh. 41111111111=111111111111111 ri No further Review Required DUE DATE 10 -16 -01 Not Approved (attach comments) DATE: e ? /0 - / - e ) / DUE DATE Not Approved (attach comments) REVIEWER'S INITIALS: DATE: n PLAN If SLIP ACTIVITY NUMBER: D01 - 180 DATE: 9 -06 -01 PROJECT NAME: GRAND CENTRAL CASINO SITE ADDRESS: 14040 INTERURBAN AVENUE SOUTH Original Plan Submittal Response to Incomplete Letter # XX Response to Correction Letter #1 Revision # After Permit Is Issued DEPARTMENTS: (�vl✓ Building D ,tvision Pu�c Wor�C ��' Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ri Incomplete P Planning Division Permit Coordinator DUE DATE: 9 -11 -01 Not Applicable n Comments: 41 'It. • TUES /THURS R Please Route UTING: n Structural Review Required REVIEWER'S INITIALS: 2. - 1 n No further Review Required DATE: APPROVALS OR CORRECTIONS: (ten days) Approved 1 Approved with Conditions \PRROU T E.DOC 5/99 I DUE DATE 10 -09 -01 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved n Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Revision No. j Date Received Date Staff I Date Received Initials Issued Staff Initials s /4 Date Issued Staff Initials 2. 1 /0' 29.0 ► ,ke >441 .. /t C -C e e s- - /Y f -c. c ! - C e2s. rG / ' Ire , --A "h. -e ezA .St. Summary of Revision: S. 41..__'. , r _ . 1 . ■ t :: , ,, i $, lit 5f ', Iml Niat M • Received By: M,c�t-VV- _ C aA- Revision No. Date Staff I Date Received Initials Issued Staff Initials s /4 - /f - 6'7 -S.i .tea l L2 - / 4 `C' 1 i i'r' „I--- Summary of Revision: /27r, -r-- if �l' ' •5 ` � ' ie i� � 4 i• c�, Z� )4C4 �r.e2 -,/ CGs ''' . "* >441 .. /t C -C e e s- - /Y f -c. c ! - C e2s. rG / ' Ire , --A "h. — 1.6,r/ .1=- G L1 Received By: ! /6 -7, Cp rtrwry r-, .te 're fie 75 PROJECT NAME: 6rant tat (Cc4&n 4 0 :. DO f - /$0 Site Address: / ( h a u v a t i M / Mk; crf1 - -- Original issue Date: /!1 •jG•a f Revision Date Staff Date Staff No. ; Received Initials i Issued Initials o • a 9.' AI/ ( Summary of Revision: kuatt 4 �p 1 Revision No. la - 7 -0i Summary of Revision: , r t ' 1 ' Date Received REVISION LOG ca4' //--.2t) ( Staff 1 Initials Received By: ,(,) //n ; ;�;� , , , „ 9 c please crinU) Date Issued t 0X— ' e ?—X &( LLE Received By: A--/E or w-4.r)V1 please pant) • (please print) Staff Initials (please print) "t' 4 Revision No. Date Received Staff • Is Date Issued Staff Initials Summary of Revision >/ Z 7` ? a4 " 1 2 4114- c • Received By :,,- C nve..<67- (please print) I5 Revision No. ( Date Staff Received Initials Date Staff Issued Initials : i 1 Summary of Revision: Summary of Revision: Received By: Revision No. Date Received j Staff Initials Date Issued Staff Initials Summary of Revision: Received By: PROJECT NAME: 6 ra/Y1l eINCtic Site Address: !VO 'IO 1 AAtZ4GACUA) - - -- Revision No. 17 Summary of Revision: _ 6raAAA t,G ltj i,t. J hie. ea Revision No. Summary of Revision: Revision No. Summary of Revision: Date Received Date Received Date Received REVISION LOG Stan Initials Start Initials Staff I Initials Received By: Received By: PERM(_` ' IO:. 00f -(t'v Original Issue Date: /O-AG- Received By: Date Issued '7- Date Issued Date Issued [please print) print) (please print) 1 Staff Initials Staff Initials mss' Staff Initials 1 Revision I No. ( Date Received Staff ■ Initials i ( Date ; Issued i Starr Initials /!P ' 4.--/7-0Z S■ec' 6 -2-0 -0 , 5 . Summary of Revision: 'E ,. _Ar" _,is IS • ! _ _, Art ,€ ?# .4€ m, Ake 41/ / 144 i f it LT _ Received By: Revision No. Date Received j Staff I Initials , Date Issued Staff Initials Summary of Revision: Received By: PROJECT NAME: 6/ 4 t/P Y! nt�L 1. I4'o PERN JO:. Site Address: /5"0YD . rlri ge S Revision No. Summary of Revision: Revision No. Summary of Revision: Revision No. Summary of Revision: Date Received Date Received Date Received a111111111111111111P REVISION LOG Staff Initials Staff Initials Staff Initials Original Issue Date: Received By: Received By: Received By: J iplF +a Date Issued (please print) Date l Staff Issued 1 Initials (please print! (please print) ease pnn Staff Initials Date I Staff Issued Initials Revision Date No. + Received morommor ' Staff Initials 1 S -o 1 Date Issued Staff Initials /X I _ il--4-DZ : 16u `>1 '.'•. c r. (V Summary of Revision: ' '. * IL , / , , .--- ' EX (C80 1r41 / 'I /Sl 5/ . Received B v- Revision Date No. Received Staff Initials Date Staff Issued Initials 1 S -o 1 • S l < 5 Summary of Revision: 1 1,0 C ) 7 Lc,' 6 1 'Dalai ktii OW metal €zli Wilk' Received By: PROJECT NAME: ::,Geekrct eextea,C5ewa PERM * NO :. Site Address: /?'04o 7 -, ry4Z "ivy. Original Issue Date: IINEP Revision Date Staff Date Staff No. Received Initials Issued Initials Summary of Revision: Revision No. Revision No. 1 ► Summary of Revision: Date Received Summary of Revision: 6e ntre d ivttot t o6or i e l Att p royt o ttrw REVISION LOG ,e4Lca,Ke, Cr_e.a.-.:e rf-Ae-tc'td-67 Staff Initials a= i LM - Gt1 f l (tt5 > cc1'it S/1 L);'i � 11sl C 6%. Received Bv: Date Issued .please print) (please print Received Bv: i �� � C„•1 please print) Date Staff Date Staff Received i Initials Issued Initials please print Staff Initials Revision j Date Staff Date Staff No. Received i Initials Issued Initials r 1 / . 7- e).j 1 Jam; /_/?1Z 1 , E''S - Summary of Revision: i'j,.»,• ;; ,.,, r/ S',. , ...` 7, . , e ; I ,.'viii it I, ' -E - ,e ,, -) Ur eaa , 7t/ / ." ri. C. L� l /�, "7,r`,'Cci�rS c� / /�c7,Q. �'• 2, . 7-, ell 7 / ., /` . *% Jc re ij � .Lc t• % °,"i-t.t. C's % -t C' De IF1R' c 4,7,cira / /._ _ ), , , G /(.. r, c Received By: PROJECT NAME: ( Ii r ' .� ;i � „r c Site Address: 7v6-1/C4 rr 74 -«,�;;,/i ,�� S Revision No. Summary of Revision: 1 2- /Gra- n C . c/ Revision No. 7 Summary of Revision: 4 jr' 6 1 St ,.' ,. , t /P/, Revision No. Summary of Revision: Revision No. /0 Date Received 4,7 ` / -C/ 6 ?, - ,rt-'t c Date Received /..7 -„ 7-e)/ Date Received ' _(. ) vit) (' X1'1 U t ( (L , Date Received Summary or Revision: 1 '�'�,�- L(,Li�(c REVISION LOG /(fr'S Staff Initials Staff Initials /,' i6' S Jar ; t�1i %ari . /"/IS /- /7-0A Staff Initials Received Bv: 2/' L:G L �r• ti ,t Received Bv: Staff Initials PEW NO:. 1�c' /a( Original Issue Date: Date Issued 3 -L - Jai/ C L Date Issued please print) Date Issued r cc in . ' s - ) 0 i ' w Date Issued , please print) (,2 'please print t lk l-)! (L (•(' 1( tt Received Bv: "0.4 (please print) (please print) Staff Initials Staff Initials Staff Initials r r� Starr Initials c(r,(Lci,vrc, AI Olt) Received By: /tact -k er �a City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 10 t 7.1X32_ Plan Check/Permit Number: no - k sc) 0 Response to Incomplete Letter # 0 Response to Correction Letter # ,./( Revision # te) after Permit is Issued Project Name: (4e/M3Y) 3TiZ tirac.;, J e) Project Address: l 4040 IA 2,,y Contact Person: Summary of Revision: „„,„,,Li Sheet Number(s): I . "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: iJ J4' Entered in Sierra on 7 Phone Number: 425 - 241 - 311 - I RECEIVED )U L 1 0 2002 PERMIT CENTER 08/30/00 Date: 4. City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 tvo Z Plan Check/Permit Number: 120 ' ( Y} 0 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # I 1 after Permit is Issued REVISION SUBMITTAL Project Name: ✓ /l /s?cl (Jie4L, Cra5.,1, Project Address: ito i4v. A de. Contact Person: Summary of Revision: tl' rx) ' r . pi t IA ,a . � C 611-!441/ 0 Sheet Number(s): / . / U 1. 1 , G' I. 7' "Cloud" or highlight all areal of revision including date of revision Received at the City of Tukwila Permit Center bv: 0/ Entered in Sierra on 3/ RECEIVED CITY OF TUKWILA JUL 0 5 2002 PERMIT CENTER Phone Number: 424 . 741 -1)i . 7 08 /30 /00 REVISION SUBMITTAL 1 Revision submittals must be submitted in person at the Permit Center. Revisions will not he accepted through the mail, fax, etc. Date: ��17/r City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila. WA 98188 (206)431-3670 Plan Check/Permit Number: voo t — Ito Response to Incomplete Letter # Response to Correction Letter # 1 (Uoas < /t0 / Revision # IL" after Permit is Issued Project Name: q?"1.1 C Lf reK . Cdi t tiO Project Address: 14040 IiireeJelif,ftd Contact Person: t ke.WCS1_, CAbase Summary of Revision: IS �J KrrL4: nncd5rueo dots.5 Y6wtoVEO fe•OM7 PV f WkoLZ Entered in Sierra on G •i a PERM4T Phone Number: d15 -1441 'Sr/ CITY OF TUKWILA Sheet Number(s): Ci' / C 14 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 08 /30 /00 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431-3670 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: kt1\%1 12.45,ezcoe Plan Check/Permit Number: ❑ Response to Incomplete Letter # _ ❑ Response to Correction Letter # Ea Revision # 1( after Permit is Issued Project Name: G 1. aerE (veil Th c_ r Project Address: tA4.er• (ANIL L40 �.�r1 Contact Person: M ' v r * t C,p 'C t- tet c Phone Number: 4 "141 ' TJ Summary of Revision: Vey 4041.0 RECEIVED CITY c..- TuKWILA PERMIT CENTER Sheet Number(s): (/L /V "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Sit S Entered in Sierra on '' ` 08/30/00 • Date: 5 A City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd. Suite 100 Tukwila, WA 98188 (206)431 -3670 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ® Response to Incomplete Letter # ❑ Response to Correction Letter # ® Revision # 13 after Permit is issued Project Name: GRAND CENTRAL CASINO Project Address: 14040 Interurban Avenue S Contact Person: Michael Cabe Phone Number: 45..f17. la_ Summary of Revision: e4,U%s41 1 " �AnI r j rc3 c l -:" Ar I 0.1124 Disc :_ Rt. 6E11 4- 4 CrI2 _ �•�� �(Z �� A l.Q �.. A 1• 1, / 3.t7. e tut4.0.,_ coL,Axt_ Tw? 6.. Pt. g . '45Th - 1 - ) -1E ,E CLANaa ( r� • Mitiox Jte)ccalific,a.J �' c,�r�o� - rte. TIA Sheet Number(s): , � 1• p Ai. , f • (o t 2 a), c) "Cloud" or highlight all Areas of revision including date of revision Received at the City of Tukwila Permit Center by: t4 Entered in Sierra on Plan Check/Permit Number: DO 1-180 CITY OF TUKWILA PERMIT CENTER 04/26/02 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431-3670 REVISION. SUBMITTAL J Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: M '1 1, Zoo 2, 0 Response to Incomplete Letter # 0 Response to Correction Letter # Revision # 15 after Permit is Issued Entered in Sierra on S ' 7 Plan Check/Permit Number: DOl — l Project Name: P- CetkrAL C iLl© Project Address: i dr Pt3 * � Contact Person: Phone Number: 4 74'1 Summary of Revision: rac cS to M•? Cir Le.4.1 LE`ff u»+o • ec rzrze +i-, to/ 2/ too . RECEIVED PERMJT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 08/30/00 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 REVISION. SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: a 24CO2. Plan Check/Permit Number: 0 1 ISO ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # after Permit is Issued Project Name: 2# E` Pi ct,. cP61Jo Project Address: 14' 4 la oC.JA''o-' Contact Person: 7 LKeSea Phone Number: 425 - W ea 1 1 Summary of Revision: ( _ I tAc.NTt�.� oc• talc tSZ °6zaer i Li Q t o - , SThetvi td %4t z'a 'ice. exvtssp. �u ato tek zts ctee c iJrEecuM l e.-194r - - Lon Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center bv: ❑ Entered in Sierra on At/ RiCOVED CITY OF TUKWIIA 08/30/00 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: A-24- o7.- Plan Check/Permit Number: Dr► - I e ❑ Response to Incomplete Letter # [] Response to Correction Letter # ❑ Revision # t 5 _ after Permit is Issued Project Name: Project Address: l Contact Person: 1"1tt -k Summary of Revision: ©r) - 1 - �tJ Sheet Number(s): t.0 ., !�-1 1 ,\ t f _ 30 L• �.\ �" f- 2 "Cloud" or highlight all areas of revision including d ate of revision Received at the City of Tukwila Permit Center by: .1(0/' -✓ Entered in Sierra on Phone Number: 426- ;177 RttrENED CITY OF TUKWILA APR 2 't ,?7u P f -RMI'T CENTER 08 /30 /00 0 Response to Incomplete Letter # Response to Correction Letter # 2 Er Revision # /O after Permit is issued Project Address: 0 Contact Person: /i'lt Cam' Summary of Revision: .5 - ft90 PatostVi-- Olt City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Sheet Number(s): 6A1-CuL,'3 (ta\! 51 REVISION. SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /L II 27$2_._ Plan Check/Permit Number: a1 Project Name: C QA r7 ce-vi 4L eioryfivo ' 4 • t�'T Iii► it fsrL "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: , aC� 0 Entered in Sierra on 1 / " 0 ?� Phone Number: 413 14 7 "'3r77 1 ' AL tSU '1• _ t �f CITY OF TUKWILA APR 1 0 2002 N fIMITCENTER 08/30/00 REVISION SUBMITTAL i Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 4/14 ! / 24O2- City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Plan Check/Permit Number: � — ,Jf 0 0 Response to Incomplete Letter # 0 Response to Correction Letter # Revision # after Permit is Issued Project Name: Q k' cedrem.cisysiLlo Project Address: '3 . 140 4 Iu Contact Person: CN Phone Number: 4'Z5141 - '61 77 Summary of Revision: 1 ,V mE f"SG. P c )t I'LL. - c � -• EEN'm cctidecti0J To SK. (c1:3. t 141 ErSIOdS E L D coL rce Fob+ site n rh-15 Vi l c vs1/4 Sheet Number(s): � — 8 1i x 111, ell`! tads Sum ITrer? "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 0 Entered in Sierra on RECEIVED CITY OF TI MAMA APR 0 2002 PERMIT CENTER 08/30/00 REVISION S TBMITTA L Revision submittals must be submitted in person at the Permit Center. Revisions will not he accepted through the mail, fax, etc. Date: k-471-62, Plan Check/Permit Number: DO 1-180 ® Response to Incomplete Letter # 2 ❑ Response to Correction Letter # • Revision # j ' after Permit is Issued Project Name: GRAND CENTRAL CASINO Project Address: 14040 Interurban Avenue S Contact Person: Michael Cabe City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 RECEIVED CITY OF TUKWIIA APR 0 4 2002 PERMIT CENTER Phone Number:4 7d 7 -si 7 2 Summary of Revision: wt Ut . Pa 1#1 ra r T1\ L. rlr4 •r A5 1 t._ t. 4 1_..1. 7_I,kC:Tt: (2 _ ALL +- ..F,5 —CW3 r� ! . `�I�cx�•rta► Pa..,� Z._`_5�f� (_� C f . �j.0 } Sheet Number(s): 1.0 / 1. 1 f 3 , iv 1 l 1 2. "Cloud" or highlight all areas of revision inclu date o f revision Received at the City of Tukwila Permit Center by: J rw Y Entered in Sierra on 1Z 03/11/02 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206 )431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: f t' / nLU-, 201)2 Plan Check/Permit Number: Dot.. t -) Response to Incomplete Letter 4 -r ;1 / N IC) ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued Project Name: Project Address: f4Q4c j r- ITi^?LLPAJ /7c, Contact Person: M LC v \1st- OpP,ta. Summary of Revision: 'I! • �- .„,p t✓✓�l��'1inJ(� /- 7. _tern LVr J � �� _ Cm" ru N Eb KW1LA 2002 Sheet Number(s): A- 1. a t.. L- L 2 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center bv: `le Entered in Sierra on a I-kZ- r T , .. Phone Number: 42 =7if7. ? I11 J PERMIT cm-17n 08/30/00 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 REVISION SUBMITTAL 1 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: e° 21 • v Plan Check/Permit Number: 1/01 - e,(? 0 Response to Incomplete Letter # Response to Correction Letter # 1 O Revision # after Permit is Issued f ol Project Name: t`�' N.�t,1id (f:ti1'0L44. ( `ii ,j Project Address:, Vtra4 c / 4V, Contact Person: nILftfa,a_ Summary of Revision: Sheet Number(s): A- it "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center bv: 4S t r Entered in Sierra on -2 .' 7 -0 ' - Phone Number: '4''_r, 74 7- REOEVED CITY OF TUKWILA .27 F16ENTER 08 /30/00 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mil, fax, etc. Date: ❑ Response to incomplete Letter # ❑ Response to Correction Letter # Revision # // after Permit is Issued City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Project Name: r j I r �;� Project Address: 1/64o Ldt _} t 2er.,,-v 7/04 Contact Person: Phone Number: 47f-j- 74 '7' ,317' Summary of Revision: 1 i a 1,06-6 .V t o\ \- o r (wee fit; Li/ t5�'L�P�' f r'�-. Sheet Number(s): ,- "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on Plan Check/Permit Number: 001 - �yfj DECEIVED CITY OF TUKWILA • t- �..N .• ♦.-,. 0 8.-3 0 100 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila. WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, far, etc. Date: /' 1 02- Plan Check/Permit Number: DO 1-180 0 Response to Incomplete Letter # ▪ Response to Correction Letter # 1 ® Revision #2 _ after Permit is issued 4 Project Name: GRAND CENTRAL CASINO Project Address: 14040 Interurban Avenue S Contact Person: _� �, Phone Number: Summary of Revision: . P lam, r l�.u,�- ,G ... r If,,.,•C•.� w,,..�c d�.r.�c 6 1.4A.,, ,at ,: . apt.- a f a New ew - c ft te �.,�,tie i■., w S ee -rt 19441.4 , um: cC.e.c cie.0.- -in c -tote.- 144' r G P l a•+� s tai. -n A.,G4 3. &-i Lf �.. a -va ,.,6 - xes - Sheet Number(s): .r L "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on / WEN OF TUKWILA PERMIT CEf∎ T ; 1 1/08/01 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd. Suite 100 Tukwila, WA 98138 (206)431-3670 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail. fax, etc. Date:,,IA%) Il '2i ,nit.. Plan Check/Permit Number:Doi • t ' , ❑ Response to Incomplete Letter Y ❑ Response to Correction Letter # Revision 4 IQ after Permit is Issued Project Name:668130 n n,Tfi L, CA' it u Project Address: tio4u IN) rtt i_ z c J Contact Person: t'riet.Nwidl.. -- C & Summary of Revision: Sheet Number(s): -- ( ' d - • A ' .4( 3 "Cloud" or highlight all areas of revision includin date of revision Received at the City of Tukwila Permit Center by: \ l ❑ Entered in Sierra on • Phone Number: 42.'1 'Hi- ?ATI RECEIVED C17Y OF TUKWILA JiM ) ; PERMIT CENTER 03/30/00 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: .ac ..... h 2c' ' 2.. Plan Check/Permit Number: _ � ► 1 �',�, ❑ Response to Incomplete Letter 4 Response to Correction Letter 4 Revision # _ after Permit is Issued Project Name: 642,1,1n C sr.ka,,c,1 � �, ,J0 Project Address: \4o'» ItJ)1020,2 -vyr) Contact Person: invc.NAt -ct _ CA cs Phone Number: 4-2J; 141 31`11 Summary of Revision: Aon k rs , �! .n J ) F2. k' 7. 4 " CG.4.A"C 47-u , ( 51 . 471-v - • k-3 LA... t■ IPC T To /iv i 47 t J L'1 &o k..31'1-11/4- - C Iau' 5.11 c../1 3. 4,1 4 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center bv: „ f(C(/,1/ ❑ Entered in Sierra on GITY aF 1 U _J RECEIVED PERMIT CENTER 03 L _ REVISION SUBMITTAL J Revision submittals must be submitted in person at the Permit Center. Revisions will not he accepted through the mail, fax, etc. I Date: -1/2.00 Plan Check/Permit Number: 001 - ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision 4 45 after Permit is Issued Project Name: QJ Project Address: J4 ' Contact Person: Summary of Revision: i` City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd. Suite 100 Tukwila. WA 98188 (206)431-3670 C6 k..1 nevwK6 'CLr6 oecck W+cai oFsic QuFstIo Peo't.6ti+azG rex Teem oeezeziott. Phone Number: r Ag'4' I ''x,70 e RECEIVED iK I4— PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center bv: ,r Entered in Sierra on / 7 --0 4Z 08130/00 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: It" d I Plan CheckiPermit Number: y - ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # "Z after Permit is Issued Project Name:aa./4, n CAL i t._. Cry.: Project Address: too 0 jO T c_�2-0 Ave. ' Contact Person: (Y1•Gl- 4A,i <:0.( Phone Number: 4 74/.../11 Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center bv: ❑ Entered in Sierra on 0 47 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila. WA 98188 (206)431 -3670 1210 l r.x) L. / T, o , J itJGWdtih A(2. (a) ► �z au ►iLl� 6.6_6y (AC..,r_ 5 r T)J CRY O JIVED F TUKWILA N 2 r ?ijdt PW UUUT CFNT R 08 /30 /00 L REVISION SUBMITTAL 1 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 'L . 24 l Plan Check:Permit Number: G C 1 I ❑ Response to Incomplete Letter 4 ❑ Response to Correction Letter # Revision 4 k after Permit is Issued Project Name: Project Address: t 4op ACVE . S . Contact Person: Mi C Phone Number: 42f") X41. so7 Summary of Revision: t'k 'Q4z--c CAN b C An Ir ■x2. tt;Y� ( t Lv.cK c k h1) Sheet Number(s): A A ` 0 (1)Ew St "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center bv: ❑ Entered in Sierra on WGUi not sUCE S5fo I it/ 6"f`A Vl W V r k fl O w Coi( +h5 40) X18130100 Ca h 4 fa& 4 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd. Suite 100 Tukwila. WA 98188 (206)431 -3670 C; Rif) C' I L C1\5I 0 RECE CRY OF TU PERMIT CENTER REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1 0<l_.. (?� ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Xr Revision # after Permit is Issued • Sheet Number(s): City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila. WA 98188 (206)431 -3670 Project Name: LJ yiO ru6.}1 L_.. (AS ►rJ c Project Address: tArr40 It.V7ee- De-•�A Ark4 . �• Contact Person: rn I AA t— CAP Summary of Revision: _ lc) rJuu iyJ L••rb\ Ti-kt 12fedo., _ ►T /' 051,u) Plan Check/Permit Number: QUt 19 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center bv: (� Er Entered in Sierra on 11." Phone Number: 42r, 141-? -fl RECEIVED CITY OF TUKWILA O i. 1 113! PERMIT CENTER 08/30/00 Revision submittals must he submitted in person at the Permit Center. Revisions will not he accepted through the mail, far, etc. Date: [] Response to Incomplete Letter 1/ (] Response to Correction Letter it _ Revision ii :'-- after Permit is Issued City of Tukwila Department of C011111111114)? Development - Permit Center 6300 Soulhcentcr I31vd, Suite 100 Tukwila. WA 98188 (206)431 -3670 Plan Check /Permit Number: 1c[ - Project Name: Project Address: Contact Person: __'� Summary of Revision: fv" Sheet Number(s): '4'1 { c�2.V be4belk 13 (tea Phone Ntnher: r- M- ?'M :4 -4 1 • Rldeart i L" Al. - o rocs t+.�oA-rvt ►rl` -fit - 1 ."%; C9 " v "Cloud" or highlight all areas ► f revision including date o f revision Received at the City of Tukwila Permit Center bv: S l�S [] Entered in Sierra on 011Y OF TUKWILA DEC 1 1 ?O01 PERMIT CENTER 08/3 (] Response to Incomplete Letter !! Response to Correction Letter!! Revision 11 4 alter Permit is Issued Project Name:,. Project Address: 14 , Contact Person: rj4AL cX Summary of Revision: City of Tukwila Department of Community Development - Permit Center 6300 Souticenter 131vd, Suite 100 Tukwila, WA 98188 (206)431 -3670 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, far, etc. Date: t,. to tt`,k?t Plan Check /Permit Number: t)pl - ISO QbADO,rio,3/rt. ID to r•QL? k' 6Nicieyrih)L7 PwL fl ti ( CA45.Jo Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: �I�CCy Entered in Sierra on ('Bone Number: 42fr747' ?1 17 RECEIVED CtT1r o= TUKWILA n :ti tln� PERMIT CENTER 08/30/00 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 REVISION SUBMITTAL 1 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. IL / Date: I _ Plan Check/Permit Number: �'` " �� ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # .3 after Permit is Issued q? C { - � C c 4 t i\L C ��� i4 J ( ' Project Address: t L \TCt7tA, IA Contact Person: Lek-) L►�cSc'_�� =�� Phone Number: Q_C;(, -; 4'5 1 Yt 7t' Summary of Revision: I ( ir6le f\t ►':.nct , c �t t.�! Project Name: N). \C ;Z - Vv■V 4( CtiE= T w o r5 fl L1 7 C . I � . T C � 4 l � 3 i - � f �l L d c.t ( ) T . . I gk Entered in Sierra on 13 7 O/ ‘ Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: JCGW D01- iO 'CIT'Y QF� ruI 4JIEA Zrr C L' i;0I FERMIT CENTER 08/30/00 City of Tukwila Department of Community Development - Perfnit Center 6300 Southcenter Blvd, Suite.100 Tukwila. WA 98133' (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: t° tai f ZOO 1 [] Response to Incomplete Letter 4 Response to Correction Letter # Revision 4 Z after Permit is Issued Project Name: �F4S1- -� CELk CL.. CANS Lib Project Project Address: 14�4o 1 L T pa `J Contact Person: $ibl lir:21041 Phone Number: 425 4ss ` 6 3 2 o Summary of Revision: t z�t�.�CO . sc c., �. RECENED CITY OF TUKWILA : Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in Sierra on Plan CheckiPermit Number: 4(ct,v 08/30/00 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: - r City of Tukwila Department of Community Development - Permit Center 6300 Southcenter 13Ivd, Suite 100 - Tukwila. WA 98188 (206)431 -3670 Plan Check /Permit Numher: 7 ' 1 - 1 bO ❑ Response to Incomplete Letter I ❑ Response to Correction Letter ti Revision 1! / rifler Permit is Issued Project Name: t� P. iC7 C T 1 L cAstNia Project Address: 1404.-0 111 e g _ � . Contact Person : Mt -E C Phone Numher:4Z5 - 741-3i Summary of Revision: 'ot l . - .al�►�t 5 - t R tx:luQAC t 3 / I\I F . t 0 Ar LT , rr A g2• Ata_pay6AD.r AS tT ors - n*6W Tt 5'(l$ -5ptL L. /. .Se6rn t . 1 NCW DE 'TIE fr UD ,) rtNil - (t (9-itt r .tszA ) roUNDA l Pl. S-2 A1\11) bfrAl Sat-ET 5 - - 1\1 Sheet Number(s): s 2 4 v1 i. -S UTo7'�'1 'ZED Tt . "Cloud" or highlight all areas of revision i ncluding date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on ' c E� t I IONNOBA___ DC I IWO ox Date: OCT% II 2001 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the nail, fax, etc. • Response to Incomplete Letter # ® Response to Correction Letter # 3 O Revision # after Permit is Issued City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Project Name: GRAND CENTRAL CASINO Project Address: 14040 Interurban Avenue S Contact Person: Crai • Chaney or RIG k Le/r1 la. Phone Number: 42 rJ - 74'7.3111 Summary of Revision: 4 - K G gEASE 1 Th g c r - p r o R p o t \ I (2 , e floo i) 4 - - LAtvDSC C ► iG A flof41 P(a r 2 - C.trt 5t • • . Pit L sG ao) z E 1 2. - 4eatEC -Nl'AL RE11st on► °C� SeAS An15 C.ogoE7 Acts s t P6emeY• - (' (agiGtNAt.. t'ws a c Cato-0 k1 - f • ILL (A0S Zvi= P Sheet Number(s): M -1 \ L • 2 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 0 Entered in Sierra on Plan Check /Permit Number: DO 1-180 I[L LIV C V CITY OF TUK' d LA PERMIT CENTER 10/11/01 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not he accepted through the mail, fax, etc. Date: • Response to Incomplete Letter # ® Response to Correction Letter # - O Revision # _ after Permit is Issued Project Name: GRAND CENTRAL CASINO Plan Check/Permit Number: DO 1-180 Project Address: 14040 Interurban Avenue S Contact Person: Craig Chaney Phone Number: Summary of Revision: 4aitS -0 i fZ_ SolvtS JIt COnti4vti tdI Orr 5tzg IMN45YeilA Litt 6 Ada Sr) . RECEIVED CITY nF I1SKti1 "tl• PERMIT CENTER Sheet Number(s): *NW. J1 tS (C(— CAL "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 0 . Entered in Sierra on /( � � S 'r 10/01/01 Date: Contact Person: Response to Incomplete Letter # Project Address: Lin Summary of Revision: City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Response to Correction Letter # , 2 Revision # after Permit is Issued Project Name: GRAND CENTRAL CASINO 14040 Interurban Avenue S Craig Chaney Plan Check/Permit Number: D01-180 Phone Number: 4z -141''rrT rese L1. - - '_1 o u.isst?.t 1 i S . likt.ot tJ mosru/ v r Lo i d� PQ)10 Es P� QBPc�.�irC. ve tk.S fba ?otn? sor - fee.- 'COE t v-ect)t;t Trer.sti tS co . Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on Tp RECEIVED PERMIT CENTER 10/01/01 Contact Person: Craig Chaney City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila. WA 98188 (206)431 -3670 REVISYON SUBMITTAL 1 AMMINIMMONINNINIM Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fir, etc. Date: Srer i3 ( Plan Check /Permit Number: DO 1 -1 80 Response to incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Project Name: GRAND CENTRAL CASINO Project Address: 14040 Interurban Avenue S Summary of Revision: R § _ _ N 5 . i v 11z 1G g l t k t r ( 4 o ' 6 ) LANpc4 q PtAi$ ' s 1 L- t M7Q0Q ($ caw)) Phone Number: DP MittoINW, r=oR MttAt,. P,ou.-QIP4G Fecit a (4 51TS) CI OF TUKWIU SEP 1 3 2001 tRMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on 08/24/01 REVISION SUBMITTAL 1 Revision submittals must be submitted in person at the Permit Center. Revisions will not he accepted through the mail, fax, etc. Date: 46er.. & 22s'f Plan Check/Permit Number: PO1- 150 ❑ Response to Incomplete Letter # JJ Response to Correction Letter # /WIW1 ❑ Revision # after Permit is Issued Project Name: [A KAa•t7 G C,A''›inlO Project Address: 14-04-o 1 t<Y( Lu attif.1 � S. Contact Person: KICK. L KTrz..,. Phone Number: 425. /4 (T7 Summary of Revision: eSSA012. €A, VA ri0A15 AM) tETA1L5 MOOtt i EO t.• 4 t►). _ toithen6tsc6 fzerrenNvi E (SEE L -tee A'T ?Art7). Sheet Number(s): "Cloud" or highlight all areas o th Received at the City of Tukwila Permit Center by: ❑ Entered in Sierra on l ( " City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila. WA 98188 (206)431-3670 revision including date of revision IS mt.� *POE . eveo OF Lq S EP 0 6 200; R RMI ENTER 08/30/00 Non - Residential Sewer Use Certification (To be completed for all r, sewer connections, reconnections or change of of existing connections. This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect.) Pursuant 10 King County Ordinance No. 11034, all sewer customers who establish a new service which uses metropolitan sewage facilities after February 1, 1990 shall be subject to a capacity charge. The amount of the charge is established annually by the King County Council but is limited by state taw to St0.50 per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi - annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should he referred to King County's Wastewater Treatment Division at (700) 604 -1140. (Please print or type) Owner's Name L\J F�vG�i�CI4 CN 1 (1 IME1:,[ LUI f' (I :Ft I Ir51 rn,.Wl . I!)Iti re) Property Legal Andress: Sutxiivision Name TIA' X41 ?0l It Stibdiv. tt Block 11 Building Name (if applicable) Ct PAtJV e.0 {a It=4\L Property Street Address 1401 0 1 tJ fl (ZL>p i\r4 City, Slate, ZIP TUKWILA t.J /\;t•\ (1614-E, Owner's Ph Number ( 1 Z('6. - ) � 1, '\�� ' c 'L 3 Owner's Mailing Address (if different from above) lure tnnv u 001 (:5ANtF A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Uriits Kind of Fixture Bathtubs and /or shower Uenlal units Dishwasher Drinking fountain (each fiend) Hose Bibb (interior) Clotheswashor or laundry tub Sink, bar or lavatory Sink, clinic, flushing Sink, kitchen Sink, other Sink wash, circle spray Urinal, flush tank Urinal, wall or stall Water closet, tank Water closet, Ilush valve Total No. of Fixture Units - 20 1 i! rR urrrt, .1n1 4 4 5 • Pmatr 2 1 No of tigtotri rubbc 1`tivate ty 2 1 10 10 4 2 4 2 4 4 3 3 5 5 ?' j 5 3 r2 ID 6 Total Fixture Units it- Residential Customer Equivalent (RCE) 20 fixture units equal 1.0 RCE D < RCE 1nt11 ',Owe Ord, For King County use: Account # Monthly Rate Six Month Due White - King County or Property Tax ID It Party to he Billed (if different from owner) Parly's Mailing Address: City or Sewer District _ .111 f W 1 L A _ Date of Connection Side Sewer Permit if Property Contact Phone h Demolition of pre-existing building? 1 ' Yes) ' No Type of building demolished Sewer disconnect rate. 8. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type of Facility /Process: i rScAL'(./\14 Estimated Wastewater Discharge: 106 Gallons /days Residential Customer Equivalents (RCE): 187 gallon per day equals 1.0 RCE Total Discharge (gal /day) 187 I C. Total Residential Customer Equivalents: (add A & B) A 1 'i . `i1 e ej7 RCE Signature of Owner/ Representative 3Mg:(.jjiv 1035 I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected data for determination of a revised capacity charge. Print Name of Owner/ Representative ___..._ `T CA:ci,1 Date Yellow - Local Sewer Agency Pink - Sewer Custorner ,RCE 10/25/2001 09:23 F6:5-032.0)11 i 91) DEPARTMENT OF LAI}OR AND INDUSTRIES RECIISTERED' AS. PROVIDED 8Y LAW AS ocowsbr CON' ' GENERAL ` " • s ; c, DYNArTECF CONS'T'RUCTION CORP; 1.829 18$T11•.N E.. :? •, ARLINGTON Wi\ • 98223 •, • 9- R Ca off; t K OCT -25 -2001 08:2441 TEL: E0E. 28055 36(36529055 U'rlIA TECH ID.'c1•IA P'=T. S`'C1 F'AGE 01 FOE :001 p7100% 10/25/2001 09:23 3606528055 1 STATE OE WASHINGTON OLOQlt� Al OCT -25 -2001 08:24AM MASTER LICENSE SERVICE REGISTRATIONS AND LICENSES DYNA•TECH CONSTRUCTION CORP. 1829 188TH NE ARLINGTON WA 98223 DOMESTIC PROFIT CORPORATION RENEWED BY AUTHORITY OF SECRETARY OF STATE REGISTERED TRADE NAMES: DYNA•TECH BUILDERS ORGANIZATION TYPE DOMESTIC PROFIT CORPORATION The above entkyy hu ben issued the business 1� registrations or licenses listed OET A1ITMR�NT Of LICEt*NO, euSkidSs $ PROFESSIONS DIVISION, P.O. SOX SOU OLYMPIA, WA 00301.0034 030)6114-14C0 TEL)3606528055 DYNA TECH ID)CMA RST.S &D UNIFIED BUSINESS ID f: 801 369 BUSINESS ID #: 001 EXPIRES : 02 -28 -20 PAGE 02 PAGE:002 R =100% Al3EREVl ATI ONS AB ANCHOR BOLT AG TILE ACOUSTIC TILE ACT ACTUAL ABOVE FIN. FLOOR ARCHITECTURAL AVERAGE BUILDING BLOCKING BEAM BOTTOM CONCRETE BLOCK - cUBIG FEET/MINUTE CENTER LINEE CEILING CLEAR COLUMN CONSTRUCTION CONTINUOUS CONCRETE CORRIDOR CENTER GOLD PATER DOUBLE DETAIL DIPM =TS2 DIMENSION DOWN DITTO DINING ROOM, DR DOWNSPOUT DRAWING EXISTING EACH ELEVATION EXISTING Y.kS KIT LAV LR LT LOC MATL MAX MFR MTL MIN MSC MUL NA NIG NO, I* NOM NTS OG OD PERF PT P.T. PL P LAM PLY Q TILE R REBAR REF KITGf N EQUIPMENT - SUPPLIER KITCHEN LAVATORY LIVING ROOM LIGHT _ OCATION MATERIAL MAXIMUM MANUFACTURER METAL MINIMUM MISCELLANEOUS u411-WON NOT APPLICABLE NOT IN THIS CONTRACT NUMBER NOMINAL NOT TO SCALE ON CENTER. OUTSIDE DIMENSION PERFORATED PAINT PRESSURE TREATED PLATE P ASTIG LAMINATE PLYWOOD QUARRY TILE RISE, RADIUS REINFORCING BAR REFERENCE REQ'D REQUIRED REV REVISION NM, RMS ROOM, ROOMS RO ROUGH OPENING EXT EXTERIOR R5 ROUGH SAWN F.F. FINSH FLOOR SG SOLID CORE FIN FINISH SGHEP SCHEDULE FL FLOOR SECT SECTION FLASH'S FLASHING 5HT FH FIRE HYDRANT 5PEG5 FOIL FURNISHED BY OWNER SF INSTALLED BY CONTRACTOR SHTH'G FO10 FURNISHED BY OWNER SOG INSTALLED BY OWNER STOR FO FINISH OPENING. STRUGT GA GAUGE SUSP GA LV GALVANIZED SQ GL GLASS GINS GYPSUM WALLBOARD HG HOLLOW GORE HDWD ..HARDWOOD. H PIE HARDWARE HM HOLLOW METAL I-!OR HORIZONTAL HT HEIGHT HW HOT WATER HINT HOT WATER TANK INSUL INSULATION 1147 INTERIOR AFF AR0.4 AVG BLDG ELKG- EM E.'OT 04) GEM CL GLG CUR COL. CONS( CONY GONG GOR CTR GW DBL DTL DIA DIM ON DO DR D5 DING E EA ELEV EXIST SLEET SPECIFICATIONS SQUARE FEET SHEATHING SLAB -ON -GRADE STORAGE STRUCTURAL SUSPENDED SQUARE TOG TOP OF GONC;N TT TO5 TOP OF SLAB TOW TOP OF MALL. TYP TYPICAL UNPIN IJNFINISHED UR URINAL VB VAPOR BARRIER VGT VINY - COMPOSITION TILE VERT VERTICAL WC WATER G -OSET WP :NATERPROOF RAND CENTRAL CASINO GENERAL NOTES ALL WORK SHALL CONFORM TO APPLICABLE CODES, INCLUDING BUTT NOT LIMITED TO 1HE WWI UNIFORM BALDING CODE W/ WASINNTON )BLOT -BITS, Tlg AMERICANS WITH D15ABILmee ACT, WA STATE AGCLG131LTTY CODE, 1)K UNIFORM MECHANICAL AND PLUtHBIN6 GOOF, THE NATIONAL ELWTRIG CODE, AND PLL RILES REGULATIONS AND ORDINANCES OF TIE 60VEUHIN6 AUTHORIT'. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS, AND SITE CONDITONE, EQUIPMENT AND BUILDING SERVICE REQUIREMENTS AND SHALL NOTIFY THE ARCHITECT IM MEDIAT3Y IN WRITING OF ANY DESCPS'MGtE9, ERRORS OR OMISSIONS PRIOR TO PROCEEDING Him TIE WORK ORIGINAL BALDIt PLANS SHOULD NE REVIEWED TO VERIFY THE ENTIRE SCORE OF THE PROJECT. THE CONTRACTOR SHALL PROVIDE ALL ELEMENTS OF 14) SYSTEMS AS INTENDED BY THE DESIGN TO RESULT N GOM'LETE AND WORKAELE SY57E. IN ACCORDANCE WITH ALL STATE AND LOCAL CODES, SAFETY STANDARDS AND GOVERNING ORDINANCE. DO NOT SCALE T. DRAWINGS FOR CRITICAL DIM13I5ION5. DIMENSIONS ARE SNGMN TO FACE OF STUDS TALES INDICATED OTHIERINISE TIE PROJECT SHALL BE NGf TTtLED AND INSTALLATION OF ELEMENTS COORDINATE, AS NECESSARY TO PERMIT WORK BET EEN DIFFERENT TRAMS TO PROCEED 141TIKAIT UPSETTING PROPER CONSTRUCTION SEQUENCES OR MATINS THE PRO-EST SONT LE PSIMBNG, ELECTRICAL AND MECHANICAL CONTRACTORS SHALL VE NF-' ALL REQUIREMENTS FOR THIS PROJECT AND COMPLY WITH ALL LOCAL CODES, SENT FLANS FOR APPROVAL AND 08TAN P12H9 BORE STAtTIN6 WORK. VERIFY ALL DETAL Th) NIGNS 11)4 DIMENSIONS SHOWN 04 FLANS, �-L- T10N5 AND ELEVATIONS. DIN8610N5 IN PLAN, SGTION AND ELEVATION P.Feeceoe DETAIL Pl)€NSINS. WHERE DISGREPANGS OCCUR. ARCHITECT IMAEDIATELY FOR CLARIFICATION FRJOR TO PROGETDNNG WITH THE WORK DO NOT VARY OR MOP, THE WORK SHOWN WITHOUT PKITTBN ATTHORIZATON FROM THE ARCHITST. DETAILS )411CfH OCCUR BOTH RIGHT- AND LEST -HAND ARE sect* 0 ONCE TYPICAL DETAILS ARE NOT REFERENCE, AT ALL LOCATIONS, THE INTENT' 15 THAT THEN' CARRY )p16HWT THE FRO -ELT CLEWS OTHERMISE NOTED. ALL REQUIRED SHOP DRAWINGS AND NEMITTAS SHALL BE REVNEYED BY THE ARCHITECT PRIOR TO PROCEEDING WITH THE WORK. ALL SKOP MARRY DPffNSI04 SHALL BE CHECKED AND VERIFIED IN THE FIELD EY THE CONTRACTOR GENERA. CONTRACTOR SHALL REPAIR ANY DAMAGE CAUSED BY HIMSELF OR OTHER TRADE.. HOURS OF FRO.ECT COIETR CTION SHALL BE LIMITED IN ACCORDANCE WITH THE LOCAL .ERLSDIGTON'S NOISE ORDINANCE (IF ANY.) VICINITY MAP 14040 INTERURBAN AVENUE S. TUKWILA WA LEGAL ;DTs i RIF'TION A TRACT OF LAND SITUATED IN THE SOUTHWEST QUARTER OF SECTION 14, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., CITY OF TUKWILA, KIN. COUNTY, WASHINGTON REIN. A. PORTION OF MAULE AVENUE AND LOTS 2145 BLOCK 9, HILLMANS 5`AATTLE GARDEN TRACTS AND OF PUGET SOUND ELECTRIC RAILROAD RIGHT- OF -MAY, AND BEING MORE PARTICULARLY DIEF..CRIBED AS FOLLOWS: CONVENOR. AT THE MOST YESTERLY GARNER COMIMON TO LOTS 25 AND 26, BLOCK 9, HILLMANS SEATTLE GARDEN TRACTS, ACCORDING TO PLAT THEREOF REED IN VOLUME 11 OF PLATS, PAGE 24, RECORDS OF KING GOUTY, AND TRUE POINT OF BESINNIN6; THENCE SOUTH 4$%11'19" EAST A DISTANCE OF 10.00 FEET TO A POINT OPPOSITE PUGET' SOUND ELECTRIC RAILROAD 044IF ER5 STATION 924+6806; THENCE 5O)ITH 46° 18'41" WEST A DISTANCE OF 10.00 FRET TO A POINT ON THE CENTERLINE OF THE PUGET SOUND ELECTRIC RAILROAD. RIGHT -OF -WAY AT EN4INELE125 STATION 924+680E, THENCE CONTINUING SOUTH 46 98'41" WEST FOR 20.00 FEET TO A POINT WHICH LIES - 6000 - FEET' NORMAL DISTANCE NORTHEASTERLY OF THE CENTERLINE OF INTERURBAN AVENUE SOUTH AS CONVEYED BY DEED RECORDED UNDER' RECORDI N6'. NUMBER 1212140434, THENCE NORTH 45 <I'19' PEST, AWNS A LINE WHICH 15 PARALLEL WITH 5AID CENTERLINE, A DISTANCE OF 401.64 r441 TO A POINT OPPOSITE 4154ET 501.ND ELECTRIC RAILROAD BNSMER'S STATION 924.1512; THENCE NORTH 46° 16'41 EAST, ALCM. THE SOUTHEASTERLY MARGIN OF RIGHT -OF -WAY NO 8 (SCUT -1 140TH STREET) . AS DESCRIBED. IN DEED RECORDED UNDER RECORDING NUMBER 4551659, A DISTANCE OF 20.00 FEET TO PUGET SOUND ELECTRIC RAILROAD EN61NSR5' STATION 92&.15.72; THENCE CONTR.. NORTH 4618'4l" EAST. FOR 50.00 FEET TO THE NaRTFEA5 - reRLY MARGIN OF RIGHT -OF -WAY FOR 5A117 RAILROAD; 'MEN GE NORTH 745 r25 EAST FOR 22.72 FEET TO THE MOST WESTERLY CORNEAL OF LOT 19, BLOCK 9, HILLMANS SEATTLE GARDEN TRACTS; THENCE SOUTH 43.19 EAST, ALONG/ THE SOUTHWESTERLY MAR61N OF SAID BLACK 9, A DISTANCE OF 11052 FEET TO THE MOST WESTERLY CORNER OF LOT 21. BLOCK 1 IN THE AFORESAID PLAT; THENCE NORTH 49" 54'44' EAST, ALONG. THE NORTH LINE OF LOT 21, A DISTANCE OF 441 FEET MORE OR LESS, TO THE NORTHEAST CORNER THEREOF; THENCE: SOUTH 001594° EAST A. DISTANCE OF 140.01 FEET TO THE SOUTHEAST CORNER OF LOT 24, BLOCK 9, HILLMANS SEATTLE GARDEN TRACTS; THENCE SOUTH 89 °56'44' NEST, ALONG THE SOUTH. LINE OF SAID TAT 24, A DISTANCE OF 115.10 FEET; THENCE SOUTH 14 04151" VEST A DISTANCE OF 146.55 'FEET 4146 FEET AND 4 INGNi45) TO THE TRUE POINT 01. BEGINNING. 5U15-E.0T TO EASEMENTS, RESERVATIONS AND RESTRICTIONS OF RECORD. PROJECT OWNER EVERGREEN ENTERTAINMENT, INC. 14060 INTERUR4AN AVENUE: 5. TUKWILA, WA 45165 205- 244 -0525 CONTACT: STEVE DOYEN ARCHITECT MERRICK LENTZ ARCHITECT 1500 136TH PLACE NE BELLEVUE, WA. 45005 425- 741 -3177 CONTACT:.: CRAIG CHANEY STRUCTURAL EN6'R NELSON CONSULTING ENGINEERS. 14221 58TH'. AVE NE. KENMORE, WA 95025 425 - 455 -9125 CONTACT: JEFF NEL.SON CIVIL ENOINEERIN6 PACIFIC ENGINEERING 4800 5. ISSTH ST. SUITE 560 SEATTLE, NA .4515E; 206- 431 -1410 ' CONTACT: LOU LARSEN hot,E.P EN6R' a ABO55EIN ENGINEERING 1254 120TH AVE. NE - SUITE E E''ELLEVUE, WA 95005 (425) 462 -4441 CONTACT: VAHI17 A13O55EIN PROJECT NOTES 0)0400T NAME: PRO.IE...T 4DDRE53 SCOPE OF WORK:, ASS PARCEL NO: ZONING: SITE AREA: IMPERVIOUS AREA 61558 5F. (78%) BUILDING COVERAGE: B944 5E- (4144% COVERAGE) MAXIMUM EUILDNS HEIGHT: 45 FET PROPOSED MILD S HEIGHT: 25 SCV32NING CODE: 1441 IBC, W/ WASH. 5T. AMENDMENTS OCCUPANCY GROW: A2J (ASSEMBLY). 3 (OFFICE) (SEE BUILDING CODE NOTES, 51IE=T 02.0) CONSTRUCTION TYPE: TYPE V-4 BILLY 5P414404 L-D N LB) OF 1440UR CONSTRUCTION (SEE BUILDING CODE NOTES, 5f45T A2.0) SPRINKLE) SYSTEM: NFPA B SYSTEM REQ) RID; (0415N -BUILD UNDER SEPARATE PERMIT) SEISMIC ZONE: WIND EXPOSURE: FLOOR AREA: OCCUPANCY: BUILDING. SETBACK: GRAND CENTRAL CASINO 14040 INTERURBAN AVENUE SOUTH ', P44 WA G0Jfc.', - rmIGWcN OF A FEW 0557 5F. TWO STORY BILDNG FOR A N31 RESTAURANT AND CASINO. AN EXISTING FETAL BUILDING PILL EE INCORPORATED INTO THE PRO.EG1 iNcLu058 ON -51T5 PARKINS LANDSCAPING AND RELATED SITE 1MR20VEME NT5 DEMOLITION 0= AN EXI51144 4500 5F. CM) BUILDING 15 PART OF THE PRO.EGT ACTION. 556540- 1035.5565404026, 356590 -1055 GI 48440 544. (221 ACRES 18913544. TO TOP OF BANK (LW ACRES) 5_ we 514425URE MAN FLOOR- SECOND FLOOR TOTAL: LOCATION: AREA )21444/LOINGE 8959 KIT044444 2442 OFFICE 1858 STORAGE 260 TOTAL- �` � 1913 5F. I�c�LY 15,657 5F. ORDINARY THIGH WATER MARK +152' (Iv DATUM) 100 YEAR FLOOD PLAIN ELEV : +17.4' PROPOSED FINISH FLOOR 3: +18,4' (REF. ELEV,101.0) PARKING REQUIRED: 96 SPACES. PM CITY OF TUKS54A PLANNER PARKING PROPOSED: TOTAL 5PAC.E5, FILL SIZE: COMPACT: ACCESSIBLE: PROP. LINE SOUTH WEST NORTH EAST LE. 1 :15 1 :200 1:100 1:300 151 SPACES 88 SPACES 58 SPACES (24%) 5 SPACES MAIN BUILDING 0'-B' 158' -0' 80 41' -0" (AVG SETBACK FROM 0HAW - FILE COPY understand that the Plan Check approvals are subject do errors and omissions and approval of plans not authorize the viola',on of any adopted 'coda or ordinance. Receipt of con- tractor's copy of approved plans acknowle.; ed. OCCUPANTS 547 10 17 625 �iEVI3ION3 413CHA mS €I4ALBE WITH PR OR 0 TUIt,° 1LA BUIL:NdGi D IVi.51 �. t 3i F= Y::'G.NS WIL RE A N'EW. PINd GUBNTTTAL Ala 544 =N:d.U)E ADO5ONN. PLAN REVIEW VEER 6p*GiM I I PECf 10N RE UtRroC. • WELDING • CONCRETE • Hi64 Steetielid IfloGT.ta4 • MMOIttfl DRA14I NG INDEX ACCESSORY BLDG 201' -0' 544'' -0' 43' -1' (4545 SETBACK FROM 05,421) 40.0 A1.0 A2.0 42) A23 A3.0 44.0 A5O A6.0 410 5-1 5-2 5-5 5-4 5-5 41.0 KI.I K2.0 45.0 K40 K5O 45.1 K6.0 KS) 44-1 M -2 M -3 M-4 M -5 44 / Nh7 M - 8 M -4 M-10 M -11 0-I C-2 C-5 G -4 G -5 0 -6 0 -1 G G -4 0 -10 0-11 0 -12 Ll.1 FRO_EGT NOTES, COVER GREET 511E PLAN MAIN FLOOR PLAN SECOND FLOOR FLAN, SCHEDULES METAL EUDING LA ROOF FLAN BUILDING ELEVATIONS 4405011)0 CEILING FLANS, LIGHTING SCHEDULE BALDING SECTIONS WALL SECTION DINING /SEATING- PLAN, ROOM FINISH 5GHEPILE FOUNDATION PLAN SECOND FLOOR FRAMING PLAN ROOF FRAMING PLAN STRUCTURAL NOTES, DETAILS DETAILS KITCHEN EQUIPMENT PLAN- PARTIAL KITCHEN EQUIPMENT PLAN- PARTIAL EQUIPMENT LIST EQUIPMENT LIST EQUIPMENT LIST ELECTRICAL ROUGH-IN PLAN - PARTIAL ELEGTRIGAL ROUGH -IN PLAN - PARTIAL PLUMBING ROUGH -IN PLAN - PARTIAL PLUMING ROUGH -IN FLAN- PARTIAL GENERAL NOTES, SCHEDULES AND LEGEND MAIN FLOOR PLAN- PL SECOND FLOOR FLAN -55448)44544511) MAIN FLOOR PLAN- PLUMING SECOND FLOOR FLAN- PLUMING ROOF PLAN - PLUMBING MAIN FLOOR PLAN -HVAG SECOND FLOOR FLAN -HVAG ROOF PLAN -+VAC DETAILS DETAILS COVER SHEET TEMPORARY EROSION CONTROL FLAN GRADING AND DRAINAGE PLAN SANITARY SEWER AND WATER PLAN 5. 140T14 5imttL IN'I'ROVENENTS FLAN AND PROFILE CR055 SECTIONS, DETAILS STE CROSS SECTIONS DETAILS DETAILS DETAILS SPECIFICATIONS EXISTING SITE 004041)1044 LANDSCAPE/PLANTING PLAN CORRECTION SEPARATE PERMIT REQUIRED FOR: RiNE0HANICAL get LECTRICAL yPLU5B)NG vGAS PIPING CITY OF TUKWILA BUILDING DIVISION q 'I"oFTi�E c UNPUBLISHED 4C)K 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARC ITECT I800 - 136th Pine NE, Suite 100 Bellevue, Washington 98005 425.747.3177 FAX 425.747.7149 E -mail: mlaxsh@isomedia,com ' ) EC 9 \ ARCHITECT E N ERRICK D_ LLENTZ' L STATE CAF 41551145 105 1 PROJECT NAME Grand Central Casino Tukwila, WA DRAWING TITLE PROJECT NOTES DATE MAY 15, 2001 DRAWN BY G5(; CHECKED BY 44/24/01 BLDG DEFT. COMMENTS 5/15/01 PERMIT SET ISSUED DATE DESCRIPTION AO+O RUN NO. CONDUIT CONDUCTORS REMARKS A EX. 3 -2" EX. 2 — #8 EX. CONDUCTORS REMAIN A EX. 2" EX. 2 — #8, EX. 3 — #12 REMOVE EX. CONDUCTORS, ABANDON EX. CONDUIT A EX. 2" EX. 2 — #8, EX. 3 — #12 EX. CONDUCTORS REMAIN A EX. 2 -2" PULL STRING SPARES FOR FUTURE USE EX. 2" EX. 2 — #8 REMOVE ALL EX. CONDUCTORS, REPULL EX. 2 — #8 ONLY EX. 2" 2 — #8, EX. 3 - #12 REMOVE ALL EX. CONDUCTORS, REPULL EX. 3 — #12 ONLY 2" EX. 2 — #8, 1 — #8 GREEN, EX. 3 — #12 REPULL EX. CONDUCTORS A 2" 3 — #2 SERVICE ENTRANCE CONDUCTORS A 2 -2" PULL STRING SPARES FOR FUTURE USE 10 2" 2 — #8, 1 — #8 GREEN GENERAL NOTES 3. LEGEND CONSTRUCTION NOTES ALUMINUM LIGHT STANDARD WITH MAST ARM AND LUMINAIRE TYPE 1 JUNCTION BOX 2 TYPE 2 JUNCTION BOX TYPE 3 JUNCTION BOX ELECTRICAL SERVICE CABINET — — CONDUIT O CONSTRUCTION NOTE A WIRE NOTE 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH CURRENT CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS, CITY OF TUKWILA TYPICAL DETAILS, WSDOT STANDARD PLANS, AND THESE PLANS. 2. THE CONTRACTOR SHALL OBTAIN A CITY OF TUKWILA STREET LIGHTING /STRIPING /SIGNING PERMIT PRIOR TO COMMENCEMENT OF ANY WORK. THE CONTRACTOR SHALL ACCOMPLISH THE SWITCHOVER TO THE REVISED SYSTEM DURING THE DAYLIGHT HOURS OF ONE DAY. THE EXISTING ILLUMINATION AND WATER RE —USE SYSTEMS SHALL REMAIN FULLY OPERATION UNTIL THE DAY OF THE SWITCHOVER. O DISCONNECT EXISTING ILLUMINATION CONDUCTORS SERVING LIGHT STANDARDS TO THE SOUTH INSIDE EXISTING JUNCTION BOX. PULL THESE CONDUCTORS BACK TO NEXT EXISTING JUNCTION BOX TO SOUTH. INSTALL NEW ILLUMINATION CONDUCTORS PER WIRING SCHEDULE AND SPLICE TO EXISTING ILLUMINATION CIRCUIT INSIDE EXISTING JUNCTION BOX. O DISCONNECT AND REMOVE ALL EXISTING CONDUCTORS BETWEEN EXISTING JUNCTION BOX AND EXISTING SERVICE CABINET. ABANDON EXISTING CONDUIT BETWEEN EXISTING JUNCTION BOX AND EXISTING SERVICE CABINET. CUT EXISTING WATER RE —USE CONDUCTORS INSIDE EXISTING JUNCTION BOX AND PULL THESE CONDUCTORS BACK TO NEXT EXISTING JUNCTION BOX TO NORTH. INTERCEPT EXISTING 3 -2" CONDUITS AND SWEEP UP INTO NEW TYPE 3 JUNCTION BOX. INSTALL NEW CONDUITS AND NEW AND EXISTING CONDUCTORS PER WIRING SCHEDULE. SPLICE NEW ILLUMINATION CONDUCTORS TO EXISTING ILLUMINATION CONDUCTORS INSIDE NEW JUNCTION BOX. INSTALL NEW TYPE 1 JUNCTION BOX PER WSDOT STANDARD PLAN J - -11a. INSTALL NEW TYPE 2 JUNCTION BOX PER WSDOT STANDARD PLAN J -11a. INSTALL FOUNDATION AT S. 140TH ST. STA. 0 +62, 39' LT. PER WSDOT STANDARD PLAN J -6c. RELOCATE EXISTING SERVICE CABINET TO NEW FOUNDATION. RELOCATE TWO EXISTING GROUND ROD HAND HOLES TO NEW SERVICE CABINET LOCATION. INSTALL NEW GROUND RODS AND EQUIPMENT GROUNDING CONDUCTOR IF EXISTING EQUIPMENT CANNOT BE SALVAGED. REMOVE EXISTING SERVICE CABINET FOUNDATION AND ASSOCIATED CONDUIT. O7 INSTALL FOUNDATION AT S. 140TH ST. STA. 1 +24.5, 24' RT. INSTALL LIGHT STANDARD WITH 200 WATT HPS M —C —III LUMINAIRE ON 8' MAST ARM AT 30' MOUNTING HEIGHT. USE CITY DETAIL RS -20. REMOVE EXISTING JUNCTION BOX. K1 COORDINATE WITH PUGET SOUND ENERGY FOR DISCONNECTION OF EXISTING ELECTRICAL SERVICE. 10 COORDINATE WITH PUGET SOUND ENERGY FOR NEW POINT OF ELECTRICAL SERVICE. ROUTE NEW CONDUIT TO NEW POINT OF SERVICE AND COORDINATE WITH PUGET SOUND ENERGY FOR SERVICE CONNECTION. A PORTION OF THE S.W. 1/4, SEC. 14, TWN. 23 N., RGE. 4 E., W.M. 53 of 52 `;06.96' WIRING SCHEDULE NOTE: ALL NEW CONDUIT SHALL BE SCHEDULE 40 PVC. WATER RE —USE FACILITY EXISTING UTILITY POLE'`MAS LUMINAIRE TO BE REMOVED B SOUND ENERGY RECENEO cm oFTUXVnu JAN 1 7 2002 PERMIT CENTER CORRECTION LTR# 1 I I # ' TO LI ON NOr z "CALL 48 HOURS, BEFORE YOU DIG .1- 800- 424 -5555 SCALE: 1" = 20' 0 10 20 40 These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authothe violations of adopted standards or ordinances. The anponsTil ty for the adequacy of the design rents totally with the design. Additions, deletions Or revisions to the drawings after this date will void this aooeaaox and will require a resabmittal of revised drawings for subsequent approval. Frnai acceptance is subject to geld insfeetion by the Public Works a lido inspect= Date: EXPIRES 9/5/03 'EXPIRES 01/31/03 TRANSPORTATION PLANNING i f 1[1 & ENGINEERING, INC. 2223 -112TH AVENUE NORTHEAST, SUITE 101 BELLEVUE, WASHINGTON 98004 TEL. (425) 455 -5320 FAX (425) 453 -5759 No. REVISION DESIGNED RMH DRAWN R.M.H. CHECKED D.H.E DATE 1/15/02 SCALE 1"=20" APPR GRAND CENTRAL CASINO ILLUMINATION PLAN DATE CITY OF TUKWILA PUBLIC WORKS !DEPARTMENT FILE NO. IL1.DWG SHEET IL? r CT Li FIRE APPARATUS TURNI-AROUND 20' WIDE x 65' LENGTH IN THREE DIRECTIONS ASPHALT PAVING. TYP „ " 2 t -- - 1 , 1 ASK-IA(1 1 e con. 9mo/to( ,PANG. TYP. 11// o'FURB, TYP„ . ' U-N-a -,-, NOTE: ,E CURB, GUTTER , APPROACH:\PAVING AND SIGNAL ASRECi'D TO TO EXISTING ..tc ,.., ,... , ..........,_ \ REFER 'CltAL „„ ---e \ , \\ 1 \\ EXISTING LOCATED OUTSIDE OF R.O.W.; TO BE RELOCATED 4- . - - - _ _ LINE OF EXISTING PAVEMENT k gravel parking/dumpin area 93'-0" SPACES @ 8'-6" o.c., 1 COMPACT 100" HIGH imPX6r- • , ENVIRONMENT LINE EXISTING DRIVEWAY TO REMAIN (HARED ACCESS W/ ADJACENT PROPERTY) ACCESSIBLE KP. 60' LOW IMPACT ENVIRONMENT LINE SHED 1 93-6" ACES @ 8'-6" oc.) - CABIN - 40' RIVER ENVIRONMENT LINE 1 ORDINARY HIGH WATER MARK (+ 15.8') -r- EW 'HIGH CMU SIGH WALL I t NEW 8-10" TAU_ 8" GENERATOR ENCLOSURE \ NEW V TALL B CM° 1 1 \ SH ENCLOSURE SITE PLAN SCALE: 1" = 20-0" MERRIC LENTZ ARC ITE (j) ',/>... --": //-)- :<-' /;,.,. T , 1 ,,. ,,,),,,/,;; \\,,,,,\,...,-, ....■, 0 1 ',, /$;"7; ‘,. •■,, \ b c _ \ //,' '' * ‘, '‘, \ •,,,,,,,,. ' 1 s '' 1 :-1 .---- 1 V, \ ' \ . n ' \‘ , ' , \A -,‘ 1 --,%- '2 - LO REVISIO\ UNPUBLISHED .40RK 02001 MERF-;ICK LENTZ ARCH 1800 - 136th Place NE, Suite Bellevue, Washington 980 425.7473177 FAX 425.747.. E-mail: /March@isomedia.c PROJECT NAME Grand Central Casino Tukwila, WA 1 RIVERSIDV DRAWING TITLE \ CASINO SITE PLAN \ k . -s t ss% JUL - 5 ZOOZ jl' PER CENTER DATE MAY 15, 2001 DRAWN BY CSC CHECKED BY A 7/5/02 Fire Dept. roc 4/12/02 140th st. cur \ 2/28/02 City commen 1/02/O1REV. BLDG FOT 5/15/O1PERMIT SET ISSUED DATE DESCRIPTION A1.0 VIWG, r'1' THI \ EXISTING BLDG. \ 1 1 TO BE DEMO'd \ I UNDER PERMIT N. 1' " MI0I -156 I 1 \/ X 11 \ RIGHT -OF WAY; REFER CAVIL \ \ NOT CURB, GUTTER APPROACH, PAVING MD 1 , SIGN AS TO \ ', / RELOCATE STRfiT,0 EXISTING. (%k � \ EXISTING DKIVEWAY LO TED OUTS! \ \ \ OFR TO BE REL ATED LI OF Ex15TING PA VEMENT / gravel parking /dumpik \ g area 93' -0' oz, I COMPACT e 100" HIGH IMPAGF ENVIROFA1ENT LINE \ EXIST! DRI - • Y TO \ \ REMAIN (BfARED ACCESS \ \ N. NU ADJAG TY) \\ By Date '- tip \ \ 40 / �, AGCE5Gl; PARKING /16NACE, reps/ k 0 60' LOW It*AGT ENVIRDNMEt1T LING 43 , x . Permit No. 17 DI - LSO ■ RIVERSID , CASINO I understand that the Plan Ch.& approvals are subject to errors and omissions aad approval of plans does not authorize the vioiation of any adopted code or ordinance. Flece&pt of con- tractor's copy of eppr ved peens acknowledged. RE iP ASB' : � , •�° ate -..,. "` 73 SHALL BE MADE TO 'z[f WITHOUT RTC TI.F2A9LA BUILDING DIU ^;/ 40' RIVER ENVIRONMENT LINE ORDINARY HIGH WATER MARK (a 1524 \ \Q 111`\II \ `N'\ \• Illl SITE PLAN D01 INCOMPiiTf LTR# REVISION NO. 13 (c tiNE- tiBLIS ED WORit 02001 MERRICK LENTZ ARCHrrECT MERRICK LENTZ ARC • CT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 4255473177 FAX 4251475149 E-mail: miarrh_�ia media com PROJECT NAME Grand Central Casino Tukwila, WA DRAWING TITLE SITE PLAN DATE MAY 15, 2001 DRAWN BY GSG CHECKED BY PERMIT CENTER A 4/12/02 140th et. curb rev. carman - 02 © 1/02/01 REV. BLDG FOOTPRINT 5/15/01 PERMIT SET ISSUED DATE DESCRIPTION A1.0 I `rkteratend that litre Pram Check . _ ;ats are suc;ect to errors art cm:re:lone, approval of pkras dceet nnt eitill-rorice atr:n O arty at ed code c e f Receipt o con- ga oc's Copy ot e + plaits cItn ^edged. v NOTE). CURB, GUTTER ' PAVING AND S)SNAGE AS'REO'D TO \ , RELOCATE STREIRTO EXISTI�I6; RIGHT JF IVY; REFER151VA_ \ \ \ \ EMISTIN6 \ LOC r TED \ \ OF ' TO OUTSIDE BE \ RELOCATED 16 — — — — _ _ LINE OF EXISTING PAVEMENT I r i l , gravel parking /dumpik area SPACES 0 8'-6" 04., I COMPACT 1 00' HIGH IMPACl ENVIRONMENT LINE 95 \ CASINO \ \ \ \ \ \ \ \ \ \ \ \ PARKING / GNAGE, TYP.; 60' LOW IM)!AGT ENVIRONMENT LINE qE : - , j \ \ A \ \ - �_ // - N\ c \ \ \ • \ , EXIST! DRI Y TO \ \ \ REMAIN &TARED AGGE55 V A v W/ AD .14t:Eal 7 i N. A\ \ \ N 40' RIVER ENVIRONMENT LINE RIVERSIDE, Kvo Lori, R° o a q pE lig ORDINARY HIGH WATER MARK (+ 15.87 o Q S11'E PLAN SCALE:. I = 20-o• T 1 _ T < FT I T \ INCOMPLETE LTR# tVISIONNO io UNPUBLISHED WORK 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARCIITECT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425.747.3177 FAX 425.747.7149 E-mail: mlarch@isomedia.cont O O, o i3 0 PROJECT NAME Grand Central Casino Tukwila, WA DRAWING TITLE SITE PLAN DATE MAY 15, 2001 DRAWN BY GSG CHECKED BY RECEIVED CITY CF TUKWILA PERMIT CENTER ® 2/20/02 City comment (/24/02 • I /02/01 REV. BLDG fOOTPRINT 5/15/01 PERMIT SET ISSUED DATE DESCRIPTION A1.0 FIRE APPARATUS TURN -A? 20' WIDE x 65' LENGTH IN DIRECT, SPHALT AV ING/` RE ATE" Fl HYDR D2TECT s.. INARNI AT TYP 2 LOG/ N89'56 44 E 440.84 "NO PARKING FOR "CAB /N' j \ N NOT �E4 CURB, SLITTER 1 A PAVING AND SIGNAGE AS TO RELOCATE STREIT-TO EXISTING /_ RIGHT -OF WAY; REFER CIVIL NO SCALE ' i VAN ACCESSIBLE NO SCALE GONG SIDE SLOPE !I::O S=LOPE MAX No SCALE EXISTING - \ \ DRIVEWAY LOCATED OJTSIDE OF ROA.; TO BE \ RELOCATED \ \ STATE DISABLED PARKING PERMIT < REQUIRED SLOPED GONG. RAMP — 6 -, \ 4" WIDE PAINTED STRIPE BARRIER -FREE SYM. METAL SIGN WHITE LETTERING 2` DIA. STEEL PIPE, PAINTED AHITE WHITE BLLE BACKGRGJNL SIGN AT VAN SPACE ONLY, TYP \ DISABLED PARK'G 5I 6N ACCESSIBLE CURB RAMP \ _'4 RAGUY "'P \ Y C + CONCRETE SIDEWALK FINISH) PROVIDE EXPANSION JOINT MAX_ a � DETEG'A$LE AARN!NG SURFACE—a.'9w 2 TALI 'RUNGATED DGMEY 3 235 C C. EA .AY GONTRASTINS COLOR TYP ENTIRE RAMP - £LJRFACE. ONG. SIDE SLOPE \�. 0,0 SLOPE MAX.; So\ \ 0/ ASPHALT PA /N& — — SRAL,.AR BASE - y t / SIDEWALK CURB DETAIL EXTRUDED CONC CURB GRADE to FLAN' F.R --i EXTRUDED CURB DETAIL f — - - - - -- 100 HIGH IMPACT ENVIRONMENT LINE 46-0 (10 SPACES a 8'-6" o.c 1 COMPACT •1 osJ LINE OF EXISTING PAVEMENT \A EXISTNG DRV- Y TO REMAIN (SHARED ACCESS W/ ADJACENT FROPER'Y} 60• LON IMPACT I ENVIRONMENT LIPS SHED 1 I -a L€J, F CONCRETE WALK, TY. ACCESS) ARKiN6 5 5NAGE "!P. (II rES • 8 o.c) 40' RIVER ENVIRONMENT LINE ORDINARY HIGH WATER MARK (+ I5.6') RIVERS/6E Cgs /.• COPY ".3 P Check approvals are o omissions and approval of I,= = 7t, the violation or any _ e ! _. of can- .cL. _ ^ -rj :; approved pia, .' acknowledged. Pennit No. 47- (Cf. a - r�.rzv 3 SHALL �B,E�MADE T R :,-LOPE-OF WORK - °DVAL OF TUKWILA A FL m981NLtIL sLoN Ka NA Y INC. RES- SITE PLAN SCALE: T = 20' -0” — REGENED GTY OFTUKWILn DEC 1 1 7001 PERMIT CENTER LtNP - P�M IT T T r T T - q tr r 0 O LP y crx � O � r ({ on CAT OW' 0 - &\ u) 0 uNPUBL'lED IOPk 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARC ITECT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425.7473177 FAX 425.747 -7149 E -mail: mlarch@tisomedia-com PROJECT NAME Grand Central Casino Tukwila, WA DRAWING TITLE SITE PLAN DATE MAY 15, 2001 DRAWN BY 05C CHECKED BY 12/II/O1 BUILDING RELOGAT 5/15/01 PERMIT SET REVISION NO C 0L , ISSUED DATE DESCRIPTION A1.0 NORTH 0 4 (10 SPACES @ 06.,1COMPACT @ " Nat EXTRUDED; WHEEL TOf C — — : "NO PARKING 6a — 10am FOR TRASH PICK P" 4 .sa. PORTION OF EXISTING BLDG. TO BE DEMO'ED FIRE APPARATUS 11JR4-AR WIDE x b5' LENGTH IN - ORDINARY HIGH WATER MARK (+ , NOTE: E.I"1 CUR.5, GUTTER -APPROACH, PAVING AND SIGNAGE AS`REOD TO RELOCATE STREF--TO EXISTING RIGHT-Op I,AY; REFER GIVIL _ - EXISTING DRIVEWAY LOCATED OUTSIDE OF R0.1L ; TO BE RELOCATED NO SCALE BARRIER-FREE SYR STATE DISABLED PARKING PERMIT ( REQUIRED I I ( ACCESSIBLE VAN 4 WIDE PAINTED STRIPE / ©DISABLED FARK' G SIGN SIDEWALK CURB DETAIL NO METAL SIGN MITE BLUE BACKGROUND WHITE LETTERING SIGN AT VAN SPACE ONLY, TYP. 2 STEEL PIPE-, 'Is is PAINTED WHITE SLOPED CONC. RAMP CONC. SIDE SLOPE ( hI0 SLOPE MAX) 5 ACCE551BLE CURB RAMP m y NO SCALE = _ co- CONCRETE SIDEWALK (BROOM FINISH) PROVIDE EXPANSION JOINT N V-0 0/0 MAX. 3/4• RADIUS TYF. 1 SCALE: I I/2°- DETECTABLE WARNING SURFACE; ..1"0,2" TALL TRUNCATED DOMES 235° O.G. EA. NAY, CONTRASTING COLOR, TYR ENTIRE RAMP ACE. CONC. SIDE SLOPE (:10 SLOPE MAX) ASPHALT PAVING GRANULAR BASE EXTRUDED CURB DETAIL 1 .0 ) SCALE I I/2 - - - -- 77- -- -- -, ____.--- , ■ ■ ___----- . i pcykingjdurnpio,,g or .6'v N., 100" HIGH IMP/tCT X ENVIRONMENT LINE " AS-0" EXISTING DRI • Y TO REMAIN (SHARED ACCESS ADJACENTTROPERTY) 0* * it . 1 r.\___.../ ACCESSI ..,PARKING ' SIGNAGE, TYP. ' X X 1 1-.4 X X ' - . . NO LOW IMPACT ENVIRONMENT LINE 43 I " 1 1 , 1 RIVERS/E CASINO" SITE PLAN SCALE r = 4 NORTH I 1 T L ' ;o \ REGISTERED I , ARCHITECT 1 -- r , 0 0 ..„,. - 7 C; A CI \ MERRICK D. LENTZ z STATE OF WASFINGTON I C:4_ —1 0 ,.... cc cn PROJECT NAME tr t Sg Grand 0 Central T - T 1 T j UNPUBLISHED WORK ©2001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARC ITECT 1800 - I36th Place NE, Suite 100 Bellevue, Washington 98005 425.7473177 FAX 425.747.7149 E-mail: mlarch@isomedia.com Casino Tukwila, WA DRAWING TITLE SITE PLAN DATE MAY 15, 2001 DRAWN BY csc CHECKED BY 5/2.1/01 BLDG DEPT. COMMENTS 5/15/01 PERMIT SET ISSUED DATE DESCRIPTION A1.0 DETAIL - fence at alley way SCALE: N.TS 1y! ?III 111111 1IL_!1 (PAINT TO MATCH BUILDING COLOR) 11- (PAINT TO MATCH DM BUIL6 COLOR) 1=111=11_ 11=111 11=7111111,111==_11 OCTAL - trash enclesurs GALV. METAL FLASHING (COLOUR TO MATCH BUILDING) BOND BEAM O +4' AND O TOP M/ (2) .4 BARS 6X6Xfb CMU. WALL LI SPT FAGE O EXTERIOR 44 BARS O 48" OG. VERT. AND V' FROM CORNERS < iI HIGH GENERATOR OUTLINE GROUT CELLS SOLID WHEN BELOW GRADE I 1 ! 1 1 1 BARS ®' 48^ 0.0. ALT. BEND = 31C�iC —�I — III —II I —III= 71P11 — �i 11 -1 16' 1 DLRAdL - generator enclosure WY. ICS (2) *4 BARS CONT. CONG. FOOTING 11 ,1E: •=111 1 =1 ?le GALV. METAL FLASHING (COLOUR TO MATCH BUILDING) 1111 1111 II!! 1 111 IIII 1111 Iil l�z� ,.:7 ... 6ROUr CELLS SOLID WHEN BELOW GRADE IILIB =III =III. I ! e5 BARS a 48" O.G. ALT. BEND iI =1 I BOND BEAM O +4," AND TOP WI (2) *4 BARS BX8XI6 G.M.U. WALL SPLIT FACE O EXTERIOR *4 BARS O 48" O.G. VERT. AND 8" FROM CORNER5 4" THK. CONC. SLAB NV FIBERMEBH. (2) *4 BARS cow. GONG. FOOTING 4 ".THK. GONG. SLAP NV FIBERMESH. tu Ql NO SCALE NO SCALE STATE DISABLED PARKING PERMIT < II VAN ACCESSIBLE FETAL 5I6N MITE SLUE BALK6Rc W WHITE LETTERING .IGN AT VAN SPACE OILY, TYP. 2' plasma_ PIPE, PAINTED WHITE DISABLED PARK' SIGN 1 1 1111111111111111111 N I I I B 111111111111 ACCESSIBLE CURB RAMP CONCRETE SIDEWALK (BROOM FINISH) PROVIDE EXPANSION JOINT 0 S - • o/c MAX. 3/4' RADIUS TYP. 5I DEINALK CURB DETAIL SCALE: I I/2 " =I' EXTRUDED CURB DETAIL SCALE: I I /2'=I' -O" 9v\ 1 ,_tiJ UNPUBLISHED WORK 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARC CT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425.7473177 FAX 425.747.7149 E mail mlarch@isomedia.c om PROJECT NAME Grand Central Casino Tukwila, WA DRAWING TITLE SITE DETAILS DATE MAY 15, 2001 DRAWN BY C50 CHECKED BY A1.1 PERMIT CENTER ISSUED DATE DESCRIPTION f II !I AIM TO MATCH LOINS COLON) I�1I -11 i= 11 1 IE TM 111� - ,` — I— 11= 11= ]1 1 '= H11_ ' 111 11 11 I I _III -UCIG 111 q� = 111 =111= CONC. CONC. AP BOND = • *4'-0" AND • TOP " (2) *4 BARB BXBXI6 SPLIT F 114 BARS AND • F 4° THK. CONC. FIB�SFi. • • U. WALL • EXTERIOR O.G. VERT. CORNERS 50 ' -I ALT. BEND 7 11� 1 = h ill 11 I� �I�I�Ii= �ii A0i DOTAIL - cararatar mammon, (PAINT TO MATCH BUILDING COLOR) - 3 - trash snclosu'• I f=I1 9ZVATION - trash enclosure GONG. GAP BOND BEAM • *4' -0 AND 0 TOP W/ (2) *4 BARS BXAXIS C.M.U. WALL SPLIT FACE • EXTERIOR *4 BARS • 40 O.G. VERT. AND S FROM CORNERS 4" THK. GONG. SLAB W/ FIBERMESH. I 115 BARS • 45, O:0. ALT 2) 114 BARS CONT. NC FOOTING GROUT CELLS WHEN BELOW m5 BARS • 40" 0 2) 114 BARS CONT. GONG. FOOTING GONG. CAP 6x6x1b GMU. PAINT TO MATCH e11.. COLOR -. LIGHT WEIGHT MET SATE LINE OF FOUNDATION STATE DISABLED PARKING PERMIT —NHtrE LETIERINS RESUMED II VAN L ::.,16N AT VAN SPACE ACCESSFL.E ONLY, TYP NO SCALE NO SCALE !'ETAL 516N vHrtE BLUE BACKGROUND 2' DIA. STS- PIPE, PAINTED MITE ACCESSIBLE CURB RAMP 111111111111111111111111111111111111111 . ^•000 DISABLED PARK'& 5I 'N i SIDE!NALK CURB DETAIL SCALE: I V2•d' -O° SCALE: I I/2 ° =1' -0 EXTRUDED CURB DETAIL IOMP ETE LTRNC# 0,_1 UNPUBLISHED WORK 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARCHITECT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425.7473177 FAX 425147.7149 E mail: mlarcbgisomediacom PROJECT NAME Grand Central Casino Tukwila, WA DRAWING TITLE SITE DETAILS RECEIVED CITY OF TUKWILr. DATE MAY 15, 2001 DRAWN BY 050 CHECKED BY PERMIT CENTER ISSUED DATE DESCRIPTION A1.1 LAMINATE .PARTITION AND DOOR .3-6, x 4.511 MIRROR, BOT. 6 +40 ° AF F. \I LAV. 0+34 °,(29° \ CLR BELOW): ::z>I — , > E 0 LAV. ff \y = 30/ \, \ P.T. 12:14' CERAMIC TILE YLAINSCOT UP TO 48 TYP. BIKE RACK PER SITE PLAN FACADE STUD I 19' -II' 13'-6° 22 OFFICE 101.0' VES BULEI A/.A2A FOR DETAIL RESTROOM RAN 3-1/2 CONC. SLAB ER COMPACTED AVEL FILL OVER STING SLAB EVENT/BANQUET EXIST! NC{ METAL BUILD! TO REMAIN A ® 24 ° Oz. METAL STUD CURTAIN WALL AT EXTERIOR PERIMETER OF EXISTING METAL BUILDING, TYR W/ R -19 BATT INSUL EA. ,1ST SPACE 3-5/8 R 24' o4. METAL STUD FURRING WALL ® 24° o4. METAL 5 FURRING WALL II' -q" y. LOUNG STORA IT 2x4 ELS rip EIFS FIN! ON 6° MEf FURRING, CONCRETE TILT , N+RLL MIN. 2-PCUR FIRE RATING (5 -1/2 THICKNESS EXCEEDS 5' MIN THICKIrS) \ -- b'024 °o<. METAL AND INFILL WALL AT EXTERIOR PERIMETER OF METAL BUILDING, LINE OF DECORATIVE INTERIOR WALL, NON - STRUCTURAL. (SUB,ECT TO MODIFICATION) GAMING ROOM :TM CASH WINDOW ALL TM A.F.F. NEN 4°' CO. . SLAB OVER 6 MIL POLY VAPOR BARRIER OVER COMPACTED GRAVEL SPRINKLER MAINS 2"4 AND LARGER LIMITED TO THIS AREA, NP. REFER B /A2 FOR DETAIL RES M PLAN HANDRAIL EA. 51 I - /2 °b 5 +34° AE NOSING CAFE INING 3 4/8" METAL 5155 FURRING AT RATIVE C LUMNS /WALLS, - (N - STRUCTURAL) SALAIp BART NEW METAL EUILDING SUPPORT COLUMN HANDRAIL EA. SIDE; 1-1/2"6 0 +34° ASV. NOSING CAFE DINING — b'0 24'oz_ 10'-B_ 3-11 . 1,5" 13._3° ALIGN NEW, BUILDING SUPPORT COLUMN, TYP. II' -T' 13' -10 1/2° 8' - 12 21' -0" 23' -9" 18'-3 22 20-9 106' -6" CERAMIC TILE WAIN,OT UP TO 46° MIN. TIP. SCALE: 1/4" = I' - 0° .TISSUE DISP. MTD .15°(MIN! DETAIL, PLAN -woMj s RESTROOM = I J BUILDING SPRIMGLER CONSTRUCTION NOTES RIM LAMINATE PARTITION AND 1 DOOR T`-, BUILDING CODE CALCULATIONS BUILDING AREA CALCULATIONS ALLOWABLE AREA: 10500 S.F. BASE AREA CONSTRUCTION TYPE V -I HOUR - 64- x4b' CIA PLR SPACE i 6 FINAL RADIUS = SO° ,-30°x46° CLR r�R SPACE / ® LAV. b'-0°ry x 48 °h MIRROR, BOT. \ LAV_ 0 +34 %(29 \ GLR BE OW); R&SLLATE EXP, P!r' BELO1N P.T. DISPR/ 015=L TIS7.E 015P_ mTD +19 "1MM 1 DETAIL PLAN-MEN'S RESTROOM OCCUPANCY CALCULATIONS ROOM NAM AREA 01.. OCCUPANTS OCCUPANCY DINING /GAME ROOM 4385 SF. 15 5F. 292 PERSONS A -2.1 GAME EMPLOYEES N/A IT PERSONS TOTAL 310 PERSONS EVENT BANQUET RM 2888 SF. 15 SF. 193 PERSONS A -3.0 AREA INCREASE (OPEN TWO 51555. 2 STORIES) 60' MIN. WIDTH x 125% = 50% INCREASE ALLOWABLE ALLOWABLE FLOOR AREA 10500 2 . 15 = 31500 S.F. (2 STORIES) FIRE SPRINKLER REQUIRED iN DINING ROOM, AND OTHER UNSEPARATED USES PER 555 90423.1. BANQUET ROOM )5 SEPARATED FROM OTHER USE,- BY ONE HOJ.R OCCUPANCY SEPARATION WALL, AND SPRINKLER 15 NOT REQUIRED BY SAID SECTION. NFPA 13 FIRE SPRINKLER SYSTEM PROPOSE, THROUGHOUT IN LIEU OF 1 -HOUR CONSTRUCTION, PER UBC 508. (SPRINKLER SYSTEM NOT REQUIRED. THROUGHOUT 8Y OTHER SECTIONS IN THE USG) FIRE ALARM NOTES AN APPROVED FIRE ALARM PER UBC 3O3a 15 REQUIRED THROUGHOUT. SYSTEM SHALL PROVIDE .AUDIBLE AND VISIBLE SIGNALING PER USA 110545 AND 1106.15 THROUGHOUT THE BUILDING. PROPOSED 5RLDING GQl5TRUCTION: CONSTRUCTION TYPE: TYPE V -N, W/ FULL SPRINKLER SYSTEM THROUGHOUT EXTERIOR WALL AD.Jr',,:ENT TO PROPERTY LINE: 2-HOUR - -SEAT LINER 015P'R; DISP. 00 2 8 Q © © O 5 FINISH FACADE 3-5/8" METAL STUD NG, NP. T A A TAT L'T (1(1D DT A AT 06 SPRINKLER MAINS 2 AND LARGER LIMITED TO 5415 AREA, NP: EA. SIDE OF EXISTING METAL BUILDING 2 4 - LINPUBUSKED 50RK ©2001 5555105) LEN Z ARCHITECT MERRICK JNENTZ ARC ' ITECT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425.747.3177 FAX 4251473149 E -mail: mlarch @isomediacom PROJECT NAME Grand Central Casino Tukwila, WA DRAWING TITLE MAIN FLOOR PLAN DETAIL FLOOR PLAN N CITY OFETUI(DWii DATE MAY 15, 2001 DRAWN BY 050 CHECKED BY 5110/01 PERMIT SET ISSUED DATE DESCRIPTION PERMRCENTER , 0 1/2/02 REV. BLDG FOOTPRINT ,. 8/25/01 BLDG DEPT. COMMENTS 1\t\L A2.O 8' -6'Yv x 45'h MIRROR, SOT. .40' A.P.F. LAY. 0 +34 ", (29' an. BELOW); INSULATE EXP05no — PIPES BELOW/ - 30 "x46' FLR SPACE ® LAV. \ = 30' \ \ P.T.D - - / \ OWL 71961E 1215P. MTD +19YMINJ ©DETAIL PLAN -woNrs RESTROOM SCALE. I /4• = 1' -0" ll 1105.2.2 £ itClc, 4.1" LE sK , oue A:.E cep. Rim td�iQ*t= 17" MAX. F( s + Colt, ' . = 44 NW 1+1; me 1 II 1I 26' LAMINATE PARTITION Atm 1 • DOOR TYP. -H /2 "0 GRAB = 0.34" AFF., I -V2" CLR TO WALL 3'-6" RIM ® 4- 30,46" G FLR SPACE L _ _ 1 a URINAL RADIUS = 30 748' OLR FLR SPACE 0 LAY 4-_. 4671 SOT. AFF. LAY 0434 ", (29" CLR BELOW); INQUL ATE FI FLUSH HANDLE OPEN E/ S D / PT. DI5FR/ _ RIM ®+17' DI51= CERAMIC TILE WAINSCOT UP TO 45° MIN., TYR SCALE: I /4" = 1' -0° BUIL.DINS CODE CALCULATIONS TULLE D15P. MID +PF(MIN) DETAIL PLAN -Mgrs RESTROOM OCCUPANCY CALCULATIONS ROOM NAME AREA OLP. OCCUPANTS =WANG,' DINING /GAME ROOM 4365 SF. 15 5F. 242 PERSONS A-2J GAVE EMPLOYEES WA IT PE?SCPS TOTAL 310 PERSONS EVENT BANQUET RM 2686 5F. 15 5F. 193 PERSONS AEA EUILDINS AREA CALCULATIONS ALLOWABLE AREA 0500 SF. BASE AREA: CONSTRUCTION TYPE: TYPE AREA INCREASE (OPEN TWO SIDE5, 2 STORIES) �-.. I 60' PIN. WIDTH x 1.25% = 50% INCREASE ALLOWABLE ALLOWABLE FLOOR AREA: 10500 x 2 x 15 = 31 WO SF. (2 STORIES) BUILDINb SPRINKLER NOTES FIRE SPRINKLER REQUIRED IN DINING ROOM, AHD OBER UNSEPARATED USES PER MSC 904231. BANQUET ROOM 15 SEPARATED FROM OTHER USES BY OiE. HOUR OCCUPANCY SEPARATION WALL, AND SPRINKLER 15 NOT REWIRED BY SAID SECTION. NFPA 13 FIRE SPRINKLER SYSTEM PROPOSED TFROWNOUT IN LIB) OF I -HOUR CONSTRUCTION, PER UBC 505. (SPRINKLER SYSTEM NOT l�D THROUSHOIT NY Omen SECTIONS IN THE UBCJ I PURE ALARM NOTES AN APPROVED FIRE ALARM PER UBC 303.9 15 REGIRED " 11R000HOUT. SYSTEM SHALL PROVIDE AUDIBLE AND V SINLE SIGNALING PER UBG 1105.4A ASP 1106.16 THROUGHOUT THE EUILDIN6. j PROPOSED HILDM6 CONSTRIX.TIOI& CONSTRUCTION TYPE: TYPE V-N, Ti/ FILL SPRINKLER SYSTEM TORODUHOUT SEAT CAVER DISPR OSP. o +w' NA NA JANITOR VESTpuLE 9" NO. NO. 3'-9" 4' -0° 4b° REFER B /A2 DETAIL RES PLAN NEW METAL BUILDINS SUPPORT COLUMN CAFE MINING BAR DIE WALL DRINK STATION LOUNGE 2 TOP AT +42" APP. M. UHO. • WALL, TT TOP OF WALL AS % r —REFER A/A20 FOR DETAIL RESTROOM FLAN A" N 24" os. METAL STUD CURTAIN WALL AT EXTERIOR PERIMETER OF 5151155 METAL BUILDIN5, TYP. YV R -19 BATT IN5UL EA .LST SPACE CONCRETE TILT -IP WALL MIN. 2-HOUR FIRE RAMS (5-1/2" THICUNUSA EXCEEDS 5' MN THICOESS) LINE OF DECORATIVE INTERIOR WALL, NON - STRUCTURAL, (SUBJECT TO MODIFICATION) NEW FETAL BULDM6 SUPPORT COLUMN, M. 21' -0° GAMING ROOM HANDRAIL FA SIDE I -U2 "H ®+34' ABV. 5051N& NEI 4 "' GONG. SLAB OVER 6 ML POLY VAPOR BARRIER OVER COMPACTED &RAVEL FILL SPRINKLER MAINS 2 °0 AND LARGER LIMITED TO THIS AREA TYP. I05 � Illlllljlull ICE - w TS m MOP). COOLER 5 5V4' 'r(FIaD vEdF,rJ' tel PETAL NOLO. SUPPORT COLUMN, M. 12-1° Q 5 1/2 1:F5 FINISH FACADE ON 5" METAL tURRJN6, TIP. 3 " 5 , 3" 106 NIPS 1151514 FACADE ON 3-5/8" FETAL STUD FURRING, M. ti SPRINKLER MAINS 2 AND LARGER LIMITED TO THIS AREA TYP. EA SIDE. OF 5151155 METAL EULLDIN6 P �kt(T�� R DS UNPUBUSHED WORK 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARCHITECT 1800 - 136th Place NE, Suite I00 Bellevue, Washington 98005 425.747.3177 FAX 425.747.7149 E -mail mlareh@isomediacom n 3549 \ REGISTERED [1l \ ' ARCHITECT MERRICK D. LENTZ STATE OF WASHINGTON PROJECT NAME Grand Central Casino Tukwila, WA DRAWING TITLE MAIN FLOOR PLAN DETAIL FLOOR PLAN DATE MAY 15, 2001 DRAWN BY 05C CHECKED BY Q E /24 /Oi BLDc 00 COMMENT'S 5/15/01 PERMIT SET ISSUED DATE DESCRIPTION A2.O DOOR SCHEDULE o Z a Q = DETAILS p n Y.O. SIZE LOCATION - s v a HEAD JAMB 501 NOTES 1 Pair3 6 &-0°x 131• Entry B GLSS • 1 YES NO NO 1A9.0 1A9.0 1A9.0 1,2,3.4 2 Pair 3'-,"x8' -0°x 131• Bay B GUSS 2 YES NO NO `jA9O '/A90 /A9.0 1,2,4 3 3' x T -T X 1 3 • ExR Gov A HCM Paint 3 YES YES NO •1A9.0 1A9.0 1A9.0 1,2.5 4 3'-0• x T -0° x 111• Exa Door A HCO Fain 4 YES YES NO 1A9.0 •1A9.0 °159.0 1,2,5 5 3 - 0 , 7 1 - 0 , 1 1 31° EAI Door A HCM Paid 4 YES YES NO 159.0 NA9.0 1A9.0 1,2,5 6 Pair 3'- 6"x8' -0• x 131• Event Lounge C WD Paint 5 YES YES 60min. IA9.0 '/A9.0 na 1.5,8 7 Pair 3'.O x T -0• x 1314• Stange C WD Paint 6 YES NO 60 min. 159.0 NA-9.0 na 1,5,8 8 3'-O T -0'x131• Kitchen A WE Paint 7 YES NO 60min. 159.0 "A95 na 1,5,8 9 T -0• x 7 -0" x 1 3 Camsng Rm A WE Pain 8 YES NO NO "FARO 1A9.0 na 1,5 10 3' -0 x T -0" x 131 Janiux A WD Pain 8 NO NO NO '/A9.0 159.0 na 15 11 3'-0" x 7' -0" x 131° Junior A WD Pain 8 NO NO NO ' /A2.0 /A9.0 na 1,5 12 3' -0" x T -0' x 131• Beciaal Rm A WD Paint 8 YES NO 20 nun. 1A9.0 'IA90 na 1,5,6 13 2-0• xT-0,1 3/ Kt.. A WD Pails 7 NO NO NO 159.0 1595 na 1,5 14 3' -0" x 7 x 13:4" Dry Stoma A WD Paint 9 YES NO NO IA9.0 •/A9.0 na 1,5 15 3' -0° x T -0° x 131• LquarStrege A WD Pain 8 NO NO NO •/59.0 159.0 na 1,5 16 3 1 - 0 , 7 1 - 0 , 1 3 / , • Plalam A 1ND Pain 10 NO NO NO NAM •/A9.0 na 1.5 17 3'- 0°x7 -0° x 1 3/4• Cash. A WD Pain 8 YES NO NO TA9.0 '/A9.0 na 1,5 18 3' -0"x T -O x131° Lounge ear A WD Pain 9 NO NO NO 159.0 159.0 na 1,5 19 3' -0 Card Rare A WD Pain 8 YES NO NO •IA9.0 152.0 na 1,5 20 3' -0 x T -0° x1 3/4 Seaudy A WD Stan 11 Yes NO 20 min. 159.0 •fA9.0 na 1,5,6 21 3' -O xT -0° x 131• Office A WD Stain 12 Yes NO 20 min. •/A9.0 '/A9.0 na 1,5,6 22 3'- a' -0 "x13, Owe A WO Stain 12 Yes NO 20 min. 1A9.0 TA9.0 na 1,5,6 23 3 1 - 0 , T - 0 , 1 31• ETEAyee Room A WD Stain 13 Yes NO 20 min. 159.0 • /A9.0 na 1,5,6 24 3'-0° x 7-0° x 13/4• Hens Resboom A WD Stain 13 Yes NO 20 min. 159.0 '1A9.0 na 1,4.5,6 25 3'-0" x 7 x 1 314• Women, RR A WD Stain 13 Yes NO 20 min. 1A9.0 °/A9.0 na 1,4,5.6 26 3' -0° x T-0" x 1 3/4" Exit Door A HOU Pain 4 YES YES NO 159.0 159.0 159.0 1,2,5 27 3'-0^ x 7' -T x 13/4" Exit pow A HCM Pain 14 YES YES NO 1A9.0 '/A9.0 /A9.5 1,2,5 28 T -0"x7 Counting 6, A WD Pain 8 YES NO NO 1A9.0 ' /A9.0 na 1,5 DOOR TYPES: TYPE "A" TYPE - B - TYPE "C GENERAL NOTES: 1. All doors w/ operable handles to have lever -type handles w/ single action latching hardware. 2. Al door glazing to be safety glass 3. All wood doors to be solid core. NOTES: 1. Field verify rough -in width and height prior to mamnf. of door units. 2. Maximum threshold height to be 1/2'. 3. Install sign above door interior "This door to remain unlocked A4SIg Ausirrss hours.' 4. 145th accessible signage. 5. Door Frame to be cold - formed knock down steal, self rasing, rated where required. 1 -112°6 GRAB BA r8:T4' CLLR TO WALL FLUSH HANDLE OPEN SIDE RIM 0.11 TISSUE DISP. MTD +19 °(MIND RIM o+I'I° FLUSH HANDLE OPEN SIDE SET#5 SCALE: 1/4° = 1 -O HARDWARE SCHEDULE SEE #1 ERRY PAIR OF DOORS -PAIR, PIVOT MN. SET, BY MAWFR -2 FU5HPULL TO BE DETERMINED -2 SILL DEAD BOLT, BY MANIFR -2 WALL MINTED DOOR STOPS 4 BY MANIFR CLOSER INTEGRAL IN HEAD FRAME - TNRESHOLD: BY MANIFR, ADA COMPLIANT -SIGN (THIS LOOK TO R54AIN. 7: PFTY.O 045 SET02 VESTIBLE PAR OF DOORS -PAIR, PIVOT RINSE SET BY MANIFR -2 RSHPULL TO I3 DETERMINED -2 WALL MOURNED DOOR STOPS - CL0312: me., M HEAD FRAME SET #3 180TAR ENIRANYF DOOR -I V2 PAIR HINGES - ELECTRONIC LOCK. SET, ALARMED PUSH BAR AT INTERIOR NW KEY OVERRIDE OUTSIDE SNOOKS ELECTRONICALLY (KEY PAD) .PEA HERSEAL -THRESHOLD- ADA COMPLIANT -WALL MINTED DOOR STOP - DOOR^. !3141 =R AND PEEP SO..E SEERS =1113:a DOOR -1 t2 PAIR HINSM -EXIT LOCK SET ALARMED PUSH BAR AT INTERIOR YV KEY OJBdRNDE, NO TRIM AT EXTERIOR - VEATHERSEAL - TF;RSHOLD: ADA CO-PLIANT -WALL MOUNTED DOOR STOP E19B55 LOINRE BITRMYE L72 PAR -3 PAIR HINGES -PAIR EXIT LOGI< SET; FUSE BAR AT INTERIOR RE-EASES LOCK, LEVER TRIM W/ KEYED LOCK AT EXTERIOR -PAIR CLOSER -SMOKE AND DRAFT SEAL - SILENCERS -WALL MOUNTED DOOR STOP SEEN 5TCRAGE ROOM POOR PAR 3 PAIR RINSES STORAGE LOCK SET (PD6) ON ACTIVE LEAF) NO TRIM ON INACTIVE LEAF -2 FLUBA BOLTS ON IN:LT'E LEAF 1 .,MOKE AND DRAFT SEAL -WALL MOUNTED DOOR STOP DETAIL PLAN- REsTRooMs SET #7 KI T G EN DUOS -1 1/2 PAIR HINGES -I PUSH/PULL SET; NO LATCH - CLOSER -SMOKE AND DRAFT SEAL (DR 6 5) - SILENCERS -WALL MOUNTED DOOR STOP SET #8 -I 1/2 PAIR HINGES -I STOREROOM LOCK SET (F88) - SILENCERS -WALL MOUNTED DOOR STOP SET #9 STORAGE DOOR 1/2 PAIR HINGES -I ENTRANCE LOCK SET (F82) - SILENCERS -WALL MOUNTED DOOR STOP SET #10 L.A15AI DOOR -I I/Z PAIR HINGES -I PASSAGE LATCH SET (NO LOCK; F15) - SILE�ERS -WALL MCENTEE) DOOR STOP SET #11 OFFICE BOOR -I I/2 PAIR HINGES -I OFFICE LOCK SET (F82) - CLOSER .SMOKE AND DRAFT MALL -SILENCERS -WALL MOUNTED DOOR STOP 5E1012 SE0wTY POOR V2 PAIR HINGES -I STOREROOM LOCK' SET (F88) -CLOSER -SMOKE AND DRAFT SEAL - SILENCERS -WALL MOUNTED DOOR STOP SET #13 PASSAGE DOOR -I I/2 PAIR HINGES -1 PASSAGE LATCH SET (F55) -CLOSER -SMOKE AND DRAFT SEAL - SILENCERS -WALL MOUNTED DOOR STOP SET #14 STORAGE POOR -I 1/2 PAIR HINGES -DEAD BOLT, DUMMY TRIM a INTERIOR; KEYED ACCESS /W NO TRIM a EXT. -CLOSER - V$ATHERSEAL -THRESHOLD) ADA COMPLIANT -WALL MOUNTED DOOR STOP MECHANICAL MEZZANINE I -HR RATED ACCESS DOOR; 3'roc%h W/ HCM FRAME AND LEAF ; CLOSER I -HR RA • SHAFT FOR W - HEATER FLUE (5 %" TYPE "X' GWB E SIDE ALL `P -LAM COUNTER ® 35' AF F. I -I/2 � HANDRAIL + 34' ABV. NOSING, TYR. E4 SIDE PLOYEE'S OUNCE +we I- HR RATED A DOOR; 3'wx511 YV HCM FRAME LEAF; CLOSER! JEE 5' +'LNG WALL I o BOOKKEEPING , L O - ' OFFICE m -2 1,2 '.'- B6i RIN5 I rrP I MEr STUD WALL I (2x4 A _4° o.c. AT I GO -Es f , RS SECURITY/ SURVEILLANCE ROOF DRAIN AND OVERFLOW, TYR 2 LOG. 3 -5/8' • C ' XS METAL STUD - ', NE) AS. REO L (2x4'5 AT CONTRACTOR'S OPTION) .. - Open Betow� SCALE: 1/8" = 1' -O' CAST ST RAIL\ 0""cli1/4 AND 8 TRADE -I O`/t32 30 FELT, ` - 4 DALT-UP ROOFING SLOPE TO DRAIN es/ ����`, Q \Ope Below 3.1 SECOND FLOOR PLAN x24 °as. NON- BEARING METAL STUD YLAL (2x5 ®24' os. AT CONTRACTOR'S OPIIO7) Ti 1:',•�,k s UNPU BUSHED- WORK ©2001 MERRICK L ENTZ ARCHITEC MERRICK LENTZ ARC ECT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425.747.3177 FAX 425.747.7149 E -mad: mlarch@isomedia.com O PROJECT NAME Grand Central Casino Tukwila, WA ?EV1S ON; NO tO O DRAWING TITLE SECOND FLOOR PLAN DETAIL RESTROOM ® PLAN CITY OF SCHEDULES DATE MAY 15, 2001 DRAWN BY 050 CHECKED BY ,6\ 1/02/02 REV. BLDG FOOTPRINT 5115/01 PERMIT SET ISSUED DATE DESCRIPTION A2.1 PERMIT CENTER WINDOW SCHEDULE NO. SIZE(wxh) 1 See Diagram Below 2 See Diagram Below 3 Sea Diagram Belay 4 See Diagram Below 5 See Diagram Babes 6 See Diagram Balm 7 S"myx4 8 s- 17w x4'O 5 10 5 x4 450 DOOR SCHEDULE NO. SIZE DOOR TYPES: P fl @ F A Fed A Flo A Fbead A Feed A Fed A Fed A Fed A Fed I` 2 - 2 » 2 - 2' 14, 2 - 2• I, WINDOW TYPE A R®d Aluminum A Red AM.= TOTAL WINDOW AREA =340.1 s£ TOTAL EXT. WALL AREA =10,450x}. PERCENTAGE GLAZING =3.3% g z g g .58 .58 .58 .58 S8 .58 .58 .58 .58 1.0 1.0 1.0 1,0 1.0 1.0 to to 1.0 1.0 NTEGRAL ALUM GRID d F ° LOCATION t= ge TYPE "A" TYPE B• TYPE'C' DETAILS MAD JAMB NO XIAXO 5/1000 NO 5/0X0 5/0x0 NO 5/0X0 5/0X.0 NO X/AX0 X/AX0 NO 5/0X0 5/8x0 NO 5/0X0 5/0X0 NO 5/0x0 5/0X0 NO X/AX0 5/0X0 NO 5/0X0 5/01.0 NO 5/0X.0 5/0X.0 �FIJ(ID • NINPON FRAME 7 4. 5 I, WINDOW TYPE B" NOTE Fill aI Mars amend window frames with loam ncemya$g insulation and are.,exfedarjoine, as rag..le prevent. leakge. SLL 5/0X0 5/ 0X0 X/AX.0 X/AX0 5/0x.0 /1/0X0 5/0X0 X/AX0 X/AXo 5/0X.0 GENERAL NOTES: 1. All doors w/ operable handles to have lever-type handles w/ single action latching hardware. 2. Al door glazing to be safety glass 3. All wood doors to be sokd core. NOTES: 1. Field verify rough -in width and height prior to nand. of door wins. 2. Maximum threshold height to be 11T. 3. Instal sign above door interior 'This door to remain unlocked dung business hours.. 4. With attarossiblesignage. 5. Door Frame ea be cold - formed knock down Peel, self lasing, rated where required. 6. 20 minute ire rated asserobly 7. Tightfitting smoke and Sao control assembly (20 min. rating) 8. 60 minute Ore rated assembly, w/ tight-fitting smoke and draft control assembly REMARKS DETALS II: HEAD JAMB SLL NOTES 1 Pak 3'- 7x84Yx134' Fray B CUSS • 1 YES NO NO /09.0 ' /A9.0 109.0 1,23,4 2 Pair3's01/TOI 30 Eria7 B GUM • 2 YES NO NO • /A9.0 %A9.0 109.0 1,24 3 5 - ToT 0,1314' ExdDoa A FILM Paint 3 YES NO %09.0 189.0 Y09.0 1,2,5 4 50,7 WC Ex2 Door A HCM Pant 4 YES ` YES NO ' /09.0 YA9.0 •/49.0 1,2,5 5 3 - 0•x134' BID. A FKYd Pane 4,N, YES o- NO 1A9.0 109.0 • /09.0 1,2,5 6 Pak 3 , 0, 13/4' Emit Wa Pan r ge C WD t b i YES 60 mar. )09.0 1A9.0 as 1,5,8 7 Pair 3-0'x 740x134• Silage C WD Paled 64 YES NO 60 net IDEA 7A9.0 na 1,5,8 8 3' -0• x7 3W Iadren A WD Pahl 7 I YES NO 60 min. '/"A 0 185.0 no 1,5,8 9 3' -0'xT - 0'x1314• Cen4glan A WD Pale 8 NO O /89.0 IA9.0 no 1,5 10 3' .armor A WO Paint 8 NO NO NO NA9.0 1850 no 1,5 11 3b' xT 134 danker A WD Pant 8 NO NO NO 709.0 TA9.0 no 1,5 12 3' 0,7 Eamio 1Rm A WD Wet 8 YES NO20 min. 709.0 709.0 no 1,5,6 13 TO'xT-0'x1314' Kitchen A WD Pmt 7 NO NO NO 1A9.0 TA9.0 na 1.5 14 3' -0'xT-0'x13W OtySarage A WO Paint 9 YES NO NO •/89.0 '/A9.0 nor 1,5 15 3' O'oT Lquorsbnge A WD Pant 8 NO NO NO 7090 709.0 na 1,5 16 3' Rattan A WD Pent 10 NO NO NO YA9.0 NASA nor 1,5 17 3'-0'x T - 0'x134' Casl,nr A 8D Patti 8 YES NO NO 109.0 709.0 na 1,5 18 34,T-0,1 344 Lange Ba A WD PRO 9 NO NO NO YA9.0 189.0 nor 1,5 19 543'x T Cam Roan A WD Paint 8 YES NO NO 709.0 7A9.0 no 1,5 20 3 -0'oT-0'x1314' Sam* A WD Stain 11 Yes NO 20 min. 709.0 709.0 nor 1,5,6 21 3' -0'x T O6ce A WD Stain 12 Yes NO20 min. '/A9.0 7A9.0 nor 1,5,6 22 54'xT Once A WD Stain 12 Yes NO20 min. 709.0 709.0 na 13,6 23 3'o'xT 0'x13/4' Employee Room A WO Stain 13 Yes NO 20 min. • /09.0 '/89.0 nN 1,5,6 24 3' -0•OT WC Mara Restroam A 1D Stamm 13 Yes NO 20 min. YA9.0 7A9.0 nor 1,4,5,6 25 5 -0'oT-0'x1S4• Wanarx RR A WD Stain 13 Yes NO 20 non. • /A9.0 109.0 nN 1,4,5,6 /26 5-0'xT FA Door A HOld Paint 4 YES YES NO IA9.0 TA9.0 ' /09.0 1,2,5 > 27 Y'l'xT 000500, A RN Paint 14 YES YES NO NASA 1A9.0 YA9.0 1,2,5 28 3'-0'OT-0'x13/4' Cowmen Rm A HCA4 Pale 8 YES NO NO NASD TA9.0 nor 1,5 l 29 2-8,7 3/4 C.. A WD Paint 6 YES NO NO NASD 709.0 no 1,5 /^\ SET#1 5'-O• OMEN I -1/2 GRAB BARS 0054 AFT, I -1/2' CLR TO WALL DETAIL PLAN- RESTROOMs SCALE: 114' = I'-0' HARDWARE SCHEDULE ENTRYPAROc OOORB -PAR, PIVOT HIKE SET. BY MANLFR FISH/PILL TO BE DETERh DES -2 501 DEAD BOLT, BY MNLFR -2 WALL MOUNTED DOOR STOPS - MAT103txi. BY MAWR -GLOM, O0E6RAL 04 FEAR FRAME T1RE41OLD, BY MANES, ADA GO'FLIANT - SIGN (0o5 DOOR TO Ri3400U. P124C0 =74/ SET #2 15T>9tE PAIR E 20023 -PAIR, PIVOT HIKE ST, SY MANIPR -2 FUSWFULL EE DETERMDED 2 WALL MODU® DOOR STOPS -CLOSER: INTEGRAL M HEAD FRAME SETt3 V2 PAIR FarKEa - ELECTRONIC LOOK SET, ALARM PIED BAR AT INTERIOR YU KEY OVERRIDE, cursive W.aKS ELECTRONICALLY (EF' PAD) - CLOSER -YEAIIOSEAL 7FREONOLD: ADA COMPLIANT -RAIL MOWED DOOR STOP -DOOR 1327E2 AND PEEP HOLE SET94 2072023 4 I/2 PAIR HINGES -EXIT LOCK SET: ALARMED PUSH BAR AT MT821OR W/ KEY OVA NO TRIM AT EXTERIOR -CLOSER -YEAIFWSEAL T WESES D- ADA COMPLIANT -WNl SESW00 DOOR STOP SET15 3 PAR 1RKE5 -PAR DOT LOOK SET, PUSH BAR AT 041EilOR RB.EAEE5 LOCK, LEVER TRIM Pi/ KEYED LOCK AT EXTERIOR -PAR CLOSL -SMOKE AND DRAFT SEAL SILENCERS -WALL MOUNTED DOOR STOP SET 3 PAR 60166 STORAGE LOCK ST (06) ON ACTIVE LEAF: NO TRIM ON INACTIVE LEAF -2 FLUSH BOLTS ON INACTIVE LEAF SMOKE AND DRAFT SEAL -SILDICERS -i/ALL MONIED DOOR STOP SET #7 1511NBZEJZZB - V2 PAIR 1014S E5 - I R5WPU.L SET; NO LATCH -CLOSEt -SMOKE AND DRAFT SEAL (DR Red - 51LE.EL5 -MALI. MOUNTED DOOR STOP ✓SET#8 -I u2 IR -I STOREROOM LOCK SET (Fee) -SILENCERS -WALL. MOUNTED DOOR STOP SET #9 - I/2 HINGES - ENTRANCE LOCK SET (P02) -SILENCERS 4TALL MOune, DOOR STOP 5E1410 P6SISOF-2221S -I I/2 PAIR HINGES -I PASSAGE LATCH SET (NO LOCK; F15) - SILE1K9R5 -WALL MOUNTED DOOR STOP SET#11 - V2 PAIR HINGES -I OFFICE LOCK SET (F62) -CLOSER -SMOTE AND DRAFT SEAL -SILENCERS -WAN MOUNTED DODR STOP SUM - V2 PAIR 81N6£5 -1 STOREROOM LOCK SET (FR SMOKE AND DRAFT SEAL SILENCERS -1 MOUNTED DOOR STOP SET #I3 PAIS60.12228 -I I/2 PAIR MN505 - PASSAGE LATCH SET (775) -CLOSER SMOKE AND DRAFT SEAL SO.EFY.055 -PAUL MINTED DOOR STOP 8E7614 STORAGE DOOR. -I 1/2 PAIR HIN6E5 - DEAD BOLT DUMMY 15114 0 INTERIOR; KEYED ACCESS W/ NO TRIM 0 EXT. -CLOSER - WEAlIERSEAL - THRESHOLD, ADA COMPLIANT -MAUL MOUNTED DOOR STOP P-AM CONTER 0 .56' APP. 14 =2 I/2' K-LILRIFYi SURVEILLANCE 6 24• os. Wit -WARNS METAL MD 0905001 GALL 14/2 HANDRAIL s 54)) ASV. No3943, TIP. EA SIDE DATE MAY 15, 2001 DRAWN BY 05C ROOF DRAIN AND OVERFLOW, IYP_ 2 La. METAC1 ti1RRI* AS REM, (2c4's AT CONTRACTORS OPT/010 `Open B8IOw CAST STOLE RAIL AND BALLUSTRADE 61111.7 -OP ROM.* OVER 30* PELT, SLOPE TO DRAIN SECOND FLOOR PLAN 50ALE: 1/9" = I'-O" n� '-Open BB ow 6 0 24' os. NON - BEARING METAL 5710 HALL (26e 24' es_ AT CONTRACTORS OPTON} I-HR RA')ED SHAFT FOR Yls¢tffL FLUE Oils TYPE • X . G1 EAI SIDE ALL C T"OT F ' V Fk.' P �'Rn - E ' yr FR f) Grand Central e Casino UNPUBLISHED WORK ©2001 MERRICIC LENTZ ARCHITECT MERRICK LENTZ ARC_ IT CT 1800 -136th Place NE. Suite 100 Bellevue, Washington 98005 425.7473177 FAX 425.747.7149 E mail: mlarch@isomedia_com ® PROJECT NAME MERRICK D. LF19TZ STATE GF wASHMGTON V 4 9 / { RISTED I ARCH Tukwila, WA DRAWING TITLE SECOND FLOOR PLAN DETAIL RESTROOM PLAN SCHEDULES CHECKED BY QI 5/24/01 ^OLD/ DEPT. COMHENT5 5/15/01 PERMIT SET ISSUED DATE DESCRIPTION A2.1 5-U2" TILT -UP CONCRcTE PALL NEW METAL BUILDING WIND BEAM AT PERIMETER 19' -II" IA-6" 19' -8" IFEN 2x6 STEM ru= FRAME AT DOOR o6a+ EXTEND VERTICAL I MEMBERS TO WIND ABOVE DOOR • NE34 METAL EU PERIMETER INTERIOR STEEL COLUMN, TYP. 9 ® 5 1/2 METAL BUILDING PLAN 25'-9" 18'3" EXISTIN& METAL BJILDING TO REMAIN; DEMOLISH EXISTING WOOD WALL AND 5.0. FLOOR FRAM. AT INTERIOR i S TINS METAL BUILD! BEAMS TO REMAIN (OW) 20-4" "hTl_I UNPUBLISHED WORK 2001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARCHITECT I800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425147.3177 FAX 4253471149 E -mail: mlarch@,isomedia.com PROJECT NAME Grand Central Casino Tukwila, WA "jEV! NO DRAWING TITLE METAL BUILDING PLAN RECEIVED CITY OF TUKWIL: DATE MAY 15, 2001 DRAWN BY G5G CHECKED BY PERMIT CENTER 1/02/02 REV. BLDG rOOTPRiNT 5 /10 /01 PERMIT SET ISSUED DATE DESCRIPTION A2.2 O 5 1/2 20 E - 5-I/2' TILT -IF CONCRETE WALL r INTERIOR STEEL LOLIMy TYP ! NEW METAL BUILLDIN6- WIND BEAM AT FB RIMETER METAL BUILDING PLAN 106 ' 1W - II" 13' INTERIOR STEEL COLUMN, TYR. \ 19544-A �j ®T NEW DIOOR OPEMS. WELD TO Tbl FRAME AT MENUS I EXTERIOR 51EEL GOLUT4L TYR. EXTERIOR STEEL- COLUMN, TYP_ NEW 1.1ETAL BUILDING -3 WIND BEAM AT PERIMETER 22-6' 6' O P ER4,)T� em r‘ ✓ �L� R UNPUBLISHED WORK 2001 MERRICK LENTZ ARCHfTECT MERRICK LENTZ ARCHITECT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425.747.3177 FAX 425.747.7149 E -mail: mlarch@isomediacom PROJECT NAME Grand Central Casino Tukwila, WA DRAWING TITLE METAL BUILDING PLAN DATE MAY 15, 2001 DRAWN BY CSC CHECKED BY 0/15/01 PERMIT SET ISSUED DATE DESCRIPTION A2.2 CO ITIONING UNIT ON t pRAJN P ANUF. ROOFTOP CUB PER MECHL '•` LOM5t5TION AIR J i I INTAKE PER MECH. i k I ROOFTOP . I — _ — ii, .11111111■111 MEW Eg IanI MINN I sm filil _ Imo —, i : ] MIMI I. — Nois , M���_ 1 I. IN ■I•iiMISe1 ■111 ® � ;. �!�I�I!•�I�I —I ∎I�� �vts9 s�Z,�l� _�I__• ®I ®I— I _IIa _emu ,.—,� L . -• <' � "" •- •�'.. LOG_ AS REO° TO - -- SUPPORTS W/ = ''c _ r_ I . — M - - - ''. l!l.J � PM.. BELOW F � -I 1 ,M f C I ■ ME ,1LICN 6TFAGC J EQUIPMENT xREEN IM — ;.. ■ =I IM1111-111nr BRACE: REFER Il IIINIINIM RIBS PER 2/A23 II=IMIElliallMENIMMIIII �� :Tar..• / PROPOSED AIR = —� ' — l' Loam SJPPORiS Wi - - _ FURLINS BELOW _ _ �-11— M u II I � NOTE: M CHANICALROOFTOP -. EQUIPMENT SHOWN IN SCHEMATIC BY METAL EVIILDINO MANFR . - O - . -d tR - -9G '.•Or -FP ME gyms , PREFORMED METAL COPING AT TOP CONT. METAL HAT TOP AND SOT. METAL CHANNEL UTILIZE METAL PANEL EO. HAT �NE AS REC i SCREEN; FLUSH PANEL AT CHANNEL-TO-CHANNEL STYLE (5" REVEAL) CONNECTIONS CLAMP ATTACHMENT BASE; 5 -5E SY 5 -5 SOLUTIONS; ALIGN OVER ROOF JOISTS, TYP. METAL ROOFING BY METAL BLDG MANUF. ROOF JOISTS BY METAL BLDG MANUF. ROO EQUIP. SCREEN SCALE 3/4 = 1' -0" PREFORMED METAL COPING AT TOP CONT. METAL HAT TOP AND BOT. METAL PANEL EQ. SCREEN; FLUSH PANEL STYLE (8" REVEAL) CLAMP ATTACHMENT BASE; S -5K1 BY 5 -5 SOLUTIONS; ALIGN OVER ROOF JOISTS, TYP. METAL ROOFING BY METAL BLDG MANUF. A ROOF JOISTS BY METAL BLDG MANUF. — METAL FRAME 5'-O' O.C. ROO EQUIP. SCREEN T—N EETAL HAT AT SOT. I� PARAPET WALL, 32' ABV. CRITTER, J RAIN LEADER AND OVW.FLOW, 1Y, 3 LOG. THIS SIDE INTEGRAL CONT. GUTTER BY METAL BUILDING MANLIER ROOF PLAN SCALE: ) IS" = 1'-0" BUILT -UP ROOFING BY G.G. EW COST. GUTTER HSIDE PEP CRICKET REEM3 RAIN LEADER r OVERFLOW NEW RAN LEADER AND SCUPPER THIS SI 0 SEA SCUPPER AND RAIN LEADER TYP 4 LOG THIS SIDE INTEGRAL CONT. GUTTER BY METAL BUILDING MANUFR F' — NEW SCUPPER AND RAIN LEADER, TYP 3 LOG THIS SIDE AA NEW CRICKET AS REQ'D UNPUBLISHED WORK ©2001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARCHITECT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425.7473177 FAX 425.7471149 E -mail: mlarch@isomedia.com PROJECT NAME Grand Central Casino Tukwila,. WA ?E11. SlON CO 10 DRAWING TITLE ROOF PLAN DATE MAY 15, 2001 DRAWN BY GSC CHECKED BY (/02/02 REV. BLDG FOOTPRINT 5115/01 PERMIT SET ISSUED DATE DESCRIPTION A2.3 CITY OFEJaRA PERMIT CENTER � I \ < _ _ T _ i t \ F SLOPE TO \ F ,3 1 D FEAT _ < PROPOSED A AIR —f ! MOPE TO PREFORMED METAL COPING AT TOP CONT. METAL HAT TOP AND SOT. METAL CHANNEL UTILIZE METAL PANEL EO. HAT �NE AS REC i SCREEN; FLUSH PANEL AT CHANNEL-TO-CHANNEL STYLE (5" REVEAL) CONNECTIONS CLAMP ATTACHMENT BASE; 5 -5E SY 5 -5 SOLUTIONS; ALIGN OVER ROOF JOISTS, TYP. METAL ROOFING BY METAL BLDG MANUF. ROOF JOISTS BY METAL BLDG MANUF. ROO EQUIP. SCREEN SCALE 3/4 = 1' -0" PREFORMED METAL COPING AT TOP CONT. METAL HAT TOP AND BOT. METAL PANEL EQ. SCREEN; FLUSH PANEL STYLE (8" REVEAL) CLAMP ATTACHMENT BASE; S -5K1 BY 5 -5 SOLUTIONS; ALIGN OVER ROOF JOISTS, TYP. METAL ROOFING BY METAL BLDG MANUF. A ROOF JOISTS BY METAL BLDG MANUF. — METAL FRAME 5'-O' O.C. ROO EQUIP. SCREEN T—N EETAL HAT AT SOT. I� PARAPET WALL, 32' ABV. CRITTER, J RAIN LEADER AND OVW.FLOW, 1Y, 3 LOG. THIS SIDE INTEGRAL CONT. GUTTER BY METAL BUILDING MANLIER ROOF PLAN SCALE: ) IS" = 1'-0" BUILT -UP ROOFING BY G.G. EW COST. GUTTER HSIDE PEP CRICKET REEM3 RAIN LEADER r OVERFLOW NEW RAN LEADER AND SCUPPER THIS SI 0 SEA SCUPPER AND RAIN LEADER TYP 4 LOG THIS SIDE INTEGRAL CONT. GUTTER BY METAL BUILDING MANUFR F' — NEW SCUPPER AND RAIN LEADER, TYP 3 LOG THIS SIDE AA NEW CRICKET AS REQ'D UNPUBLISHED WORK ©2001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARCHITECT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425.7473177 FAX 425.7471149 E -mail: mlarch@isomedia.com PROJECT NAME Grand Central Casino Tukwila,. WA ?E11. SlON CO 10 DRAWING TITLE ROOF PLAN DATE MAY 15, 2001 DRAWN BY GSC CHECKED BY (/02/02 REV. BLDG FOOTPRINT 5115/01 PERMIT SET ISSUED DATE DESCRIPTION A2.3 CITY OFEJaRA PERMIT CENTER FLASHING GAP ECONOSGREEN aRF -20 FACTORY FINI_..— KCNAR PAINT .0 INTERSTATE &RESIN. FIELD PAINT TO MATCH MAIN BODY OF BUILDING. PROVIDED W/ CANT. HAT CHANNEL AND CORNER TRIM. 21/2112 1/2,1/4" STEEL ANGLE FRAMING SYS. ®6' -0" O.G, s CORNERS, PAINT TO MATCH MAIN BODY OF BUILDING WATER PROOF 'BOOT BY 6/20FER FOR SINGLE PLY ROOF. 26 6A. &AL, PITCH RING FOR BUILT UP ROOF. ©ROOFTOP EQUIP. SCREEN I" O A36 THREADED ROD VU HEX NUT AND WAstew EAGi gin P.T. 2x6 PLATE 1b" LONG GE ER ON ROD AND ATTACH TO 2x6'5 MT H (6) 16tl NAILS (2) 246 DRILL HOLE FOR ROD ATTACH TO TRUSS WITH SINPSON 41US26 -2TF" HANKER EACH HID PARAPET PALL, 32 A3V. GUTTER, RAIN LEADER AND OVagFLOW, TYP. 3 LOG. THIS SIDE INTEGRAL CONT. 6UTTat BY METAL BUILDING MAISIX R ROOF PLAN BUILT -UP ROOFING BY 6.G. NEW GOVT. GUTTER EACH SIDE , 1 RAN LEADER AND OVERFLC41 SAPPER TYP 3 LOG TM SIDE 10 Y O tett SCUPPER AND RAIN LEADER TYP 4 LOG THIS SIDE INTEGRAL CONT. 6UTTB2 BY METAL BUILDING MARPR NEw SCUPPER AND RAIN LEADER, TIP 3 LOG THIS SIDE ' Ai _1 OAP\ C � OC � k D 1 � R ` Rx '>r�em r ` UNPUBLISHED WORK 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARCPITECT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425.7473177 FAX 425.747.7149 E -mail: mlarch@isomedia.com 3 MERRICK D. LENTZ STATE OF WASHINGTON PROJECT NAME Grand Central Casino Tukwila, WA DRAWING TITLE ROOF PLAN DATE MAY 15, 2001 DRAWN BY GSG CHECKED BY RT ARCH ERED 5/15/01 PERMIT SET ISSUED DATE DESCRIPTION A2.3 31.0.E TO DRAIN 1 ,1010 \ \ \ \ ' , / MAIE R HEATt3Y IEGtIBT FLUE FROPOSffi AIR - TO GOlPfl1ONNGUNIT ON FREMANP. ROOFTOP I / CURB PER HELM_ / CA4451 TlON NR WAKE FER MELN. EQWFM 4T SCREEN _ MAKE-UP AIR ASO ) 1 _ I- �1:� _ - � � _ _ _ - FAN AND DUCT MIRK MU_ - a_ ■1 MINI o =I Ir•'I • I ma linJ111111111111==l1M1 �I - � � ;: IM AIM MI I ■ 1 _ _1^ EMI WIE _ =1 _ PROPOSED AIR l I MIMMIIIM = I i. :. • r l �J ON fRCMANJT. =- ,,w MI MN= M.71 r K , I - - - _ NOTE: MECHAWGALROOFTOP ST w A�N6 M SEA EQUIPMENT SHOVAI IN SCHEMATIC -HIErAI FORM. REFER M-9 HVAC ROOF PLAN — FVR 71'CLIfI LVLAI RAI CA" NVNL UNITS, ROOF TOT' Mir, DUCE,' AND TIONS I i FLASHING GAP ECONOSGREEN aRF -20 FACTORY FINI_..— KCNAR PAINT .0 INTERSTATE &RESIN. FIELD PAINT TO MATCH MAIN BODY OF BUILDING. PROVIDED W/ CANT. HAT CHANNEL AND CORNER TRIM. 21/2112 1/2,1/4" STEEL ANGLE FRAMING SYS. ®6' -0" O.G, s CORNERS, PAINT TO MATCH MAIN BODY OF BUILDING WATER PROOF 'BOOT BY 6/20FER FOR SINGLE PLY ROOF. 26 6A. &AL, PITCH RING FOR BUILT UP ROOF. ©ROOFTOP EQUIP. SCREEN I" O A36 THREADED ROD VU HEX NUT AND WAstew EAGi gin P.T. 2x6 PLATE 1b" LONG GE ER ON ROD AND ATTACH TO 2x6'5 MT H (6) 16tl NAILS (2) 246 DRILL HOLE FOR ROD ATTACH TO TRUSS WITH SINPSON 41US26 -2TF" HANKER EACH HID PARAPET PALL, 32 A3V. GUTTER, RAIN LEADER AND OVagFLOW, TYP. 3 LOG. THIS SIDE INTEGRAL CONT. 6UTTat BY METAL BUILDING MAISIX R ROOF PLAN BUILT -UP ROOFING BY 6.G. NEW GOVT. GUTTER EACH SIDE , 1 RAN LEADER AND OVERFLC41 SAPPER TYP 3 LOG TM SIDE 10 Y O tett SCUPPER AND RAIN LEADER TYP 4 LOG THIS SIDE INTEGRAL CONT. 6UTTB2 BY METAL BUILDING MARPR NEw SCUPPER AND RAIN LEADER, TIP 3 LOG THIS SIDE ' Ai _1 OAP\ C � OC � k D 1 � R ` Rx '>r�em r ` UNPUBLISHED WORK 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARCPITECT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425.7473177 FAX 425.747.7149 E -mail: mlarch@isomedia.com 3 MERRICK D. LENTZ STATE OF WASHINGTON PROJECT NAME Grand Central Casino Tukwila, WA DRAWING TITLE ROOF PLAN DATE MAY 15, 2001 DRAWN BY GSG CHECKED BY RT ARCH ERED 5/15/01 PERMIT SET ISSUED DATE DESCRIPTION A2.3 SCALE: 1/8' = ATTACHED COLOUR 11811'5 SOUTH ELEVATION •■■■mimommisslomsEm= mimusInuMwms■ =EN ..immumaimmummaimmigonom Eimmiumumming. off WA ■ IMPY-"n----M.11.11 PommillIPIIIPIP•millirmg1111111 II - am •11.1...1 MI IMIN1111111111111=1111111•1111111=111111MINIMM111111 IMII II illOINIMIIIIIIIMIIIIII•1111•11111===111111/11•INIM11•1111,11=1111111PMEI — MI 1•111 II MU II 11 ---'01 fil 1 tt 1 t o 1 t ■ weileite yeweer-W M/211151.; — Ni M il• ciamillIMINIMiliairilltiaitailaTm: mm ff II 111111111M111 adarl 117,-1 .,, INIIIMININIIP =e as IN INERINIMIIIIENIMMIIMINI1111111 -- '''= .=, .6- trifiii-ri ....... Immlimimmummmiumm Niissm sumnummlims 118101111111===11=1==IMTMEll MIII 11 gi I MI MI • m 111111 • I MI 1111110•11111111EIMIIII I I: EH IMILINIMNIMINIMMIRS. MNIIMIIIIM 1111I I 1 n IM II iMmino 1= 0000 000000 11 tn. HIM • II 1111 ini UUI .1 I 1111 1H1 liii ii9 nj • 00000 000 000000 till MI 1111 • 1111 1111 110 II • lift 1111 = M. • 1111 MI WI • • 1111 1111 1111 1111 1111 11111 WEST ELEVATION SCALE: I/8" SCALE: I/8" = NORTH ELEVATION SEE ATTACHED COLOUR 11811s EAST ELEVATION SCALE: VW 1 1. EM WI MN MN L: 11H 1111 1111 mo'' E. 1111 1111 1111 gm 1 MI 1111 ... 11111g. ommeomi MN ...rm.... _Itlt itt NM MN II HI III1 IL ALE: = ILO" PARTIAL NORTH ELEVATION SEE ATTACHED COLOUR 11xl I 11 ISIS Inn IIM MI M MI 1111 H1111 III 11111111 III • Iffi 11111111 En 111111111111E 11111111111ln 111111111111 Pi tiNani I LIM Of SCREEN NALL UNPUBLISHED WORK 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARC CT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425.747.3177 FAX 425.747.7149 E-mail: mlarch@isomedia.com PROJECT NAME Grand Central Casino Tukwila, WA DRAWING TITLE BUILDING ELEVATIONS DATE MAY 15, 2001 DRAWN BY CSC CHECKED BY REVISED 5-6-02 DR3.0 PERMIT CENTER ISSUED DATE DESCRIPTION TOP OF PARAPET REF. ELEV. = 1257 Flt_ FLOOR REF. ELEV. = 1010 RN. FLOOR Mt 5-EV .101.0 OVERRAN! SCUPPER, TYP FIN. FLOOR REF. ELEV. =121 A5 510PN FO_ FLOOR REF. ELEV. = LTS0 12'3 SOUTH ELEVATION SCALE: 1/8 = 1' 0 ID CO ID ES cp__* i = TT ® —• � ]■=7• m■■■itammi/.i7si= tiim11m■■ti1A1 millirI•t■ ■O■■ ■ mvi::::EI: ■ /� ■71,FRt l17■IIbmgamI■l+ 4 . - - - �1IIEWi■�I�IIIMLIMMEMMI L �� ■■i 15 11 I. " �niPf�° �I, ill's �I'I� I��� �� ■�Iiimii-•rl•■■iimomm.. .. .4.■■R ■�■ ■ N II> '������ 7111 ���" I, �[i l: {.1.�, {,{. 111,1, {.{, {.tl.l{{dill.1,.{. {.1, 1, I -!111 1���1�11 >.1■i�slll/ul.1,l�{,i,{, {{, {,1,1,1, 1,1,11, {,I,INII,LI�++I ■���' EEO 0..... =nn.: EM71..r.T.Et M• 000 00.0 000 .0o ... C... o "n at m� o ooaoaoo:000aoo . tir >•> •a�����i��E�M�6���M1��: ; =eo "oo "oo "000 ^_�....:....,.- ■■ _ ■ ■ _ . ■>!� ► III ° � ��B�ti�� ■ ■ � ®I] ■ ■���� ■ _ • 1111 1111 !! � EF. / :NII i �� 1Si ■/131F11t1111111■ ■ ��Irs1 � � c m •.0 n•. � ��t � nn n n nu 11 � � ..d Ili'. i ll. �1 i � '' > mmi 6Ci =ii:�� 1171' II I? 11i �lir,� �I1 I ! mil 117 ! ■ ■ 1 !f!!!I 11 11 li -1i! 1 111 11 1111 i 1 111 worn - . i i mmi I I iU II• JI IIil I II I IIII 11111 1111 c ���11 � �1l11 1111 IIII pl 'I= 1111 cm mi. . U I ! I 1 1111 118 �g lI ilil• �1.•= 11�� I11 1 €71 ;. IM� � 11FAII■ .Ie:I I � _U � ii• ►m 125,1,1 • nn MI nn �. WWR1R i Ii• � �1 ri�ii - •s c_ iThiliFII Tm 1 BP ; rm 11Ri imammumnismils — ammo - A I — 15 110 ®®®® ED 1 TOP OF PARAPET ® ED ®' ® ® � REF. ELEV. = 12'1.0 aa pIR EIFS CARILILE ♦���5�� === FIN. FLOOR REF. ELEV. =101 TOP REF. MEV = 100 ALUM. MINDCR5 PE/ NEM FABRIC INTEGRAL MALIGNS A P+111165 WEST ELEVATION SCALE= 1 /8• = r-o• rj LED EIFS TRIM SAND PL/ EIFS FACADE ACGE11 LIGHTING PROFILED EIF5 BASE Eill 1.411111.■ ILO 6-10' HI611 8' L 6' HIGH 6• CPU TRASH 6D ERATCR 01CL osuRE ENCLOSURE 0 ISMS 11111 Will 1 lir ==m — rimv =mm.. n mg nit 1111 Iii! nn 111! IIII 111111i1 !!. mink!! • 1111 IIII III IIII 1111 IIII 0 - U SGALE: 118' = 1 NORTH ELEVATION ®' 21' -II I/2" EIFS FACADE FIN, FLOOR +REF. ELIZ/ = 100 .0' FENCE P'VSMOOTH PANEL, NO ACCESS. DEL TUBE FRITE NEON PV 54 LD. 0 ROOF TOP E0. SCREEN EPS CORNICE 14'3' G w1160W AND 61.AZIN6 TORE00E0T SY5TEN -t I � _IFS TRIM BAND EAST ELEVATION SCALE; 1/6" ° 1' -0" TOP OF PARAPET _R�. ELEV. = 1250 PRE- FWtF. BNL57RADE EIFS REVEAL AS SHOYM TOP OF PARAPET ELEV.. = I_S O F- _ REF. ELEV. F _ [ao0 _ II3 1E3 110 ED STOREFRONT ENTRY ® F JW PROMS, EF5 IN6 E4G7 DOOR W INIB6RAL FABRIC AYNIN6 EIFS COL. P MALOlK AS _ 1 PROFILED EIFS BASE LASING, TOP. S00FPER AND • 13 1 IMISME 1�1 ■�i`t ®�1��� III eMail= 1 l E s l l am' u ill ME 11111 � ll ll lnl llll � !! 1 I 11111111 OIp1111111111m 1 , � � 111111111111� 11111MI1L- 1(MIIIM NUM ® Im ED ED jm ED 000 TUBE WHITE NEON PY SHEILD. 114 5110 TOP OFP REF. ELEV. = .12 ROOF TOP EGL SCREEN EEYOND EIFS CORNICE EIFS DETAIL BAND ALUM PNODOPS YV OITEORA L MRJ.IONE AS SNOPN SCALE_ V5• = 1' -0• EIFS EIFS CORNICE FACADE ALUM. Y11420 M5 YU INTERNED. PULLIONS AS EF9 F5 PARTIAL NORTH ELEVATION / CORNICE FACADE ACCENT USHER& `ER5 TRIM BAND "1%)n 1 -f 80 !LEO EIFS TRIM BAND P1/ ACCENT LIGH1T146 =0 =. EFS TF M 00 000 0 III: LIE OF SCREEN MALL 4 FIN. L FOOR \ REF. ELEV = IOIA TOP OP PARAPET REF. ELEV. = I0IE5' FIN. FLOOR REF. ELEV. = 101.0' OP ='_ EX SLAB REF. ELEV. = 100.0 FIN. FLOOR REF. ELEV. _. 1010' TOP QE A.g ( SL_ _ REF. ELEV. = 100.0' 1 UNPUBLISHED WORK ©2001 MERRICK LENTZ ARCHEFECT MERRICK LENTZ ARC CT 1800 - 136th PlaceNE, Suite 100 Bellevue, Washington 98005 425.747.3177 FAX425.747.7149 E -mail: mlarch®isomcdia.com PROJECT NAME Grand Central Casino Tukwila, WA DRAWING TITLE BUILDING ELEVATIONS DATE MAY 15, 2001 DRAWN BY 050 CHECKED BY aERNIT CENTER 5 2/25/02 Clty review comment 2 2/02/02 REVISED FOOTPRINT 5/29/0! BLDG PERT. GOHNIEN/ 5/15/01 PERMIT SET ISSUED DATE DESCRIPTION A3.0 SCALE: I/2" = r-0 SCALE: N.T.S. DETAIL - eifs / light band E.LF.S SHORT "V" REVEAL, 3/4 "x3/4" DETAIL - eifs score lines at front facade EXTERIOR SHEATHING, TTAN FRAMING 1� SCREW SOUTH ELEVATION SCALE: I/8° = r-o° 115 ENTRY FP. REF. ELEV. = IOIA' REGE55ED FF. REF. ELEV. = 100.0' RED Ell ® ®®® 0 SIN6 \i !�1 10 �! ��I�� 11'I �'1� �I �� I ate ;® ��j i .. IMINININ0000111== ■■�■��um�� _ate ■S _ I ��_� ■�_� — ■�■ d ■� �■ra t [I■Illlgll■ I� �■11I� ■■ �{ ( P ■■>i An Ylhfli� _ ---- 1M u In �f� ■��I ■ •• — : 'I[ =�I i � Ii ■■ 1 IIr111111R111i IR111'I'R1 �i =-�!�' I C'' i$ ' lrl�t }I111�1 1111111 1 MIL _ 1■ ■Eiti ■■� a ■w ■ so h -� ■ ® I ■ ■ ■ ■, ■■ ® �' ■■ 1111111.1.1,11111ta. 1,11111Ll,i.l ■ I ■1 1 ■I� unillrc� k;1,1. , 111,11,11.1,1,1,1,1,1.1, 1,1,1,1.1,11, ���� 11•�� Ei in ao GTS Im 1 mnTx:T .nrTr+Trr. ... ............ "000....... ¢ iiiii .. am !� Namorim■■n■l. . "; a .................. – .: ...... ��� ....� ■ ■ � �� - : ::,I 1 : 1 1 � I � .l>3 I ' [1111 ° I X11-11 ■■ monim■�::■ummrJ -�:: - . ■rII , I,I : �; ■»�Er"'im��■P_– ��N� I �!��., ®>��If..m -- -rr . -11! ®r ■ ■-. _ 11 mi lrr= ..�� .� aLSII 11 ' 1111 Il 11111 'i f i i 11 11 III. ■ i I I I • � f 1111 i II 1111 kl cr i i ■li =ii i� i � �M i i i i � iii ■ �= 1111 111 III I �t� 7 1111 Ifll FIII ■ �1111 IM 111 ■ ■f� ■I 1111. 1111 ■11f /5��1 ■Imi :�1�11:/1!1P .. N[�11l1 911 ■I�IIi[IIi1 ■1111 ■'� III111111 i All — — -- — FIN. FLOOR • Ill •�� I��I_►_11 �u i•� �i ®M1� al UA■MMEIV■II.�I1iu. 11:1' mu All i j III■IIIIII �iiai �iiIie• REF. ELEV. = IOIA . - TOP OF tll��I1� - �� N- i��Slii �Ia�INMI MI� � – _ _ F _ YYY REF. ELEV. = 1000 EIFS WITH ® STOREFRONT @IfRY Ens PROFILED EIFS BASE GRO ®' ®' ®' ® `©" FABR uzi SI AL 11.11 .1b Alwl ± ss L >� I FS ® ® 0 ® 0 ® REVEAL A5 p w INTr - sRa_ AewG AYH ETFS ca. A ran SNOwr "u 10N5DaDR . r A41N4 TYP OVERFLOW SCUPPER. TTP. FR1 FlOOOR REF. ELEV. = 1.2 AS SNOPN LED EIF TRIM 41h, AGGEIR LN5NT1N.S BAND w WEST ELEVATION SCALE: 1/5• iTliziommlammossomnomm ■ 1111 1111 1111 1111 1111 I I� 1111 1111 1111 V 1111 I1f1 1111 •• x,111111111111 111111111111 1 _* ._. =■ — .G:�iTi�� NORTH ELEVATION SCALE: 1/5' = -0. FIN. FLOOR ELEV = 100.0' EIFS FACADE I 13-EV TEF = FE TY= $ ® ® f® ® tai ®V® --- EIFS CORNICE �`�� ■�- ■������� ■')�� -- ■ I ■��-� RED NEON - 51N6LE TUBE EAST ELEVATION SCALE: 10." = 1'-0" PRE - NAME. PILASTER BALLSTRADE ROOF TOP EQ BEYOND �HFS ROOF TOP EGT. SCREEN BEYOND EIFS CORNICE EIFS DETAIL BAND TOP OF PARAPET REF. ELEV. = 171.0' AS7M_ WIIVOYS w R(ESRAL MIA7JOIS AS 9101 SCALE= VW =1 / EFS rEIES R PROFILED EFE TRIM BAS w CORNICE [ FA C ADE ACCENT LI6NTING PARTIAL NORTH ELEVATION Im Em TOP OF PARAPET REF. ELEV. = IXNA_b ® 0 ID fill■1I1111=!II♦'■M©_E —■ N•MME1QV��o'NNIl �t ■ ' I■ ®E eh > ■u■ ■■ »; u»m ■ i 1»1 MI Li • »mfl, »n 1 m»n� III] an IIm ®' Im Im Im FIN. FLOOR ELEV. FIN FLOOR RP. ELEV. = 101A',L RED NEON - SINELE 1115E INCOMP ETE LTR# FIN. FLOOR REF. ELEV. = 101.0' TOP OF EXP_ REF. ELEV. =100.0' ■ (UNPUBLISHED WORK 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARCHITECT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425.7473177 FAX 425.747.7149 E-mail: miarch@isomediacom Grand TOP OF PARAPET 4 Central REF ELEV: = 121.83 Casino PROJECT NAME Tukwila, WA DRAWING TITLE BUILDING ELEVATIONS RECEIVED CITY OF TVKWILA PERMIT CENTER DATE MAY 15, 2001 DRAWN BY G5G CHECKED BY 2/28/02 ay rev!. comment 2 2/02/02 REVISED FOOTPRINT 8 /2R /01, BLDG DEPT. 00MMENT5 5/15/01 PERMIT SET ISSUED DATE DESCRIPTION �' A3.0 ; ?FVi.CInN Nn in OVERFLOW SCUPPER NI FIN. FLOOR REF. ELEV, 121.85 FIN. FLOOR r ELEV. = IC•Ii OF EX SLAB . ELEV.. IWO ALUM. NINDONS i•L' INTEGRAL MULLIONS AS SHOT N FIN. FLOOR ▪ REF. ELEV... 43A' FIN. FLOOR ▪ REr_ ELEV. = IOI.O' SOUTH ELEVATION EIFS CORNICE EIFS DETAIL ®®®® 113 BAND MI i - PROFILED EIFS TRIM BAND NV EIFS FACADE RED NEON - TOP OF PARAPET '' ACCENT LIGHTING SINGLE TUBE T REE. ELE/_ - t75D 125p ® ® ® ® �_'_ —� REF. ELEV.. 121.0' azi pFS CORNICE ��1 ■1 ■�1 ■����,1�1 -- ■,_11111♦ ■�1■1 ■ ■1��■■1M� ��■1•; ∎s�■MI■■■1�111M1 1Ilar 5L � ulaall 1/1 ■ � � ■r !1�1► 1- III Milli s E_'�y l/ �1 1� 11 --- — ® 1� --- ■>.m gu n■u ag asl a woo s«�•I I®■■�ie I ED ■ ■� � � � ■ ' ■ hJ:!' � �� � 1►' i �' rIG111 ±llll#��'IRIGii�!�L�:T.T3R�I�i I� III —� �� _���- -- �_ ' I IiilYiiY r M•■■�- ■A111∎N ■■■ ■ .. ;�� 1��� � l•• �� /�; I lls -' ■ � . /�� —® �sl���as��r■ ! �I �1�■ ■ f ■ ■ ■� ���il �� ■ ®II:: ■ ■� �i•I i' J! J' J! J' i! J!! 1! J! J' J!! J! i!►' i!! 1! J! J! J! J! PJ' J 'J'J � 1 IJ,1,�'1!PJi'1"1'1'JJ'li' i'14'11'J'i';'ihli }11',1 ■ai ■■■ • • � 4 . • m am s ....... ............................... —n aim =a xmx =_ m�r I � I � I � I IN�e■ ......_ ...... i■I■IIM I llii� ffi ■ ... �� I. .... .� n . L11 MM. i III • 111 11 ; I III n ^ J Mill QO 110 0 MINIM lilt! Illy! ■PI'! ILIA iI r, liIilnl!l!Iri , stw:r1I - -, SR =� = =ice: =�1 1111'1111i Ili= .� — L ��ii>•11 i_1_AS ■ ■___i_■ ■1� fu 1111111 ■11U■•1�llII• ■■�l•I••II� IU ■ ■ ■ —■ ■IICITi6■1�i u.ii�l 1 u1 I1i�11�EiII ■I!1 wu■ 1 .1 1 11 11 1 11 „ 11 .71/13I■i•>•k i ui ■11■■ ■I�NIIsi■■. ■■ ■iii■ ■i■ ■ TITBIT ■1_1■i1t7_1__1 r uiiii u�mn�l9fe ■1�11u11 ■mli■- mammon <1CL�'1■.■s RM—NIMIE 11.1�11u III MMANNI@glinEMNEINEd r...pi■n i ■ii iiilis■■■m is .. 1111 IIL i • mf1111 1111 III:l •• � • 1111 I ■11111 • ■■ 11111RI 1111 • llll 111 IIII 1111 1 ■1 11■ IYII IIIL 1111 • • ■■ • • • 1111 1111 1111 � � t _ 1111 111 11 ■1 lon■_) I■ ■— oo`monsm■>•■■ L-NEW FABRIC r PROFILED EIFS 2- 1 z ' I/2' (VERIFY EQ.) ( ANUNGS y° f2's11/2 BASE WEST ELEVATION SCALE: V8 = r-0 FIN. LAOR REF. !.7 ,2' ROOF TOP EQ. SCREEN 10 EIFS CORNICE EAST ELEVATION SCALE: VS" - 1' -0" M PRE - NAE. —1 PIL%bTER BALUSTRADE pFS WITH REVEAL .AS TRONIM ® METAL o QO NV I Im © INTEGRAL MLLIONS AS L--FABRIC AMN,. I EIFS COL. AWNING QS THOM PROFILED EIFS PROFILED EIFS BASE LASING, TYP. - sit' ming! ® = '. 11111110 �1 U 111/1111 Jil • 11111111 1111 ■i �i1I 1111 i111 i■ go 1111 1111 �,1111 g. 111111IMI _— 111111 ■11 ■• SCALE: VS' = 1' -0" AS NORTH ELEVATION ROOF TOP EQ_ ( EazEEt1 -YQeco R ` i, 112 1f0 rm ROOF TOP EQ. BEYOND EQ. TM EQ.. TYP. ALUM WINDOWS NV [MISTRAL MALONS AS °' "-BPS CORNICE ALUM. NUNDONS N/ INTERNED. MULLIONS AT THOM PROFILED [EIFS EIFS PROFILED EIFS TRIM BAND CORNICE FACADE 1—PROFILED ACCENT LIGHTING ( � pFS COWIIQE PROFILED EFT TRIM BAND 1V AC.LENT Ll6i4TING EIFS TRIM BAND EIFS FACADE GROAN TY D NEON - SIN TUBE pFS FACADE TOP OF PARAPET REF. ELEV.. 123O* ENTRY F., REF. ELEV. = IOIA' RECESSED F.F REF. ELEV.. 100.0 I10 ir RED NEON - SINGLE TUBE DOI-ow/1M TOP OF PARAPET REF. ELEV.. 101.33' FIN. FLOOR .. REF- ELEV. _ 101.0' REF OF . SLAB REF. ELEV. = 100.0' Grand REF ELF/ 22LCT Y Central Casino FIN. FLOOR • RI, ELEV_= 123.0' CHECKED BY INE OF SCREEN NALL FIN. FLOOR ry _ REF: EL,. UNPUBLISHED WORK ©2001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARC ITECT 1800 - 136th Place ATE, Suite 100 Bellevue, Washington 98005 425.747.3177 FAX 425347.7149 E -mail: mlarch@isomedia.com ; REGISTERED MERRICK .. I . STATE OF WASHINGTON PROJECT NAME Tukwila, WA -1 FIN. FLOORt REF. EL.,. ,\ - __ RE ELEV. = 101.0' i TOP OF EX. SLAB `- 1,� :. DRAWING TITLE BUILDING ELEVATIONS RECEIVED CITY OF IR RILA DATE MAY 15, 2001 DRAWN BY CS PERMRCENTER �2 2/02/02 REVISED FOOTPRINT /. 8 /2R /OI BLDG DEPT. COMMENTS 5/15/01 PERMIT SET ISSUED DATE DESCRIPTION A3.0 FIN FiDOR -8• 12'- V2 NERIFY Ea) '-6• 12w 1/2 D B SCREEN EIFS CORNICE EIF5 EIF5 - - • ILED EIF5 TRIM BAND :- FY Ea) =6" 5' -0 CORNICE FACADE LV/ ACCENT LIGHTING M. -E Ef,1 '-6 '® m El m REF_ ELEV 122 ,1 '- -- -' - _ - -- a • —.� ■ M■ TOP OF PARAPET REF. ELEV. 101.83' IN.1��iE = - - .aaa.�.r, — .a,.r ra..sa:n.,.,.•.rar..... •....�.,a=.... PIN. FLOOR '� HEV = IOID' Q E IFS FACADE PROFILED EFS TRIM BAND PU aaK ' �'��■ 11n AI o o . ' I_i i - — ..■- ■■��� ���� r FIN. FLDOR = REF. ELEV. 1010' 111 I I I Il i II - 1 1111 1111 1111 11 11m 1111 1111= t 11 1 1 - �� I l ll,ll. .11 II# Il......���1 ■� ■ii _ , vi��� a�ixl-�i�i�i - -Ti1 r _ ± i '-'.ii'i'i NORTH ELEVATION - SHOP BLDG SCALE: I /8" = I' -0" EXIST]. WINDOWS TO REMAIN. L EXISTING PEDESTRIAN DOOR TO REMAIN SOUTH ELEVATION - SHOP BLDG SCALE: I /8" = I' -0" I® IIO El I® EAST ELEVATION - SHOP BLDG SCALE: I/O' = ELEVATION - SCREEN WALL •() SCALE I /8" I' - 0" EIFS GOVERNS TO MATCH MAIN BUILDING NEW EIFS PARAPET I2 -0 , TO MATCH MAN LS ILDING — EXISTNG ROOF LIME TO REMAIN. NEW OFS GOVERNS TO MATCH MAIN BULDRAZ E CM SCREEN WALL NEN SFS COVERING TO MATCH MAIN EUILDING Im SCUPPER, TYP. FIR FLOOR REF. ELEV. = 321E m - FM FLOOR REF. f3E✓ = IOIA REF. ELEV.. IOOD ALUM. Y'INDOM5 W/ L- NEM FABRIC INTEGRAL M.U.IOKS AWI7465 AS SNOFIN SCALE: 1/8• = P-0" ED s ENCLOSURE I IO��o�1 R 11171:; IIIIIIIVIIIII1 n ��i . - -. ni..nu �: ■ u..m 1 III1V I 1 1 111 1111 H 1111 1111 Inl MN 1111 1111 11 p 11 .1111111 1111 1111 p 111 ni111111111 I 111111111111= ■•111111111111m• = IIMIiIMi I !lIII1 ED ® ®®® ED a ® ®' EI•iiU•l . ■6 ■ _ .■ 1�I __ ■lluI� ■ ■ ■ ■II MEI o ■■■■■■r imi ■■■ ■memisilmiu■f 1111 '� / �� ■r \I�NI a1 .�E.■���x��■�11� ■ ■ 1 y� " r im — '�'_ \® 11 ,1� ktIPP 111 �1��1� �©■ = �>I►>twww� ii si r■■ 11rNrr . I a ■■■ ��� ' �� TaA11'i � �.���_� �� ��5 - ®�, °� ��1�'1'"��7/! TI 7 � — � ig.1.9i i .u il�i111 I:: mIII111-■�1■iell■ ■iIri 4! 1! 1!! 1y' 1! it e " +' ■I■I ■■ H�I01�c�+' 1:!1!I!J!IV!it111 it!i!1!1!4!1! II =cs00000dao do ,a•CEE�.,., I+¢= =»= aoo 000so" ..ona»m rm- ••>_ra -- - -- _ � ■M�f�flT��f�(�I�TTS7�'SJ " 000.o0 0000oo !�■ - 11x1 , ■1 p m� -• :tea :�saiS —al h>In ff . n�= — - - - a- - � , ar .. ■ ii1 s.�Ix T■ xol■ii■Ix RI m1 ■nT■■iz ■iliT■i11i�1iilix ■� � ■ ■ I ily 1 ■I m 11■ ∎II•Ei17 ■1■Ellx■■I■f11Il x x■ E!_I/QIx■■x�w i••uix 1■111C71 ■ 11■■■IxLMllx■Ill+] ■I■ ■■IIIIu,En ��■p1 1111/1 1x�1MEM12 •d�x1 111►1e7I Iln�llx■!XI■Ix11rrii■I■111■'x x ��uu x■ irfrAlging•MEi JP III; 111111=11111111111111131111MINIK1111111 OVERFLOW in n I® DODO ODOR 0000 00E\Q SCALE: I/8" =1 LED Elf5 (� ACCENT U6HTING M BAND W/ ® CO WEST ELEVATION NORTH ELEVATION 0000 000� 0000 n�000 1111111=1/ 111 111 ■ER1 i i i L I I I I iiii n ll 111111 1111,11 _, IMIIIMM BASE PROFILED EIFS ® ® ® ® REVEAL . Ao p ® M ETAL EN D OOR 0/ ED ED 113 En 0 EMI SV NNCuRAL 1.11.- N5 AS 112 SCALE: I /8• = P -0• NEW EIFS PARAPET o 12 -0 , TO MATCH MAIN BUILDING — EXISTING ROOF LINE TO REMAIN EXISTING ROLL LP DOORS TO REMAIN. WEST ELEVATION - SHOP BLDG -I!EW EFFS COVERING TO MATCH MAIN MALVIN& ED EIFS FACADE— _. • ED =mom liummmwm•Imowas... i 0eoeco000o avo occ.,..ocao,,ao ocr0000dsooc...... ...coo IIII .III .. 11 1♦ 11111 11.1 IOC .... 111111111111 mii xMlllIIIIIIIIII ow 11 1111 1 11 1111 El 1113 ED 1m Em ED FIN. FLOOR REF. _ELEV = 1000 RED NEON - 51N6LE TUBE ED ( ELEVATION TOP OF PARAPET REF. E.EV. = ISlY —EF5 ED PRE - MANE. PILASTER DAUB/RADE SHOVN PROFILED EF5 GA51146, TOP. EO TYP. ROOF TOP EO- SGREOIBEYOND PART NORTH ELEVATION ~' L SCALE: I/8• = 1' -0" ti ROOF 6O. BEY TOP EIFS CORNICE Im EIFS CORNICE ERR DETAIL RED NEON - BAND SINGLE TUBE TOP OF PARAPET REF. ELEV. = 121.0 ALUM. WIJDOW9 ry NTESRAI. MIII.M0145 AS SHOVN FABRIC AWNING PROFILED EIFS BASE INTERMIX HIM-IONS AS SHOWN [ E!F5 EIFS CORNICE FACADE EIFS COL CROWN EIFS TRIM BAND W/ ACCENT LIEM145 Im FS FACADE FABRIC APNIN6 EEO ED I® 10 Ea, TOP. PROFILED NIPS TRIM BAND ED rni BEE RED NEON - SINGLE TUBE UNPUBLISHED WORK TOP OF PARAPET 02001 MERRICK LENTZ ARCHITECT REF. ELEV.. IS.0 MERRICK ENTRY FP LENTZ REF.EL -'V 1010' ARCHITECT R��D FF REF. ELEV. = 1000' ELEV = 00.0 Grand R EL ' $ Central Casino FIN. FLOOR REF. E.E/. =IOID' REF E EV. 0 . REF. E LEV. = 100.0 ' FIN. FLOOR _ - REF_ ELEV_= 122.5_ LINE OF SCREEN WALL FIN. FLOOR _ RE_ELEY. ? 1010 1800 - 136th Place NE, Suite I00 Bellevue, Washington 98005 4253473177 FAX 425.747.7149 E-mail: mlarch@isomedia.com 3549 \ REGISTERED ARCHITECT MERRICK D. LENTZ STATE OF WASNINGTON PROJECT NAME Tukwila, WA DRAWING TITLE BUILDING ELEVATIONS DATE MAY 15, 2001 DRAWN BY GSG CHECKED BY QI 8/2Q /o1 BLDG DEFT. COMMENTS 5 /15/01 PERMIT SET CFD OKNt i e T ISSUED DATE DESCRIPTION i PA A3.0 INTERIOR LIGHTING SCHEDULE NREC PLAN SYMBOL SYMBOL DESCRIPTION MANUFIMODEL# LAMP NREC SYMBOL AA GG DD FF IEXIT� 0 0 0 Recessed compact 73A 42W GX24q -4 fluorescent downlight; white trim. O Recessed halogen downlight; white trim Recessed compact Fluorescent downlight Mite trim Recessed halogen downlight, w/ color filter white trim Recessed compact fluorescent wall wash; white Mim Recessed metal halide TBD downlight white trim Wa11 nounted metal TBD halide Walla. Soffit-mounted TBD incandescent fixture wv globe diffuser Fluorescent tube TBD backlight at false skylight TED TED TBD TBD TBD TBD TBD Surface- mounted TBD dual -point adjustable spot, halogen lamp Bu - Face- mounted TED dual -point adjustable spot, halogen lamp Surface - mounted single -paint TBD adjustable spot, halogen lamp Surface- mounted TBD single-point g adjustable spot, halogen Surface- mounted compact TBD Fluoresce fixture re glass half-globe diffuser Surface- mounted compact TBD fluorescent Fixture w/ glass half -globe diffuser Wall- mounted compact TBD fluorescent sconce, ADA compliant Loll- mounted TBD F1178,5452 fluorescent tube vanity Fixture, n/ white diffuser Gig-mounted TBD fluorescent tube vanity fixture, w/ white diffuser DEGarative tW0-ama ° street lamp" Fixture Surface- mounted TBD fluorescent wrap w/ acrylic diFFuser Surface- mounted TBD fluorescent wrap w/ acrylic diffuser Levy -, fluorescent TBD troffer w/ acrylic .fuser LAy in Fluorescent troffer wi small cell parabolic diffuser Fluorescent tube TBD uptight Emergeuu lighting, hardwired w/ batteru backup. Provide I Fe. min. to exit path Emergency Exit Sign, clear Lithonio acryllic edge - lit illumination, sFRP 85 1 RD 12O/2' E N hardwired w/ battery backup INTERIOR LIGHTING BUDGET AREA CALCULATIONS Base Watts Gelling Ht. Use Area (5.5.1 Allowance Celling Ht. Increase GF020W' GX24d -3 Kitchen/ 1909 sf Exempt Exempt Exempt Exempt Food Prep Restaurant 3289 sI 1.0 15' 1.12 (I2 %) 5654 watts Restaurant 3552 5 1.0 I" 1.16 115 %) 4450 wcrI8 Restaurant 5148 sF 1.0 14' 110 00%) 3460 watt Restaurant 1545 sf 1.0 5 or less 1.0 (O%) 1046 watts OF Fice 1813 sF 12 8' I.O (O %) 21 76 watts TOTAL ALLOWABLE INTERIOR WATTS 15431 watts EXTERIOR LIGHTING SCHEDULE PLAN SYMBOL DESCRIPTION MANUFIMODEL# EE Exposed decorative TBD IS Watt (candescent bulbs Incandescent /'shown on elevations) POI, mounted parking TBD 400 Wott lot !I11.=ire. Double metal halide head on 20' pole. 'Btu PAR30 R 15 no. 5 1125 watts 37 .:efts 14 58 watts 50W PAR30 FL 50 watts 3 :30 watts 42W 6X249 .N t Watts 423 watts (2) i5W P.4430 FL l`. S no. 3 5 450 watts 300 Netts 75Y .°AR30 P_ TS netts 7 75 watts b 5 4x Notts -0 netts 444 watts 50 Worts 13 650 watts watts 5 T'b watts (51 FT96YL2Gil l0 n0«5 3 321 nakts (2) 2 0 watt AIR 40 watts 3 120 watts R t 837 «alts 3 86 watts (3) F32TE Sts R3 ruts 26 I 2A8 mfrs Electron, Ballast. F.4 SOW PAR20 FIJOO waxy % color Filta- 7541 PAR. NFL il notts colt, filt,a J born doors ■2) FT361V1611 70 netts rU electronic ballast (21 CRUM'' 14 wets 6244-3 (2) CFO./ G245 -2 (3j F32T8 with Waits Electron, Eollast (2) F AA2T8 with 62 nets Election, Bali., C5./ F32T8 with fro watts 0 Electron., Blinnec (U F32T8 AS 3 2 runs Electron, Boilart Allowable Wattage LAMP Wa1WFO2 QUANTITY TOTAL WATTS 70 W meta: halide R5 netts 4 :sots 115 W metal halide 210 watts - 840 r: its (4) 75 AIR 300 netts - 300 watts :I) F32T8 n; 32 watts Eectron, 3allost ITO T.AL PROPOSED WATT5428 t watts EXTERIOR LIGHTING BUDGET CALCULATIONS IITOTAL PROPOSED WATTS Watts Allowable Description Dimension Allowance Wattage Building Perimeter 556 lin. Ft. 7.5 w/Uf. 4,110 watts Open AreO/Porkina 63.131 5.f. 02 A.F. w 12,526 watts TOTAL ALLOWABLE EXTERIOR WATTS IS INS watts QUANTITY QTY TOTAL WATTS (ExemPD (NooAxempt) watts ■00 14 4-00 watts Watts)FAYL (Non - Exempt) 224 hats watts . - 4455 watts R22 watts 3 2 watts 8965 watts O watts 864 watts VERTICAL STRUT TO RESIS VERTICAL COMPRESSION a TENSION FORCES PARALLEL TO MAIN RUNNER; 12 GA. WIRE, TYP. NOTE: ATTACH GRiD BRACING ASSD 5LY ® !2' o8. MAX START FIELD 4' -0 FROM PERIM DEMISING WALL INSTALL ARE UBC STD. 41 -10. DETAIL- SUSPENDED CEILING 2" CHANNEL VERTICAL SUPPORT STRUT, 5-0' c.c. MAX 14 GA WIRE BRACE: PARALLEL TO MAIN RUIM RR 5I6" 6N6 CEILING 16 GA 2 MAIN RWNR CHANNEL A 4 04. 45 TYR PARALLEL TO CROSS TEE, 12 NA. ♦ �` o. 144 • t.• ImImatE TIiiiiiiJ 11_■ .■ Il�tf-ilia■■,M.,.1'■, i■ ■■■■■■11■■■1EM■M1■1 I ■■■W IIMEMENI 11111 •1 u■cU■vv■■■■I IEREEiMili I■ ■■■ ■■■■`-k I1■„■iu■v■■■■ ■■i�1 ! i- ' , . _ 1■ MIIIIMINEMBINIMEMIN .. kt* ■■■■■■■■■■■■■■1i11111l1, • 1 .1� ir l i immumommammammill I■n■■■ri■■1U. ■■■■ mink * , 0` ■■■■■■� ■m zum qu o ♦ � ♦'�" N2 ■■■■■„1/CEL : EEM•111i / z� 0 ■■■■■■■■M■r1■■■��� , ►� ♦ �� ♦ � ♦ ♦ ��� ,1, �s� ice■■■ ®■ i ■■■■ iiir� i Y I�*A"' ♦♦ �..."° ■■■■ ■■■■ii■�ip,.. lt 4qS r' ■■■■■■■■I1■■■■■■ ■�I ' 1 iv 41E1111WWIIIIMEMMIIIIIN i ' ' 49 ,1411, 4. l ._immumnommosummmmikm • # 7 --- --- v , 4 VI ■ ■■■■■■■n■■■■■■ ■MI j <• = ♦♦ j ■I■■■ ■■ ■■■■■ ■ =1 1 ' I, 4 ■ i♦ ♦ ♦ ♦ ■ ♦4 1■111 ■■■ENI ■■■111=111 ♦♦ � i ♦Q _ • • 4 10 i ■ti■■■■■■mi■■w■■mimma► ♦«� ♦ i t� ♦ � ■ ■■■■■■■n■■:a■■■ aim jr q � ♦'♦�► ♦ ♦� � � � j �, 111-.4 401 .0'4! \ "*Ifk PV'' *004** Oft.00 04::: 04" t: 1/4-% foovo IG, 2 :1 �C ■ _ v __ INE �I >5/b• v,pe x LINE: Gb 6 UNDERSIDE OF FLOOR -ISIS ■cs�EM►■■■■■�ecN ♦ ♦♦ • _ ® S i 1■■■■■ ■■■■ ■■■■s ■■ry,, � !!,•♦♦ _ ♦♦• ♦♦ ♦♦ ♦� o :; • #.411**. ‘ .___, tit. arrrs. 'El Ate ' P G 2 LAYERS TYPE 'X' GM EL6 THIS AREA cT 1 ■ 1 _lY 4.11,1211" O A • _ ..III -BAR 'I , _ ► � 1,1'.11111'.111 , 11 MAIM MEW HMI= NUMB DE 2 ID OU o� SUSPENDED 2x4' T GRID TV AGOUS. P SCALE: 114" = DETAIL - FURRED CEILING TYP EIFS SOFFIT, 45 ° MAX., TYP. 4 NA. 0115E BRACE, �PERP. TO MAIN RUNNER SCALE: 1 - 1/2" = 1' � //-- ( BPS ARCH, TIE WIRE SEISMIC BRACING A 12•-0" TT. EA WAY MAX. 4 GA. TIE WIRE lb GA I ,/2" CROSS ri1RRI% CHANNEL 24' o.c. MAIN FLOOR REFLECTED CEILING PLAN ginAI Fr I." = 1 EXT . UPPER ENTRY REFL. CLG PLAN SCALE: I /8' = 1 L5 /8" TYPE "X "GWB GLG ON Slops METAL FURRING PER 2/A4.0, TYP. FALSE SKYLIGHT; METAL 8 411: FRAME 1 SANoBLAsTED I GLASS; ACCESS HAIG. 1 SUSPENDED 254' T -BAR- GRID IN/ A5OU5. PANELS SUSPENDED 2 o2' T-6 UR GRID Wr ACOUSTICAL PANELS ®44' -0' ARP; BRACE PER 1 /.A4.0 5 /5" TYPE 'X .8 CLG UNDERSIDE OF FLOOR ..CTS SRN TYPE 'X' GWS CLG ® UNDERSIDE OF FLOOR JES 5/8" TYPE WE CIS UNDERSIDE OF FLOOR .CTS 5 /5' TYPE ° X . GWB CLG ON S1SPO METAL FURRING. PER 2/A4.0, TYP. 515PENDED 2'xC T -BAR GRID NV ACOUSTICAL PANELS W .14 AFF.; BRACE PER 1 /A4.O n0 I I :l UPPER FLOOR REFL. CEILING PLAN UNPUBLISHED WORK ©2101 MERRICK LENTZ ARCii TEC MERRI C K T,ENTZ ARC ITECT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 4253473177 FAX 421747.7I49 E -mail: mlarcht isomedia.com PROJECT NAME Grand Central Casino Tukwila, WA \F\.\\M' 19 DRAWING TITLE MAIN FLOOR REFLECTED CEILING PLAN SECOND FLOOR ECEIVE REFLECTED CEILING R oP T 6 &sA PLAN LIGHTING SCHEDULE PERMIT CENTER DATE MAY 15, 2001 DRAWN BY GsG CHECKED BY 5/15 PERMIT SET A4.0 2t) 6'02'02 RE,'. SLOG POOTFIR1N ISSUED DATE DESCRIPTION INTERIOR LIGHTING SCHEDULE NREC PLAN SYMBOL SYMBOL DESCRIPTION G A AA BB GG DD EE I I I<I ( . Recessed compact fluorescent danllght; white trim Recessed halogen MD downikjht; white trite Recessed compact fluorescent dowmlighL white trim Recessed halogen TBD downiight, W color filter,tite trite Recessed compact TBD Fluorescent wall wash; vette trim Surface-newt. TED dual-point adjustable spot, halogen lamp Sirfa:e- mounted TBD dual-point adjustable spot, slogan lamp Surface-mounted single-point TED adjustable spot, halogen Imp Surface - mounted TBD single-point adjustable spa, halogen larnp Surface-mounted compact TBD fluorescent Nxt re w/ glass half -globs diffuser Surface-mounted compact TED fluorescent fixture re glass half -globe diffuser Wall- mounted compact TED fluorescent sconce, ADA compliant Wall- mounted TED fluorescent tax vanity fixture, w/ white dlWser CIg.Kroimted TED fluorescent tax vanity Extra, wt white diffuser Decorative trvo-ic. TBD 'street AT fixture fluorescent acrylic dif wr oy iJ a rylk diffusor Surface - mounted fluorescent wrap wt acrylic diffuser Lay-in fluorescent troffer m/ acrylic diffuser Lay-in florescent troffer wt small cell padxlk dlffus•r backlight at false skip/It Exposed decoratNe mcaxbscert bulbs (shown an elevations) Pole mounted perking let Illumnare. Dable head on 20' pole. TBD TED TBD TBD 7BD EXTERIOR LIGHTING SCHEDULE NREC PLAN SYMBOL SYMBOL MANUFOBODEL# TBD T8D Fkarestent tubs (ordwred ri/ battery ii i ..9.5s. Provide 1 fa. mm. to exit path Emergency Ed Sign, clear Liam. acryllic edgy -iit Ilrumnotion, *FRP AS I RD 12O/2TILLN hard*. TI battery backup INTERIOR LIGHTING BUDGET AREA CALCULATIONS Base Watts Ceiling At Use Area (S.F.) Allowance Gelling Ht. Increase Kitchen/ 1909 sf Exempt Exempt Exempt Food Prep Restaurant 3289 sf LO 5' 1.12 (12%) Restaurant 3852 sf LO IT 1.16 (I6 %) Restaurant 3148 sf 1.0 14' 1.10 (10%) Restarant 1646 sf ID A or less 1.0 (0%) Office 1813 sf 12 8' 1.0 (O%) TOTAL ALLOWABLE INTERIOR WATTS Allowable Wattage Exempt 3684 watts 4468 watts 3463 watts 1646 watts 2116 watts 15,437 watts EXTERIOR LIGHTING BUDGET CALCULATIONS Watts Allowable D soul n Dimension Allowance Wattage Bulking Perimeter 556 IIn. ft. 75 wt/II. 4,110 watts Open Area/Parking 63,131 sf. 02 Ws!. 12026 watts TOTAL ALLOWABLE EXTERIOR WATTS 16346 watts QUANTITY CITY TOTALWATTS LAMP Wst elF d. I PM (Exempt) ( pt 4255 6X24q -4 47 watts 100 M 4700 mats 7555 PAR30 FL 15 Notts 6 1125 matt GF0.26Wr 37 watts H 518 watt 6X2443 SOW PAR30 19_ 50 mats 3 150 nett 4255 6X24q -4 47 mats 9 423 matt (2) 7555 PAR3O row mats 3 5 450 watts (2) SOW PAR2O RICO mats 3 300 welds m/ cola filter 15W PAR30 FL 15 nat. 75 wa.s 154 PA1938 NM 15 mat. 6 5 450 mats w/ color filter and ban doors (2) FTYEVV2611 10 nett 70 oats At electron. ballast. (2) cravat, 14 nulls 6 444 mats 624d3 (2) C.F018W/ 50 mat 6 65D wale 624q -2 F1176 3452 22 watt 8 176 mats f31 FT367.1t2511 107 eats 321 nett (2) 20 watt API 40 watts 3 Ian mat (3) F32T8 weh 93 eats 9 14 831 moats Electronic Ballast (2) P3278 nth 62 mat 3 AN mat Electron. Ballast (3) f32rY meh 93 watt 26 2418 rat. Beare. Ballast (3) P32T8 sifh 43 watts 0 5 O waGs Electron. Ballast TBD N F32T8 eel 32 mats 27 864 wars Electronic Ballast ITOTAL PROPOSED mtm4,28T walks I DESCRIPTION MANUFIMODEL LAMP Welte/Fet QUANTITY TOTAL WATTS 0 Recessed metal halide MD 70 W metal halide 95 mats 4 380 mats downikjht; white trim 1T1 PAIL momted metal TBD 115 w metal halide 210 watts 4 840 watts hAlOs Wallpak Soffit - moused TAD (4)75 AM TOO watt I 300 watts incandescent fibre nt globe diffuser Fluorescent tube TBD N f32T8 of 32 watts 7 224 watts Electron. Ballast TSD 15 Platt 15 malts 297 443 mats Imadexent TBD 400 Watt 922 Notts 3 2766 nab metal hal. ITOTAL PROPOSED WATTS: 4965 watts ■■■■■■■■•� ■ELEEE■l ■C:■••• ■■■■••■Rua■ ■t -- ■I1■ ■■■ ■ ■i■ ■■E■■G■ ■/ /■■■ ■5 %■■Z■■■il ■ItEI ■rat■■ ■r ■■■■■■■■■11i■I ■1 ■r1 ■■■'.■•iiu1 ■■, ,,,, • �■■ ■ ■1.■ •1� ■■■ ■I■■f!� -1B JiLI■■■■ ■■1 ■■1u■■■I■EIAs 111911111111111111MIIIIIMIENIIII � I■■■■■■■■■■■i1■ ■tiff I■■ ■•ii■ ■ii■■■ 0■111:.d , ,, I■ ■■■■w■ri■■■ ■1■tl� �� ����j�r� 1■■■■■■ailium ■■m■uI° 1�1��l►����1 plompsumakimitrosumil _4 4 VI ■ ■■■■111■■:IE■ii■■i:■■i ►� ® ■/1■ •■MEEMI■■■■■ ■1111 ■i■■■ ■■■ui■;a■■ ■I■ ■i ■1 ■ ■ ■■ ■u i■■i1 ■■ CI■iit ■i1■ ■■a1■ ■11 •■11■■i1 ■■i 16 ■■■I1■■ //■■■■■111 1 ■ 1% I 1■ ■ ■■ ■ ■■■ii■■ii■ 1 •N •■ •11111•11 ■■NEE ■ii■ ■■r311111■■ii■■ ■i1■ •■11■ ■1i ■ ■ ■■ I■Gi■■ •.1 ■■= 2 ■ ■ii ■11■ •■i1 ■ ■■ ■ ■■■ VR I iii ■ ■ ■i ■ ■■ ■ ■ ■i ■ii b � ® �� .p • • -4 ■•■•■81 # 40" ! ■ ■0■■■■ ■■■■ EuM■► + :� S * td0) • 4 m■■■a■■■■u. ■�■ • G B _ __ • • ∎Pi !■■■■■■■■■■■ � ► ► 4"" - NP7 � � r ■g■::; :i ■■■■g�! EN ��������1����� ` ' �`�� � %A• TYPE 7C 6P6 CLAP UAIDE OF FLOOR 615 NOTE: ATTACH GRID BRACING A55H -18LY a 12' oz. MAX START FIELD 4' -0° FROM PERIMETER DEMISING WALL. INSTALL PER DEC STD. 47 -I8. DETAIL- SUSPENDED CEILING SCALE: V4" = 1' -0 2 CHANNEL VERTICAL SUPPORT STRUT, B 5' -0" co. MAX 14 GA TIE WIRE 14 6A WIRE B RAC5 PARALLEL TO MAIN RUNNER 5/8" 6013 CALMS lb 6A 2 MAIN RUNNER CHANNEL a DETAIL - FURRED CEILING 2 G SCALE: I -I/2" = I , - SCALE: I /8" o 1'-0 Tars ARCH, TYP. EISA SOFFIT, TYP. 4 6A WIRE BRACE, PrjtP. TO MAIN RUNNER TIE WIRE SEISMIC BRAGNI, a 12' -0" oc. EA WAY MAX lb NA I V2 CROSS FLRRN6 CHANNEL e 24" Do. 5 S TYPE °X° SAS CLe ON SESPD METAL FURRING PER 2/A4.O, TIP. MAIN FLOOR REFLECTED CEILING PLAN FALSE SKYLIPNT- I -E'TAL FRAME eV SANDBLASTED GLASS eV ACCESS HATCH FOR LINHTIN6 EXT. UPPER ENTRY REFL. CLG PL SCALE: I/8" = I'-O" SUSP$JDED 2k2' T43AR .O PANES • Tl AFF,- � BRACE PER vA4D ` 4000* 44$11% 4:::::;t:t ‘044040% $. .- A Vos ** * , # • 041,000- # K ice ' � ♦.a � ♦; � � .� � �, *-kle *- l' • 050 . %too ii11 fly ♦s W 2k2' T-BAR casncAL 11,0%* t dik0 0 40 ■ % � ►, BRPGE PER VA4A 'P• • SU5PENDE7 2k4' T - BAR GRID W/ AGOYA. PANGS e 15' 0 AFF. 5/8" TYFE 7C CM C45 e ICE OF FLOOR J5T5 56 "X GP8GLN - UNDERSIDE OF 6.O0R J5T5 5/8" TYPE "X" 663 GL6 a UNDERSIDE OF FLOOR .1515 Sf8' TYPE "X 613 GLB ON SEAPD METAL FURRING PER 2/A4 TYP. /1 v I 14111 glihmon! , wialtPi MiliMMILE -A- MIER .1111111111 EiILIIi I� 1�1►Ia, ■■.■■■■.u■ SUSPENDED 2k4' T-BAR PRID W/ ACOt . PANELS e +T-8" AFF. UPPER FLOOR REFLECTED CEILING PLAN UNPUBLISHED WORK 02001 MERRICK LENTZ ARO- tITECT MERRICK LENTZ Z ARCHITECT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425.7473177 FAX 425.747.7149 E -mail: mlarchsisomedia.com I�� \3545 1 REGISTERED j ` ARCHITECT 1 NERRICK D_ LENTZ STATE CF WASHINGTON PROJECT NAME Grand Central Casino Tukwila, WA DRAWING TITLE MAIN FLOOR REFLECTED CEILING PLAN SECOND FLOOR REFLECTED CEILING PLAN LIGHTING SCHEDULE DATE MAY 15, 2001 DRAWN BY C50 CHECKED BY A4.0 5/15/01 PERMIT SET ISSUED DATE DESCRIPTION 1' I I I 91p I ' A5.0 A BUILDING SECTION -GAME ROOM, DINING SCALE: I/4 = I'-0• NONSTRUCTURAL FURRED INTERIOR MALL 4 SOFFITS FINAL CONF. TO BE DETERMINED I'I 11 I I�Ii�I�ll� NOTE: PROVIDE FIRE BLOCKING (2x ELK'S, 5/8 OR MINERAL FIBER BLANKETS) A5 READ AT WOOD CONSTR. THROWHOVT TO ISOLATE CONCEALED VERTICAL AND HORIZONTAL SPACES, AT COVES AND SOFFITS, AT CEILING AND FLOOR LEVELS, AS REDD TO RETARD THE SPREAD OF FIRE AND HOT GASES. PROFILED EIFS FACADE REF. ELEV. = 125.0). FABRIC AWNING— REF. ELEV. = 101.0' B0 SCALE: 1/4" = 1' - 0" STAMENS SEAM ROOF OYER PURLRTS SY METAL BUILDING MAKER IMfM'IluEW14'Id441'I NON - STRUCTURAL FURRED INTERIOR WALL 4 SOFFITS FINAL COWIE, TO BE DETERMINED —1-5 -1/2' TILT -UP CONCRETE WALL R BAT( IN510 — TYP a ENCLOSED CEILING SUSFENDED TILE CEILING, W BLACK FETAL PANELS BRACE PER XIA9D I/2' DRAFT STOP, TYR REF. ELEV. = 1010' REF. ELEV. = 1000' ROOF SLOPE = 1 :12 ` .__�r.: �:•.W:.:::= :::r. =:::: -n:: �• �: �: rra- r;; ��:..::: a.:::: ::.:crec:= . ^::r.:c:^.•r.:: a:. ^^.•::a:ec::•�_;;:: : ^�:: �•- .�:r_.— .�.= e—. - � =..••_ = •c =. =� �:= _.;.• _._.._... ^..- ........- .._..._.. —,: _! t�4� I44' �4W' 164�P1444�ii'a P�M4P�4 '141��,fi4 �TlM1�ii4�i 4 4$'N 41 1' �W�MiM144' ��wommohilM1hmoiM1' PJi44hhwinP diMadi4WndiM1'oMi'�riz4Ni •; I IN3' d4'JJ_ NOTE ALL EXPOSED AND /OR UNPROTECTED STRUCTURAL STEEL FRAMING AND DECKING TO BE PROTECTED WITH THIN -FILM 272 PETAL EX/WINS INTUMESCENT FIRE - RESISTIVE COATING RATED T-BAR GRID, WO STRUGTU E BEYOND; FOR I-HCUR FIRE PROTECTION; • FIREFILM IT PAN9.r, BRAGS BY PETAL MUMS BY A/D FIRE PROTECTION SYSTEMS, PER X/A40 MAN -FR 888- 665 -SI53, OR APPROVED EQUAL MOT REQUIRED WHERE STEEL FRAMING IS PROTECTED BY 1-HOUR CONSTRUCTION) HEW SLAB -ON -GRADE F(ER NTRIJCSL OVER 6 MU_ VAPOR BARRIER OVER COMPACTED GRAVEL SRBA E ROOF JOISTS W TYP. ROOFING A56E•BLY OVER 246 0 W' oz. EXTERIOR BEARING WALL, W P EIFS OVER ER BLDG PAPER OVER I/2' GYP SHTHS TYR UND. HIH11 =4C�II BUILDING SECTION-GmviE ROOM, DINING .U12 OVER 3O• ROOFS FELT OVER V2 FLYWD ROOF SHTN'G OVER SLOPED 2412 0 24' oz. ROOF JOISTS - tR • WEE x 6413 Gas OH5USPD ( x016'oc FURRTIG PER wARO INTERIOR EJ=ARN6 WALL W 5%' TYPE r x GIB EA SIDE, TYP_ SSPENDED TILE 6 0 16' oc. METAL CEILING, W STUD INFILL WALL; ACOUSTL BALLOON FRAPE PANELS ;BRACE PARAPET PER X/A9O TO FLOOR JOISTS PER 2ND FLOOR FRAMING PLAN I REND' WAG UNIT I I `PROPOSED ALLIED COURT ON PETAL FURRING. AS ROOD (5/S' TYPE• GYRE OR 5/8• PLASTER IF READ FOR RADIUS) NOTE: PROVIDE FIRE BLOCKING (24 BLANKETS) AS READ AT WOOD CONSTR. THREUSNCIJI TO ISOLATE C•NGEALED VERTICAL MD HORIZONTAL SPACES. AT COVES AND SOFFITS AT CEILING AND FLOOR LEVELS, AS REQD TO RETARD THE SPREAD OF FRE AND HOT GASES. S -aB-014-GRADE PER sr STRUCTL OVER 6 MIL VAPOR BARRIER OYEZ COMPACTED GRAVEL SUBBASE 2:12 a 24' oc- ROOF JOISTS W RSO BATE PBS. E, ST SPACE 3/4' TLG FLYYD OVER 2:40 FLOOR.YNSTS 0 ib' oc- S ui d1"N"':1. > r�,l'3 II.S,4 i"u1'�2'u'IN 1 212872 � L "WI NINENESIN SIONEVIVENZENIVER B.U.R. OVER 50* BLDG PAPER OVER SLOPED RIGID INSUL. CAST STONE RAIL, BALUSTER, AND SILL FREMANUFD METAL BUILDING FRAMING AND ROOFING = I�IIE 1 SUSPENDED TILE CEILING, W ACOUSTL PANELS BRACE PER X/AV.0 C17YO 0 M. SH U UBU m WORK 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ELEV. = 1100 • R C TECT TO FLOOR JOISTS PER ONE FLOOR FRAMING PLAN 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 4253473177 FAX 425.747.7144 E -mail: mlaOCh@isomediacom PROJECT NAME Grand Central Casino V 3549 \ REGISTERED I \/> ARCHITECT 1 MERRICK D. LENTZ STATE OF WASHINGTON _ Tukwila, WA DRAWING TITLE BUILDING SECTIONS DATE MAY 15, 2001 DRAWN BY 056 CHECKED BY 8/29/01 BLDG DEPT. COMMENTS 5/15/01 PERMIT SET ISSUED DATE, DESCRIPTION A550 (-2460 16' oc. INTERIOR BEARING WALL, TYP. UNA. I I 2x60 16' I oc. EXTERIOR BEARING I WALL, TYP. U.NO. I I I 4 _ ....._ . _ ..- 1' I I I 91p I ' A5.0 A BUILDING SECTION -GAME ROOM, DINING SCALE: I/4 = I'-0• NONSTRUCTURAL FURRED INTERIOR MALL 4 SOFFITS FINAL CONF. TO BE DETERMINED I'I 11 I I�Ii�I�ll� NOTE: PROVIDE FIRE BLOCKING (2x ELK'S, 5/8 OR MINERAL FIBER BLANKETS) A5 READ AT WOOD CONSTR. THROWHOVT TO ISOLATE CONCEALED VERTICAL AND HORIZONTAL SPACES, AT COVES AND SOFFITS, AT CEILING AND FLOOR LEVELS, AS REDD TO RETARD THE SPREAD OF FIRE AND HOT GASES. PROFILED EIFS FACADE REF. ELEV. = 125.0). FABRIC AWNING— REF. ELEV. = 101.0' B0 SCALE: 1/4" = 1' - 0" STAMENS SEAM ROOF OYER PURLRTS SY METAL BUILDING MAKER IMfM'IluEW14'Id441'I NON - STRUCTURAL FURRED INTERIOR WALL 4 SOFFITS FINAL COWIE, TO BE DETERMINED —1-5 -1/2' TILT -UP CONCRETE WALL R BAT( IN510 — TYP a ENCLOSED CEILING SUSFENDED TILE CEILING, W BLACK FETAL PANELS BRACE PER XIA9D I/2' DRAFT STOP, TYR REF. ELEV. = 1010' REF. ELEV. = 1000' ROOF SLOPE = 1 :12 ` .__�r.: �:•.W:.:::= :::r. =:::: -n:: �• �: �: rra- r;; ��:..::: a.:::: ::.:crec:= . ^::r.:c:^.•r.:: a:. ^^.•::a:ec::•�_;;:: : ^�:: �•- .�:r_.— .�.= e—. - � =..••_ = •c =. =� �:= _.;.• _._.._... ^..- ........- .._..._.. —,: _! t�4� I44' �4W' 164�P1444�ii'a P�M4P�4 '141��,fi4 �TlM1�ii4�i 4 4$'N 41 1' �W�MiM144' ��wommohilM1hmoiM1' PJi44hhwinP diMadi4WndiM1'oMi'�riz4Ni •; I IN3' d4'JJ_ NOTE ALL EXPOSED AND /OR UNPROTECTED STRUCTURAL STEEL FRAMING AND DECKING TO BE PROTECTED WITH THIN -FILM 272 PETAL EX/WINS INTUMESCENT FIRE - RESISTIVE COATING RATED T-BAR GRID, WO STRUGTU E BEYOND; FOR I-HCUR FIRE PROTECTION; • FIREFILM IT PAN9.r, BRAGS BY PETAL MUMS BY A/D FIRE PROTECTION SYSTEMS, PER X/A40 MAN -FR 888- 665 -SI53, OR APPROVED EQUAL MOT REQUIRED WHERE STEEL FRAMING IS PROTECTED BY 1-HOUR CONSTRUCTION) HEW SLAB -ON -GRADE F(ER NTRIJCSL OVER 6 MU_ VAPOR BARRIER OVER COMPACTED GRAVEL SRBA E ROOF JOISTS W TYP. ROOFING A56E•BLY OVER 246 0 W' oz. EXTERIOR BEARING WALL, W P EIFS OVER ER BLDG PAPER OVER I/2' GYP SHTHS TYR UND. HIH11 =4C�II BUILDING SECTION-GmviE ROOM, DINING .U12 OVER 3O• ROOFS FELT OVER V2 FLYWD ROOF SHTN'G OVER SLOPED 2412 0 24' oz. ROOF JOISTS - tR • WEE x 6413 Gas OH5USPD ( x016'oc FURRTIG PER wARO INTERIOR EJ=ARN6 WALL W 5%' TYPE r x GIB EA SIDE, TYP_ SSPENDED TILE 6 0 16' oc. METAL CEILING, W STUD INFILL WALL; ACOUSTL BALLOON FRAPE PANELS ;BRACE PARAPET PER X/A9O TO FLOOR JOISTS PER 2ND FLOOR FRAMING PLAN I REND' WAG UNIT I I `PROPOSED ALLIED COURT ON PETAL FURRING. AS ROOD (5/S' TYPE• GYRE OR 5/8• PLASTER IF READ FOR RADIUS) NOTE: PROVIDE FIRE BLOCKING (24 BLANKETS) AS READ AT WOOD CONSTR. THREUSNCIJI TO ISOLATE C•NGEALED VERTICAL MD HORIZONTAL SPACES. AT COVES AND SOFFITS AT CEILING AND FLOOR LEVELS, AS REQD TO RETARD THE SPREAD OF FRE AND HOT GASES. S -aB-014-GRADE PER sr STRUCTL OVER 6 MIL VAPOR BARRIER OYEZ COMPACTED GRAVEL SUBBASE 2:12 a 24' oc- ROOF JOISTS W RSO BATE PBS. E, ST SPACE 3/4' TLG FLYYD OVER 2:40 FLOOR.YNSTS 0 ib' oc- S ui d1"N"':1. > r�,l'3 II.S,4 i"u1'�2'u'IN 1 212872 � L "WI NINENESIN SIONEVIVENZENIVER B.U.R. OVER 50* BLDG PAPER OVER SLOPED RIGID INSUL. CAST STONE RAIL, BALUSTER, AND SILL FREMANUFD METAL BUILDING FRAMING AND ROOFING = I�IIE 1 SUSPENDED TILE CEILING, W ACOUSTL PANELS BRACE PER X/AV.0 C17YO 0 M. SH U UBU m WORK 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ELEV. = 1100 • R C TECT TO FLOOR JOISTS PER ONE FLOOR FRAMING PLAN 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 4253473177 FAX 425.747.7144 E -mail: mlaOCh@isomediacom PROJECT NAME Grand Central Casino V 3549 \ REGISTERED I \/> ARCHITECT 1 MERRICK D. LENTZ STATE OF WASHINGTON _ Tukwila, WA DRAWING TITLE BUILDING SECTIONS DATE MAY 15, 2001 DRAWN BY 056 CHECKED BY 8/29/01 BLDG DEPT. COMMENTS 5/15/01 PERMIT SET ISSUED DATE, DESCRIPTION A550 NEW COPING OVER PT. BLOCK'G , REO'D P-10./ AA',. NEW EIFS GROWN PROFILE OVER 15" BLDG PAPER OVER 1/2" GYP. SHEA?. NEW EIFS SIDING AND DETAIL PROFILE NEN FABRIC A I/2,3" STUCCO REVEAL SLOPED EIFS SILL OVER NERVASTRAL FLASHING OVER P.T BLOCKING (2) 44 TOP AND (1 =4 BON., CONT. EXISTG STEEL WIND BEAM TO REMAIN, TYP. NEW 6" METAL STUDS G 16" Z. W/ 5/8" APE ° X" GM INT. AND 1/2" GYP. SHTH'G G EXT. NEW GONG. CURB (TOP 12" ASV TOG./ NEN =4 DOWELS G 24" cc. — CONT. 16ga STUD �+ \ / —NEW 24/2" ®12"o.c. METAL / / STUD PARAPET WALL NEW CONT, G.,V. GUTTER Wi COU —TEN 3° CO.. SLAB OVER NEN COMPACTED GRAVEL FILL EXISTG NT, ROOFING OVER EXISTING STRUCTURE: TO REMAIN tf NEW R -I9 RIGID MSUL, xP. EXISTING SLAB ON GRADE AND FOUNDATION TO REMAIN EXISTING MET., BUILDING STRIKTLI. TO REMAIN ,'"EFIT FURRING AS RECD NEW NET, rPRRING ., RECD. NEN 6' MET, !WILL WALL G MN.. SILL W- A -19 BAT, INS. SUEP'D ACOIYTL PANEL CEILING, BRACE PER X.CA9D I-- 515. 7YPE 'X' 6WB ' IT LINE OF EXISTING 5TE3 COI.. TO .M.AIN'BEYOND NEW COPING OVER P.T. ELOCK'G AS REO'D m ry 2' -0' 5 /3" TYPE 'X" GINS 21'-10" NEN EIFS GROWN PROFILE OVER BLDG PAPER OVER 1,V GYP. SHEATH'G NEN EIFS SIDING AND DETAIL PROFILE NEW FABRIC I- 1 TRIM- NEW ALUM. WINDOW FRAME AND FLANGE. TYP.; EXISTG STEEL WIND BEAM TO REMAIN, TYP. 3-5/8' METAL STUDS 16" EA. VV 5/8" TYPE 'X" GN8 EA. SIDE 1- 1,2"x3 -Irz" SLOPED SILL SLOPED EIFS SILL OVER NERVASTRAL FLASHING OVER P. BLOCKING (2) .4 TOP AND (1/ 44 EON., CONT. NEW CONC. CURB, TYP G ENT NAL. OF EXISTING BUILDING (TOP G 12° ABV TOE) NEW 44 DOWELS G 24' O4. /---CONT. 16go STUD NEW Zan" G 12 METAL STUD PARAPET WALL EXISTG METAL ROOFING TEN cONT. GAL, OVER EXISTING [ -GUTTER, W' STRUCTURE; TO REMAIN COUNTER - FLASH. AS RECD i / R -19 RIGID INSUL ., I xP. EXISTNG SLAB ON GRADE AND FOUNDATION TO REMAIN EXISTING METAL BUILDING STRUCTURE TO REMAIN SOFFIT FURRING AS READ EGPD ACOUSTL PANEL CEILING, BRACE PER X:"A9.0 20'-6' .AFF LINE OF EXISTING STEEL COL. TO REMAIN BEYOND NEW METAL FURRING AS RED'D. 6" MET,, INF1LL WALL G WINDOW SILL W/ R -19 EATT IMO -. NEW 3" CONC. SLAB ' GRAVE_ Fit OVER NEW COMPACTED WALL SECTION - BANQUET ROOM SCALE I /2" WALL SECTION - BANQUET ROOM 0 SCALE: I /2" = 1' -0" PROFILED METAL CORNICE WV KEEPERS AS RED D CONT. REVEAL, 3/4" DEPTH CONCRETE TILT -UP PANEL PER STRUCTURAL (5 -1/2" MIN. THICKNESS, W/ MIX PER UBC TABLE T -B, ITEM T 4.1, FOR 4 HOUR FIRE RESISTIVE PERIOD) II 1 •- •:�T11191i I I R II l II l II E GOUNTERFLASH1NG. GOVT. CONT_ 16° MULTI - GUTTER BY METAL BLDG MAMP R-XO BATT U15UL TYP. METALROOFRG OVER STEEL PLW -R15 BY METAL BLDG MAHER MINERAL WOOL BATT DRAFT STOP POO, FER SIFSCTL STEEL FRAME (BEAM AND COL) BY METAL ELM MANFR E— XsPD CEILING GRID NV DROP IN PALMS, VV EEISMC BRAG. PER VA4D STOPPED-EN GLAZING (V4• 5ANE)15_A6TE12) YV F CUR L(GHT!NG BERND; GLAZING HATS TO SE REMOVEABLE VENEER PLASTER OVER NT FORM EOARD OVER 5/13 TYPE "X" 6WE3 3-5/8' METAL STUD G 24" ac_ FORME N{ R43 ma_ EA. -51 SPACE CON, SLAB PER STRUCTL OV= 6 MIL VAPOR B.4RRRIER OVER 4° GRY EED CRAVE- BJEE,SE 4 'll III�II�11� �I = III = III —I I �I I L =III— III�II�IHII�II�i = 111, - III -1I h'' WALL SECTION - GAMING ROOM SCALE: 1/2" = I' -O" IMMW ► -----!O ftinih roi COUNTERFLASHING, CONT. CONT. 16" MULTI - GUTTER BY METAL BLDG MANUF. R -30 BAT' INSUL., NP. METAL ROOFING OVER STEEL FURLINS BY METAL BLDG MANUFR \ STEEL FRAME (BEAM AND COL) BY METAL BLDG MANUFR L BioP'D ACOUST'L PANEL CEILING, BRACE PER I /A4A LINE OF STEEL COL. BEYOND 6" METAL STUDS G 24" O4 NON- BEARING BALLOON/INFILL WALL TYP. SECOND FLOOR ASSEMBLY - 314° T6G PLYWOOD, GLUED AND NAILED - 12' 1, JOISTS PER STRUCTL - 2 LAYERS V2" GWB TS6x6 WIND BEAM PER METAL BLDG MANF. 2x6 G I6'o <. STUD WALL G SECOND FLOOR BEARING, TYP. TYP. EXTERIOR WALL: - 1 -II2' MIN. EIF5 - I5° BLDG PAPER - 1/2" GYP SHINS - STUDS AS NOTED - R -19 BATT INSUL - 5/8' TYPE', GPO GONG. SLAB PBR STRUGT'L OVER 6 MIL VAPOR BARRIER OVER 4" GRLISHW GRAVEL SUBBASE FOOTING PER STRUGTL NATANT I J II COPING VV CONT. KEEPER EIFS GROWN PROFILE PER X /A8.1 ry :Il1[EllM — 2x6 P.T. SILL W/ 5/8"0 A.B. WV 2 "x2X5 /16" WASHER, G 48" o.c. OR PER STRUCT'L ANCHOR BOLT NOTE: BOLTS SHALL NOT BE LESS THAN T BOLT DIAMETERS AND NOT MORE THAN 12" FROM THE ENDS OF EACH INDIVIDUAL FOUNDATION SILL PLATE. T MIN. EMBEDMENT, PER PEKE, MIN. 4° P/C DRAIN TILE, SET IN •1 � f C j_ -° WASHED GRAVEL WV FILTER r��gP»iFABRIG OVER; DRAIN TO STORM I�I�It�lE71r SYSTEMPER CIVIL tE�lEii�lfE31� 1 SECTION - KITCHEN /OFFICES SCALE: I/2" = 1•-0" Di-i Re) UNPUBLISHED WORK ©200T MERRICK LENTZ ARCHITECT MERRICK LENTZ ARC ITE CT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425.7473177 FAX 425.747.7149 E -mail: mlarch@isomedia.com CHECKED BY PROJECT NAME Grand Central Casino Tukwila, WA in DRAWING TITLE WALL SECTIONS ECEIVED CITY R OF TUKWILA PERMIT CENTER DATE MAY 15, 2001 DRAWN BY G56 2/ \ 1102/02 REV. BLDG FOOTPRINT a /29/01 BLDG DEPT. COMMENTS 5/15/01 PERMIT SET ISSUED DATE DESCRIPTION A6.0 NEN GOPIN6 OVER P.T. BLOCK'S AS REOD 4 1/25c3" STUCCO REVEAL EXIST'G STEEL WIND BEAM TO REMAIN, TYP. NEW S METAL STUDS ® Ib" oz. W/ 5/8° TYPE •X° GAB INT. AND 1/2" GYP. SHTH'6 EXT. SLOPED EIF5 SILL OVER NERVASTRAL FLASHING OVER P,T. BLOCK. +2a 6 AFF AFF NEV EIFS GROWN PROFILE OVER I5• BLDG PAPER OVER 1/2• GYP. SHEATH'S MEW EIFS SIDIR. AND DETAIL PROFILE FEW GONG. CURB, TYP EXT WALLS OF EXISTING BUILDING (TOP ®12" ABV TASJ FEW 04 DOMES ® 24" oz. CONT. Ibga STUD NEW 2 -1/2" 0 12 FETAL STUD PARAPET WALL NEW CONT. 6ALV. GUTTER, W/ COUNTER- FLASHING AS RECD 5/8• TYPE 'X° EMS SOFFIT LSE OF DUSTIN& 5T®_ COL TO REMAIN EEYON7 NEW FETAL FURRING AS RECD. 6• METAL INFILL WALL 0 PURbOP SILL W/ R -19 BATT SEU_ FEW 3' GON, SLAB OVER FEN GOT4PACTED &RAVE- FU1. EXISTING SLAB ON CAME AND FOUNDATION TO RESIN WALL SECTION - BANQUET ROOM SCALE: 1/2" = 1'-0" E N5T6 FETAL ROOFING OVER EXISTS. STRUCTURE; TO REMAIN NON R -19 mein NEIL, EO5TN6 FETAL BALDNS STRUCTURE TO REM,. SOFFIT FUtRiNS A5 ROOD SEPT) ACOMTL PANEL CMS., ERAd.E PER WART FEN COPSE OVER P.T. BLOCK'S AS RECD N67 EF5 GROWN PROFILE OVER IS BLDG PAPER OVER M 6YP. O EAT O 9 CONT. Ibga STUD I -V255P TRIM- (2) 0 4 TOP AND (I) *4 EOT ., CON, 20 AFF 2I' -10° AFF NEM EIFS SIDS. AND DETAIL PROFLE NEI CONC. CURB TIP 0 EXT WALLS OF EXISTING PIILDIN6 (TOP 0 12• AEA/ TAS) NEW *4 DOWELS a 24 0G. NB9 2-V2• U 12•oc. FETAL STIR PARAPET MALL FEY CONY. SAW. ewria , WI AS RECD 8X15116 METAL BUILDING STRUCTURE TO REMAIN 5/8• TYPE •X• ENS SOFFIT LRJE OF EXISTS. STEEL CAL TO REMAIN BEYOND MEW FETAL FURWN6 AS RECD. 6 FETAL WILL WALL a PURPORT SILL W/ R-14 BATT NSU.. HEM 5" CONS. SLAB OVER MB7 COMPACTED GRAVE- MIL Dooms SLAB ON GRADE AHD Fa0IDATICN TO REMAIN c) WALL SECTION - BANQUET ROOM SCALE: IT = ILO" r FURRING AS RECD ADJACENT BUILD SUSPD AGOU5TL PANEL COME, BRACE PER WARD STEEL FRAME (BEAM MD COL) BY METAL E.D6 MANIPR PROFILED METAL CORNICE/COPIN6 W/ KEEPERS AS REND EXISTS FETAL ROOFING OVER EXISTING 57510111 E; TO REMAIN p-189 R-19 RIGID INSTIL., TYP. CONT. REVEAL, 5/4" DEPTH CONCRETE TILT -UP PANEL PER STRUCTURAL (5.1/2' MIN THICKNESS, W/ MIX PER (ISO TABLE 7 -5, ITEM 7 -IJ, FOR 4 HOUR FIRE RESISTIVE PERIOD) I PROPERTY LINE Z O SCALE: .I/2° = 1' F c0NF. 16 1.071- 60FIER BY FETAL SPA Mir. Rao BATT NEIL TYP. FETAL ROOMS OVER STEEL P 5050 BY FETAL BIAS MANOR �SUSPD GELLING GRID TW DROP IN PA BLS: PR SEISMIC ERACR. PER VA4A MITERA- *VOL BATT DRAFT STOP STOPFED -N 6LAZINS (Va SANDBLASTED) W aaURESGENT LIGNIN. BEND; 6LAZMS UNITS TO BE RE47,MAZIZ VENEER RASTER OVER V2• FORS BOARD OVER 55 TYPE 7C Ere 3-5/8• META_ STUD 0 2, 00. FURGNS TV R-S SEUL EA J5T SPACE CONG. SLAB PER STRU:Tt OVER 6 MIL VAPOR BARREL OVER 4 CRJSNEJ OWE!. SIDE R-10 RISER NEIL EXTEND TO TOP OF FO071149 (OR 24 MAX DEPTH) roan. PER STRUM_ X11- 111 Lrll rirrill�llr -i 1-111 1 111 i 1=I I1g I CgrO 1- 111E 111= 1117 1117 111 =11 i - U WALL SECTION -GAMING ROOM MC 70'1, Co jot NTS I N T ii LT L1r ?&54 0.1. DU1LL. 1 " '(J EC E '� All El t C t)E D pENr - TPA - MN FIaESIDP'". EM Lay A N F- OF NOS 1 CY'FI6F L-t5T1NctC,0t3 p L1I I11c WALL SECTION- KITCHENroFFicEs SCALE: I/2 = GALV. METAL FLASHING (COLOR TO MATCH BUILDING) BOND BEAM N 4' - 0 ° O.G. AND TOP 1N/ 2- *5 BARS CONT. SPLIT FACE GANG. BLOCK (PAINT TO MATCH BUILDING) #5 SANS ® 48" O.G. VERT. AND 8" FROM CORNERS 8 X 8 X 16 C.M.U. NALL " THK. CONG. SLAB 05/ 6X6- 941.4XW 1.405.W.M. ROUT CELLS SOLID HA 0554054 BELOW GRADE 05 BAR5. ® 48" O.G. ALT. BEND C,,;OF "a „„ ME] 1 -1 FOOTING 2 #4 BARS CONT. 16” DE t scALE, I/2" = UNPUBLISHED WORK ©2001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARCHITECT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425347.3177 FAX 425.747 -7149 E -mail: mlarch®isomedia.com 1 /9 \ REGISTE ` `` ARCHITECT RED MERRICK D. LENTZ STATE OF WASHINGTON 1 PROJECT NAME Grand Central Casino Tukwila, WA DRAWING TITLE WALL SECTIONS DETAILS DATE MAY 15, 2001 DRAWN BY GSC CHECKED BY 8/29/01 BLDG DEPT. COMMENTS 5/15/01 PERMIT SET ISSUED DATE DESCRIPTION A6.0 ROOM FINISH SCHEDULE ROOM NAME SURFACE DESCRIPTION GAMING FLOOR: CARPET ROOM BASE: WOOD WALLS: GINS, PLASTER, WOOD CEILING: 2'x2' LAY -IN NV BLACK METAL PANELS CAFE DINING FLOOR: CARPET, TILE BASE: TILE WALLS: GWE, PLASTER CEILING: 2'x2' OPEN GRID LOUNGE CASHIER HALLWAY VESTIBULE GOOKLINE PREP KITCHEN S CULLERY DRY STORAGE/BEER EN WOMEN FLOOR: WOOD BASE: WOOD WALLS: GWB, PAINT CEILING: 2'x2: OPEN GRID FLOOR: QUARRY TILE SASE: QUARRY TILE COVE, 5" TALL WALLS: GWB, PAINT CEILING: 2'x2' OPEN GRID FLOOR: VINYL SHEET BASE: VINYL WALLS: GWE, PAINT CEILING: GWE, PAINT FLOOR: TILE BASE: TILE WALLS: GWB, PLASTER, PAINT GEILI NG: GWB, PAINT FLOOR: TILE BASE: TILE WALLS: GWB, PAINT CEILING: GINS, PAINT FLOOR: QUARRY TILE EASE: QUARRY TILE COVE, 5" TALL WALLS: STAINLESS STEEL, F.R.P. CEILING: SUSPENDED CEILING, 2'x4' W/ WASHABLE PANELS FLOOR: QUARRY TILE BASE: QUARRY TILE COVE, 5" TALL WALLS: F.R.P. CEILING: GWE, IN SEMIGLOSS PAINT FLOOR: QUARRY TILE EMPLOYEE ROOM FLOOR: CARPET BASE: QUARRY TILE COVE, 5" TALL EASE: VINYL WALLS: F.R.P. WALLS: GAB CEILING: GNE, W/ SEMIGLOSS PAINT CEILING: 2'x4' SUSPENDED CEILING W/ ACOUSTICAL PANELS FLOOR: QUARRY TILE BASE: QUARRY TILE COVE, 5" TALL WALLS: GWE, SEMIGLOSS PAINT CEILING: GWB, SEMIGLOSS PAINT LIQUOR STORAGE FLOOR: QUARRY TILE EASE: QUARRY TILE COVE, 5" TALL WALLS: GINS, SEMIGLOSS PAINT CEILING: GEE, SEMIGLOSS PAINT COUNTING ROOM FLOOR: CARPET EASE: VINYL WALLS: ASS CEILING: GM CARD ROOM FLOOR: VINYL BASE: VINYL WALLS: GM, SEMIGLOSS PAINT CEILING: GWB, SEMIGLOSS PAINT JANITOR FLOOR: VINYL BASE: VINYL WALLS: AWE, SEMIGLOSS PAINT CEILING: GWB, SEMIGLOSS PANT BANQUET FLOOR: SEALED CONCRETE STORAGE BASE: VINYL WALLS: AWB, SEMIGLOSS PAINT CEILING: GM, SEMIGLOSS PAINT SERVICE FLOOR: OUARRY TILE DAR SASE: QUARRY TILE COVE, 5' TALL IALLS: F.R.P. CEILING. GM, W/ SEMIGLOSS PAINT ILVENT/ gM RNM SECURITY/ FLOOR: CARPET SURVEILLANCE SASE: VINYL WALLS: GW6 CEILING: 2'x4' SUSPENDED CEILING 5/ ACOUSTICAL PANELS OFFICE WOMEN (2ND FLOOR) FLOOR: CARPET BASE: WOOD, PAINT, WALLS: GWB, PLASTER CEILING: GM, 2'x2' SUSPENDED CURLING 5/ ACOUSTICAL PANELS FLOOR: CARPET EASE: VINYL WALLS: GINS CEILING: 2'x4' SUSPENDED CEILING W/ ACOUSTICAL PANELS BOOKKEEPING FLOOR: CARPET BASE: VINYL SAILS, GWB CEILING: 2'x4' SUSPENDED CEILING 5/ ACOUSTICAL PANELS MEN ( 2ND FLOOR) FLOOR: VINYL BASE: INTEGRAL COVE BASE, 6" TALL WALLS: CEILING: P -LAM UP TO 45" ADJ. TO WASTE FIXTURES, GM W/ SEMIGLOSS 2'x4' SUSPENDED CEILING W/ ACOUSTICAL PANELS FLOOR: VINYL EASE: INTEGRAL COVE BASE, 6" TALL WALLS: P -LAM UP TO 4H" ADJ. TO WASTE FIXTURES, GWB W/ FLOOR: CERAMIC/ TILE CEILING: SEMIGLOSS EASE: CERAMIC TILE COVE, 5" TALL 2x4' SUSPENDED CEILING W/ ACOUSTICAL PANELS WALLS: CERAMIC TILE TO 40" MIN. ELECTRIOA` FLOOR: SEALED CONCRETE CEILING: GINS, SEMIGLOSS PAINT Wf2L4 BASE: VINYL WALLS: GWB, SEMIGLOSS PAINT FLOOR: CERAMIC TILE CEILING: OWES, SEMIGLOSS PAINT BASE: CERAMIC TILE COVE, 5" TALL WALLS: CERAMIC TILE TO 48" MIN. CEILING: GINS, SEMIGLOSS PAINT GAMING ROOM �TM rxz VEST BULE CAFE DINING CAFE, DINING `JEA 1111111111111 • LIQUOR STOR. DRINK STATION B.ARSTOOL-x TYP F LOG. I I 3 ?TAR' ENINS I TABLE, TOP e FEY 21 LOC. aadGE TA6_E, TOP g J e42 . .A F., TYP. � LOCH DRINK STATI I N LOUNGE/ BANQJET STAG NG MOP/ CHEM ELECTRICAL \ ROOM SCULLERY DRY STORAGE DINING /SEATING FLOOR PLAN BANQUET SEXING CAPACITY: (25) U-TOP TABLES 224 SEATS LOUNGE/EVENT SEAM& CAPACITY: (50) ATOP TABLES 200 SEATS Dpi �Ra UNPU BUSHED 'AC RE ©2001 MERRICK LENTZ ARCHITECT MERRICK LENTZ Z ARC - ITECT [800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425.7473177 FAX 425347.7149 E -mail: mlarch ®isomedia.con PROJECT NAME Grand Central Casino Tukwila, WA to DRAWING TITLE DINING /SEATING PLAN ROOM FINISH SCHEDULE CITY OFETl 1KyyIIA DATE MAY` 15, 2001 DRAWN BY GSG CHECKED BY ISSUED DATE DESCRIPTION A7.0 PERMIT CENTER L 1/02/02 REV. BLDG FOOTPRINT 5/I5/OI PERMIT SET 2' -0^ 15 . 15 , _6 75 -0" IS'-6" 15 6' O" O N p . o _ ry _ _ CIO x 153, TYP. - ' CIO x 153, TYP. S "m STEEL CURVED R x , CHANNEL COL. FRS BRACE, 4' -0' RADIUS, TYP. REFER 6 /AII.0 r u ri - 5'0 STEEL COL 06�' , +6 " � _ w Q C6 x 115, BRACE, TYP. K 90 STEEL "R 4.7 / COL - J CB x 115, ORACE, W �� � T � C6 x 115, BRACE; TYP. m d 1 t e r 4 1 � e� �� TEW � 1 1 CIO x153 .. ∎ 1 5 "0 n / N H 5-1/6x4 GLB RIDGE BEAM x u . m T GIB RIDGE BEAM 1 '- 5 -1/6x4 GLB RIDGE = ,411111111166 n / f i ti o V 5°o STEEL �I�I>lii x O cob- ►� 2x6 a 24' oc. 5 "0 STEEL 3 RAs COL. ry '� 1 , n ry CIO x 15.5 x 11.5, BRACE, P. ® 4,L C6 TY n 4 ` I ; I CB x 115. BRAG.. T 1 _ _ 1 _ - _ - - - _ I . I 1 6 l po 5 STEW' CIOx 153, T. YP. '9g ��■111.I I clo xis3. ttP G �., f' -- _ 1 11111 , L SAFETY GLASS PAh'35. TYP. 2x4 CEDAR GROSS BRACE 1, DETAIL SCALE: I -I/2" = r -o" 2 ° x7,2" CANTED WOOD PLATE; TO CHANNEL W/ A" A.B. 6+ 46" o.c. (OFFSET BOLT FROM RAFTER) STEEL CHANNEL PER PLAN X DETAIL SCALE: I" = 1' -0" / HIGH - STRENGTH NON- SHRINK GROUT in 2x6 RAFTER ® 46" o.c. 2 "x2 Y2' CANTED PLATE; TO BEAM ;W/}'2 T.B. 0 46 COUNTERSINK BOLT CI0x153 CHANNEL PERIMETER OF FRAME L3xOx1 /4x0' -5" W/ (2) % "o M.B. (2) 10" CHANNELS PER FRAMING PLAN 3 /6"x121'2 TRIM OVER GLAZING- TAPE '6x1 YZ" SCREWS TYP. 2 LOG. EA GLA55 PANEL 3116V (2) 10" CHANNELS PER FRAMING PLAN 3/16 FL 9i,x6 yy,6° ®36" 04. 9' R y 4x 0-6" , V (2) V0 MB- '"--CHANNEL BRACE PER FRAMING PLAN EA. SIDE (OMIT B SIM) 2`0 CST T./ FOOTING TO BASE OF COLIN , hr. B 'SM II 5116 II 12.6 3/4'0 T.B., TYP.4 LOG. PL x 6-Y' COM. BOT; BORE 2'0 HOLE AT CENTER OF COL. FOR ELEC. B 'SIM" PL )4xTa4zll ", W (4) % MB.; BORE 2'9 HOLE AT CENTER OF COL. FOR ELEC. 0 "SIM" S`0 STD PIPE COLUMN BAS R5 /.rxuxm' -n' W: (a)- 3 "P x_l AB. ®6 "oc. DETAIL SCALE: I -I/2" = 1' -0 C10x153 CHAt0V.. BEAM R PERIMETER DETAIL 3 /e "x4" LAG SCREW, TYP. EA. RAFTER, TO BEARING PLATE SCALE: I - 1/2" = I' - 0" ,4' LAMINATED GLASS PANEL, NV" GLAZING TAPE EA. SIDE, (2))'e" GLASS LAYERS W/ .030 PVB INTERLAYER 5 40,6 CEDAR FASCIA TRIM, CONT. 2x6 CEDAR RAFTER STEEL COLUMN W/ CONDUIT, TYP. AT SHADED COL; 5 LOC'S %, "xl;'" TRIM OVER / GLAZING TAPE W/ R6x2" SCREW 0 24" o.c. , LAMINATED GLASS PANEL, W/ GLAZING TAPE E4 SIDE; (2/,6" GLASS 1 LAYERS Wi 030 FVB i' INTERLAYER H° 5'0 51-. COL. ---, 5'0 STL. COL. FOOTING PLAN SCALE, 1/4" = 1 r - ./ - -- ASD' All.O' !!!e FOOTI x4 NG (6) 1 -0 al THICKENED b °DP 3 LONGITUDINAL TOP AND BOT. AND 4 ® ' 0c. TRANSVERSE TOP AND BOT, TYP. 3 LOG. DEC0RATiVE DIAGONAL BRACE, W/ FILAGREE INFILL J L 15' -b" n DETAIL 1 SECTION o STL. COL. I CANOPY FRAMING PLAN SCALE: I/4" = I' -O° 2" CONDUIT CENTERED IN COLUMN SIM IV-0" -I X 5'0 STEEL COL. (2) To CONDUIT POR POWER AND COMMUNICATION 5'0 STL. COL. J L (2) CIOXI5.3 STEEL CHANNEL BEAM C6x11.5 STEEL CHANNEL BRACE \--To ACCESS HOLE FOR J -BOX; W/ 5.1 /2"x6- 1 /2 "We" COVER PLATE THICKENED FOOTING PER FDN PLAN 2 "0 CONDUIT THRU CENTER OF FOOTING 5'm STL. COL THICKMaD Pan.; MATCH DEPTH OF STRUCTURAL SLAB GRADE BEAM, TYP. DIM. AS NOTED LAYOUT OF (GRADE BEAMS EXOIJDING PERGOLA FOOTINGS Tr r 1 5'o STL. COL. 1 i (2) I'0 CONDUIT FOR PDWER AND COMMIAICATIONS 9 PERIMETER OF STRUCTURE, EAc RAFTER SPACE; ALT. 30 AND 42` LENGTH 2x4 SLK'6 EA. -57 SPACE 5 STEEL COL. 3 ye "x9.5 GLB RIDGE BEAM 2x6 0 24 "o.c. RAFTER JOISTS NOTE: ALL 000D FRAMING IN PERGOLA STRUCTURE TO BE WESTERN RED CEDAR, EXCEPT 6LE OTHER SPECIES MAY BE SUBSTITUTED FOR CEDAR PROVIDED THE WOOD 15 PAINTED WITH A NON - INTUMESCENT FLAME- RETARDENT LATEX PAINT PROVIDING A MINIMUM CLASS B FLAME SPREAD RATING, 5100 AS PITTSBURG "0PEEDHIDE ", OR EQUAL. AS AN ALTERNATE, A PAINT ADDITIVE PRODUCING A MINIMUM CLASS B FLAME SPREAD. RATING, SUCH AS "FLAMESPREAD III" OR EQUAL, MAY BE PROVIDED AT CONTRACTOR'S 0100001105. SUBMIT PRODUCT INFORMATION FOR APPROVAL PRIOR TO INSTALLATION. ?'o ACCESS HOLE FOR J -BOX; W/ 6- 1/2'x6 -1/2 "X1'6" COVER PLATE 341 x45 GLIB RIDGE BEAM 206 24 "o.c. RAFTER .U' ISTS `(2) CIOxI5.3 STEEL CHANNEL BEAM 5!'x6 RIM JOIST 5 STEEL COL C5x11.5 STEEL CHANNEL BRACE CURVED C6 BRACE, STIFFENER DECORATIVE DIAGONAL BRACE, A' FILAGREE INFILL_. O _ _ 91 - -- ------ c_i1SGTI -------------------------------- __ ___ _____ ____ __ ___ _ 1 5 "0 5TL. COL. GAY OF W- MAR 1 1 2002 AS Kul 2"X25 CANTED WOOD PLATE; TO CHANNEL W/ )4" AB. 6 46" o.c. CI0x15.3 STEEL CHANNEL BEAM, TYP. 7,T CANOPY Eliz IMETER CORRECTION, LTR# t0 UNPUBLISHED 'MORK ©2001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARC ITECT 1800 - 136th Place NE, Suite I00 Bellevue, Washington 98005 425.747.3177 FAX 425.747-7149 E -mail: mla@mlarch.com CHECKED BY PROJECT NAME Grand Central Casino DRAWING TITLE Tukwila, WA — REVISIONS NO CHANGES SHALL -_ T - _ it', :•VS,. OF n.;', A J.LD • i =J c FelVial0NS WILL REV.:IRE A NEW :.L DO - - NM MAY INCLUDE An10NAl PLAN aEVIat PES. II • \ G . I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of arty adopted code or ordinance. Receipt of con- tractor's copy of approved plans acknowledged. By Date RAWflr do �I 2/12/02 CITY REVISIONS 11/20/01 DESIGN DEV. ISSUED DATE DESCRIPTION A11.0 JOIST SCHEDULE (GLUE.NAIL ED FLOOR DESIGN) MEZZANINE MAXIMUM SPAN JOIST spAciNe MOMENT (FT > END REACTION (LB) SPEAR (LB) MINIMUM Ef (IN LB X It TJI PRODUCT 20' i6" OC 4,500 1200 1200 490 14" TJI/PRO 350 22' 12" OC 4,200 940 340 540 14" TJI /PRO 350 MST -48 S UPPER LEVEL ND -SA e FDN 3/4" DIA ALL THREAD UI/ NUT 8 WASHER BTM END C 3,400= !3' -6" 19132" CDX PLYWOOD PLY ONE FACE MECHANICAL PLATFORM FLOOR MAXIMUM SPAN JOIST SPACING MOMENT (FT ) END REACTION (L5) SPEAR (LE) MINIMUM E! (IN LB X 10 TJI PRODUCT 19' 12" OC 7 ,000 1620 1580 590 II 1/8" TJI /PRO 550 MTL BLDG COL BII - 812 5 1/8 x 10 lit GLB 2.4 F V4 STD RADIUS I0d NAILS S4EARWALL SCHEDULE NARK SPEAR NOMINAL LENGTH SHEATHING NAILING (10d COMMON) . PLY PNL EDGES d END DEL STUDS TOP 4 BTM PLATES HOLD DOWN PARDWARE EA END OF WALL HOLD DOWN ANCHOR BOLTS A 4,600" IT -5" 19/32" COX PLYWOOD PLY ONE FACE 4 " OC 3 HD -5A 3/4" DIA ALL THREAD W/ NUT 4 WASHER BTM END EMEED 16" IN CONCRETE 6 6,400= • I5' -0" 19/3 CDX PLYWOOD ( PLY ONE FACE ( I f 4" OC UPPER LEVEL OC LOWER LEVEL MST -48 S UPPER LEVEL ND -SA e FDN 3/4" DIA ALL THREAD UI/ NUT 8 WASHER BTM END C 3,400= !3' -6" 19132" CDX PLYWOOD PLY ONE FACE 6" OC UPPER LEVEL iMST -48 e UPPER LEVEL NONE SEAM SCHEDULE MARK SIZE TYPE GRADE CAMBER END CONNECTION END POST 51 5 VS x 12 GLB - 2.4 F V4 STD RADIUS ECG 6X6 DF °i B2 4x12 SOLID SAWN DF =I NONE ACE 4x6 DF 'I 53 4x8 SOLID SAWN DF 9 NONE ACE' (2) 2X5 STUDS 54 - 610 5 US x 12 GLB 2.4 5 V4 STD RADIUS COLUMN BRACKET MTL BLDG COL BII - 812 5 1/8 x 10 lit GLB 2.4 F V4 STD RADIUS I0d NAILS (2) 2x5 STUDS 013 5 1/8 x f2 GLB 2.4 F V4 STD RADIUS ECC 6X6 DF °I 614 4x!0 SOLID SAWN : OF it NONE ACE (2) 2X6 STUDS RBI (2) 2X8 SOLID SAWN OF 9 2 NONE ACE 4X5 DF al RB2 4xxE SOLID SAWN OF S NONE ACE 4X6 DF 9 R33 4x12 f SOLID SAWN OF S NONE ACE 4X6 DF °I GENERAL .NOTES CODE: UNIFORM BUILDING CODE - 1597 EDITION !vE LOADS ROOF a 2ND FLOOR EXTERIOR DECKS _25 PSF SNOW MEZZANINE _ 50 PSI OFFICE, 100 PSF a CORRIDOR MECHANICAL PLATFORM /STORAGE MEZZ -,125 NSF SLAB O•N GRADE__I00 NSF BASIC WIND SPEED �W0 MPH EXPO5U:RE C SEISMIC TONE 3 SEISMIC SOIL PROF'LE _SF FOUNDATION THIS FOUNDATION DESIGN CONFORMS WITH THE RECOMMENDATIONS OF GEOTECN:NECAL REPORT NO. 092 01025 DATED MAY 15T4 2001 BY KRAZAN a ASSOCIATES INC. SEISMIC SOIL PROFILE SF PER TABLE IS-.) 19E7 UBC. GROUND IMPROVEMENT PER SOILS REPORT IS REQUIRED UNDER EXTERIOR WALLS AND INTERIOR COLUMNS, AND BELOW TUE SLAB ON GRADE TO MITIGATE DAMAGE DUE TO LIQUIFICATON OF SUBGRADE. FOOTINGS ARE DESIGNED FOR A SAFE SOIL BEARING PRESSURE 3000 PSF CONCRETE REFERENCE STANDARDS: ACI -30I ACI -315 UEC. MINIMUIM CONCRETE STRENGTH (25 DAYS): FOOTINGS a FOUNDATION WALLS_.1,500 P57 INTERIOR FLATWORK 1,500 PSI CONCRETE WAL' PANEL 5 4 000 PSI AIR - ENTRAINMENT 45% TO T5E FOR EXPOSED CONCRETE. NOTE: CONTRACTOR IS TO VERIFY THAT THE CONCRETE MIX FOR TAE TILT UP WALLS SHALL PROVIDE A A DOUR FIRE RATING AT A 5.4 INCH THICKNESS PER TABLE 7 -5 ITEM 7 -0 (SAND- _1GUTWEIGHT CONCRETE) MAINTAINING 4 000 PSI 25 DAY STRENG --?H. MIXING: COMPLY WITS ACI -301. 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 W141014 CAN BE PLACED WITHOUT SEGREGATION CR EXCESS FREE SURFACE WATER PLACING: COMPLY WITH ACI -30I. PROVIDE A 3/4 INCH CHAMFER ALL EXPOSED CONCRETE EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. SLUMP: 4" PLUS OR MINUS ONE INCH. NOT ADD WATER TO MIX TO INCREASE SLUMP GREATER SLUMP ACCELERATED SET OR HIGH EARLY STRENGTH MAY BE ACHIEvED BY USING APPROVED ADMIXTURES. CURING: COMPLY WITH ACI -301. KEEP CONCRETE MOIST FOR SEVEN DAYS MINIMUM. JOINTING: PROVIDE ADEQUATE JOINTING TO MINIMIZE EFFECTS OF VOLUME CHANGE. JOINTS 550WN MAY BE ADJUSTED AT CONTRACTOR'S OPTION, WITH PRIOR APPROVAL FROM ENGINEER REINFORCING STEEL REFERENCE STANDARDS: ACI "DETAILING MANUAL" (SP -5S)± CRS: MANUAL OF STANDARD PRACTICE (MSP -I) MA TERIALS: REINFORCING STEEL: ASTM A615, GRADE 40 REINFORCING FIBERS: POLYPROPYLENE FIBROUS REINFORCEMENT REINFORCING BAR SPLICES, LAP CONTINUOUS REINFORCING BARS 40 BAR DIAMETERS, lz -B" MINIMUM UNLESS OTUERVISE NOTED. PROVIDE CORNER BARS (I'-S" BEND) FOR ALL HORIZONTAL REINFORCEMENT. COVER FOOTINGS 3 INCHES SLABS__ __.2 INCHES FORMED SURFACES: WEATHER FACE _7 -1/2 INCHES, S. BARS AND SMALLER 2 INCHES, ° 6 BARS AND LARGER INTERIOR FACE_3i INCH FOR SLABS AND WALLS 1 -1/2 INCHES FOR BEAMS AND COLUMNS MISC. STEEL REFERENCE STANDARDS: DESIGN FABRICATION AND ERECTION ARE TO SE IN ACCORDANCE WITH TUE L ATEST EDITION OF THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES'_ MATERIALS, BOL TS - ASTM A307 or A36, UNLESS OTHER:UISE NOTED ALL OTHER STEEL - AST"^ A36 (Fy = 35,000 P5I) STRUCTURAL STEEL WELDING CONFORM TO TUE AWS CODES DO AND DI3., AND USE ONLY WABO CER1IF =D WELDERS. WELDS NOT SPECIFIED ARE TO BE 7/4" CONTINUOUS FILLET MINIMUM USE DRY E70 ELECTRODES. SHOP DRAWINGS AND SUBMITTALS SUBMIT 1SET OF PRINTS AND I SET OF REPRODUCIBLES FOR REVIEW PRIOR TO FABRICATION FOR, REINFORCING STEEL, MISC. STEEL, STRUCTURAL STEEL DIMENSIONAL LUMBER SHALL MEET REQUIREMENTS OF P5 20 -70 AND NATIONAL GRADING RULES FOR SOFTWOOD DIMENSIONAL LUMBER, BEAR STAMP OF WWPA. WALL STUDS: 2X DF C AT BEARING WALLS HF '2 AT NON BEARING WALLS WALL PLATES 2X AF L TREATED WHERE IN CONTACT WITS CONCRETE BEAMS, HEADERS, 4X DF °I W.UPA GRADING FLOOR SHEATHING: MINIMUM OF 3/4" PLY TaG- (45/2 GLUED AND NAILED TO FRAMING - NAIL Y PANEL BOUNDARIES WIN 104 AT 5" DC ON PNL EDGES, 10" DC FIELD. GLU- LAMINATED TIMBER: 2.4FV4 (FS : 2400 PSI) PROVIDE AITC STAMP ON TIMBER AND SUBMIT CERTIFICATE TO ENGINEER INSPECTIONS: REFERENCE STANDARDS, SEC 1701 AND 1702. INSPECTIONS ARE TO BE PERFORMED BY AN INDEPENDENT TESTING LAS APPROVED BY THE BUILDING OFFICIAL. SOIL, VERY SUBGRADE IS PREPARED PER ABOVE NOTED SOILS REPORT REINFORCING, VERIFY AL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. DECK FOR REQUIRED COVER, SIZE AND GRADE. SPECIAL CONDITIONS VERIFY ALL DIMENSIONS IN FIELD AND PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION, NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED IN WRITING TO 774E ENGINEER PRIOR TO CONSTRUCTION. JOBSITE 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, SEQUENCES OR PROCEDURES FOR T=IE CONTRACTOR TO PERFORM US WORK, TUE 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 WORK BY THE CONTRACTOR, SUBCONTRACTORS, SUPPLIERS OR THEIR EMPLOYEES, OR FOR ACCESS, VISITS, USE WORK, TRAVEL, OR OCCUPANCY BY ANY PERSON. WERE V IATIONS, ERG ETW CJ CLR CPU COL CONIC CONN CONST CONT CONTR CTR DET DIA Di.AG D I .. OI EF EA ELEV EQ EQUIP ES EW EXIST FDN FG FLG FLR FP FT FTG FS GA GAL GLB GR HOR HT IN AS ANCHOR BOLT UT ALT ALTERNATE LL APPROX APPROXIMATE LOC BIM BOTTOM! LVL BOTTOM MAX BEARING MB BETWEEN MECO CONTROL JOINT MIN CLEAR MISC CONCRETE MASONRY UNIT NO COLUMN CONCRETE CONNECTION CONSTRUCTION CONTINUOUS CONTRACTOR CENTER DETAIL DIAMETER DIAGONAL DIMENSION DEAD LOAD EACH EACH FACE ELEVATION EQUAL EQUIPMENT EACH SIDE EACH WAY EXISTING FOUNDATION FINISH GRADE FLANGE FLOOR FULL PENETRATION FOOT FOOTING FAR SIDE GAUGE GALVANIZED GLUE LAMINATED BEAM GRADE HORIZONTAL HE IGO T INCH NS NTS OC ON OPNG PSF PSI R REF REINF REQD S SCHD SEC SF SOT SIM SPCS SPEC STD STL STRUCT T =-IK TOG 705 TOW TS TYP UNO VERT WHS WI WWF JOINT L IVE LOAD LOCATION LAMINATED VENEER LUMBER MAXIMUM MACHINE BOLT MECHANICAL MINIMUM MISCELLANEOUS NUMBER NEAR SIDE NOT TO SCALE ON CENTER OPPOSITE NAND OPENING POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH RADIUS REFERENCE REINFORCING REQUIRED SLOPE SCHEDULE SECTION SQUARE FOOT SHEET SIMILAR SPACES SPECIFICATIONS STANDARD STEEL STRUCTURAL TOP THICK TOP OF CONCRE" E TOP OF STEEL TOP OF WALL TUBE STEEL TYPICAL UNLESS NOTIFIED OTHERWISE VERTICAL WITH WELDED HEADED STUD WEIGHT WELDED WIRE FABRIC INDEX Si GENERAL NOTES, SCHEDULES S2 FOUNDATION PLAN SS MEZZANINE PLAN, SECOND FLOOR PLAN PARTIAL ROOF PLAN 54 FOUNDATION SEC I IONS 55 MEZZANINE, SECOND FLOOR AND ROOF SECTIONS NOTES: I NAIL FIELD WITH IOd C- MI TONN S 12' ON CENTER 2. BLOCK ALL P_Y EDGES WITH 2X4 FLAT HF BLOCKING 3. CONNECT HOLD DOWN HARDWARE PER MFG SPECS TO DOUBLE STUD NOTES, I. PROVIDE DOUBLE JOIST AT PARTITIONS WHERE PARALLEL TO JOISTS 2. PROVIDE BEARING ON FJLL WIDTH OF WALL PLATES_ - LAP SPLICE DO NOT BUTT SPLICE JOISTS. :Dcfr(e6 [REASONS TE! 3 \ . MODIF+GATIr T /102 f CRY TUk PERMIT CE P DATE 5 -25 -01 SCALE NONE JOE " 01046 DRAWN JN SHEET Si OF 5 SHEETS m. a JOIST SCHEDULE (GLUE/NAILED FLOOR DESIGN) MEZZANINE MAXIMUM SPAN JOIST SPACING MOMENT (FT ") END REACTION (LB) SHEAR (LB) MINIMUM El (IN LB X 10 TJI PRODUCT 20' 16" OC 4,500 1200 1200 490 14" TJI/PRO 350 22' 12" OC 4,200 940 940 540 14" TJI/PRO 350 3,400. 13' - 6" n/32" CDX PLYWOOD FLY ONE FACE 6" OC UPPER LEVEL ACE NONE MST -45 . UPPER LEVEL MECHANICAL PLATFORM FLOOR MAXIMUM SPAN JOIST SPACING MOMENT (FT •) END REACTION (LB) SHEAR (LB) MINIMUM El (IN LB X 10 TJI PRODUCT 19' 12" 00 1,000 1620 1580 590 11 VS" TJI/PRO 550 2.4 F V4 STD RADIUS Idd NAILS (2)2x6 STUDS SHEARWALL SCHEDULE MARK SWEAR NOMINAL LENGTH SHEATHING NAILING (10d COMMON) . PLY FNL EDGES 4 END OWL STUDS TOP 4 BTM PLATES HOLD DOUR) HARDWARE EA END OF WALL HOLD DOWN ANCHOR BOLTS A 4,600" IT -5" 19/32" CDX PLYWOOD PLY ONE FACE 4" OC HD -5A 3/4" DIA ALL THREAD WI NUT 4 WASHER BTM END EMBED 16" IN CONCRETE B 6,400* 19' -0" 19/32" CDX PLYWOOD PLY ONE FACE 6" OC UPPER LEVEL 4" OC LOWER LEVEL MST -46 . UPPER LEVEL HD -SA . FDN 3/4" DIA ALL THREAD WI NUT $ WASHER BIM END C 3,400. 13' - 6" n/32" CDX PLYWOOD FLY ONE FACE 6" OC UPPER LEVEL ACE NONE MST -45 . UPPER LEVEL BEAM SCHEDULE MARK SIZE TYPE GRADE CAMBER END CONNECTION END POST BI 5 VS x 12 GLB 2.4 F V4 STD RADIUS ECC 6X6 DF 52 4x12 SOLID SAWN DF 1 NONE ACE 4X6 CF 53 4x5 SOLID SAWN OF *I NONE ACE (2) 2X6 STUDS B4 - 610 5 VS x 12 GLB 2.4 F V4' STD RADIUS COLUMN BRACKET MTL BLDG COL BII - 512 5 IS x 10 I/2 GLB 2.4 F V4 STD RADIUS Idd NAILS (2)2x6 STUDS G ENERAL NOTES CODE: UNIFORM BUILDING CODE - I997 EDITION LIVE LOADS ROOF a 2ND FLOOR EXTERIOR DECKS _ '5 PSF SNOW MEZZANINE 50 P5F OFFICE, 100 P5F ® CORRIDOR MECHANICAL PLATFORM /STORAGE MEZZ 125 P5F SLAB ON GRADE_100 P5F BASIC WIND SPEED __80 MPH, EXPOSURE C SEISMIC 7ONE 3 SEISMIC SOIL PROFILE 5F FOUNDATION THIS FOUNDATION DESIGN CONFORMS WITH THE RECOMMENDATIONS OF GEOTECHNICAL REPORT NO. 032 -01028 DATED MAY 15TH 2001 BY KRAZAN 4 ASSOCIATES INC. SEISMIC SOIL PROFILE SF PER TABLE 16 -J 1991 UBC. GROUND IMPROVEMENT PER SOILS REPORT IS REQUIRED UNDER EXTERIOR WALLS AND INTERIOR COLUMNS, AND BELOW THE SLAB ON GRADE TO MITIGATE DAMAGE DUE TO LIQUIFICATION OF EUEGRADE. FOOTINGS ARE DESIGNED FOR A SAFE SOIL BEARING PRESSURE 3000 PSF CONCRETE REFERENCE STANDARDS: AC! -301, AC1 -318, UBC. MINIMUM CONCRETE STRENGTH (28 DAYS: FOOTINGS e FOUNDATION WALLS - ._2500 PSI INTERIOR FLATWOR'C__. -2,500 PSI CONCRETE WALL PANELS 4,000 PSI AIR - ENTRAINMENT 45% TO 75% FOR EXPOSED CONCRETE. MIXING: COMPLY WITH ACI -301. 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 EXCESS FREE SURFACE WATER PLACING: COMPLY WITH ACI -301. PROVIDE A 3/4 INCH CHAMFER ALL EXPOSED CONCRETE EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. SLUMP: 4" PLUS OR MINUS ONE INCH. NOT ADD WATER TO MIX TO INCREASE SLUMP GREATER SLUMP, ACCELERATED SET, OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USN* APPROVED ADMIXTURES. CURING: COMPLY WITH ACI -301. KEEP CONCRETE MOIST FOR SEVEN DAYS MINIMUM. JOINTING: PROVIDE ADEQUATE JOINTING TO MINIMIZE EFFECTS OF VOLUME CHANGE JOINTS SHOW MAY BE ADJUSTED AT CONTRACTORS OPTION, WITH PRIOR APPROVAL FROM ENGINEER REINFORCING STEEL REFERENCE STANDARDS: ACI "DETAILING MANUAL" (SP -56)' CR51 MANUAL OF STANDARD PRACTICE (MSP -I) MATERIALS REINFORCING STEEL: ASTM A615, GRADE 40 REINFORCING FIBERS: POLYPROPYLENE FIBROUS REINFORCEMENT REINFORCING EAR SPLICES: LAP CONTINUOUS REINFORCING BARS 40 EAR DIAMETERS, I # -8" MINI UNLESS OTHERWISE NOTED. PROVIDE CORNER EARS (1' -8" BEND) FOR ALL HORIZONTAL REINFORCEMENT COVER FOOTINGS 3 INCHES SLABS 7 INCHES FORMED SURFACES: WEATHER FACE _I -1/2 INCHES, '5 BARS AND SMALLER 2 INCHES, "6 BARS AND LARGER INTERIOR FACER /4 INCH FOR SLABS AND WALLS 1 -1/2 INCHES FOR BEAMS AND COLUMNS MISC. STEEL REFERENCE STANDARDS: DESIGN, FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES° MATERIALS BOLTS - ASTM A301 or A36, UNLESS OTHERWISE NOTED ALL OTHER STEEL - ASTM ASS (Fy = 36000 PSI) STRUCTURAL STEEL WELDING NOTE: CONTRACTOR IS TO VERIFY THAT THE CONCRETE MIX FOR THE TILT UP WALLS SHALL PROVIDE A 4 HOUR FIRE RATING AT A 5.4 INCH THICKNESS PER TABLE 7 -B ITEM l -li (SAND- LIGHTWEIGHT CONCRETE) MAINTAINING 4000 PSI 28 DAY STRENGTI -L CONFORM TO THE AWS CODES DU AND 013, AND USE ONLY WABO CERTIFIED WELDERS. UELDS NOT SPECIFIED ARE TO BE 1/4" CONTINUOUS FILLET MINIMUM. USE DRY E70 ELECTRODES SHOP DRAWINGS AND SUBMITTALS SUBMIT I SET OF PRINTS AND I SET OF REPRODUCIBLES FOR REVIEW PRIOR TO FABRICATION FOR REINFORCING STEEL, MISC. STEEL, STRUCTURAL STEEL DIMENSIONAL LUMBER SHALL MEET REQUIREMENTS OF PS 20 -70 AND NATIONAL GRADING RULES FOR SO TUJOOD DIMENSIONAL LUMBER BEAR STAMP OF WWPA WALL STUDS: 2X OF '2 AT BEARING WALLS HF "2 AT NON BEARING WALLS WALL PLATES 2X 1-IF "2 TREATED WHERE IN CONTACT WITH CONCRETE BEAMS, HEADERS 4X DF F WIUPA GRADING FLOOR SHEATHING: MINIMUM OF 3/4" PLY TEE (48/24) GLUED AND NAILED TO FRAMING - NAIL PLY PANEL BOUNDARIES WITH 10d AT 6" OC ON PNL EDG 10" OC FIELD. GLU- LAMINATED TIMBER: 2.4FV4 (Fb = 2400 PSI) PROVIDE AITC STAMP ON TIMBER AND SUBMIT CERTIFICATE TO ENGINEER INSPECTIONS REFERENCE STANDARDS: UBC 1701 AND 1102. INSPECTIONS ARE TO BE PERFORMED BY AN INDEPENDENT TESTING LAB APPROVED BY THE BUILDING OFFICIAL. SOIL: VERIFY SUBGR4DE IS PREPARED PER ABOVE NOTED SOILS REPORT REINFORCING: VERIFY ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. CHECK FOR REQUIRED COVER, SIZE AND GRADE. SPECIAL CONDITIONS VERIFY ALL DIMENSIONS IN FIELD AND PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED IN WRITING. TO THE ENGINEER PRIOR TO CONSTRUCTION. JOBSITE 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, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM HIS 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 UIOR( BY THE CONTRACTOR, SUBCONTRACTORS, SUPPLIERS OR THEIR EMPLOYEES, OR FOR ACCESS, VISITS, USE WORK, TRAVEL, OR OCCUPANCY BY ANY PERSON. ABREVIATIONS: BTU) CJ CLR CMU COL CONC CONN CONST CONT CONTR CTR DET DIA DIAG DIM DL EA EF ELEV EQ EQUIP ES EW EXIST FDN FG FLG FLR FP FT FIG FS GA GALV GLB GR HOR HT IN AB ANCHOR BOLT JT ALT ALTERNATE LL APFROX APPROXIMATE LOC BTM BOTTOM L VL SOT BOTTOM MAX BRG BEARING MB BETWEEN MECH CONTROL JOINT MIN CLEAR MISC CONCRETE MASONRY UNIT NO COLUMN NS CONCRETE NTS CONNECTION OC CONSTRUCTION OH CONTINUOUS OPNG CONTRACTOR PSF CENTER PSI DETAIL R DIAMETER DIAGONAL DIMENSION DEAD LOAD EACH EACH FACE ELEVATION EQUAL EQUIPMENT EACH SIDE EACH WAY EXISTING FOUNDATION FINISH GRADE FLANGE FLOOR FULL PENETRATION FOOT FOOTING FAR SIDE GAUGE GALVANIZED GLUE LAMINATED BEAM GRADE HORIZONTAL HEIGHT INCH JOINT LIVE LOAD LOCATION LAMINATED VENEER LUMBER MAXIMUM MACHINE BOLT MECHANICAL MINIMUM MISCELLANEOUS NUMBER NEAR SIDE NOT TO SCALE ON CENTER OPPOSITE HAND OPENING POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH RADIUS REF REFERENCE REINF REINFORCING REQD REQUIRED S SLOPE SCI-ID SCHEDULE SEC SECTION SF SQUARE FOOT 51-IT SHEET SIM- SIMILAR SPCS SPACES SPEC SPECIFICATIONS STD STANDARD STL STEEL STRUCT STRUCTURAL T TOP THK THICK TOG TOS TOW TS TYP TOP OF CONCRETE TOP OF STEEL TOP OF WALL TUBE STEEL TYPICAL UNO UNLESS NOTIFIED OTHERWISE VERT VERTICAL W WITH WHS WELDED HEADED STUD WT WEIGHT WWF WELDED WIRE FABRIC I N EX 51 GENERAL NOTES, SCHEDULES 52 FOUNDATION PLAN 53 MEZZANINE PLAN, SECOND FLOOR PLAN PARTIAL ROOF PLAN S4 FOUNDATION SECTIONS 55 MEZZANINE, SECOND FLOOR AND ROOF SECTIONS NOTES: 1 NAIL FIELD WITH I0d COMMON E 12' ON CENTER 2. BLOCK ALL PLY EDGES WITH 2X4 FLAT I-IF BLOCKING 3. CONNECT HOLD DOWN HARDWARE PER MFG SPECS TO DOUBLE STUD This plan :,__: ;. By F.Roh1UHAi3 , 1 REID' MIDDLE _ ON. INC. Code Re C r / NOTES: I. PROVIDE DOUBLE JOIST AT PARTITIONS WHERE PARALLEL TO JOISTS 2. PROVIDE BEARING ON FULL WIDTH OF WALL PLATES. - LAP SPLICE DO NOT BUTT SPLICE JOISTS. REV!EWt i ,r general conformE,, = - oZo I u,I 1 1 /1 Ps / D/i es:I•suu .::oleo -g .n. DNI'N0.1.39(101. �!F REVISIONS D4TE - tu W 4 � Y 1 1 J--1--1 Z al 0 0 co Z (0 0 fit I)! z w 0 DATE 5 -25 -01 SCALE NONE JOB " 01046 DRALIJN JN SHEET 1 FOOTING SC4EDULE A MAR< DIMENSIONS T4ICKNESS REINFORCING ANCHOR BOLTS (PER P/II 3,06 I MT NOT LE55 TNAN BELOW F30 3T-0• X 3 0" (4) , BARS BTM EA WAY (4) 3/4" DIA X IS" 53.5 3'-e X 3'-b" IS" (4) BARS BTM EA WAY (4) 3/4" DIA X 16" F--40 4' )( 4'-0" 15' (4).5 BARS TOP EA WAY (4).5 BARS B771 EA WAY (4) 3/4" DIA X IS =5.0 5 X 5'-0" IS (3) '5 BARS TOP EA WAY (5).5 BARS BTM EA, WAY (4) 3/4" DIA X 16" 7.0 Y -O" X - V-0 . IS (4) 5 BARS TOP EA WAY (7) BARS BTM EA WAY (4) 3/4" DIA X IS" F50 , 5'-0" X 5'-O" IS" (4) .5 BARS TOP EA WAY (5) *5 BARS BTM EA WAY (4)3/4" DIA X 16" _.) 5/5" DIA ANCHOR soi_rs 32" OC SW S - EMBED 7" INTO CONCRETE U552' SQUARE X 3/16" WASHERS NEW IS". x 12"ci 1741C<SVFD-- 5 .\; SLAB OVER EXISING, W/ (21).1. *4 CONT, BOT_ XISTING FOUNDATION S LE_ PC PNL 21' -0" 3 '" ° " w=4T45R STEP 1/G SIM Ii 5 • i l ) C l i ! 4o 1 ! 20.-I" •I j ' 141.-II. / I I3 ! I i I i I i I i I i I I 1 I I I i I I I I I I I J I I I I I i i I I GRAD. BEAM . t I'-S" WpE x I' DEEP ;Di (3) *4 BARS T 4 B / sir =I/8 TOP Ot GRADE I BEAM: I 1 00' 12" 1-1101-1 CURB LOSURE POUR *2 BAR X 10-0" WI 30 DEGREE BEND AROUND ANCHOR BOLTS IELEVATION TOP OF !SLAB: !CO' 12" HIGH CURB F j r -re-r' r ' 7 7 , GRADE BEAM ,/ 12" WIDE PER ( TYP SIN \.t9 27-0" F 8 F E ! c::}L GRADE BEAM 12" WIDE PER 1-1/54 TYP GRADE 2'-4'I " 5fQ G 4 W / Ate . . 2 E x A 2 M ;P B E R R 6 F 4 BLOCKOUT Al COLUMNS TYF - GROUT SOLID AFTER PLACING COLUMN STEP SLAB 12" 5" SLAB ON GRADE 5/ , BARS 5 l6" 00 EA WAY S CENTER OF SLAB CONSTRUCTION JOINT 21'-0" 4 ‘2 I I \ GRADE ‘", BEAM 21' -0" ELEVATION TOP OF SLAB: 101' IF GRADE BEAM S SRG WALL 24" X 24" PER I \AQ NOTE: LOCALLY EXCAVATE AS REQUIRED AT 510 ANCHOR BOLTS TO MAINTAIN 3" CONCRETE COVER GRADE BEAM ERG WALL 24" X 24" PER 4/54 F 5 El F 4 0 0 12 !GRADE BEAM F ----- \S 2 -0' GRADE SEAN 5/5• DIA ANCHOR BOLTS 32" CC 554 A - EMBED 7 " INTO CONCRETE USE 2" SQUARE X 3/16" WASHERS 22' 6" 4' °" F- 3.5F ! 6 6" 0 I T-0" " I" X f/5" CONTINUOUS SAWN JOINT Si-IRINKAGE JOINT (5..» A LOCATE JOINTS S MAX 20' ON CENTER EACH WAY - NOT OVER GRADE BEAMS SAW JOINT AS SOON AS CONC WILL SUPPORT EQUIPmENT F \ l I ONN 010 FOUNDATION SETTLEMENT, T4I5 FOUNDTION IS EXPECTED TO SETTLE 2" TO 5" IN THE LIFE OF THE BUILDING. SETTLEMENT IS NOR AND SOME MAINTENANCE OF ENTRY SIDEWALKS WILL BE REQUIRED. IT IS RECOMMENDED NAT FLEXIBLE PLUMBING CONNECTIONS BE USED TO PREVENT DAMAGE DURING SETTLEMENT. NOTES± SCALE I/5" 1-0" I. REFER TO SHEET 51 FOR SHEAR AND BEARING WALL SCHEDULES 2. A INDICATES HOLD- DOUR HARDWARE PER SWEET SI SNEARWALL SCHEDULE 3. FASTEN WOOD WALL PLATES TO SLAB W/ 5/32" DIA LUASPERED 2 1/2' POWDER DRIVEN FASTENERS S 24" OC UNO IN 54EARWALL SCUEDULE 4. REFER TO ARCH DUIGS, FOR BALANCE OF DIMENSIONS. 2 FOUN,DATION FLAN 0 cT) 0 I-- 7 in a U ( A ) 9 0 14 : 7 _i RECEIVED RI: _CITY OF TUKVV1 0/ v PERMITCENTER FooTING 604EDULE A "\ ,. ... , „ARK oitlE T4ICKNESS REINFORCING ANCHOR BOLTS i „, , „.Ftra-:--- F30 3 -0" X 3'-0 0" (4) *4 BARS BTIm EA WAY (4)3M" DIA X 16` F35 3-6 X 3'-6" 0" (4) .4 BARS BP EA WAY (4) 3/4" DA X 0" F40 4 '-gY X 4 - e , e (4) 5 BARS TOP EA WA' (4) .5 BARS B EA WAY (4)3/4' DIA X 0' F5.0 5'-0'' x 5 -0' IS" (3) BAR'S TOP EA WAY (5) 5 SARS STN EA WAT (4) 3/4" DIA X 0" 470 , -0 X 7 kE5 ' (4)5 BARS TOP EA WA"" (7)5 BARS IBTM EA awr /4/3/4" .DI4 X 16" Feo ■,_ tv x s -0" 0" (41, BARS Top EA way 1'5).5 BARS art-1 s..4 WAY (4)3/4' DIA X 0' ./ Gwr -6 E xr.-#4, DE14 *4 0 '4 4g - Tsa t Top '011 BtArtdmw SES BOL,15 42 : QC, SFS VIBE, 7' INO do4ORETE Lit 'r act*RE X 3/‘' e . • 1 E•-0" • PINL 3-0" !I • 1 . 4 SAR X LW 30 DEGREE SEND AROUND 4NC BOLTS " 4104 CURS LOSURE .0.11R • ELEVATION TOP OF ;SLAB f00 GJR5 5 • F GRADE BEAM t2 WIDE TYP Ns\ 21' -0" .0 ; A I.t.t441.24 24" WEIR ' t„ I SLOCKOUT AT COLUMNS Typ - GROUT SOLID AFTER PLACING COLUMN STEP SLAB 12" 1- 6 7 SLAIS ON GRADE WI BARS 0" 0C EA WAY CENTER OF UL U ; CONS JONT 2 2l • GRADE ELExATION TOP OF LAS !� GRADE BEA, WALL 22 • X 24 PER W/54 21,0" F GRADE BEAM s BRG WALL 24' X 24' PER Li NOTE' LOCALLY EXCAVATE AS REQUIRED AT 1.4D ANC-OR SOLT5 TO mAINTAN 3 CONCRETE COVER 5 2,0" 1 GRADS GRADE SEA F 5,-s OA ANCLO R / BOLTS 32" OC A - EMBED T' NTO 2 SAE X 31 WASHERS 22-5 " Flx8 4" 4 I - .1/5 . ! , .C.CAsIT5IEJ0t15 S44.1.1N JOINT 54RfNKAGE R of 'ROO LOCATE JOINTS !. MAX 20 %,4N; C:gtER T, EAc S4 AppROVED - NOT 0 G. BEAMS SAW JOINT 45 SOON AS CONGRE TE WIL SUPPORT SOuiPMENT DEC 1 4 2R1 REVISION NO. 1-t FOUNDATION S.ETTLEMENT: , OLINDTION 15 EXPECTED TO SETTLE 2' TO 5" ps4 TUE LIFE OF 1, -E Baq_DiNG. TLLIS SETTLEMENT IS NORMAL, AND SOME,„mAINTENANCE CF ENTRY 'SiDEWALK5 WILL SE fcQUIRED. IT ,5 RECOMMENDED TI-LAT FLEXIBLE PLUMBING CONNECTIONS SE USED O PREvENT DAMAGE DURING SETTLEMENT. FOUNDATION FLAN N2 5JILU o4WI DEC 1 V101 PERMIT CENTER NOTES. SCALE: 1 ,5" I. REFER TO SHEET El FOR 5 AND BEAR WALL SO-EDULES 2. A INDICATES J-1OLD- DOiLN L4ARDWARE PER Si-SET St S4EARWALL SCHEDULE 3 FASTEN WOOD WALL PLATES TO SLAB Wi 5/32' DIA :11A54-0IRED 2 7,2" paacerR DRIvEN FASTENERS * 24" 00 ONO N St-EARWALL SCNEDULE 4. REFER TO AT 0155 FOR BALANCE OF DIMENSIONS 011101 I AO% At D 4TE 5-15-01 SCALE 113 = r-0" JCI3 • 01046 DRAWN AN S-IEET 52 OF 5 51-IEETS r FOOTING 604EDULE MASK DIMENSIONS THICKNESS REINFOcCING ANCHOR BOLTS aMt PITL ERAS MS BUT NOT LESS 7NAN eau= F30 3 X 3 Er (4) "4 BARS WM EA war (4)3/4" DIA X lb" F95 3 X 3 IS" .(4) BARS BIM EA WAY (4) 3/4" DIA X W:." F40 4 X 4 Mr (4)5 smes TOP EA WAY (4) BARS BIM EA WAY (4)3/4" DIA X lb" F5.0 5 X 5 5" (3) BARS TOP EA WAY (5) BARS BIM EA WAY (4)3/4" DIA X IS" FLO T-0" X 1 fa' (4) 15ARS TOP EA 1U4Y (_1) 5 BARS BEI 54 WAY (4) 3/4" DIA X IS" F90 . 8 9 19" (4)5 BARS TOP EA WAY WS BARS ETM E4 WAY (4)3/4" DI A X 16" TI b 5Ie DfA ANCHOR BOLTS • 32 oc • SW B - 151BED INTO CONCRETE USE r sac:ARE x Mb' WASHERS EXIST FOUNDATION FILE COPY I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of con- tractor's copy of approved plans acknowledged. By Date ‘ Permit No. PC PNL 0 ;.• 20 MATHER STEP 5111 !ELEVATION TOP OF 15LAE3: 100' 40 I 12" HIGH cuRet cLosurzE POUR I I I 106 _ GRADE BEAM 1 WIDE DEEP WI (3) .4 BARS T . SIM 1454 TOP CF GRADE BEAK 100' in ✓ t r L — , 1 ▪ F • 4 BAR X 10 WI 30 DEGREE BEND I ARCUND ANCHOR BOLTS I • 9° SLAB AN GRADE WI •4 BARS • lb" cc EA WAY • CENTER OF SLAB 46 \ 1\ --- ---- .....,... ).,...\\\ ---- --- --- GRADE BEAM y" WIDE PER „..--- —I —i I \\ 1 WALL 24" X 24" PER bE I GRADE BEAM • MG PV54- I I 3'-6" I H 1 II GRADE _ _J _I - 5EAkt L I I L L <> ELEVATION TOP CF SLAB, IOU GRADE SEAM 12 ODE PER I-154 TYP 1 TAPE BEAM 1 i 1_ _rA—,DE BE - L 1_ J ___ __J L_ -_ - ,\ i__ _ J 0 - r - i I -1 [--. I— BLOCKOUT AT COLUMNS I H H F 6 TYp - CiROJT SOLID '1N_ AFTER PLACING COLUMN I STEP SLAB 12" ank II I I 1 I I 1 L _L_ CONSTRICTION JOINT J L - • 1 1— F 11 I F _ fl 1 [ BEAM * BRG 11 tU X 24" PER v p s NOTE: LocAur ExcAvArE AS REQUIRED Al' wp ANCHOR BOLTS I TO MAINTAIN 3" CONCRETE COVER I I • I I I I GRADE BEAM • Bfin I LUALL 24" X 24" PER G I I I I 2' -0' r GRADE BEAM F 35 2'-er I 0 F 55" DIA ANCHOR l 1 INTO CONCRETE BOLTS • 32 oc . sw A - BE3F-D V av USE 2' SOUARE X I I . L . 1 .----- 3/16" 1-----1 I WASHERS L . I 1.... ._.1 I I I I I II I I '-1/54 I 1 I ;1 ■ I 12" HIH CURB II I I I I , _..,_ I F h LI— ,_1 ' . "? r f " 1 ' 4 - 0 " --1 F 4 --i 1-- F J I m u_i I L_1 I II _ 1 __ 1 _____J„,,,___ ____,-ii___ ___m_i_ _J SIM _I — 1__f — — — — — L_ __I — — i , i i..._ .. 21'-0" I 21'-0" 21' 0" 22'-6" --- - i 1 106'-6" 0 C 0 ® ---' I" x 1/0" CONTFWOUS SAU• JOINT FOUNDATION SETTLEMENT: THIS PW4DTION IS EXPECTED TO SETTLE 2" TO S' IN THE LIFE CF TNE BUILDINa. THIS SETTLEMENT L6 NORMAL, AND SOME MAINTENANCE OF ENTRY SIDEWALKS WILL BE REQUIRED. IT IS RECOMMENDED TWAT FLEXIBLE PLUT1BING CONVECTIONS BE USED TO PREVENT DAMAGE DUR9* SETTLEMENT. a-tiv=cvas SHALL BE MADE TO cc:4 OF WORK WITHOUT PRIOR - ,;3■IA , - z _ L OF TUKWILA BUILDING DIVISION. ' REV4B:ONS WILL REWIRE A NEW PLAN SUBMITTAL ARO MAY =LODE Ammar.. PLAN REVIEW FEES REVISIONS SHRINKAGE JOINT (5.,.J.) A LOCATE MAX 20' a4 CENTER EACH War - NOT OVER GRADE SEAMS SAW JOINT AS SOON AS CONCRETE WILL SIPPORT EOU1FrENT FOUNDATION FLAN 0114G OW' CITY OCT 2,9 200I PERMIT CENTER NOTES* SCALE: I/9" L REFER TO SHEET Si FOR &EAR AND BP-ARITs* WALL. SCHEDULES Z A INDICATES HOLD- DOILN HARDWARE PER SHEET El SHEARLUALL SCHEDULE a FASTEN WOO WALL PLATES TO SLAB WI siar DIA WASHERED 2 //2" POuvez ofervot FASTENEFE • 24 00 UNO Ed 94-EARWALL SCHEDULE. 4 REFER TO ARCH DUGS FOR BALANCE OF DIMENSIONS: •I* , A I . I..... NE Re4says DATE - atuDE ■ - !1 i ■: , ---- ..- ma 5-43-�t eLE1/5.n Joe 01046 1 Si-tEET FOOTING SCI- IFDULE MARK DIMENSIONS THICKNESS REINFORCING ANCHOR BOLTS (PM MIL BLDG MFG BUT NOT LESS THAN BELOW F20 2' -0" X 2' -0" 10" (3)'4 BARS BTM EA WAY (4) 3/4" DIA X 16" F23 2' -6" X 2' -6" 10" (3)'4 BARS BIM EA WAY (4) 3/4" DIA X 16" F30 3' -0" X 3' -0" 10" (4)'4 BARS BTM EA WAY (4) 3/4" DIA X 16" F35 3' -6" X 3' -6" 10" (4)'4 BARS BTM EA WAY (4) 3/4" DIA X 16" F40 4' -0" X 4' -0" 16" (4) 1 5 BARS TOP EA WAY (4).5 BARS 13TM EA WAY (4) 3/4" DIA X16" 0 20'_1" 40' -0" 13'-6° 106 -6" 15'-11" 22'-8' 19'-5" 14'3° !STING FOUNDATION �IBIEl18iE�i BIBIF�IEIIF�i BI EIIP' � �c���l�l� CONSTRUCTION JOINT (C.J) 1" X 1/B" CONTINUOUS QUICK JOINT OR SAWN JOINT d , IE]1R1E7 tiE7 11E4IF IMIF31E1181F" �EB18 1 ,1 4EUI- 11 Elir SI- IRINKAGE JOINT (5.J) L! TIOS11® NOTES! 1/2" DIA PLAIN ROUND STOCK (A36) X 3' -0" a 24 "oc. GREASE ONE END 4 CUT WITHOUT FLARE STOP SLAB STEEL 9 JOINT LEVoEWED AUG 2 2001 Reid Middleton, Inc. FQUNr)ATION FLAN'' , ' 21 L REFER TO SHEET SI FOR SHEAR AND BEARING WALL SCHEDULES 2. • INDICATES HOLD- DOLLN HARDWARE PER SHEET SI SHEARWALL SCHEDULE 3. FASTEN. WOOD WALL PLATES TO SLAB WI 5/32" DIA WASHERED 2 IQ" POUNDER DRIVEN FASTENERS e 24" CC UNO IN SHEARWALL SCHEDULE. S 0 / \�\ ,c5:: O $ / • HD 8A —, / � CONSTRUCTION ` -\ \ HD JOINT 5/8" DIA ANCHOR BOLTS G32 "OC9 SW - EMBED INTO CONCRETE USE 2" SQUARE 3/16" WASHERS SW B \ gA 1 X / 5 1 :----____ \ __ 1 I I I I 6 . ,' _2" 1 \-12" HIGH CURB I 1 CONSTRUCTION JOINT 6/ '" 0' A - s < < 1 /� I � j 0 I _ 2'_0" FLUSH \ 1 FOOTING ~ I � +� F 4 I ' F 3 LOJ 1 4' -0" tr = m F 3 I I 6 OF I I 11 °,0 i �J 6 � 6 � 1 ` S I D F 3 L _J / / �6 eb � E 1 I F 4 4'_0. I PC 1 W/ 30 DEGREE BEND 1 AROUND ANCI4OR BOLTS t. I — 1 /� 6 C. ( 1 -6" i I I I 1 -6„ I P EE A.; _ I' FLUSH CONSTRUCTION JOINT FOOTING ff I , ,, u F u5H FOOTING " � ;KOUT AT COLUMNS - GROUT SOLID STEP \ AFTER PLACING COLUMN SLAB 12" S 6 v 0 -1-- 10 � F35 � F 3. e I I I I I I I 1 6 I I I FLUSH FOOTII W _ _ I ELEVATION TOP OF I I OF I ' / % / / / /i % /� �M , / I © SLAB: 101' v I 1 I I 54 r CONSTRUCTION JOIN 0 I k © ri %� ��� A r Q '.,. 1 © F 4 y A NOTE: LOCALLY EXCAVATE AS REQUIRED AT HD ANCHOR BOLTS TO MAINTAIN 3" CONCRETE COVER , �F 3 5 F 35 I 5/8° DIA ANCHOR I BOLTS a 32° OC 9 ELEVATION TOP OF ? I SLAB: 100' 4" SLAB ON GRADE W/ '4 BARS a 24" 00 EA WAY e CENTER OF SLAB I I w1 w z oi F SW A - EMBED V INTO GGNCI it I USE 2" SQUARE X I 3/16" WASHERS � l i CONSTRUCTION JOINT VI I o 1 I 12" HIGH CURS z L J F4 o 3' -0" co F35 F35 1 II I f H F3 0 i ^I F3 F3 � ( F35 - ,— 5 1/ 2 , © AM SIN T 1,-6" z - t 2'_2•' 21' -0" NV n 21' -0 21' -0" S4 21' -0" 22,-6° ,,f 106' -W ^ I 11, 1.2 3.1 5 (q _ 0 20'_1" 40' -0" 13'-6° 106 -6" 15'-11" 22'-8' 19'-5" 14'3° !STING FOUNDATION �IBIEl18iE�i BIBIF�IEIIF�i BI EIIP' � �c���l�l� CONSTRUCTION JOINT (C.J) 1" X 1/B" CONTINUOUS QUICK JOINT OR SAWN JOINT d , IE]1R1E7 tiE7 11E4IF IMIF31E1181F" �EB18 1 ,1 4EUI- 11 Elir SI- IRINKAGE JOINT (5.J) L! TIOS11® NOTES! 1/2" DIA PLAIN ROUND STOCK (A36) X 3' -0" a 24 "oc. GREASE ONE END 4 CUT WITHOUT FLARE STOP SLAB STEEL 9 JOINT LEVoEWED AUG 2 2001 Reid Middleton, Inc. FQUNr)ATION FLAN'' , ' 21 L REFER TO SHEET SI FOR SHEAR AND BEARING WALL SCHEDULES 2. • INDICATES HOLD- DOLLN HARDWARE PER SHEET SI SHEARWALL SCHEDULE 3. FASTEN. WOOD WALL PLATES TO SLAB WI 5/32" DIA WASHERED 2 IQ" POUNDER DRIVEN FASTENERS e 24" CC UNO IN SHEARWALL SCHEDULE. 3.6K � X1,\. 3.0K 4.0C PRE ENGNEERED METAL ELL DING ROO NOTES_ SCALE: I /0" = 1-0" INDiCA T E5 LATERAL LOADS TAKEN TO PRE - ENGINEERED METAL EU LDNG �. LOADS ARE UiNND - 5E15T1!C LOADS 70% OF WIND L OAD5 DIRECTION OF LOAD IS SHO11.d4 - LOAD 15 REVERSABLE LOK 0 a- 0 0 UG-T STORAGE L fWE LOAD: 125 - MEZZANINE LivE LOAD: 50 PFT'.rc= 100 PS= CORRIDOR DEAD LOAD: t6 P5= tk‘S‘ *. %41* POST FROM ROOF ABOVE (6) PLACES 300 PLF SEISMIC LOAD s PC PANELS I9' -11• �� <� 0 ; - 81-1 mkt 2X6 SEARING WALL OVER GLB EEL OW' BEAR ON (3) 2X6 2.0K! 4 I 1 1' I a a SWC = GRO 3-4 GLB TO ROOF NOTES'- a SCA_cr.'8' = i' -0" I. REFER TO SHEARWALL, J0157, AND BEAM SCEDJLES SHEET 5 2. MEZZANINE AND MECN PLATFOR 1 JOISTS ARE TO SEAR ON =UL. WIDT- o- BEARING WALLS - JOISTS ARE TO BE CONTINUOUS OVER INTEROR SEARING WALLS OR BE LAP SPLICED - JOISTS SHALL NOT BE BUTTED. 3. I INDICATES LATERAL LOADS TAKEN TO ERE- .ENGIN�c . „ETA!. BULLD NG LOADS ARE WIND - SEISMIC LOADS ARE 70% GF W!ND LOADS DIRECTION OF LOAD 15 SNOUAV - LOAD IS REVERSA=L E 13 -6' ERG WALL ABOVE i 15' -II" 46 -10" PROviDE SWAM B.RAGKE i FOR GLB .R CACTIGYJ 5 t ON METAL EU LD.' s COLA (') : LACE5 HIS GRID \ t 3,<"35K ES 355 Z 6X6 POST W.' CC CONNECTION: ROOF 4, SW E DOUBLE JOIST UNDER PARALLEL PARTITIONS TYP 55 SNEARWAL_ A a ROOF EXTENDS =ROM MEZZ TO FOUNDATION TJ' HEADER W! CONNECTIONS PER JOIST SUPPLIER? 3/4 T 4 G PLY GLUED AND NAILED TO FRAMING PER GEN NOT E 19' - 6 ° 22' -3" I. 14' -5' VERTICAL MST -48 ACROSS FLOOR OVER PLY TO DEL STUD A 95 \(H\ ) SS t_ EXISTING EUIL DING 3/4" T 4 G PLY GLUED AND NAILED TO FRAMING PER GEN NOTE v :RTICAL MST -4S ACROSS FLOOR OVER PLY TO DEL STUD 4, SEARING WALL 2X5 o I6" OC TYP 6X6 POST W/ COT CONNECTION EXTEND EM ES '' -3K BEARING WALL 2X5 416' OC 120 PLF SEISMIC FULL LENGTH OF MEZZANINE TO METAL BLDG GIRT .600 CITY OF WILA PERMITCEN'ER 0 O DATE '5 -25 -01 SCALE I /S" I' -0" JOB " 01046 DRAUIN SWEET 5 3 OF 5 SWEETS N, 1.5K 2X6 BEARING WALL OVER GLB BELOW I3'-5" IS' -II• GLB O R OOF 1 FQQF FLAN 3.0K 4.0K PRE ENGINEERED METAL BUILDING ROOF 5W B NOTES. SCALE: I/8" = 1' -0" 1 I INDICATES LATERAL LOADS TAKEN TO PRE - ENGINEERED METAL BUILDING LOADS ARE WIND - SEISMIC LOADS ARE 70% OF WIND LOADS DIRECTION OF LOAD IS 540104 - LOAD I5 REVERSABLE 14 EXISTING EUILDING 0 4.0K 0 0 300 PLF SEISMIC LOAD 9 PC PANELS %ti *AA Ak 1=11E1=1 — ERG WALL 2.0K1 ABOVE 2.4K BEAM BRACKET ON METAL BLDG 2X5 BEARING WALL OVER ALE BELOW COL 000 • • S 610 MEZZANINE FLAN BI1 \`3 2X0 BEARING WALL PROVIDE BEAM BRACKET FOR ALE REACTION 51401114 ON METAL BUILDING COLUMN 1 PLACES THIS GRID 20K, 35K E4 SS 35K E5 35K ° SW G GRID 3-4 GLB TO ROOF NOTES. • SCALE: I/8" = 1' -0" I REFER TO SHEARWALL, JOIST, AND BEAM 5CEDULES SWEET 51 2, MEZZANINE AND NEON PLATFORM JOISTS ARE TO BEAR ON FULL WIDTH OF BEARING WALLS - JOISTS ARE TO BE CONTINUOUS OVER INTERIOR BEARING WALLS OR BE LAP SPLICED - JOISTS SHALL NOT BE BITTED_ 3. I INDICATES LATERAL LOADS TAKEN TO PRE - ENGINEERED METAL BUILDING j LOADS ARE WIND - SEISMIC LOADS ARE 70% CF WND LOADS DIRECTION OF LOAD IS 540114 - LOAD IS REVERSABLE 6X6 POST WI CC CONNECTION 35K f� � I ■ Oi I 1 66 X B7I 35K 35K —ES l 11_ © 62 - 1 I^J `J .— © DOUBLE JOIST UNDER PARALLEL PARTITIONS TYP 51-EARWALL A EXTENDS FROM MEZZ TO FOUNDATION —� TJI HEADER W/ CONNECTIONS PER JOIST SUPPLIER 3/4" T $ G PLY GLUED AND NAILED TO FRAMING PER GEN NOTE 181) VERTICAL MST -4W ACROSS FLOOR OVER PLY TO DEL STUD I 11EaaM1IDE LIVE LOAD: .0 P5F OFFICE 100 PSF CORRIDOR DEAD LOAD, 16 PSF BELOW • PARTITIONS x tl t t� I �i�j l +�l 43K n N 20 -T 40'-0" 21 -0 RA" 21' -0` 1 21' -0 IS' -IT 46' ERG WALL ABOVE 4 �4 VERTICAL MST -48 ACROSS FLOOR OVER PLY TO DEL STUD 21' -0" SW B 22' 3/4" T S G PLY GLUED AND NAILED TO FRAMING PER GEN NOTE 14'-5" EXISTING BUILDING 106 -b" i x 22 WEARING WALL 2X5 g IS" OC TYP 6X6 POST WI COT CONNECTION EXTEND BM ES BEAR ON (3) 2X6 D 2X8 S 24" OC BEARING WALL 2X68 IS" OC 120 PLF SEISMIC FULL LENGTH OF MEZZANINE TO METAL BLDG GIRT AUG =2 2001 Reid "Middleton, Inc. V REVISIONS DATE r DATE 5 -25-01 SCALE I /O" JO5 s 01046 DRAWN SHEET 3/4' • 1' -0° oLU'N PfEt PETAL *0145 N 145 (2) •4 I RELS EA 3I4" DIA ANE44ORBOLT FOiQTN FFRFOFt1 TIp 4 PLAN C •4754TER OF COLU44' PLATE L 3 X 3 X-3/JS 'T GAGE • 3•NARFACIURER UEI; TO AI . - TS am? X 3%16' DOlei.k. 1pte"Ni4Th74kAL G JIELD 5TA TA3(i OR A3CT ALL THREAD EERNOT AT BOTTOM END TENNORRE4 FO6RYr PER FEN ;PLAN O .0 PA9$ -$AR Ala OD ANCHOR EOLT5 GRADE BEAM SEYONDQ 100'-0: (2) .4 BARS M COLVIN PERhETAL B ILDMG tiAMFACTURER 4" BLOCKOUT AT COLUMN - GROUT 501-D AFTER PLACNCs COLUMN SECTION 101' -0" SECTION j. u�- T H'y- alt:aR. FOOTING a• SECTION PLATE 1/1' x b° X 0'-0° RU/ (2) 3/4` DIA X 4° ILL •6 "GA TYP FC PFE CONNECTION • 48" OC GRADE IIEr4MQ mew As wawa) SUB REINFORCING FORCING FOR METAL BRIDA* SIDING - PERPLAN SLAB BASE AND SUBSRADE PREPARATION PER SOILS REPORT 3/4° = P-0" ANCHOR BOLT FLACP'ENT AND DIAMETER PER METAL BUILDING SPECETCATEONS Et1BED IV INTO CONCRETE GRADE BEAM BEYOND PER FOOTING SCAM/LE (2) •4 DOUELS EA 3/4" DIA ANCHOR BOLT 3/4" = 1'-0" 3/4" . 1' -0" (4) °4 BARS BEARING IU4LL PER PLAN (2) ROUES .4 DOU.ELS • 24" OG 9' (3) 4 BARS SECTION old. . TlEanrr e WAsfictio rams 9. 4 BAR ASCEND AieNCREEOLTS '41* c,RAOE mon d E2(Tr'EIV GRADE -DIY RENF 8T35'EL- 2'-0" INTO CLOSURE POW ATV 1 -6° INTO EXTERIOR FOOT1M 4EEGRADE PREPARATION PER SOILS REPORT GRADE E'EA I BEYOND. EXTEND 1.17-1 STEEL 1'-6" INTD FOOTNG (4)•4 BARS TOP AND SIN 54 5/32" DIA X 2 I/2" B4B[RED POLDER DRWEN FAST •24 °OC 3/4" . 1•_0" 5/32" DIA X.2 U2" U14SIETsED POWER DRIVEN FASTi'ERS • 24" CC PER PLAN j, P-0" gEopjf.6 ' NON BEARING WALL TTP GRADE BEAM REFER TO St EARWALL 9CE4EDULE' ANCHOR BOLTS SECTION 4" BLOCKOUT AT COLUMN- GROUT SOLD AFTER PLACING COLUMN PER PLAN GRADE BEAM PER PLAN SECTION (2) •4; Dans EA 3/4' DtA ROM BOLT II6• 5a'E DOEELS NOT EWTA N FOR CLARITY) L 3/4" - 1'-0" ANCHOR BOLT PLACS"@U'T AND DIAFETER PER METAL BUILDING SPECIFICATIONS ET'BED I6 NTO CadCRETE I01 FER FOOTNG SCiEDULE (2) •4 DOUELS EA,3 /4" DIA ANCHOR BOLT /4" = 1' -0 mammal IUir N3' *et' NXT�fI. (2) ROWS ' DOUELS • 24° 00 9° (2) 44 BARS TOP AND SIN 12• WIDE COLU'N PERtETAL BOLDER MANFAETERER WICHOR BOLT PLAt$ENT AND DIRETER PER PETAL:BEEDNG SPECRCATAS - B EETXeTT14 CONEpeE ANb EARANKLE PER FOOTNG EGEDIEE 4" BLOCKOUT AT C OW NI Tr. GROUT SOLID AFTER PLACING COL (3) a4 BARS 54 J J , S4 z BAR •24 "OC 0" 4 S& PER SIE4RJALL SO.ECULE MlB1I1 OF 99d • 6" CC B' EFEeEDrE3'ET FOR ANCHOR BOLTS AT HOLD DOM TIP IS" ONE motif °4 DOULELS • 24" oc PER H/54 - GRADE BEAM PER PLAN 4 14/54 54 SECTION SECTION SECTION astral Pu L HI j 11 �. .�d6= x-'11 -�I; SECTION 3/4" (2).4 DOUELS EA 3/4" DIA ANCHOR BOLT 3/4° = 1-0" HOLDDOM ANCICR BOLTS PER IAN PLAN AID/OR SSEAREALL SCHEDULE BOLT TO DOUBLE STUD TIP 3/4° = 1'-0° 3/4" = 1 -0° 24" (4)ZBAR 2 WED 0 � GRADE 8F-All 12" URDE PER --REVISION N0414 ,01' -0" 4 RECEIVED CITY OF TURWIL, 0 C 1 2 9 2 0 0 1 PERMIT CENTER 7 O Z O -Z 4 5 -25 -01 S_4 -F- 3/4" = P-0"!! .ICB " (1f46 Ge JN' -I 3,4,E 5 5 -IEETS l' 0 1 (2) "5 BARS TOP t BTM EA END OF PC PANELS '4 BAR A 16" OC - ADD (2) BARS A EMBED CONNECTIONS BAR A 0" OC VERT - HOLD TO CENTER OF PANEL S I/2" PRECAST CONRETE PANELS - NOTE FIRE RATING REQUIRED BY ARCHITECT 100 (3) "4 BARS T4B EMBED AS REQUIRED FOR METAL BUILDING SIDING (2).4 BARS COLUMN PER METAL BUILDING MANUFACTURER 4" BLOCKOUT AT COLUMN - GROUT SOLD AFTER PLACING COLUMN EMBED AS REQUIRED FOR METAL BUILDING SIOEG �11LLII - (2) '4 BARS SECTION SECTION ( SECTION SECTION Tn 381 PER FOOTING SCHEDU Elm 8 RITAl Alel� m • :: I� �lit� IT.T��i a�+ ._�-- I�I �IFJILII ilri,'a :4 1EIL 171e� LATERAL GIRT BY METAL BLDG MFG 300 ELF MINIMUM CAPACITY HOLD GIRT 12" CLEAR TO PC FILE METAL BLDG / COLUMN DIA PLAIN ROUND 6" T t $ PLAN DETAIL I'�.I 1111 -IIR - •4 DOUEL o 24" OC e PC PANELS AB REINFORCING PLAN 100' -0'S I6" SLAB BASE AND SItBGR4DE PREPARATION f� PER ARCH DEUS TT L P PC F CONNECTION s 46" OC SLAB REINFORCING FEE PLAN SLAB BASE AND SUBGRADE PREPARATION PER SOILS REPORT ALTERNATE HAUNCH PROFILE 3/4" = I' -0" 3/4" PANEL JOINT (PER CONTRACTOR) OFFSET 9" FROM METAL BLDG COLUMNS NO CONNECTION PANEL TO PANEL OR TO BLDG COLUMNS 101' -0" ANCHOR BOLT PLACEMENT AND DIAMETER FER METAL BUILDING SPECIFICATIONS EMBED I" INTO CONCRETE &=.71 IBlEI VA I�i81�Jlel � iel ' - rJ- IBiE31cB'�II� -I�e IB le E7IC I�I (2) s4 DOIELS EA 3/4" DIA ANCHOR BOLT 3/4" = 101' -0" *4 BAR *16 "OC SLAB REINFORCING PER PLAN SLAB EASE AND SUBGRADE PREPARATION PER SOILS REPORT FOOTING PER 5/54 s SIM COND 3/4" = I' -0" 3/4" = I' -0" PER FOOTING SCHEDULE PLATE 1/2" X 6" X 0'-10"11.1/ (2) 3/4" DIA X 4" IS-1S s 6" GA COLUMN FER METAL BUILDING MANUFACTURER ANCHOR BOLT PLACEMENT MD DIAMETER PER METAL BUILDING SPECIFICATIONS - EMBEDMENT IN CONCRETE AND SHEAR ANGLE PER FOOTING SCHEDULE (3) +4 BARS EMBED AS REQUIRED FOR METAL BUILDING SIDING (2).4 BARS ilk 54 SECTION SECTION SECTION 4" BLOCKOUT AT COLUMN - GROUT SOLD AFTER PLACING COLUMN SECTION RPt5- MEZZANINE BEA WALL SLAB REINFORCING PER PLAN 101`-0" 5/32" DIA X 2 1/2" WASHERED POWDER DRIVEN FASTENERS 9 24" OC BEARING WALL NON SEARING WALL REFER TO SHEARWALL SCHEDULE FOR ANCHOR BOLTS 3/4" = I' -0" 4" $LOCKOUT AT COLUMN - GROUT SOLD AFTER PLACING COLUMN L 3 X 3 X 346 X (BOLT GAGE + 3 ".M4b&FACTUESR WELD TO ANCHOR BOLTS WITH r X 3/16" DOUBLE SIDED NATURAL GROOVE WELD STANDARD A36 OR A301 ALL THREAD WITS NUT AT BOTTOM END TENSION REINFORvNG PER FDN PLAN 10" PASS BAR ARCMS ANCHOR BOLTS 100'-0 S SLAB BASE AND 5UBGRADE PREPARATION PER ARCH DIM l6" L (2) +a4 DOWELS EA 3/4' DIA ANCHOR BOLT 3/4" = P -0" SLAB BASE AND SUBGRADE PESPARAT1ON PER SOILS REPORT 3/4" = I' -0" 3/4" = I' -0" I II' -0" PER FOOTING SCHEDULE 3/4" = I' -0" 5/32' DIA X 2 V? WASFERED PAIDER DRIVEL FASTENERS s 24' OC ANCHOR BOLT PLACEMENT AND DIAMETER PER METAL BUILDING SPECIFICATIONS EMBED I6" INTO CONCRETE (2) E4 DOWELS EA 3/4" DIA ANCHOR BOLT 9' 100 ,_ 0 " COLUMN FEE METAL BUILDING MANUFACTURER ANCHOR BOLT PLACEMENT ENT AND UIL DIAMETER PER METAL BDING SPECIFICATIONS - EMBEDMENT IN CONCRETE AND SHEAR ANGLE FER FOOTING SO DtS E 4" BLOCKOUT AT COLUMN TYP GROUT SOLID AFTER PLACING COL COLUMN PER METAL BUILDING F 54 NAIL FER SFEARU4LL SCHEME MINIMUM OF bads 6' OC p " EMBEDMENT FOR ANCHOR BOLTS AT NOLD DO INS TYP Z BAR *24 "OC IS IS" I - IIEiAI 1 IpI I I I - II IIE M S4 SECTION SECTION SECTION SECTION ANCHOR BOLT PLACEMENT AND DIAMETER PER METAL BUILDING SPECIFICATIONS - EMBEDMENT IN CONCRETE AND SHEAR ANGLE — PER FOOTING SCHEDULE CONCRETE PLINTH AT ANCHOR BOLTS PER PLAN 16° SQUARE MINIMN SLAB BAYOND AT SIM CONDITION I01' -0" 10r-0" (2) e DOWELS EA 3/4" DIA ANCHOR BOLT FOOTING PER FOUNDATION PLAN CENTER FOOTING A CENTER OF — COLUMN BASE PLATE 3/4" = I' -0" L 3 X 3 X 346 X (BOLT GAGE + 3 ",MANIFACTURER (WELD TO ANCHOR BOLTS WITH 2" X 3A6" DOUBLE SIDED NATURAL GROOVE STANDARD A36 OR A301 ALL THREAD WITH NUT AT BOTTOM END TENSION REINFORCING PER FDN PLAN 0 „ PASS BAR AROUND ANCHOR BOLTS 101' -0" $ (2) 04 DOWELS EA 3/4" DIA ANCHOR BOLT 3/4" = I' -0" WN NOW DO t ANCHOR BOLTS PER FDN PLAN AND /OR SHEARWALL SCIEDULE BOLT TO DOUBLE 5711D TYP LOCALLY EXCAVATE FOR MINT CONCRETE COVER AT ANCHOR BOLTS 3/4' = I' -0" 'IEJCIL - ],ci CBf IB �I�I�a�I81 I'r31 �I�l�IP YI�I It�{E I �i IC� II I IFJ L�� II �LIfI I I I � B @ Q, LIL-- . 1 1 rtki, I' 'B1�IaI IOCi�BI�� E If�l��g181�1t��l' 101' - 3/4" = I' -0" VAAL a. ail - RSOISION l EASE REVLEWE] AUG 2 2001 Reid Middleton, Inc. REVISIONS DATE IOde6 "OC I0dg6 "OC 10d96 "OC SECTION I0d ' 6" OC VERT 2X4 6 48" OC ADJACENT TO TJI BLOCK WI(2)I6dTO TOP 4 ETM CHORD OF RIM Ti! TJI BLKG * 48" 00 2/ (4)16d TO WALL PLATE 2 X 616 "OC SECTION 3/4" = 1'-0" ADD OR ALIGN ONE JOIST WITH WALL FLOOR JOISTS f ER PLAN 3/4" = 1'-0" I0d " OC REFER TO S44EARWALL SCHEDULE SHEET SI SECTION (2) 2 X 6 PLATES LAP PLATES 48" 4 FACE NAIL LAP SPLICE WI (24) 10d COMMON 2 X6 6 16 "OC SECTION BEARING WALL ABOVE 2X6 a 16" OC OR NON STRUCT PARTITION WALL PER G /55 10d 6 4" OC VERT 2X4 6 I6" 00 ADJACENT TO TJI JOIST WI (2)16dTO TOP 4 15TM CIJO D OF RIM TJI SIMPSON THP SERIES FACE HANGERS WI 16d COMMON NAILS 3/4 1' -0" 3/4" = 1' -0" CONTINUOUS OR LAPPED JOISTS 0 BEARING WALL t Ti! BLOCKING BETWEEN (DO NOT BUTT JOISTS) INSTALL STUDS WITH SAP 2X5 PLATE TO TRACK FOR FULL SNOW LOAD DEFLECTION OF METAL BUILDING ROOF SECTION SECTION 10d a 6" OC LATERAL GIRT BY METAL BLDG 17— VERT 2X4 ® oc MFG - MINIMUM SAFE WORKING CAPACITY ADJACENT 120 PLF PERPENDICULAR TO GIRT TO TJI JOIST HOLD GIRT I /8" CLEAR TO BIM OF W/ (2) 154 TO FLOOR PLY TOP 4 BM OF RIM TJI (2) 2 x 6 PLATES LAP PLATES 24" 4 FACE NAIL LAP SPLICE WI (12)10d COMMON �2X6�16 "OC 3/4" = 1' -0" METAL BUILDING PURLIN OR BRIDGING BETWEEN PURLING - SY METAL BLDG MFG TO PROVIDE LATERAL SUPPORT FOR PARTITION AT 8' OC MAX (4)14' SELF DRILLING SCREWS AT EACH PURLIN TO DEFLECTION HEAD TRACK 14 GA DEFLECTION HEAD TRACK Ill/ PERT SLOTTED HOLES INSTALL TO ALLOW FOR SNOW LOAD DEFLECTION - INSTALL ScREU.5 AT BOTTOM OF SLOTS (I) "8 SCREW EA SIDE E4 STUD 2X6 a 16" OC WITH 2X6 TOP PLATE 3/4" = 1` -0" (2) 2 X 6 PLATES LAP PLATES 45" 4 FACE NAI LAP SPLICE WI (24) I0d COMMON 5/8" DIA BOLT e 45" OC - PROVIDE POLE FOR SOCKET IN TOP WALL OF GIRT SECTION SECTION 5/32" PIA X I" WASHERED POWDER DRIVEN PINS 8 12" OC SIMPSON !ITT OR EQUIV HAN MINIMUM CAPACITY L4K - WELD T GIRT WI 4" OF I /8" FILLET WELD 2 X6 6 16 "0C SEARING WALL UCT 3/4" \ ECG CONNECTION El %P BOLTS \ ALIGN TABS AND BOLTS AS NECESSARY TO AVOID FINISHED SURFACES - CSK BOLTS MAY BE USED 3/4" = I' -0" A 1 HE Inc REVISIONS PATE JOG $ 01046 DRA!LN JN SHEET OF 5 SHEETS DATE 5 -18 -01 SCALE 3/4" = l'-0"I E GU I FMENT FLAN ermit Set 5 -14 -01 RESTAURANT SUPPLY AND DESIGN 1800 - 136111 PL ICE„ SUITE 100 BELLEWE, WA 98005 425- 747 -7223 FAA: 426 -747 -7149 EMAIL CMARESTOAOI.COM Tukw i l l a, WPB 6r'and Gen ra I Gas ina GENER4L NOTE 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 AS FUTURE, NIC, SUPPLIED BY "OTHERS ", ETC., WITH THE OWNER PRIOR TO ROUGH -IN AND CONNECTION. THE GENERAL CONTRACTOR SHALL IMMEDIATELY INFORM CMA RESTAURANT SUPPLY 4 DESIGN, INC. AND THE OWNER OF ANY RED LINES, CORRECTIONS, ETC., ON THE PERMIT PLANS AND OF ANY INSPECTION CORRECTIONS REQUESTED CONCERNIN G THESE DRAWINGS OR EQUIPMENT AS LISTED FOR THIS PROJECT. THE GENERAL CONTRACTOR SHALL PROPERLY SEAL ALL WALL AND FLOOR PENETRATIONS AFTER THE INSTALLATION OF RELATED EQUIPMENT AND FURNISHINGS ITEMS. 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 RESONSIBILITY TO INVESTIGATE AND COMPLY WITH ALL APPLICABLE CODES AND ORDINANCES, AND TO PERFORM ALL WORK TO THE HIGHEST STANDARDS. EXHAUST VENTS AND MAKE -UP AIR BY HVAC CONTRACTOR THE GENERAL CONTRACTOR SHALL PROVIDE: FLOOR, CEILING, WALL AND ROOF PENETRATIONS: FIRE -RATED SHAFTS FOR EXHAUST DUCTS. IT SHALL BE THE RESPONSIBILITY OF NE GENERAL CONTRACTOR TO PROVIDE WEATHER PROTECTION FOR ALL ROOF AND ALL WALL PENETRATIONS PRIOR TO AND DURING THE INSTALLATION OF EQUIPMENT AND FURNISHINGS SUITABLE WALL BACKING AS SHOILN ON THESE PLANS AND AS REQUIRED BY THE OWNER SHALL BE PROVIDED AND INSTALLED BY THE GENERAL CONTRACTOR ROOF X61 -180 UNPUBLISHED WORK 02001 CNN. INC. C 0 February 28, 2001 MGT Scale: I" = I' -O" Project No: 0149 I aLlIFM NT LIST 4,N11;) N CH4,NIC E UIR M NT QTY DESCRIPTION ELECTRICAL PLUMBING FURN. BY INSTL BY QTY DESCRIPTION ELECTR [CAL PLUMBING FURN.IINSTL BY 8Y PC VOLT PH HP Iau AMP cc N PC Hw cw LUST GAS sTU REMARKS PC VOLT PH HP ICU AMP CONN PC NW CW WST GAS BTU REMARKS 1 1 LOT CUSTOM FRONT BAR M M 53 4 EA WALL MOUNT SHELVING CMA CMA 2 1 LOT CUSTOM FRONT BAR DIE M M 54 1 EA 44 " CONVEYOR DISHWASHER +l3 44 208 3 48.4 JISOX +68" 3 �4 2 INDIRECT WASTE CMA EC/PC- +10" /4 3 I LOT CUSTOM LOWER BACK BAR M M 55 I EA ELECTRIC BOOSTER HEATER +IS 44 208 3 24.0 JBOX +10" '4" 3 /4" NOTE • • I6, 21 INDIRECT WASTE CMA EC/PC +Sim 4 1 LOT CUSTOM UPPER BACK BAR M M 56 1 EA VAPOR EXHAUST HOOD +104" 115 I 15 JBOx FOR LIGHTS CMA EC 2 EA 24" ROTARY GLASSWASHER +11" 208 1 20.0 JBOX 1/2" 1 /2" INDIRECT WASTE CMA EC/PC 51 1 LOT VAPOR EXHAUST DUCTWORK CMA CNA X1 1/2" o 2 EA CUSTOM COCKTAIL STATION CMA CMA 58 1 EA VAPOR EXHAUST FAN / MOTOR +92" 115 I I/4 JBOX EXT. WALL MOUNT CMA EC 2 EA CUSTOM DRINK PICK -UP SHELF CMA CMA 59 1 EA PRE -RINSE SINK CMA CMA 2 EA DUMP SINK +14" l /2" INDIRECT WASTE CMA PC 60 1 EA PRE -RINSE SPRAY FAUCET +39" 1/2" 1/2" CMA PC 9 2 EA DECK MOUNT FAUCET +28" 1 /2" 1 /2" CMA PC 61 1 EA 2 HP DISPOSER + " 10 208 3 2 33 JBOx +t6" I/ 2 2 NOTE • 33, 34 DIRECT WASTE CMA EC/PC 10 2 EA BLENDER STATION 115 1 10.0 DGO CMA EC 62 I EA SOILED DISH TABLE CMA CMA I1 1 2 EA 42" JOCKEY BOX +14" I1/2" INDIRECT WASTE CMA PC 63 1 EA DOUBLE SLANTED RACK SHELF CMA CMA 12 2 EA 42" SPEED RAIL CMA CMA 64 I EA OVERHEAD RACK SHELF CMA CMA 13 2 EA TWO SECTION BOTTLE COOLER 115 1 93 DCO CMA EC 65 4 EA 18" x 48" STORAGE 51-IELVING CMA CMA 14 2 EA HAND SINK +14" 1 INDIRECT WASTE CMA PC 66 1 LOT S/S WALL FLASHING CMA CMA 15 2 EA DECK MOUNT FAUCET +28" 1 /2" 1 /2" CMA PC 61 6 EA CUP AND GLASS DOLLY CMA CMA 16 2 EA FOUR DOOR BACK BAR COOLER 115 1 88 DCO CMA EC 68 2 EA MOBILE PLATE DOLLY CMA CMA it EA P.O.S. SYSTEM 115 1 1 'CO NOTE • 3z DEDICATED/ISOLATED • 32 0 EC 69 1 EA WALK -IN COOLER +104" 115 I "15 JBOx FOR LIGHTS CMA EC 18 EA TICKET PRINTER 115 I 10 DCO DEDI • AT DEDICATED /ISOLATED 0 EC l0 1 EA WALK -IN COOLER BLOWER COIL +84" II5 I 6.8 Jt30X� +80" 3 /" a INDIRECT WASTE CMA EC/PC 19 2 EA REQUISITION PRINTER 115 I 10 CO D NOTE •3z DEDICATED/ISOLATED 0 EC 11 I EA REMOTE REFRIGERATION SYSTEM ROOF 208 I 15 16b JSOx CMA EC 20 I EA LIQUOR DISPENSING SYSTEM 115 1 i.0 DCO NOTE • 32 0 EC 12 I LOT COOLER WIRE 514ELVING ACC. CMA CMA 21 1 EA LIQUOR TREE O O 13 1 EA WALK -IN COOLER SHELVING CMA CMA 22 2 EA LIQUOR DISPENSING GUN 115 1 1.0 DCO 0 EC 14 1 EA WALK -IN FREEZER +104" II5 1 .50 JBox CMA EC 23 I EA SODA DISPENSING SYSTEM 115 1 j 12.0 DCO 0 EC 15 1 EA WALK -IN FREEZER BLOWER COIL +84" 208 I 4.8 JBOX +80" 3 j4 " INDIRECT WASTE CMA EC/PC 24 1 EA BAG -IN -THE -BOX STORAGE i O O 16 1 EA FREEZER DEFROST SYSTEM • NOTE 36 CMA EC 25 2 EA SODA DISPENSING GUN 115 1 10 DCO 0 EC 11 1 EA FREEZER DOOR / VENT HEATER +96" 115 i 1.1 JBOx CMA EC 26 I EA CUSTOM UNDERBAR UNIT "A" CMA CMA 18 1 EA REMOTE REFRIGERATION SYSTEM ROOF 208 1 L0 132 JBox CMA EC 21 I EA CUSTOM UNDERBAR UNIT "B" CMA CMA 19 1 LOT FREEZER WIRE SHELVING CMA CMA 28 - - SPARE NUMBER - - - - 80 1 EA 2 DOOR MOBILE HEATED CABINET 115 1 15.0 DCO NEMA 5 - 15P CMA EC 29 ; - - SPARE NUMBER I - - - _ El 1 EA 24" x 60" WIRE SHELF UNIT CMA CMA 30 I - - SPARE NUMBER - - - - 82 1 EA BEVERAGE COUNTER M M 31 I LOT LIQUOR STORAGE SHELVING 1 CMA CMA 83 2 EA SODA / ICE DISPENSER 115 I 4.8 DCO I� 2 3i a NOTE • 32 0 EC/PC 044 32 4 EA 2 SECTION BOTTLE COOLER 115 1 i 1 93 Dco NOTE • 32 0 EC 84 1 LOT SODA DISPENSING SYSTEM 1 110 co D O EC 33 I EA 24" x 48" SHELVING UNIT CMA CMA 85 1 EA BAG -IN -THE -BOX STORAGE 0 0 34 I EA PORTABLE ICE CADDY CMA CMA 86 I EA TOPPINGS BAR ICON O O 35 1 EA ICE MACHINE HEAD +16" 208 3 6.9 JBOx +14 1 /2" '4 " INDIRECT WASTE C MA EC/PC /P 87 I EA 5 PAN DROP IN REFRIGERATED UNIT +21" 1" INDIRECT WASTE CMA PC +66" 35 I EA ICE MACHINE CONDENSER NOTE • 4 CMA EC 88 1 LOT REMOTE REFRIGERATION SYSTEM ROOF 115 1 1/3 9 8 JBOx r NOTE • 19 GMA EC 31 I EA ICE STORAGE BIN +4" I" INDIRECT WASTE CMA PC as 2 EA HEATED TOPPINGS DISPENSER II5 I 5.0 DCO CMA EC 38 - - SPARE NUMBER _ _ _ _ g0 2 EA NAPKIN DISPENSER O O 39 1 EA MOP SINK FLR 2" DIRECT WASTE PC PC 91 I EA CUSTOM SNEEZE GUARD +54" 115 I 3.0 Jsox FOR LIGHTS CMA EC 40 I I EA MOP SINK FAUCET +48" 1/2" I /2" CMA PC 92 - - SPARE NUMBER - - - - 41 I I EA 12" x 24" WALL SHELF CMA CMA e.3 I EA 2 DOOR REACH -IN REFER 115 I 8.6 DCO CMA EC 42 I LOT DRY STORAGE SHELVING CMA CMA g4 I EA 40" S/S WORK CABINET CMA CMA 43 - - SPARE NUMBER - - - - 55 1 EA 36 WALL MOUNT SHELF UNIT CMA CMA 44 I EA DISHWASHER LIMIT SWITCH NOET • 6 CMA EC g6 I EA 3 WELL HOT FOOD TABLE +25" 208 I 129 JBOX +24" I / 2 " INDIRECT WASTE CMA EC/PC 45 I EA WALL MOUNT HAND SINK +28" I1/2" DIRECT WASTE CMA PC g1 1 EA 10" x 48" CUTTING BOARD CMA CMA 46 I EA KNEE VALVE FAUCET +24" I /2" I /2" CMA PC g8 2 EA REQUISITION PRINTER 115 I 1.0 Dco DEDICATED/ISOLATED 0 EC 41 3 EA HAND SOAP DISPENSER O O es 1 EA TWO DRAWER BREAD WARMER 208 I 4.6 JBOx CMA EC 45 3 EA HAND TOWEL DISPENSER O O 100 I EA 14' -10" 5/5 PASS SHELF CMA CMA 45 I EA THREE COMPARTMENT POT SINK +18" I li DIRECT WASTE CMA PC 101 4 EA 66" STRIP HEAT LAMP +10" 208 I 111 JEOx NOTE • 1 CMA EC 50 I EA SPLASH MOUNT FAUCET +39" I/ 2 " /2 " CMA PC 102 1 EA 61" S/S COOKS COUNTER CMA CMA 51 I EA POT -RINSE SPRAY UNIT +39" 1/2" 1/2" CMA PG 103 1 EA 68" RAISED R4IL REFRIGERATOR 115 I 9.0 co D NEMA 5 - 15P CMA EC 52 I EA 84" WALL MOUNT POT RACK CMA CMA 104 1 EA 15" x 68" CUTTING BOARD CP v CMA C ,RECg� v i ' P�"'"TCFn,T , ' J ' OF ' 4 ,„ ?Ol/ LE* G64Dh Q1 A Q =x CMA = CMAT M = MILLWORK 0 = OWNER aUIPM NT JIST t 1"I C I,NICAL. REOUIREMENTS QTY DESCRIPTION ELECTRICAL PLUMBING REMARKS FURN. e�' INSTL !S1' QTY DESCRIPTION ELECTRICAL PLUMBING REMARKS FUR 8' BY b'M 'eI IIMnl ou!50, IoJqU puOJ pc VOLT PH HP KW 'AMP CONN PC 14W CW WST GAS BTU Pc VOLT PH HP KW AMP CONN PC Hw CW WST GAS BTU 105 1 EA 36" S/S WORK CABINET CMA CMA 151 - - SPARE NUMBER - - 106 1 EA BUILT -IN HAND SINK +28" 11/2" DIRECT WASTE CMA PC 158 - - SPARE NUMBER - - 101 1 EA DECK MOUNT FAUCET j +34" t '2" l /2" CMA PC 159 1 LOT CUSTOM FRONT BAR M 108 - - SPARE NUMBER - - - - 160 1 LOT CUSTOM FRONT BAR DIE M 109 - - SPARE NUMBER - - - - 161 1 LOT CUSTOM LOWER BACK BAR M pO 1 EA 28" S/S COOKS STATION CMA CMA 162 1 LOT CUSTOM UPPER BACK BAR M ill I EA 84" REFRIGERATED BASE 115 1 1 1.4 DCO NEMA 5 - 15P CMA EC 163 4 EA POS. UNIT 115 I 1.0 CO D NOTE • 32 DEDICATED /ISOLATED 0 EC 112 1 EA 36" GRIDDLE +30" 3 4" 90000 CMA PC 164 4 EA TICKET PRINTER 115 I 1.0 co D NOTE • 32 DEDICATED /ISOLATED 0 EC 113 1 EA 48" GRIDDLE +30" 3 4" 120000 CMA PC 165 2 EA REQUISITION PRINTER 115 1 1.0 co D NOTE • 32 DEDICATED /ISOLATED O 114 1 EA 18" S/S FILLER TOP CMA CMA 166 2 EA 3 DOOR BACK BAR COOLER +28" 115 1 1.0 Jeox +28" 5 %" INDIRECT WASTE CM. 115 1 EA 18" REFIGERATED BASE 115 1 1.4 DCO NEMA 5 - 15P CMA EC 161 1 LOT REMOTE REFRIGERATION SYSTEM RooF 115 I viz 10.6 JBOX CM, EC 116 1 EA 6 BURNER COUNTER TOP RANGE +30" 3 4" 180,000 CMA PG 168 1 EA BEER CASE COOLER +62" INDIRECT WASTE CM, 111 1 EA 24" S/S FILLER TOP CMA CMA l69 1 LOT REMOTE REFRIGERATION SYSTEM pooF 115 I v iz 11.0 JBOx CM, EC 118 I EA SALAMANDER BROILER +68" 1/2" 32000 CMA PC 110 1 EA HAND SINK + i2 i 1 i2 DIRECT WASTE CMA PC 119 4 EA S/6 WALL SHELVES I CMA CMA iii 1 EA DECK MOUNT FAUCET +28" �i2" I � 2 " CMS IPC 120 2 EA DEEP FAT FRYERS j +1" 3 4" 115,000 CMA PC 112 1 EA HAND SOAP DISPENSER p 121 1 EA FRYER DUMP STATION 115 1 6.9 Dco CMA EC 1-t3 I EA HAND TOWEL DISPENSER p RESTAURANT SUPPLY AND DESIGN 122 1 EA FRYER FILTER SYSTEM 115 1 62 Dco CMA EC 114 2 EA 36" JOCKEY BOX +14" 11/2" INDIRECT WASTE CMA PC 123 1 EA 1 DOOR REACH -IN FREEZER 115 1 '33 DCO NEMA 5 - 15P CMA EC 115 2 EA 36" SPEED RAIL CMA CMA 124 I EA DOUBLE DECK CONVECTION OVEN 208 1 2S SC0 +4g 1/2" 126000 CMA EC/PC 116 2 EA 18" BLENDER STATION 115 1 10.0 DCO CMS EC 125 2 EA 13' -0" CLASS I EXHAUST HOOD +104" 115 1 15 x FOR LIGHTS CMA EC 11i 2 EA DUMP SINK +14" 11/2" INDIRECT WASTE CM, PC 126 1 LOT 1 H0UR FIRE RATED DUCT SHAFT GC GC p 2 EA DECK MOUNT FAUCET +28" 1/2" '2" CM, PC 121 I LOT CLASS I DUCTWORK/ ROOF JACK CMA CMA p9 1 EA 24" ROTARY GLASS WASHER +T' 208 1 15.0 sox '�2" '�z I'iz" INDIRECT WASTE 0 128 2 EA CLASS IFAN /MOTOR ROOF 208 1 1.0 x CMA EC 150 I EA S/S LANDING DECK +14" 1" INDIRECT WASTE CMS CMA 129 I LOT MUA SYSTEM ROOF 2 1 L0 xOOOF ''2" 'h" 200,000 NOTE • 30 CMA EC/PC 181 I EA ICE MACHINE HEAD +62" 208 I 6 -1 JBOx � , •z" k2 " INDIRECT WASTE CMA 130 I LOT FIRE PROTECTION SYSTEM NOTE • 15, 40 CMA CMA 182 I EA REMOTE CONDENSER NOTE • 4 CMS EC 131 1 LOT S/5 WALL FLASHING CMA CMA 183 I EA ICE STORAGE BIN +4 " 3 /4" INDIRECT WASTE CMS PC 132 6 EA 5/S COMER GUARDS CMA CMA 184 1 LOT LIQUOR DISPENSING SYSTEM 115 1 1.0 Dco NOTE • 32 0 EC 133 8 EA 5/5 WALL CAFE CMA CMA 185 2 EA LIQUOR DISPENSING GUN 115 1 ID DCO NOTE • 32 0 EC 134 - - SPARE NUMBER - - - - 186 I EA LIQUOR TREE p 135 - - SPARE NUMBER � - - - - 181 I EA SODA DISPENSING SYSTEM 115 I 12.0 Dco NOTE • 32 O EC 136 I EA 2 COMPARTMENT PREP SINK +18" l(2). INDIRECT WASTE CMA PC lgg I EA BAGS -IN- THE -BOX STORAGE p 131 1 EA SPLASH MOUNT FAUCET 1 +39" X1, 2" 1 2 " CMA PC 189 2 EA SODA DISPENSING GUN 115 I 1.0 Dco NOTE • 32 O EC 138 3 EA 12" WALL MOUNT SHELF UNIT CMA EC lea - - SPARE NUMBER - - I3g 1 EA 30 QUART MIXER 115 1 � a D CO N EMA 5 - 15P CMA EC iv - - SPARE NUMBER EQUIPMENT LIST PLUMBING / ELE ITR I GAL IREGU I REMENTS Permit Set 5 -14 -01 140 i EA MIXER ACCESSORY RACK I CMA CMA I92 1 EA GREASE TRAP INTERCEPTOR D GC 141 I EA 60" S/5 WORKTABLE CMA CMA 193 1 EA CAN WASH AREA FLR 2" DIRECT WASTE GC PC 142 I EA 60" WALL MOUNT SHELF UNIT CMA CMA 194 1 EA CAN WASH FAUCET +54" 1/2" 1/2" PC PC 143 I EA I FOOD PROCESSOR 115 DCO CMA EC 195 I EA CARD BOARD RECYCLING O 144 I I EA FOOD SLICER 115 I 1/2 1 1-0 DCO CMA EC 196 1 EA GARBAGE DUMPSTER O 145 I EA 12" MOBILE 8/5 WORKTABLE CMA CMA 191 2 EA RECEIVING DOOR KICK PLATE CMS CMA 146 1 EA 84" S/S WORKTABLE CMA CMA 198 14 EA FLOOR SINK SCREEN - CMA CNA 141 - - SPARE NUMBER - - - - 199 ._ 48 1 EA 1 DOOR REACH -IN REFER 115 1 I ! 6.9 DCO NEMA 5 - I5P CMA EC 200 • . . . . . . . . . . 14S i EA 5/3 BEVERAGE COUNTER _- CMA CMA 201 . . . . . . . . l5O 1 1 EA DUAL COFFEE URN 208 1 282 5CO +42" 1 /2" NOTE • 32 0 EC/PC 202 • • . . . . . . - 151 152 I EA I EA COFFEE DRIP TROUGH 12" x 48" WALL MOUNT SHELF . +33" IIh" INDIRECT WASTE CMA CMA PC CMA 203 204 . . . . . . . - . - . . - - 153 I EA WATER AND ICE SINK +18" 11/2" INDIRECT WASTE CMA PC 205 154 1 EA SPLASH MOUNT FILL UNIT +39" 1/2" 1/2" CMA PC 206 - . 155 1 EA TWO DRAWER BREAD WARMER +22" 208 I 4.6 JBOx CMA EC 201 - - - - . 156 - - SPARE NUMBER - - - - 208 - • c c . q ROFT LEGE/4, 0 Proj No: 014 GMA W = CMA, ItG M = MILLWORK O r E 'u.�� O = OWNER Fr = PI Fr re li 09 aUI M NT LIST 44N11::' INIECH4NIC41.. RE U1FZ M NT I. THE ELECTRICAL CONTRACTOR SHALL SUPPLY AND INSTALL SEAL -TITE FLEX CONDUIT TO ALL FOOD SERVICE EQUIPMENT IN DAMP AREAS, I.E., SCULLERY, BAR ROOF, ETC. FLEX CONNECTIONS AT ALL FANS ON THE ROOF SHALL BE OF EXTRA LENGTH TO ALLOW FULL FAN REMOVAL FOR THE EASE OF GLEANING. 2. THE ELECTRICAL CONTRACTOR SHALL PROVIDE FUSED DISCONNECTS FOR EQUIPMENT HOOK -UPS AS REQUIRED BY CODE AND LABELING. 3. THE ELECTRICAL CONTRACTOR SHALL PROVIDE DISCONNECTS IN A CONVENIENT ACCESSIBLE LOCATION AT AT THE POWER BOX FOR EACH ICE MACHINE HEAD. 4_ THE ELECTRICAL CONTRACTOR SHALL PROVIDE AND INSTALL AN INTERCONNECT CIRCUIT BETWEEN THE ICE MACHINE HEADS (ITEM * 55, ISI) AND THE REMOTE CONDENSING UNITS ON THE ROOF AS REQUIRED BY THE MANUFACTURER. 5. THE ELECTRICAL CONTRACTOR SHALL PROVIDE AND INSTALL A VAPOR -PROOF SWITCH AT EACH BLOWER COIL IN THE WALK -IN COOLER / FREEZER (ITEM * 70, 75 ). 6. THE ELECTRICAL CONTRACTOR SHALL PROVIDE A CONNECTOR CIRCUIT BETWEEN THE DISH TABLE LIMIT SWITCH AND THE DISHWASHER CONTROL PANEL. 1. FE FCTRICAL CONTRACTOR SHALL PROVIDE WIRING TO THE STRIP HEAT LAMPS ON THE PASS SHELF AND CABINET FROM THE JUNCTION BOX BELOW AND TO THE REMOTE INIFINTE CONTROLS FOR SWITCHING. 5.11-1E ELECTRICAL CONTRACTOR SHALL PROVIDE AND INSTALL A 45" MINIMUM CORD AND PLUG q. FOR EACH PIECE OF EQUIPMENT SO NOTED. USE 10 ELBOW OUT OF UNIT. ) NEUTRAL (ITEM STHE�FOUR H N� RE SYSTEM. THREE ELECTRICAL SANG CONTRACTOR (75 G INCLUDING A CARRYING E RRE BEING A MACHINE GROUND. 10. THE ELECTRICAL CONTRACTOR SHALL PROVIDE FOR HOOK -UP OF A THERMOSTAT, SOLENOID, BLOWER COIL AND COMPRESSOR FOR EACH REFRIGERATED UNIT. MAGNETIC STARTERS AND /OR THERMAL PROTECTORS SHALL BE INCLUDED AS NECESSARY. II. THE ELECTRICAL CONTRACTOR SHALL PROVIDE I" CONDUIT AND JUNCTION BOXES AT EACH CASH REGISTER TERMINAL SO AS TO INTERCONNECT ALL UNITS TO EACH OTHER AND TO THE CENTRAL PROCESSING TERMINAL. CONSULT WITH THE OWNER'S REPRESENTATIVE FOR EXACT LOCATIONS OF ALL TIE -IN UNITS. 12_ THE ELECTRICAL CONTRACTOR SHALL PROVIDE A FOUR -WIRE SERVICE TO THE DISH MACHINE. THREE F4IRES SHALL BE S AWG RATED 75DC TO CARRY CURRENT. THE FOURTH MIRE SHALL BE A GROUND. 13. THE PLUMBING CONTRACTOR SHALL PROVIDE AND INSTALL ALL DRAIN LINES FROM WALK -IN BLOWER COILS TO FLOOR SINKS. HEAT TAPE SHALL BE PROVIDED AND WRAPPED AT ALL DRAIN LINES SUBJECT TO THE POSSIBILITY OF FREEZING. 14. ALL DRAIN . LINES FROM EQUIPMENT REQUIRING CONDENSATION REMOVAL SHALL BE DONE IN 5. IT SHALL BE THE RESPONSIBILITY OF "OTHERS" TO INTERCONNECT THE HOOD FIRE PROTECTION SYSTEMS TO THE BUILDING FIRE DETECTION UNITS AS REQUIRED. IS. THE PLUMBING CONTRACTOR SHALL SUPPLY AND CONNECT TWO (2) HOT WATER LINES TO THE DISHWASHER. ONE LINE SHALL 5E140 MINIMUM FROM THE BUILDING HOT WATER SYSTEM. THE SECOND LINE SHALL BE ISO MINIMUM FROM THE ELECTRIC BOOSTER HEATER. IT NOT IN USE IS. THE OMNER'S VENDOR OF CHOICE SHALL SUPPLY AND INSTALL A CO2 STORAGE CANISTER IN THE LIQUOR STORAGE ROOM. AN EXTERIOR FILL VALVE AND ALL CO2 UNITS SHALL BE SUPPLIED AND INSTALLED BY THE VENDOR. M. THE Fl FCTRICAL CONTRACTOR SHALL SUPPLY AND INSTALL TO EACH PIECE OF ROOF -TOP EQUIPMENT Gram Gent ra I Gas ino Tukwilla, MA RESTAURANT SUPPLY AND DESIGN (FANS, MOTORS, COMPRESSORS, CONDENSERS, ETC.) A SEPARATE WEATHER - PROTECTED DISCONNECT SWITCH_ 20. PLUMBING CONTRACTOR SHALL SUPPLY AND INSTALL ANTI- SIPHON VALVE ASSEMBLIES FOR SODA DISPENSING SYSTEM. 21. PLUMBING CONTRACTOR SHALL FULLY INSULATE WATER LINE FROM BOOSTER TO DISHWASHER. 22. IT SHALL BE THE RESPONSIBILITY OF THE PLUMBING AND ELECTRICAL CONTRACTORS TO MAKE ALL REQUIRED WATER, GAS, DRAIN AND Fl FCTRICAL FINAL CONNECTIONS FOR ALL MAKE -UP AIR SYSTEM UNITS. 23_ IT SHALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO INSTALL ALL OWNER SUPPLIED COMPUTER/COMMUNICATIONS CABLES AS PER OWNERS DIRECTION. 24. IT SHALL BE THE RESPONSIBILITY OF PLUMBING CONTRACTOR TO COMPLY WITH ALL LOCAL CODES CONCERNING GAS VALVE REGULATOR VENTING. 25. NOT IN USE 26. THE GENERAL CONTRACTOR SHALL PHOTOGRAPH ALL WALLS CONTAINING BACKING PRIOR TO SHEETROCK/PRP INSTALLATION. 27. THE PLUMBING CONTRACTOR SHALL PROVIDE CLEANOUTS AT IST ELBOW ON EACH WALK -IN BLOWER COIL DRAIN. 25. PLUMBING CONTRACTOR SHALL SUPPLY AND INSTALL FREEZE PROTECTED HOT /COLD MATER VALVES AT CAN WASH AREA 2q. THE PLUMBING CONTRACTOR SHALL SUPPLY AND INSTALL WATER LINE BACK CHECK VALVES AS REQUIRED PER CODE. 30. THE ELECTRICAL CONTRACTOR SHALL PROVIDE INTERCONNECT SWITCHING BETWEEN THE KITCHEN EXHAUST HOOD EXHAUST FANS AND THE KITCHEN MAKE -UP AIR SYSTEMS AS REQUIRED PER LOCAL CODE AND AUTHORITIES. 31. COMMUNICATIONS CABLES ARE SUPPLIED BY OWNER AND INSTALLED BY ELECTRICAL CONTACTOR. 52. ELECTRICAL AND MECHANICAL CONTRACTOR TO VERIFY REQUIREMENTS OF OWNER PROVIDED EQUIPMENT. 33. ELECTRICAL CONTRACTOR TO CONNECT REMOTE MANUAL REVERSING SWITCH PER DISPOSER MANUFACTURERS SPEC_ CHEET. 54. PLUMBING CONTRACTOR TO INSTALL DISPOSER PER MANUFACTURERS SPEC. SHEET. EG ZU I f'MENT LIST MEGHAN I GAL /ELEGTZ I GAL NOTES Permit Set 5 -14 -01 35. PRESSURE REGULATORS FOR GAS COOKING EQUIPMENT SUPPLIED BY GMA AND INSTALLED PER CODE AND MANUFACTURER'S SPECIFICATIONS BY PLUMBING CONTRACTOR. 36. ELECTRICAL CONTRACTOR SHALL PROVIDE INTER CONNECT FOR FREEZER COIL $ TIMECLOCK CIRCUIT DEFROST SYSTEM. 31. NOT IN USE - 35. NOT IN USE 59. NOT IN USE 40. ALL FIRE PROTECTION SYSTEM GAS SHUT -OFF VALVES SHALL B SUPPLIED BY THE OWNER AND INSTALLED BY THE PLUMBER. o . A,/ F '7,- ,,Et 0 �//9 n R " r „, LEGEND Project No 0749 P E ir c , M = MILLWORK I kt kri) GMA = 014, INC. "� O = OWNER -- - I i m 0 3 30' 30' /ELECTIC OTES L THE CONTRACTOR SHALL PROVIDE AND INSTALL STAINLESS STEEL OUTLET AND RECEPTACLE COVERS IN SERVICE AREAS_ 2. THE ELECTRICAL CONTACTOR SHALL PROVIDE POWER TO AND INTERCONNECT ALL REFRIGERATION THERMOSTATS, SOLENOIDS, TIME CLOCKS, DEFROST CIRCUITS, ETC. I-I 3. THE ELECTRICAL CONTRACTOR SHALL CONNECT ALL REMOTE COMPRESSORS AND PROVIDE DISCONNECTS, MAGNETIC STARTERS, AND THERMAL OVERLOAD PROTECTION AS REQUIRED. 4. THE ELECTRICAL CONTRACTOR SHALL PROVIDE AND INSTALL HEAT TAPE ON DRAIN LIES M DANGER OF FREEZING. H. THE ELECTRICAL CONNECTIONS, SPECIFICATIONS AND DIMENSIONS SHOWN ON THESE PLANS ARE FOR FOOD SERVICE EQUIPMENT ONLY. SEE THE ARCHITECT'S PLAN SET FOR ALL OTHER ELECTRICAL REQUIREMENTS FOR THIS PROJECT. 6. ALL ELECTRICAL ROUGH -IN WORK AND ALL FINAL CONNECTIONS FOR ALL ITEMS SHOWN AND SPECIFIED ON THESE PLANS BY CNA RESTAURANT SUPPLY N DESIGN SHALL BE PERFORMED BY THE ELECTRICAL CONTRACTOR 1. UNLESS OTHERWISE SPECIFIED IN THESE PLANS OR OTHER WRITTEN CONTRACTS, IT SHALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO PROVIDE ALL ELECTRICAL -I Tt't MATERIALS INCLUDING WIRING, SWITCHES, DISCONNECTS, FLEX, CONDUIT, CONTACTORS, TRANSFORMERS, THERMAL OVERLOAD PROTECTORS, MAGNETIC STARTERS, ELECTRICAL PANELS, CORDS, PLUGS, COVERS, ETC. A THE ELECTRICAL CONTRACTOR SHALL PROVIDE DISCONNECTS AT THE POWER BOX FOR EACH ICE MACHINE HEAD. 9. ALL DIMENSIONS SHORN ARE FROM GRID LR.ES, FINISHED WALLS OR FINISHED FLOORS TO CENTER LINE OF ELECTRICAL OUTLET BOXES_ HEIGHTS ARE NOT TO BE TAKEN FROM CURBS OR PLATFORMS. 10. THE SYMBOLS SHORN ON THIS PLAN ARE FOR INDICATION OF ROUGH -IN LOCATION AND TYPE OF CONNECTION ONLY. THE ELECTRICAL CONTRACTOR SHALL PROVIDE CIRCUITS AND CONDUIT RUNS AS PER GOOD PRACTICE AND CODE. II. IT SHALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO PROVIDE INTERCONNECT SWITCHING BETWEEN THE KITCHEN EXHAUST HOOD EXHAUST FANS AND THE KITCHEN MAKE UP AIR SYSTEMS AS REQUIRED PER LOCAL CODE AND AUTHORITIES. 12. IT SHALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO PROVIDE ELECTRICAL CONTACTORS ON ALL ELECTRICAL OUTLET, JUNCTION BOXES, ETC. LOCATED UNDER ANY CLASS I EXHAUST HOOD SO AS TO DISCONNECT UPON ACTIVATION OF THE FIRE SUPPRESSION SYSTEM. 13. THE ELECTRICAL CONTRACTOR SHALL MOUNT AND WIRE REMOTE INFINITE CONTROL SWITCHES FOR STRIP HEAT UNITS AS REQUIRED AND RUN POWER LINES FROM J -BOX IN CABINET BELOW. 14. THE ELECTRICAL CONTRACTOR SHALL PROVIDE FUSED DISCONNECTS FOR EQUIPMENT HOOK -UPS AS REQUIRED BY CODE AND LABELING. 15. THE ELECTRICAL CONTRACTOR SHALL PROVIDE ° HOMERUN I" CONDUIT TO COMPUTER UPSTAIRS. REFER ARCH. PLANS FOR LOCATION. ELECTRICAL LEGEND ROOF / 0 0 0 00 +48° C C ct RKnh .�'fi MGT February 2S, 2001 Scale: P' = I' -0" Project No: 0149 "E' 115 VOLT DUPLEX OUTLET $p SWITCH w/ PILOT LIGHT 115 VOLT FOURPLEX OUTLET $ ON /OFF SWITCH OI eg 115 VOLT DCO, DEDICATED /ISOLATED V COMMUNICATIONS CABLE - VERIFY SPECS AND REQUIREMENTS WITH OWNER ® 208 VOLT, SPECIAL OUTLET I.— TELEPHONE OUTLET ® JUNCTION BOX ► TELEPHONE OUTLET FOR VERIPHONE <> LIGHT FIXTURE /SERVICE MOUNTED ....P TELEPHONE OUTLET FOR PAY PHONE m 0 3 30' 30' /ELECTIC OTES L THE CONTRACTOR SHALL PROVIDE AND INSTALL STAINLESS STEEL OUTLET AND RECEPTACLE COVERS IN SERVICE AREAS_ 2. THE ELECTRICAL CONTACTOR SHALL PROVIDE POWER TO AND INTERCONNECT ALL REFRIGERATION THERMOSTATS, SOLENOIDS, TIME CLOCKS, DEFROST CIRCUITS, ETC. I-I 3. THE ELECTRICAL CONTRACTOR SHALL CONNECT ALL REMOTE COMPRESSORS AND PROVIDE DISCONNECTS, MAGNETIC STARTERS, AND THERMAL OVERLOAD PROTECTION AS REQUIRED. 4. THE ELECTRICAL CONTRACTOR SHALL PROVIDE AND INSTALL HEAT TAPE ON DRAIN LIES M DANGER OF FREEZING. H. THE ELECTRICAL CONNECTIONS, SPECIFICATIONS AND DIMENSIONS SHOWN ON THESE PLANS ARE FOR FOOD SERVICE EQUIPMENT ONLY. SEE THE ARCHITECT'S PLAN SET FOR ALL OTHER ELECTRICAL REQUIREMENTS FOR THIS PROJECT. 6. ALL ELECTRICAL ROUGH -IN WORK AND ALL FINAL CONNECTIONS FOR ALL ITEMS SHOWN AND SPECIFIED ON THESE PLANS BY CNA RESTAURANT SUPPLY N DESIGN SHALL BE PERFORMED BY THE ELECTRICAL CONTRACTOR 1. UNLESS OTHERWISE SPECIFIED IN THESE PLANS OR OTHER WRITTEN CONTRACTS, IT SHALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO PROVIDE ALL ELECTRICAL -I Tt't MATERIALS INCLUDING WIRING, SWITCHES, DISCONNECTS, FLEX, CONDUIT, CONTACTORS, TRANSFORMERS, THERMAL OVERLOAD PROTECTORS, MAGNETIC STARTERS, ELECTRICAL PANELS, CORDS, PLUGS, COVERS, ETC. A THE ELECTRICAL CONTRACTOR SHALL PROVIDE DISCONNECTS AT THE POWER BOX FOR EACH ICE MACHINE HEAD. 9. ALL DIMENSIONS SHORN ARE FROM GRID LR.ES, FINISHED WALLS OR FINISHED FLOORS TO CENTER LINE OF ELECTRICAL OUTLET BOXES_ HEIGHTS ARE NOT TO BE TAKEN FROM CURBS OR PLATFORMS. 10. THE SYMBOLS SHORN ON THIS PLAN ARE FOR INDICATION OF ROUGH -IN LOCATION AND TYPE OF CONNECTION ONLY. THE ELECTRICAL CONTRACTOR SHALL PROVIDE CIRCUITS AND CONDUIT RUNS AS PER GOOD PRACTICE AND CODE. II. IT SHALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO PROVIDE INTERCONNECT SWITCHING BETWEEN THE KITCHEN EXHAUST HOOD EXHAUST FANS AND THE KITCHEN MAKE UP AIR SYSTEMS AS REQUIRED PER LOCAL CODE AND AUTHORITIES. 12. IT SHALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO PROVIDE ELECTRICAL CONTACTORS ON ALL ELECTRICAL OUTLET, JUNCTION BOXES, ETC. LOCATED UNDER ANY CLASS I EXHAUST HOOD SO AS TO DISCONNECT UPON ACTIVATION OF THE FIRE SUPPRESSION SYSTEM. 13. THE ELECTRICAL CONTRACTOR SHALL MOUNT AND WIRE REMOTE INFINITE CONTROL SWITCHES FOR STRIP HEAT UNITS AS REQUIRED AND RUN POWER LINES FROM J -BOX IN CABINET BELOW. 14. THE ELECTRICAL CONTRACTOR SHALL PROVIDE FUSED DISCONNECTS FOR EQUIPMENT HOOK -UPS AS REQUIRED BY CODE AND LABELING. 15. THE ELECTRICAL CONTRACTOR SHALL PROVIDE ° HOMERUN I" CONDUIT TO COMPUTER UPSTAIRS. REFER ARCH. PLANS FOR LOCATION. ELECTRICAL LEGEND ROOF / 0 0 0 00 +48° C C ct RKnh .�'fi MGT February 2S, 2001 Scale: P' = I' -0" Project No: 0149 "E' ELECTRICAL NOTES I. THE CONTRACTOR SHALL PROVIDE AND INSTALL STAINLESS STEEL OUTLET AND RECEPTACLE COVERS IN SERVICE AREAS. 2. THE ELECTRICAL CONTACTOR SHALL PROVIDE POWER TO AND INTERCONNECT ALL REFRIGERATION THERMOSTATS, SOLENOIDS, TIME CLOCKS, DEFROST CIRCUITS, ETC. 3. THE ELECTRICAL CONTRACTOR SHALL CONNECT ALL REMOTE COMPRESSORS AND PROVIDE DISCONNECTS, MAGNETIC STARTERS, AND THERMAL OVERLOAD PROTECTION AS REQUIRED. 4. THE ELECTRICAL CONTRACTOR SHALL PROVIDE AND INSTALL HEAT TAPE ON DRAIN LINES IN DANGER OF FREEZING. 5. THE ELECTRICAL CONNECTIONS, SPECIFICATIONS AND DIMENSIONS SHOWN ON THESE PLANS ARE FOR FOOD SERVICE EQUIPMENT ONLY. SEE THE ARCHITECT'S PLAN SET FOR ALL OTHER ELECTRICAL REQUIREMENTS FOR THIS PROJECT. 6. ALL ELECTRICAL ROUGH -IN WOK AND ALL FINAL CONNECTIONS FOR ALL ITEMS SHOLLN AND SPECIFIED ON THESE PLANS BY CMA RESTAURANT SUPPLY 4 DESIGN SHALL BE PERFORMED BY THE ELECTRICAL CONTRACTOR 1. 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 WIRING, SWITCHES, DISCONNECTS, FLEX, CONDUIT, CONTACTORS, TRANSFORMERS, THERMAL OVERLOAD PROTECTORS, MAGNETIC STARTERS, ELECTRICAL PANELS, CORDS, PLUGS, COVERS, ETC. S. THE ELECTRICAL CONTRACTOR SHALL PROVIDE DISCONNECTS AT THE POSER BOX FOR EACH ICE MACHINE HEAD. S. ALL DIMENSIONS SHOWN ARE FROM GRID LINES, FINISHED Is A1 I S OR FINISHED FLOORS TO CENTER LINE OF ELECTRICAL OUTLET BOXES. HEIGHTS ARE NOT TO BE TAKEN FROM CURBS OR PLATFORMS. 10. THE SYMBOLS SHOUN ON THIS PLAN ARE FOR INDICATION OF ROUGH -IN LOCATION AND TYPE OF CONNECTION ONLY. THE ELECTRICAL CONTRACTOR SHALL PROVIDE CIRCUITS AND CONDUIT RUNS AS PER GOOD PRACTICE AND CODE. IL IT SHALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO PROVIDE INTERCONNECT SWITCHING BETWEEN THE KITCHEN EXHAUST HOOD EXHAUST FANS AND THE KITCHEN MAKE UP AIR SYSTEMS AS REQUIRED PER LOCAL CODE AND AUTHORITIES. 12. IT SHALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO PROVIDE ELECTRICAL CONTACTORS ON ALL ELECTRICAL OUTLET, JUNCTION BOXES, ETC. LOCATED UNDER ANY CLASS I EXHAUST HOOD SO AS TO DISCONNECT UPON ACTIVATION OF THE FIRE SUPPRESSION SYSTEM. 13. THE ELECTRICAL CONTRACTOR SHALL. MOUNT AND WIRE REMOTE INFINITE CONTROL SWITCHES FOR STRIP HEAT UNITS AS REQUIRED AND RUN POWER LINES FROM J -BOX IN CABINET BELOW. 14. THE ELECTRICAL CONTRACTOR SHALL PROVIDE FUSED DISCONNECTS FOR EQUIPMENT HOOK -UPS AS REQUIRED BY CODE AND LABELING. I5. THE "ELECTRICAL CONTRACTOR SHALL PROVIDE "HOMERIN 1" CONDUIT TO COMPUTER UPSTAIRS. REFER ARCH. PLANS FOR LOCATION. ELECTRICAL LEGEND ROOF "1\ ^1 UNPUBLISHED WORK ©2001 CMA. INC. 0 C V/ 0 0 C C 0 1 February 28, 2001 MGT Scale: I" = I' -0" Project No:: 0141 115 VOLT DUPLEX OUTLET $p SWITCH w/ PILOT LIGHT 115 VOLT FOURPLEX OUTLET $ ON/OFF SWITCH DI 115 VOLT DCO, DEDICATED /ISOLATED COMMUNICATIONS CABLE — VERIFY SPEC'S AND REQUIREMENTS WITH OWNER 208 VOLT, SPECIAL OUTLET r TELEPHONE OUTLET 0 JUNCTION BOX ►i TELEPHONE OUTLET FOR VERIPHONE LIGHT FIXTURE /SERVICE MOUNTED TELEPHONE OUTLET FOR PAY PHONE ELECTRICAL NOTES I. THE CONTRACTOR SHALL PROVIDE AND INSTALL STAINLESS STEEL OUTLET AND RECEPTACLE COVERS IN SERVICE AREAS. 2. THE ELECTRICAL CONTACTOR SHALL PROVIDE POWER TO AND INTERCONNECT ALL REFRIGERATION THERMOSTATS, SOLENOIDS, TIME CLOCKS, DEFROST CIRCUITS, ETC. 3. THE ELECTRICAL CONTRACTOR SHALL CONNECT ALL REMOTE COMPRESSORS AND PROVIDE DISCONNECTS, MAGNETIC STARTERS, AND THERMAL OVERLOAD PROTECTION AS REQUIRED. 4. THE ELECTRICAL CONTRACTOR SHALL PROVIDE AND INSTALL HEAT TAPE ON DRAIN LINES IN DANGER OF FREEZING. 5. THE ELECTRICAL CONNECTIONS, SPECIFICATIONS AND DIMENSIONS SHOWN ON THESE PLANS ARE FOR FOOD SERVICE EQUIPMENT ONLY. SEE THE ARCHITECT'S PLAN SET FOR ALL OTHER ELECTRICAL REQUIREMENTS FOR THIS PROJECT. 6. ALL ELECTRICAL ROUGH -IN WOK AND ALL FINAL CONNECTIONS FOR ALL ITEMS SHOLLN AND SPECIFIED ON THESE PLANS BY CMA RESTAURANT SUPPLY 4 DESIGN SHALL BE PERFORMED BY THE ELECTRICAL CONTRACTOR 1. 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 WIRING, SWITCHES, DISCONNECTS, FLEX, CONDUIT, CONTACTORS, TRANSFORMERS, THERMAL OVERLOAD PROTECTORS, MAGNETIC STARTERS, ELECTRICAL PANELS, CORDS, PLUGS, COVERS, ETC. S. THE ELECTRICAL CONTRACTOR SHALL PROVIDE DISCONNECTS AT THE POSER BOX FOR EACH ICE MACHINE HEAD. S. ALL DIMENSIONS SHOWN ARE FROM GRID LINES, FINISHED Is A1 I S OR FINISHED FLOORS TO CENTER LINE OF ELECTRICAL OUTLET BOXES. HEIGHTS ARE NOT TO BE TAKEN FROM CURBS OR PLATFORMS. 10. THE SYMBOLS SHOUN ON THIS PLAN ARE FOR INDICATION OF ROUGH -IN LOCATION AND TYPE OF CONNECTION ONLY. THE ELECTRICAL CONTRACTOR SHALL PROVIDE CIRCUITS AND CONDUIT RUNS AS PER GOOD PRACTICE AND CODE. IL IT SHALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO PROVIDE INTERCONNECT SWITCHING BETWEEN THE KITCHEN EXHAUST HOOD EXHAUST FANS AND THE KITCHEN MAKE UP AIR SYSTEMS AS REQUIRED PER LOCAL CODE AND AUTHORITIES. 12. IT SHALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO PROVIDE ELECTRICAL CONTACTORS ON ALL ELECTRICAL OUTLET, JUNCTION BOXES, ETC. LOCATED UNDER ANY CLASS I EXHAUST HOOD SO AS TO DISCONNECT UPON ACTIVATION OF THE FIRE SUPPRESSION SYSTEM. 13. THE ELECTRICAL CONTRACTOR SHALL. MOUNT AND WIRE REMOTE INFINITE CONTROL SWITCHES FOR STRIP HEAT UNITS AS REQUIRED AND RUN POWER LINES FROM J -BOX IN CABINET BELOW. 14. THE ELECTRICAL CONTRACTOR SHALL PROVIDE FUSED DISCONNECTS FOR EQUIPMENT HOOK -UPS AS REQUIRED BY CODE AND LABELING. I5. THE "ELECTRICAL CONTRACTOR SHALL PROVIDE "HOMERIN 1" CONDUIT TO COMPUTER UPSTAIRS. REFER ARCH. PLANS FOR LOCATION. ELECTRICAL LEGEND ROOF "1\ ^1 UNPUBLISHED WORK ©2001 CMA. INC. 0 C V/ 0 0 C C 0 1 February 28, 2001 MGT Scale: I" = I' -0" Project No:: 0141 0 CW -COLD WATER S D FLOOR DRAIN HW -HOT WATER . NATURAL GAS OUTLET CLOSED DRAIN - DIRECT WASTE ® FUNNEL DRAIN - INDIRECT WASTE S. � . - 12" X 12" FLOOR SINK - INDIRECT WASTE e--- INDIRECT WASTE CONNECTION PLUMBING NOTES I. IT IS THE GENERAL CONTRACTORS RESPONSIBILITY TO SIZE, SUPPLY AND INSTALL A GREASE INTERCEPTOR/TRAP IF ONE IS REQUIRED. 2. ALL FIRE PROTECTION SYSTEM GAS SHUT -OFF VALVES SHALL BE SUPPLIED WY THE OUNER AND INSTALLED BY THE PLUMBER 3. THE PLUMBING CONNECTIONS, SPECIFICATIONS AND DIMENSIONS SHOWN ON THESE PLANS ARE FOR FOOD SERVICE EQUIPMENT ONLY. SEE ARCHITECT'S PLAN SET FOR ALL OTHER PLUMBING REQUIREMENTS FOR THIS PROJECT. 4. ALL PLUMBING ROUGH -IN WORK AND FINAL CONNECTIONS FOR ALL ITEMS SHOLLN AND SPECIFIED ON THESE PLANS BY CMA RESTAURANT SUPPLY t DESIGN SHALL BE PERFORMED BY THE PLUMBING CONTRACTOR 5. THE PLUMBING CONTRACTOR SHALL PROVIDE AND INSTALL INSULATIOIN MATERIAL ON ALL DRAIN LINES FROM ICE BINS, ICE PANS, ETC., 50 AS TO ELIMINATE CONDENSATION FORMATION. S. 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. 1. 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 S. THE GENERAL CONTRACTOR SHALL SUPERVISE THE LOCATION OF ALL FLOOR DRAINS ON THE JOB SITE SO AS TO ENSURE THE BEAT SLOPE POSSIBLE OF THE SURROUNDING FLOOR TO THESE DRAINS. S. ALL DRAIN LINES FROM EQUIPMENT REQUIRING CONDENSATION REMOVAL SHALL BE RUN IN COPPER. 10. PLUMBING CONTRACTOR TO SUPPLY WATER PRESSURE REDUCING VALVE SET AT 20 PSI FOR EACH DISHWASHER AND GLASS - WASHER PLUMBING LEGEND ROOF 0 'ver_i RFC � SEPARATE. PERMIT AND A nl l tn, UNPUBLISHED WORK CI 2001 CMA. INC_ 0 C 0 v 0 CW -COLD WATER IV F D FLOOR DRAIN 0 HW -HOT WATER NATURAL GAS OUTLET CLOSED DRAIN - DIRECT WASTE O FUNNEL DRAIN - INDIRECT WASTE FS o 12" X 12" FLOOR SINK - INDIRECT WASTE e--- INDIRECT WASTE CONNECTION iUMeINCs NOTES I. IT IS THE GENERAL CONTRACTORS RESPONSIBILITY TO SIZE, SUPPLY AND INSTALL A GREASE INTERCEPTOR/TRAP IF ONE IS REQUIRED. 2. ALL FIRE PROTECTION SYSTEM CsAS SHUT -OFF vALVES SHALL BE SUPPLIED BY THE QUEER AND INSTALLED BY THE PLUMBER 3. THE PLUMBING CONNECTIONS, SPECIFICATIONS AND DIMENSIONS 5HOUN ON THESE PLANS ARE FOR FOOD SERVICE EQUIPMENT ONLY. SEE ARCHITECT'S PLAN SET FOR ALL OTHER PLUMBING REQUIREMENTS FOR THIS PROJECT. 4. ALL PLUMBING ROUGH-IN WORK AND FINAL CONNECTIONS FOR ALL ITEMS SHOWN AND SPECIFIED ON THESE PLANS BY CMA RESTAURANT SUPPLY I DESIGN SHALL BE PERFORMED BY THE PLUMBING CONTRACTOR �H S. THE PLUMBING CONTRACTOR SHALL PROVIDE AND INSTALL INSULATION MATERIAL ON ALL DRAIN LINES FROM ICE BINS, ICE PANS, ETC., SO AS TO ELIMINATE CONDENSATION FORMATION. 6. 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. T. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO VERIFY THAT THE LOCATIONS FOR ALL MECHANICAL REQUIREMENTS UNICH REQUIRE FLOOR PENETRATIONS DO NOT CONFLICT WITH STRUCTURAL MEMBERS IN THE FLOOR S. TH= GENERAL CONTRACTOR SHALL SUPERVISE THE LOCATION OF ALL FLOOR DRAINS ON THE JOB SITE SO AS TO ENSURE THE BEST SLOPE POSSIBLE OF THE SURROUNDING FLOOR TO THESE DRAINS. 9. ALL DRAIN LEES FROM EQUIPMENT REQUIRING CONDENSATION REMOVAL SHALL BE RUN IN COPPER I0. PLUMBING CONTRACTOR TO SUPPLY WATER PRESSURE REDUCING VALVE SET AT 20 PSI FOR EACH DISHWASHER AND GLASS WASHER !PLUMBING LEGEND ROOF a F. m 0 V V ©C© A UNPUBLISHED WORK 02001 CFAA. INC. February 28, 2001 MGT Scaler I = l' -0 Project No 0'741 L PLUMBING RX flJJFE COM . SCHEDULE DESKS MEICWATIOPt AC-1A AC-1B AC-2A AC -213 AC -3 AC - 4 AC -5 ZOlE GAMING ROOM CUING ROOM 1" CAFE/MINING BANQUET ROOM KITCHEN MANAGER/SECURITY (2ND. FIR.) MANIFACTUVEN 7RMIE 7RA1$ TITANS TRANE TRANE TRANE TRANE MODE YCDI50C3LA 'IEOI50C3LA YCD102C3U YCD120C3IA YCH240B3U YSC060A3 YSC080A3 D R(>F DOWNFLOW DONIFT.OW DOWP. IOW DOWNFLOW HORIZONTAL DOWNFLOW HORIZONTAL GAS TYPE NAT. WIT NAT. NAT. NAT. NAT. NAT. COOLM • MM. 142.0 142.0 101.0 117.0 232.0 60.0 60.0 I•EATNO NTPUT Q16FD 150.0 15011 135.0 135.0 ...250.0 90.0 90.0 FEATNO OUTPUT OIBFO 122.0 122.0 105.0 105.0 203.0 73.0 !! 73.0 FFNIl AJ 8.3 6.3 9.0 9.0 8.7 (10.0) ' (10.0) 81% 815........ 81% . 81% 815.. : 81% 81% FAN ACTOR BELT BEE" BELT BELT BELT BELT i/j BELT CT4Lk 5000 5000 3110 3930 8340 2000 ( 2000 ESP. W- 1i20k. 1.30 7.30 1.30' 1.30" 1 1.30' 1.30" 1.30' NDOOR FANO(P,k ONE - 5.0 HP. ONE - 5.0 H.P. ONE - 3.0 H.P. ONE - 5.0 H.P. . 000 ONE - 7.5 H.P. ONE - 0.75 H.P. L ONE - 0.75 H.P. OUTDOOR FANOIP.). ONE - 1.0 HP. ONE - 1.0 H.P. ONE - 1.0 HP. ONE - 1.0 HP. TWO - 1.0 H.P. ONE - 0.25 H.P. , ONE - 0.25 H.P. COIVRE88OR FiA/LRA• TWO - 24.3/1247WO.- 24.3/124. TWO - 164/1189 TWO - 19.0/118.0 1WO - 42.1/247 IONE - 18.6/118'. ONE - .18.6/118 COAPiggecRMaR7FKHPD TWO - 7.5 H.P. TWO - 7.5 HP. TWO - 5.0 HP. TWO - 5.0 HP. TWO'- 10 H.P. ONE - 5.0 ONE - 5.0 VOLTAGE 208 208 208 208 208 208 208 P}FAfiE 3 3 3 3 3 > 3 ) 3 FLIERS (870 BECTROBTATIC). I PER MFR. PER MFR PER MFR PER MFR PER MFR. > PER MFR ` PER MFR. WB(SR OJ e> 1700 1700 1300 1300 2200 800 800 REMARKS W "./'�r✓ ( ( (2X3)(4) ( ( (2)(3)(4) I C J ( (1) WITH a- a• MOTOR, HIGH FREE `. C11011.: UNIT SAFETY (2). VERIFY VOLTAGE KIN ELECTRICALS ( PROVIDE ' FACTORY INSTALLED 'MG" (4) WITH OVERSIZED MOTOR AND BELT FEATURES, ROOF CURB AND TRANS ( CONTRACTOR TO VERIFY WITH TRANS STATIC. DRIVE ACCESSORY, BELT DROVE CURB, AND TRANE REIJEF, CRM1C I EN MODEL HAS _ 100.% ECONOMIZER, BAROMETRIC REUEE CRANK OOMNIYTATION INTERFACE. CASE HEATER, COMPRESSOR SHORT -CYCLE P _ N, PROIECIK7N, FREEZE PROTECTION, UNIT SAFETY �, / ` ,"---'"'"-•-•-"--\ FEATURES, ROOF FILTERS. DRIVE, BAROMETRIC COMMUNICATION THAT THE "PRECEDENT' CASE HEATER, COMPRESSOR SHORT -CYCLE REPLACED THE "VOYAGER' 5 TON UNIT PLUMBING RX flJJFE COM . SCHEDULE DESKS IT13uk TRAP WASTE VEYi C* HW P1/ P1A WATER CLOSET (F.V.)(ACCESS.) 3' 3" 2' 1" -- P2/ P2A- WATER CLOSET (F.T.)(ACCISS.) 3° 3 2- 1 P3 URINAL -- 2" 1 -1/2" 3/4" -- P4 LAVATORY 1 -1/4" 1 -1/2" 1 -1/2" 1/2" 1/2" P5 WALL HYDRANT -- -- - 3/4" -- P6 MOP SINK 3" 3" 1 -1/2' 1/2" 1/2" D1/ ETA FLOOR DRAIN (FUNNEL) _ 27 3 27 3 1 -1/2 -- -- D2 FLOOR SINK 2" r 1 -1/2" -- -- 03 DISHWASHER FLOOR SINK 3" 3" 1 -1/2" -- - - NOTES: (1) SEE PLUMBING FIXTURE SCHEDULE FOR FIXTURE SPECIFICATIONS. (2) ALL HANDICAPPED FIXTURES SHALL BE APPROVED FOR USE BY DISABLED PERSONS. (3) ALL FIXTURES SHALL COMPLY WITH LOCAL WATER CONSERVATION ACT REQUIREMENTS. (4) COORDINATE WITH ARCHITECTURAL FOR EXACT LOCATION OF ALL PLUMBING FIXTURES. (5) NO UNDERGROUND WASTE PIPING LESS THAN 2 ". (6) FLOOR DRAINS WITHOUT RECEIVING CONTINUOUS WATER SHALL HAVE TRAP PRIMERS. HOT WATER ClRCULATiA1G PUMP SCHEDULE DESIGNATION CP - 1/ CP - 2 ZONE BUILDING MANUFACTURER BELL & GOSSETT MODE_ PL -30B TYP E, IN -UNE GPM: 30 I`EAD (FT-H20 10 RPbk 2,650 MOTOR HP: 1/12 VOLTAGE 120 PHASE t WEIGHT (L.BS): 11.6 _ REMARKS (1) (2) \----- (1) ALL BRON E PUMP, 125 PSI MIN. RATED. (2) INTERLOCK PUMPS WiTH MAIN BUILDING UGHT SWITCH. GAS WATER HEATER SCtE DE9KSIA11OBB WH - 1 ZONE BUILDING 1RAMUFAC71>FE# STATE MOCIE SBF100 -400NE GAS TYPE NATURAL GAS UT 057U/Fii) 399,990 FECOVERY (GPH:k 447 TSP.MEE O°"k 1 c TANC(GAL) 99 VOLTAGE 120 PHASE 1 StIPPEG WEIGHT US) 1050 LBTi4Q AGA / NSF / ASME FIBAAFRCB (1)(2) (1) WITH P/T VALVE, DRAFT, AND INTERMITTENT IGNITION DEVICE. (2) STRAP WATER HEATER FOR EARTHQUAKE PROTECTION PER 'UPC" AND ANCHOR LEGS TO FLOOR. GENERAL NOTES COMPLETE INSTALLATION OF THE MECHANICAL SYSTEM SHALL BE PER THE MOST CURRENT BUILDING, MECHANICAL ENERGY, PLUMBING, FIRE AND HEALTH CODES AND REGULATIONS AS ADOPTED BY THE LOCAL JURISDICTIONS. 2) ALL AIR - CONDITIONING UNITS WITHOUT INTERNAL TRAP SHALL HAVE A P -TRAP FOR THE CONDENSATE PAN WITH PLUG ILLS FOR CLEANING AND CONDENSATE PIPES SHALL BE DISCHARGED TO EXISTING CONDENSATE WASTE PIPING. VERIFY SIZE AND LOCATION AT SITE. 3) MECHANICAL CONTRACTOR SHALL COORDINATE DIFFUSER LOCATIONS AND DUCT ROUTING CLEARANCES WITH THE STRUCTURAL, REFLECTED CEILING AND LIGHTING PLANS. 4) PLUMBING CONTRACTOR SHALL COORDINATE PLUMBING VENT STACKS WITH THE EQUIPMENT TO MAINTAIN A MINIMUM OF 10 FT. FROM THE OUTSIDE AIR INTAKES. 5) ALL FIRE RATED STRUCTURE SHALL BE FIRE DAMPERED. VERIFY WITH THE ARCHITECTURAL AND INSTALL PER THE LOCAL JURISDICTIONS. 6) ALL AIR DISTRIBUTION OUTLETS SHALL HAVE VOLUME CONTROL DEVICES. 7) ALL VOLUME DAMPERS IN NON- ACCESSIBLE CEILINGS SHALL HAVE A CONTROL ARM EXTENDED TO AN ACCESSIBLE LOCATION (YOUNG" REGULATIONS OR EQUAL). EXACT LOCATION OF CONTROL DEVICES VISIBLE IN FINISHED SPACES SHALL BE COORDINATED WITH THE ARCHITECT. 8) AU. 9D DEGREE TRUNK DUCT ELBOWS SHALL BE SMOOTH -ROUND OR SQUARE WITH TURNING VANES. 9) MECHANICAL CONTRACTOR SHALL LOCATE AND COORDINATE EXACT LOCATION OF PIPING AND DUCTWORK AND PENETRATIONS WITH THE STRUCTURE. 10) MAXIMUM LENGTH OF FLEXIBLE DUCTS SHALL BE V. 11) ALL DUCTWORK. EQUIPMENT AND PIPING SHALL BE SEISMICALLY SUPPORTED PER SMACNA AND LOCAL REGULATIONS. 12) ALL AIR FILTERS SHALL HAVE EFFICIENCY BASED ON THE ASHRAE STANDARD 52 -76 (ATMOSPHERIC DUST SPOT). 13) ALL MECHANICAL EQUIPMENT SHALL CONFORM TO SMACNA AND LOCAL REGULATIONS FOR SEISMIC RESTRAINT (INCLUDING PIPING AND DUCTWORK). 14) ALL EQUIPMENT AND ACCESSORIES IN CONCEALED SPACES REQUIRING ACCESS SHALL HAVE ACCESS DOORS. 15) TOTAL SYSTEM SHALL BE WARRANTED FOR ONE YEAR; STARTING FROM THE TIME OF OWNER/ENGINEERS FINAL ACCEPTANCE. 16) HVAC NOTES: A) PROVIDE FLEXIBLE CONNECTION IN ALL DUCTS CONNECTING TO AIR MOVING EQUIPMENT AS CLOSE TO FAN AS POSSIBLE. FLEXIBLE CONNECTION SHALL CONSIST OF 6" OR MORE OF AIR TIGHT, FIREPROOF FLEXIBLE NEOPRENE COATED WOVEN FIBROUS GLASS MATERIAL VENT FABRICS, INC. OR APPROVED EQUAL. ALL DUCTWORK SHALL BE SHEET METAL SOUND LINE RECTANGULAR SUPPLY AND RETURN DUCTS WITHIN 10 FEET FROM THE UNIT OPENINGS. 1) B) C) D) E) F) G) H) ALL SUPPLY AND RETURN FLEXIBLE DUCTS SHALL BE CONSTRUCTED OF DOUBLE LAMINATION OF POLYESTER ENCAPSULATED STEEL WIRE HELIX FOR INNER CORE HIGH DENSITY FIBERGLASS INSULATION AND GRAY POLYESTER FILM WITH SPIRAL REINFORCEMENTS EQUAL TO ATCO -70 SERIES" (MIN. POS. PRESS. = 6" W.G., NEG. PRESS = 0.75" W.C.). PROVIDE LOCKABLE VOLUME DAMPERS IN ALL AIR DISTRIBUTION OUTLETS. DUCT HANGERS, SUPPORTS AND METHODS OF INSTALLATION SHALL CONFORM TO ASHRAE AND SMACNA RECOMMENDATIONS. DUCT SIZES SHOWN ON PLANS INDICATE INSIDE FREE AREA. ALL DUCTWORK SHALL BE CLASS 1 AIR DUCT AS APPROVED BY U.L -181. DUCTS - SHEET, METAL DUCTS SHALL BE INSULATED WITH THE INSULATION AND THICKNESSES AS SHOWN HERON (REDUCE THE INSULATION THICKNESS BY THERMAL VALUE OF SOUND UNING). 1. SUPPLY. AIR DUCTS IN HEATED. SPACE;: NO INSULATION REQUIRED IF SOUNDUNED, OTHERWISE 1" THICK K = 0.23 0 75 DEGREES F. 2. SUPPLY AIR DUCTS IN NON- HEATED SPACE; APPROXIMATELY 3" THICK K=0.23 0 75 DEGREES F., TO PROVIDE A MINIMUM THERMAL RESISTANCE VALUE OF MINIMUM R -11. 3. SUPPLY AIR DUCTS OUTSIDE OF BUILDING SAME AS CONDITIONED SPACE EXCEPT WITH WEATHERPROOF BARRIER. 4. RETURN AIR DUCTS; SHALL HAVE SAME INSULATION AS THE SUPPLY AIR DUCTS. 5. EXHAUST AIR DUCTS; NO INSULATION REQUIRED. 6. INDOOR DUCTS HANDLING OUTSIDE AIR SHALL HAVE FIBERGLASS BLANKET WITH VAPOR BARRIER JACKET ASJ, 1" THICK, K = 0.23 0 75 DEGREES F. .(ALL DUCTWORK FOR THE BUILDING SUPPLY FAN AND OUTSIDE AIR INTAKES. TO INDIVIDUAL HEAT PUMPS). 17) THE CONTRACTOR SHALL NOT OPERATE THE EQUIPMENT FOR TEMPORARY HEATING OR VENTILATION DURING THE CONSTRUCTION. (ALL EQUIPMENT SHALL RUN FOR ILSIING AND BALANCING PURPOSES ONLY). NOTIFY THE ENGINEER 48 HOURS (MINIMUM) IN ADVANCE TO ARRANGE A FINAL FIELD INSPECTION PRIOR TO COVERING UP THE CEILING. 18) EACH FAN UNIT OVER 2000 CFM SHALL HAVE A DUCT /SMOKE DETECTOR PER 1997 UMC #608 IN SUPPLY DUCTS AS REQUIRED BY THE JURISDICTIONS. UNIT SHALL SHUT DOWN UPON SMOKE DETECTION (COORDINATE WITH FIRE ALARM CONSULTANT /CONTRACTOR PRIOR TO BIDDING/ CONSTRUCTION). 19) CONTRACTOR IS TO BRING UP THE DISCREPANCIES AND ITEMS WHICH ARE NOT SPECIFICALLY CALLED FOR OR. SHOWN BUT ARE REQUIRED FOR A COMPLETE MECHANICAL SYSTEM AND AFFECT HIS CONTRACT PRIOR TO ENTERING AND SIGNING THE CONTRACT; AFTER AWARDING THE CONTRACT ALL SUCH ITEMS REQUIRED FOR A COMPLETE SYSTEM READY FOR THE OWNER'S BENEFICIAL USE SHALL BE FURNISHED AND INSTALLED INCLUDING ALL SUCH DISCREPANCY ITEMS MENTIONED ABOVE, AT NO ADDITIONAL COST TO. THE OWNER AND PER. LOCAL CODES. MANUFACTURER'S RECOMMENDATIONS AND APPUCA&E STANDARDS WITH THE ARCHITECT /ENGINEER'S APPROVAL 20) ALL EQUIPMENT SUPPLIED FOR THESE SPECIFICATIONS SHALL BE FREE FROM DEFECTS IN MATERIAL WORKMANSHIP, AND TITLE, AND SHALL BE. OF THE KIND AND QUALITY DESCRIBED HEREIN. IF IT APPEARS WITHIN ONE YEAR FROM DATE OF FINAL ACCEPTANCE THAT EQUIPMENT DOES NOT MEET THE WARRANTIES. ABOVE, THE CONTRACTOR SHALL IMMEDIATELY CORRECT ANY DEFECT AND SHALL RESTORE THE SYSTEM TO THE ORIGINAL SATISFACTORY CONDITIONS AT HIS EXPENSE. THE FOREGOING WARRANTY IS EXCLUSIVE AND IN UEU OF OTHER WARRANTIES, WHETHER WRITTEN. ORAL, IMPLIED OR STATUTORY_ NO WARRANTY OF MERCHANT ABILITY OF FITNESS FOR PURPOSE SHALL APPLY. (THE WARRANTY SHALL START FROM THE TIME OF ARCHITECT/ENGINEER'S FINAL'. ACCEPTANCE.) 21) ENTIRE' INSTALLATION OF ALL EQUIPMENT, CONTROL PIPING. DUCTWORK AND RELATED ACCESSORIES SHALL BE PER BASIC :OWNERS'. STANDARDS. MECHANICAL CONTRACTOR. IS TO FAMILIARIZE HIMSELF WITH THESE STANDARDS. 22) MECHANICAL CONTRACTOR SHALL VISIT THE SITE AND VERIFY THE ROUTING AND INSTALLATION FEASIBILITY OF ALL EQUIPMENT, PIPING AND DUCTWORK PRIOR TO SUBMITTING HIS BID AND INCLUDE IN HIS BID ADDITIONAL PIPING, DUCTWORK, FITTINGS, OFFSETS, ETC. WHICH MIGHT BE REQUIRED FOR A COMPLETE SYSTEM READY FOR OWNER'S BENEFICIAL USE. 23) COORDINATE THE CONSTRUCTION SCHEDULE WITH THE ARCHITECT AND PERFORM ALL REQUIRED WORK IN STRICT ACCORDANCE WITH THE OWNER'S SCHEDULE. 24) MECHANICAL CONTRACTOR SHALL PAY FOR AND OBTAIN ALL REQUIRED PERMITS AND CERTIFICATES REQUIRED BY THE AUTHORITIES HAVING JURISDICTION. 25), ADJUST ALL EQUIPMENT AND PERFORM A COMPLETE AiR- BALANCING AND PUT ALL MECHANICAL SYSTEMS IN OPERATION AND SUBMIT MINIMUM 4 COPIES OF BALANCING REPORTS TO THE OWNER /ARCHITECT. 26) ALL EQUIPMENT /MATERIAL SHALL BE. THE CAPACITY AND TYPES AS SHOWN ON THE EQUIPMENT SCHEDULE AND SHALL BE THE LISTED MANUFACTURER AND MODEL NUMBER OR SHALL BE AN EQUAL APPROVED BY THE OWNER /ENGINEER. (RESIDENTIAL GRADE AIR - CONDITIONING UNITS ARE NOT ACCEPTABLE EQUALS). 27) PLUMBING CONTRACTOR SHALL VISIT THE SITE TO DETERMINE THE EXACT IMPACT OF THE RETROFIT FOR THE PLUMBING SYSTEM AND SHALL INCLUDE IN HIS BID ALL THE WORK WHICH MIGHT NOT BE SPECIFICALLY MENTIONED BUT ARE REQUIRED FOR A COMPLETE PLUMBING SYSTEM READY FOR OWNER'S BENEFICIAL USE. 28) SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL SCOPE OF WORK, INSTRUCTION TO BIDDERS AND EXACT .LOCATION OF ALL FIXTURES. 29) PLUMBING CONTRACTOR SHALL INSTALL ALL HOT AND COLD WATER PIPING WITHIN THE HEATED AREAS FOR FREEZE PROTECTION. 30) COORDINATE EXACT LOCATION OF ALL EQUIPMENT, FIXTURES, PIPING, ETC. AND PENETRATIONS WITH THE ARCHITECTURAL AND STRUCTURAL AND AT SITE 31) ALL APPLICABLE CODES AND LOCAL JURISDICTION REGULATIONS SHALL SUPERSEDE THE CONSTRUCTION DOCUMENTS IF THEY ARE MORE STRINGENT. 32) INSTALL ALL TRAP ARMS SUCH THAT THE MAXIMUM LENGTH WILL NOT EXCEED THE CODE REQUIREMENTS. 33) ALL FIXTURES REQUIRING PLUMBING SHALL BE. CONNECTED TO BUILDING WASTE, VENT, COLD WATER AND HOT WATER SYSTEM AS REQUIRED BY THE CODES. 34) INSTALL CLEANOUTS PER UPC- 1997 - SECTION 406 AND AS REQUIRED BY LOCAL JURISDICTIONS. 35) PIPE HANGERS AND SUPPORTS:. PIPE HANGERS AND. SUPPORTS SHALL BE IN STRICT ACCORDANCE WITH THE UPC - SECTION -316 AND PIPE MANUFACTURERS RECOMMENDATIONS. ALL PIPES SHALL BE SEISMICALLY RESTRAINED PER LATEST EDITION OF. S.MA,C.NA. SEISMIC RESTRAINT MANUAL AND AS REQUIRED BY LOCAL JURISDICTION. 36) THE. CONTRACTOR SHALL INCLUDE ALL EXCAVATION AND. BA.CKFJLUNG REQUIRED FOR UNDERGROUND WORK IN HIS BID UNLESS OTHER ARRANGEMENTS ARE MADE.. WITH THE. GENERAL CONTRACTOR PRIOR TO BIDDING 37) WATER SUPPLY LINE TO SODA DISPENSERS SHALL HAVE BACK. FLOW PREVENTIONS AS REQUIRED BY THE JURISDICTIONS. 38) ALL OPENINGS AND PENETRATIONS THROUGH ROOF AND /OR WALLS SHALL BE PROPERLY SEALED, WEATHERTIGHT, AND AESTHETICALLY ACCEPTABLE. 39) ALL CUTTING AND PATCHING REQUIRED FOR INSTALLATION OF NEW EQUIPMENT, FIXTURES AND PIPING TO BE BY CONTRACTOR. GENERAL NOTES (PLUM®NG) 1) COMPLETE INSTALLATION OF THE MECHANICAL SYSTEM SHALL BE PER THE STATE OF WASHINGTON BUILDING MECHANICAL ENERGY, FIRE, PLUMBING AND HEALTH CODES AND REGULATIONS AS ADOPTED BY LOCAL JURISDICTIONS. 2) ALL EQUIPMENT /FIXTURES SHALL BE THE CAPACITY AND TYPES AS SHOWN ON THE PLUMBING SCHEDULE AND SHALL BE THE LISTED MANUFACTURER AND MODEL NUMBER OR SHALL BE AN EQUAL APPROVED BY THE OWNER /ENGINEER. 3) THE CONTRACTOR SHALL SUBMIT MINIMUM OF 6 COPIES OF EQUIPMENT /FIXTURE SUBMITTALS FOR APPROVAL 4) CONTRACTOR IS TO BRING UP THE DISCREPANCIES AND ITEMS WHICH ARE NOT SPECIFICALLY CALLED FOR OR SHOWN BUT ARE REQUIRED FOR A COMPLETE MECHANICAL SYSTEM AND AFFECT HIS CONTRACT PRIOR TO ENTERING AND SIGNING THE CONTRACT;. AFTER AWARDING THE CONTRACT ALL SUCH ITEMS. REQUIRED FOR A COMPLETE SYSTEM READY FOR THE OWNER'S BENEFICIAL USE SHALL BE FURNISHED AND INSTALLED INCLUDING ALL SUCH DISCREPANCY ITEMS MENTIONED ABOVE, AT NO ADDITIONAL COST'. TO THE OWNER AND PER LOCAL CODES. MANUFACTURER'S RECOMMENDATiONS AND APPUCABLE STANDARDSWTTH THE ARCHITECT/ENGINEERS APPROVAL- S) ALL EQUIPMENT/F1XTURES SUPPLIED FOR THESE SPECIFICATIONS SHALL BE FREE FROM DEFECTS IN MATERIAL, WORKMANSHIP. AND TITLE, AND SHALL BE OF THE KIND AND QUALITY DESCRIBED HEREIN. IF IT APPEARS WITHIN. ONE YEAR. FROM JUTE. OF FINAL ACCEPTANCE THAT EQUIPMENT DOES NOT MEET THE WARRANTIES ABOVE, THE CONTRACTOR SHALL IMMEDIATELY CORRECT ANY DEFECT AND. SHALL RESTORE THE SYSTEM TO THE ORIGINAL SATISFACTORY CONDITIONS AT HIS EXPENSE. THE FOREGOING WARRANTY IS EXCWSNE AND IN UEU OF OTHER WARRANTIES, WHETHER WRITTEN,' ORAL, IMPLIED OR STATUTORY.NO WARRANTY OF MERCHANT ABILITY OF FITNESS FOR PURPOSE SHALL APPLY. (THE WARRANTY SHALL START FROM THE TIME OF ARCHITECT /ENGINEER'S FINAL ACCEPTANCE.) 6) ENTIRE INSTALLATION OF ALL EQUIPMENT, FIXTURES, PIPING. PLUMBING AND RELATED ACCESSORIES SHALL BE PER BASIC OWNERS' STANDARDS. MECHANICAL CONTRACTOR. IS TO FAMILIARIZE HIMSELF. WITH THESE STANDARDS. 7) COORDINATE WITH THE STRUCTURAL ENGINEER TO PROVIDE STRUCTURAL SUPPORT FOR ALL EQUIPMENT AND STRAP THE WATER HEATER PER UPC. 8) COORDINATE THE CONSTRUCTION SCHEDULE WITH THE ARCHITECT AND PERFORM ALL REQUIRED WORK IN STRICT ACCORDANCE WITH THE OWNER'S SCHEDULE. 9) PLUMBING CONTRACTOR SHALL PAY FOR AND OBTAIN ALL REQUIRED PERMITS AND CERTIFICATES REQUIRED BY THE AUTHORTIIES HAVING JURISDICTION. 10) ADJUST ALL EQUIPMENT AND PERFORM A COMPLETE WATER - BALANCING AND PUT ALL PLUMBING SYSTEMS IN OPERATION. 11) AIR- CONDMONING. UNIT COIL WITHOUT INTERNAL TRAP.. SHALL HAVE A P -TRAP (3 °.. MIN. .... SEAL) FOR THE CONDENSATE PAN. DISCHARGE CONDENSATE DRAIN TO INDIRECT WASTE. 12) PLUMBING CONTRACTOR SHALL VISIT THE SITE TO DETERMINE THE EXACT ROUTING OF THE PLUMBING SYSTEM AND SHALL INCLUDE IN HIS BID ALL THE WORK WHICH MIGHT NOT BE SPECIFICALLY MENTIONED BUT ARE REQUIRED FOR A COMPLETE PLUMBING SYSTEM READY FOR OWNER'S BENEFICIAL USE 13) THE CONTRACTOR SHALL INCLUDE IN HIS BID ALL THE COSTS REQUIRED FOR ALL THE PIPING TO MEET THE PIPE SIZES PER THE UNIFORM PLUMBING CODES TABLES 4 -3 AND. 10 -2. 14) SEE ARCHITECTURAL DRAWINGS AND - SPECIFICATIONS FOR ADDMONAL SCOPE OF WORK, . INSTRUCTION TO BIDDERS AND EXACT LOCATION OF ALL FIXPJRES_ 15) PLUMBING CONTRACTOR SHALL INSTALL ALL HOT AND COLD WATER PIPING WITHIN THE HEATED AREAS FOR FREEZE PROTECTION. 16) COORDINATE EXACT LOCATION OF ALL EQUIPMENT, FIXTURES, PIPING, ETC AND PENETRATIONS WITH THE ARCHITECTURAL STRUCTURAL AND AT SITE. 17) ALL APPLICABLE CODES AND LOCAL JURISDICTION REGULATIONS SHALL SUPERCEDE THE CONSTRUCTION DOCUMENTS IF THEY ARE MORE STRINGENT. 18) INSTALL ALL TRAP. ARMS SUCH THAT THE MAXIMUM LENGTH WILL NOT EXCEED THE , CODE REQUIREMENTS. 19) ALL FIXTURES REQUIRING PLUMBING SHALL BE CONNECTED TO. BUILDING WASTE, VENT, COLD WATER AND HOT WATER SYSTEM AS REQUIRED BY THE CODES. 20) INSTALL CLEANOUTS PER UPC - 1997 - SECTION 707 AND AS REQUIRED BY LOCAL JURISDICTIONS. 21) PIPE MATERIAL, COLD WATER & HOT WATER COPPER L (ABOVE GROUND)(LEAD FREE) COLD. WATER & HOT WATER COPPER T' (UNDERGROUND)(LEAD FREE) WASTE AND VENT CAST IRON, SAW COPPER, ABS. NOTE JOINTS AND METHOD OF CONNECTIONS SHALL BE PER THE UPC - CHAPTER #8, ASTM STANDARDS AND MANUFACTURERS RECOMMENDATIONS FOR EACH PIPE TYPE AND APPLICATIONS. 22) NOT USED: 23) PIPE HANGERS AND SUPPORTS: PIPE HANGERS AND SUPPORTS SHALL BE IN STRICT ACCORDANCE WITH THE UPC - SECTION -314 AND PIPE MANUFACTURERS RECOMMENDATIONS. ALL PIPES SHALL BE SEISMICALLY RESTRAINED PER LATEST EDITION OF S.MAC.NA SEISMIC RESTRAINT MANUAL AND AS REQUIRED BY LOCAL JURISDICTION. 24) DOMESTIC HOT WATER SYSTEM SHALL BE SET FOR 120' F. 25) WATER HEATER TO HAVE EXPANSION TANK. RELIEF SHALL BE PIPED TO INDIRECT WASTE/ OUTSIDE PER LOCAL JURISDICTIONS. 26) ALL MATERIALS USED SHALL BE NEW AND BEAR U.L LABEL WHEN REQUIRED. 27) FINAL AS BUILT DRAWINGS SHALL BE SUBMITTED TO ENGINEER /OWNER 28) ALL OPENINGS AND PENETRATIONS THROUGH ROOF AND /OR WALLS SHALL BE PROPERLY.. SEALED, WEATHERTIGHT AND AESTHETICALLY. ACCEPTABLE 29) ALL CUTTING AND PATCHING REQUIRED FOR INSTALLATION OF NEW EQUIPMENT, FIXTURES AND PIPING TO BE BY CONTRACTOR. PLUNKING FIXTURE SCHEDULE: P4 WATER CLOSET, AMERICAN STANDARD 2234.015 VITREOUS CHINA, 1.6 GPI, ELONGATED BOWL, DIRECT FED SIPHON JET ACTION, OLSONITE 05 OPEN FRONT SEAT LESS COVER WITH SLOAN ROYAL FLUSH VALVE F1A WATER CLOSET, AMERICAN STANDARD 3043.102 VITREOUS CHINA, 1.6 GPF, 17" RIM HEIGHT, ELONGATED BOWL, DIRECT FED SIPHON JET ACTION, OLSONITE 1{95 OPEN FRONT SEAT LESS COVER WITH SLOAN ROYAL FLUSH VALVE. (FLUSHING ASSEMBLY ON WIDE SIDE OF ACCESS TO WATER CLOSET FOR HANDICAPPED). P2 URINAL, AMERICAN STANDARD 6541.132 VITREOUS CHINA, SIPHON JET WITH SLOAN ROYAL MODEL 186 -1. MOUNTED AT HANDICAPPED HEIGHT AND HANDLE SHALL CONFORM TO ADA REQUIREMENTS. PAN LAVATORY (COUNTERTOP), AMERICAN STANDARD 0476.028, 20 "x17 ", ENAMELED STEEL WITH SYMMONS S- 60 -G -H FAUCET AND FIXED DRAIN, TRAP AND SUPPUES. P-4 WALL HYDRANT,WADE 8600 ,NON - FREEZE, WiTH WALL BOX. P 5 MOP SINK, FIAT -MSB -2424, 830 -AA FAUCET, VACUUM BREAKER, HOSE & BRACKET, HANGER, SEALANT AND VINYL BUMPERGUARD. D4 FLOOR DRAIN, WADE 1100 DUCO CAST IRON BODY & ROUND NICKEL - BRONZE ADJUSTABLE TOP STRAINER. (6" TOP FOR 2" PIPE AND 8' TOP FOR OTHERS) 02 FLOOR SINK, WADE 9003 WITH. DOME STRAINER AND 1/2 GRATE COVER. D DISHWASHER FLOOR SINK, WADE 9143 (12X12). NOTES: 1) SEE ARCHITECTURAL /KITCHEN PLANS FOR EXACT LOCATION AND QUANTITIES OF ALL THE PLUMBING FIXTURES, EQUIPMENT AND DIFFERENT TYPES. 2) SEE ARCHITECTURAL /KITCHEN PLANS TO DETERMINE EXACT CONFIGURATION, ORIENTATION AND ROUGH -IN REQUIREMENTS OF EACH FIXTURE /EQUIPMENT. 3) ALL FIXTURES SHALL MEET THE STATE WATER CONSERVATION ACT REQUIREMENTS. 4) ALL FIXTURES SHALL INCLUDE ALL ACCESSORIES FOR A COMPLETE INSTALLATION INCLUDING BUT NOT UNITED TO ALL STRAINERS, STOPS, ETC. 5) ALL EXPOSED P -TRAPS SHALL BE CHROME. 6) ROUGH -IN AND CONNECT TO ALL EQUIPMENT SHOWN ON KITCHEN PLANS. 7) VERIFY WITH KITCHEN CONTRACTOR FOR WATER HEATER. (1) WITH B.D.D , METAL GRILLE AND WALL MOUNTED TOWER (0-60 MINUTES). (2) WITH. B.D.D , AND METAL GRILLE INTERLOCK WITH UGHT SWITCH. (3) WITH B.D.D M a AL GRILLE, AND WALL MOUNTED SPEED CONTROLLER SET AT MAXIMUM CFM FOR FAN AS SHOWN ABOVE 4) [CLOCKWISE ROTATION TH 90, VIBRATTONSPRIIG ISOLATORS, BAROMETRIC BACKDRAFT DAMPER, WEATHER COVER IRDSCREEN RAINH000, SUPPORT ANGLES, AND WALL MOUNTED "ON /OFF" SWITCH. WITH BACKDRAFT DAMPER, BIRDSCREEN, AND FACTORY CURB. INTERLOCK WITH AC -2B SO WHEN AC -2B IS "ON'EF -14 IS "ON'. (5) DE810NAT ON MANUFACTUUEi MODEL TYPE DRVE CR* ESP. ON+120k HP.(AlF8) VOLTAGE EF -1.. EF -2 JANITOR BROAN 5150 CEILING DIRECT 150 0.25' 3.0 (0.9) 120 (2) WOMEN GREENHECK CSP256 CEIUNG DIRECT 590 0.75' 5.5 (3•77) 120 80 (2) EF -3 JANITOR BROW HD80 CEBJNG BROWN HD80 CEIUNG DIRECT 80 0.25' 2.5 (0.6) 120 (2) EF -4 CARD ROOM DIRECT 80 0.25" (0.6) 120 40 (2) EF -5 MEN GREENHECK CSP258 CEUNG DIRECT 470 0.75" 5.5 (3.77) 120 80 ( EF -6 EF -7 GAMING ROOM GREENHECK PENN VENTILATOR CSP256 DYNAMO 018 CEIUNG I CENTRIFUGAL UTILITY DIRECT BELT 450 1500 0.75" 1.25' 5.5 951 (3.77) 0.75 120 208 (3) (4) EF -8 GAMING ROOM PENN VENTILATOR DYNAMO 018 CENTRIFUGAL UTILITY BELT 1500 1.25' 951 0.75 208 300 (4) EF -9 MPLOYEE LOUNGE BROAN 362MG CEILING DIRECT 120 0.375' 3.9 (1.3) 120 ( EF -10 MEN (2ND. FLR.) GREENHECK CSP256 CEIUNG GREENHECK CSP256 CEILING DIRECT 210 0.50" 4.0 (0.71) 120 (2) EF -11 WOMEN (2ND. FLR.) DIRECT 210 0.50" 4.0 (0.71) 120 25 ( EF -12 EF -13 ? EF -14 MOP /CHEM. BROAN 361MG CEIUNG DIRECT 120 0.375" 4.6 (1.2) 120 30 ( ELEC. ROOM CAFE /DINING BROAN BROAN 361MG 361MG CEILING ( ROOFTOP DIRECT C DIRECT 120 ( 300 0.375" \ .0.375" 4.6 4.6 (1.2) % (1.2) 120 120 (2) ( EXHAUST FAN SCHEDULE i ( BC LEGEND SYMBOL - R- T;- - G- EFS OHD ® ICI l ED •FD ABBREVIATION CV/ NW MYR WOO T"STAT /SWITCH VD CD RG/EG FD SD MD HWRG HWRR DESCRIPTION PLUMBING FIXTURE COLD WATER HOT. WATER HOT WATER RECIRCULATING WASTE SANITARY VENT THROUGH ROOF RELIEF BURIED PIPING NATURAL GAS FLOOR SINK HUB DRAIN FLOOR DRAIN GATE VALVE RELIEF VALVE UNION PRESSURE. GAUGE FLOOR'CLEANOUT GRADE CLEANOUT WALL CLEANOUT THERMOSTAT /SWITCH DUCTWORK WITH TURNING VANE FLEX CONN. VOLUME. DAMPER RIGID DUCT FLEXIBLE DUCT ROUND SPIN -IN WITH V.D. CEILING DIFFUSER RETURN GRILLE/EXHAUST CRUX FIRE DAMPER SMOKE DETECTOR EXHAUST FAN (COONS) MOTORIZED DAMPER HIGH WALL SUPPLY GRILLE HIGH. WALL. REURN. GRILLE HIGH WALL SUPPLY REGISTER HIGH WALL RETURN. REGISTER HIGH WALL EXHAUST REGISTER PLAN INDEX MS *5 M-7 MHM MI•• MIN M'S CORRAL NOTES, SCF®UE.ER AID LEfBD MAN FLOOR FLAN -F USIENO WASTE AND WENT) SEDOtD FLOOR FLAN - FLAMING (,TASTE AID VEND MAN FLOOR RAN - RIMMING (WATNN APO QAII SECOID FLOOR PUN - HAM (WATER AND QUO ODCF PLAN - A.IRAaNQ MAN FLOOR FLAN - HVAC . EEC= FNAORRAN -HNC ROOF FLAN -HVAC DETAL3 DETALS SIT CEA,e t S E JCT1ON' TO BIDDERS NERD WBX OWl81/G.C: FORCM ERFIRIBi® CONIRAICIOR WALLED BB6 PRIORI* ®IRK NOTE COONCRIA1E WITH HOOD CONIRACTON POR WE I CREASE HOOOB, DIENWASFER HOOD, EV /2MrNO WJIE'IP AIM SYSTEM EiQY CODE NOTES 1)1FBMt0BFAT8 EMAIL : MSET1557 WHEC, 1E0710NME 2) DUCT APO VI PELU1IN emu. I T 1A97 VA3EC, TAKE 14-5 MD 14.8. 60 SHALLNIERTSDVRL.C. 1 UNPUBLISHED WORK 02001 MERRICK LENFL ARCHITECT MERRICK LENTZ ARC IT CT Att 1800 - 136th Place N.1., Suite 100 Bellevue, Washington 98005 425/747 -3177 FAX 425/747 -7149 E -Mail: miarchSOsomedia:com REVISIONS Aboein En ss ering UERANB AL - was= BARE PFA F - BANGT 1844 1141H AIL N.E. BEUZVUE, TA 98004 PH: (425) 462 -9441 FAX (425) 482 -9451 1-1101 genediabadmon TeldicAcfimilowiteree PROJECT NAME CTIRAND CASINO tukWi WA DRAWING TITLE GENERAL NOTES SCHEDULES, AND LEGEND DATE PER MAY 15, 2001 DRAWN BY OM /JSW CHECKED BY V•A- Q UPDATED. DRAWING 6 -6 -01 OWNER REVISIONS 7 -2 -01 0.5 0.75' 1' 1.25 1.5 2 25 3 4 6' GAS PIPE 1/2 PIPE SIZE 3/4° PIPE SIZE 1 PIPE SIZE 1 -1/4 PIPE SIZE 1 -1/2 PIPE SIZE 2 PIPE SIZE 2 -1/2 PIPE SIZE 3 PIPE SIZE 4 PIPE SIZE 6' PIPE SIZE PLUMBING FIXTURE #1 PLAN NOTE #1 WATER HTR. #1 HOT WATER VENT COLD WATER (BURIED) HOT WATER (BURIED) VENT (BURIED) WASTE (UNDERGROUND) WASTE (ABOVE GROUND) FUNNE FLOOR DRAIN FLOOR DRAIN FLOOR SINK PtAMBNGGatiffl LNOTE'& 1) INSTALL ALL TRAP ARMS SUCH THAT THE MAXIMUM LENGTH WILL NOT EXCEED THE CODE REQUIREMENTS. 2) SEE PLUMBING FIXTURE CONNECTION SCHEDULE ON SHEET M -1. 3) SEE PLUMBING FIXTURE SCHEDULE IN SPECIFICATION SECTION 15450- APPENDIX A. A) HANDICAPPED WATER CLOSET TOP OF SEAT (17 ° -19' AF.F.)_ FLUSHING ASSEMBLY SHALL BE ON THE ACCESSIBLE SIDE. B) HANDICAPPED URINAL RIM 17° A.F.F. C) WASH BASIN WATER TEMPERATURE MAXIMUM PER LOCAL JRSD. (INSULATE PER NOTE #5 BELOW). 4) INSTALL CLEANOUTS PER UPC - 1997 - SECTION 707 AND AS REQUIRED BY LOCAL JURISDICTIONS. 5) ALL EXPOSED PIPING FOR HANDICAPPED FIXTURES SHALL BE INSULATED WITH HANDI -LAV GUARD (OR EQUAL). OFFSET P -TRAPS TO CLEAR WHEEL CHAIR ACCESS. 6) ALL FLOOR DRAINS SHALL HAVE TRAP PRIMERS PER SPEC. -15422 & LOCAL JRSD. CONNECT PRIMER TO NEAREST MOST FREQUENTLY USED FlX. 7) ALL VENTS SHALL BE RAISED UP TO MINIMUM 6 ABOVE THE FIXTURE FLOOD RIM PER UPC -1997- 905.3. 8) SLEEVE ALL PLUMBING PIPES THROUGH CONCRETE SLAB PER SPECIFICATION SECTION -15060 AND UPC - 1997- 313.1. 9) ALL FLOOR DRAINS AND FLOOR SINKS SHALL BE PLUGGED AND TESTED ON BOTH SIDES OF THE PLUG WHEN TESTING UNDERGROUND PIPING. 10) HOT AND COLD WATER PIPES SHALL BE INSULATED PER SPECIFICATION SECTION- 15250. 11) CARBONATED SODA DISPENSER SHALL HAVE A REDUCED PRESSURE BACKFLOW PREVENTER WITH APPROVED PLASTIC PIPE INSTALLED DOWNSTREAMS. (NOTE -DO NOT INSTALL COPPER PIPE ON CARBONATED SIDE OF ° R.P.B.D. ° IN ORDER TO PREVENT CARBONIC POISONING PER UPC - 1997 -603 AND AWWA'.) / — ENLARGED SECTION FOR CLARITY PR GAMING ROOM I I l � II 1 ISLAND VENTING AS REQUIRED PER LOCAL SD ( /M r'•.j ' CASHIER CAFE DINING NOTE: SEE KITCHEN DWGS. FOR EXACT REQUIREMFVTS, DIMENSIONS, DEfA S, ETC. SEE KITCHEN DWG REQUIREMENTS & EACH PIECE OF (TYP.) S FOR ONN. TO UIP. & FIX. MAIN FLR PLAN — PLUMBING SCALE: 1/8" = 1 -0 (UNDER- GROUND) RAINLEADER TO CONNECT TO `'STORM. COORD. WITH CML FOR CONTINUATION. (TYP OF 7) 7 EVENT LOUNGE HEAT TAPE AND INSULATE CD IN 1.4Ltit (TYP) OVERFLOW TO ELBO -AND DISCHARGE GRADE. (TYP i•II 4000 GAL. GREASE INTERCEPTOR-- (UTILITY VAULT OR EQUAL) SEE DETAIL "A/M11"..- SEE CML DRAWINGS FOR CONTINUATION. CD INDIRECT ONLY �� CONNECT RE T GRAY T30/4; M `J OF GREASE INTERCEPTOR. r GRAY WATER ONLY I:INA WATER ONLY GAS TIGHT MANHOLE COVERS MUST BE USED. (TYPICAL) 2" DOWNSPOUTS (TYP OF\8) I NOTE: GAS TIGHT MANHOLE COVERS Al2F MANDATORY TO BE INSTALLED ASS, SHOWN (FOOD DISPOSERS SHALL NOT BE TO INTERCEPTOR) � DOWNSPOUT TO CONNECT TO /STORM. COORD. WITH CIVIL FOR CONTINUATION. (TYP OF 8) UNPUBLISHED WORK 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARC ITECT 1800 - 136th Place N.E., Suite 100 Bellevue, Washington 98005 425/747 -3177 FAX 425/747 -7149 E -Mail: mlarch@isomedia.com Abossein Engineering MAN DL — DECRICAL FR P961 1T — MELT 1844 114111 AVE. N.B. BE11.890 , TA 98004 PH: (425) 462 -9441 FAL (425) 462 -9451 &1N71 gegattleieneiLettm TxT mtr//nuiasekm PROJECT NAME SRANID- CENTRAL CASfNIO 1 ukw i Id , WA DRAWING TITLE MAIN FLOOR PLAN PLUMBING (WASTE 4 VENT) DATE PERMIT MAY 15, 2001 DRAWN BY OM /JSW P1/3NCi OMER L WEIM 1) INSTALL ALL TRAP ARMS SUCH THAT THE MAXIMUM LENGTH WILL NOT EXCEED THE CODE REQUIREMENTS. 2) SEE PLUMBING FIXTURE CONNECTION SCHEDULE ON SHEET M -1. 3) SEE PLUMBING FIXTURE SCHEDULE IN SPECIFICATION SECTION 15450- APPENDIX A ". A) HANDICAPPED WATER CLOSET TOP OF SEAT (17 " -19" A.F.F_). FLUSHING ASSEMBLY SHALL BE ON THE ACCESSIBLE SIDE B) HANDICAPPED URINAL RIM 17" A.F.F. C) WASH BASIN WATER TEMPERATURE MAXIMUM PER LOCAL JRSD. (INSULATE PER NOTE # BELOW). 4) INSTALL CLEANOUTS PER UPC- 1997 - SECTION 707 AND AS REQUIRED BY LOCAL JURISDICTIONS. 5) ALL EXPOSED PIPING FOR HANDICAPPED FIXTURES SHALL BE INSULATED WITH HANDI -LAV GUARD (OR EQUAL). OFFSET P -TRAPS TO CLEAR WHEEL CHAIR ACCESS. 6) ALL FLOOR DRAINS SHALL HAVE TRAP PRIMERS PER SPEC. -15422 A LOCAL JRSD. CONNECT PRIMER TO NEAREST MOST FREQUENTLY USED FIX. 7) ALL VENTS SHALL BE RASED UP TO MINIMUM 6" ABOVE THE FIXTURE FLOOD RIM PER UPC -1997- 905.3. 8) SLEEVE. ALL PLUMBING PIPES THROUGH CONCRETE SLAB PER SPECIFICATION SECTION - 15060 AND UPC -1997- 313.1. 9) ALL FLOOR DRAMS AND FLOOR SINKS SHALL BE PLUGGED AND TESTED ON BOTH SIDES OF THE PLUG WHEN TESTING UNDERGROUND PIPING. 10) HOT AND COLD WATER PIPES SHALL BE INSULATED PER SPECIFICATION SECTION- 15250. 11) CARBONATED. SODA DISPENSER SHALL HAVE A REDUCED PRESSURE BACKFLOW PREVENTER W. APPROVED PLASTIC PIPE INSTALLED DOWNSTREAMS. (NOTE -DO NOT INSTALL COPPER PIPE ON CARBONATED SIDE OF "R.P.B.D." IN ORDER TO PREVENT CARBONIC POISONING PER U.PC- 1997 -603 AND "AWWA ".) LEGEND SYMBOL DESCRIPTION C1 COLD WATER PIPE Q HOT WATER PIPE. O w WASTE /SOIL PIPE O v VENT PIPE /G/ GAS PIPE 0.5" 1/2" PIPE SIZE 0.75" 3/4" PIPE SIZE 1" r PIPE SIZE 1.25" 1 -1/4" PIPE SIZE 1.5" 1 -1/2" PIPE SIZE 2" 2" PIPE SIZE 2.5" 2 -1/2" PIPE SIZE 3" 3" PIPE SIZE 4" 4" PIPE SIZE 6" 6" PIPE SIZE 0- PIPE ELBOW UP o- PIPE ELBOW DOWN -o- PIPE TEE UP ., - PIPE TEE DOWN P1 PLUMBING FIXTURE #1 a PLAN NOTE #1 WATER HTR. #1 CONDENSATE COW WATER - - HOT WATER VENT COLD WATER (BURIED) - HOT WATER (BURIED) VENT (BURIED) WASTE (UNDERGROUND) WASTE (ABOVE GROUND) FED FUNNEL FLOOR DRAIN ®FD FLOOR DRAIN. FLOOR SINK IWH -11 ®FS LOpen Below-„ 0 MAIN FLR PLAN — PLUMBING SCALE: 1 /8" = l' -0" (ABOVE- GROUND) UNPUBL l 02001 MERRICK M: L ARC. *A 1800 — 138th Place N.S., Suite 100 Bellevue, Washington 98005 425/747 -3177 FAX 425/747 -7149 S -Mail: mlarch®isomedia.com Abossein Engineering MECHANICAL — EL>pffiGL Fly FROTICQON — BERGE 1844 114TH AVE. N.N. BELiEVUE, TA 98004 PH: (425) 462 -9441 FAX (425) 462 -9451 S-1E1 perallikiosseimon Teifik likrilomiesdana PROJECT NAME CENTRAL CASNO Tukwila, U.) DRAWING TITLE SECOND FLOOR PLAN - PLUMB INCs (WASTE 4 VENT) DATE PERMIT MAY 15, 2001 DRAWN BY OM /JSW ■'rud EMI ON LIQUOR STOR. AC -1 250MBH TOTAL WAD = 2468MBH MAX EQUIV. LENGTH = 300 FT. NOTE ALL GAS PIPING PER NFPA -54. LEGEND -G - = f7" IN -WC 114" G 4 PLE9Jfl OB6iAL NOTE 1) INSTALL ALL TRAP ARMS SUCH THAT THE MAXIMUM LENGTH WILL NOT EXCEED THE CODE REQUIREMENTS. 2) SEE PLUMBING FIXTURE CONNECTION SCHEDULE ON SHEET M -1. 3) SEE PLUMBING FIXTURE SCHEDULE IN SPECIFICATION SECNON 15450- APPENDIX A'. A) HANDICAPPED WATER CLOSET TOP OF SEAT (17" -19' A.F.F_). FLUSHING ASSEMBLY SHALL BE ON THE ACCESSIBLE SIDE. B) HANDICAPPED URINAL RIM .17" A.F.F. C) WASH BASIN WATER TEMPERATURE MAXIMUM PER LOCAL JRSD. (INSULATE PER NOTE #5 BELOW). 4) INSTALL CLEANOUTS PER UPC - 1997 - SECTION 707 AND AS REQUIRED BY LOCAL JURISDICTIONS. 5) ALL EXPOSED PIPING FOR HANDICAPPED FIXTURES SHALL BE INSULATED WITH HANDI -LAV GUARD (OR EQUAL).. OFFSET P -TRAPS TO CLEAR WHEEL CHAIR ACCESS_ 6) ALL FLOOR DRAINS SHALL HAVE TRAP PRIMERS PER SPEC. -15422 & LOCAL JRSD. CONNECT PRIMER TO NEAREST MOST FREQUENTLY USED FIX. 7) ALL VENTS SHALL BE RAISED UP TO MINIMUM 6" ABOVE THE FIXTURE FLOOD RIM PER UPC -1997- 905.3. 8) SLEEVE ALL PLUMBING PIPES THROUGH CONCRETE SLAB PER SPECIFICATION. SECTION -15060 AND UPC - 1997 - 313.1. 9) ALL FLOOR DRAINS AND FLOOR SINKS SHALL BE PLUGGED AND TESTED ON BOTH SIDES OF THE PLUG WHEN TESTING UNDERGROUND PIPING. 10) HOT AND COLD WATER PIPES SHALL BE INSULATED PER SPECIFICATION SECTION - 15250. 11) CARBONATED SODA DISPENSER SHALL HAVE A REDUCED PRESSURE BACKFLOW PREVENIER WITH APPROVED PLASTIC PIPE INSTALLED DOWNSTREAMS. (NOTE -DO NOT INSTALL COPPER PIPE ON CARBONATED SIDE OF 'R.P.B.D.' IN ORDER TO PREVENT CARBONIC POISONING PER UPC - 1997 -603 AND "AWWA ".) m c l yi s� ic � 2N SW SQ 174° G Y 274" - 274" , G 114 GAS RISER DIAGRAM SCALE: NONE I I II� I I I II I1I II I,/ II/ ,I III ill \\\ NEYY DOMESTIC WATER SERVIC PIT ROOF SECOND FLOOR BLDG. SHUT -OFF VA. & PRESSURE REDUCING VA. WTTH IN -UNE STRAINER AND PRESSURE GAUGE SEE DETAIL "C /M11" MAIN FLOOR \- SEE KOCHQI DNA WRIGS.EOR GOR CONtccTEN SCHEDULE CONNECT TO EQUIPMENT PER-ND A-54 AND WWIFACIURERS INSTRUCTIONS. (TYPICA)_ GAMING ROOM SALAD BAR CAFE DINING 1 II/ / CASHIER CAFE DINING TYP AUTOMATIC AND MANUAL GAS. SHUT -OFF VALVE IN EASY ACCESSIBLE LOC. (f7' -O' AFF) SEE KITCHEN DWGS EXACT REQUIREMEN DIMENSIONS, DETAI FOR ,� ETC. LOUNGE SEE KITCHEN DWG?'S FOR REQUIREMENTS :,� CONN. TO EACH PIECE 0' EQUIP. & FIX. (TYP.) MAIN FLR PLAN - PLUMBING SCALE 1/8" = 1' -0" (ABOVE- GROUND) IV rr� LOUNGE 1" 180' FROM�yy� HEATER TO161SHWASSHER. EVENT LOUNGE 4' HIGH WALL TO PREVENT STORAGE N41 TO WATER HEATER. CORD. W/ ARCH. ICAlsw 160 ` PAY FOR & COORD. WITH GAS CO. FOR-A. NEW GAS METER & SERVICE: GAS LOAD (BTU'S) COOKLINE .MUA AC=1- AC -2 AC -3 AC -4 AC -5 _WH -1 TOTAL 778,000 200,000 250,000 ` 250,000 250,000 ( 90,000 4 00.000 2,468,000 NOTE: SEE GAS RISER FOR SIZING. LEGEND SYMBOL DESCRIPTION ® COLD WATER PIPE HOT WATER PIPE O WASTE /SOIL PIPE O v VENT PIPE G / GAS PIPE 0.5" 1/2" PIPE SIZE 035' 3/4' PIPE SIZE 1' 1' PIPE SIZE 1.25' 1 -1/4' PIPE SIZE 1.5" 1-1/2' PIPE SIZE 2' 2' PIPE SIZE 2 -1/2' PIPE SIZE 3' r PIPE SIZE 4' 4' PIPE SIZE 6' 6' PIPE SIZE 0- PIPE ELBOW UP 0- PIPE ELBOW DOWN -0- PIPE TEE UP 8 PIPE TEE DOWN 0 0 IWH -11 PLUMBING FIXTURE #1 PLAN NOTE #1 WATER HTR. #1 -CDC •• CONDENSATE COLD WATER HOT WATER VENT COLD WATER (BURIED) HOT WATER (BURIED) VENT (BURIED) WASTE (UNDERGROUND) WASTE (ABOVE GROUND) OFFD FUNNEL FLOOR DRAIN ®FD FLOOR DRAIN �FS FLOOR SINK UNPUBLISHED WORK 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARC ITECT 1800 - 138th Place N.B., Smite 100 Bellevue, Aasb =fef 98005 420/747 -3177 FAX 425/747-7149 E -Mail: mlareh isomedia_com Abossein Engineering MINCE - ILICIErAL 1148 EFAR11011 - ENERGY 1844 114111 AVE. ILE. HBMLEPUS, WA 98004 PH: (425) 402 -9441 FA)L• (425) 462 -9451 1-11a1 gentrithiosekcan PROJECT CIRAND CENTRAL CASINO tukWi la, IUAA DRAWING TITLE MAIN FLOOR PLAN PLUMBING (WATER 4 GAS) DATE PERMIT MAY 15, 2001 DRAWN BY oM /JSw CHECKED BY V.A. REVISIONS OAMNItagierleBNAQM 1) INSTALL ALL TRAP ARMS SUCH THAT THE MAXIMUM LENGTH WILL NOT EXCEED THE CODE REQUIREMENTS. 2) SEE PLUMBING FIXTURE CONNECTION SCHEDULE ON SHEET M -1. 3) SEE PLUMBING FIXTURE SCHEDULE IN SPECIFICATION SECTION 15450- APPETIDIX A ". A) HANDICAPPED WATER CLOSET TOP OF SEAT (17 ° -19" A.F.F.). FLUSHING ASSEMBLY SHALL BE ON THE ACCESSIBLE SIDE. B) HANDICAPPED URINAL RIM i7" A.F.F. C) WASH BASIN WATER TEMPERATURE MAXIMUM PER LOCAL JRSD. (INSULATE PER NOTE # BELOW). 4) INSTALL CLEANOUTS PER UPC - 1997 - SECTION 707 AND AS REQUIRED BY LOCAL JURISDICTIONS. 5) ALL EXPOSED PIPING FOR HANDICAPPED FIXTURES SHALL BE INSULATED WITH HANDI -LAV GUARD (OR EQUAL). OFFSET P -TRAPS TO CLEAR WHEEL CHAIR ACCESS. 6) ALL FLOOR DRAINS SHALL HAVE TRAP PRIMERS PER SPEC. -15422 & LOCAL JRSD. CONNECT PRIMER TO NEAREST MOST FREQUENTLY USED FIX. 7) ALL VENTS SHALL BE RAISED UP TO MINIMUM 6" ABOVE THE FIXTURE FLOOD RIM PER UPC -1997- 905.3. 8) SLEEVE ALL PLUMBING PIPES THROUGH CONCRETE SLAB PER SPECIFICATION SECTION -15060 AND UPC -1997- 313.1. 9) ALL FLOOR DRAINS AND FLOOR SINKS SHALL BE PLUGGED AND TESTED ON BOTH SIDES OF THE PLUG WHEN TESTING UNDERGROUND PIPING. 10) HOT AND COLD WATER PIPES SHALL BE INSULATED PER `_PECIFICATTON SECTION- 15250. 11) CARBONATED SODA. DISPENSER SHALL HAVE A REDUCED PRESSURE BACKFLOW PREVENTER WITH APPROVED PLASTIC PIPE INSTALLED DOWNSTREAMS. (NOTE -DO NOT INSTALL COPPER PIPE ON CARBONATED SIDE OF "R.P.B.D." IN ORDER TO PREVENT CARBONIC POISONING PER UPC - 1997 -603 AND "AWWA ".) LEGEND SYMBOL DESCRIPTION Q COLD WATER PIPE 8 HOT WATER PIPE O WASTE /SOIL PIPE O VENT PIPE © GAS PIPE 0 -5" 1/2" PIPE SIZE 0.75" 3/4" PIPE SIZE 1" 1 PIPE SIZE 1.25" 1 - 1/4" PIPE SIZE 1.5 1 -1/2 PIPE SIZE 2" 2" PIPE SIZE 2.5" 2 -1/2" PIPE SIZE 3" 3 PIPE SIZE 4" 4" PIPE SIZE 6" 6 PIPE SIZE 0- PIPE ELBOW UP 0- PIPE ELBOW DOWN - PIPE TEE UP PIPE TEE DOWN Pi PLUMBING FIXTURE #1 O PLAN NOTE #1 WATER 11TR. #1 WH -ii CONDENSATE COLD WATER HOT WATER - VENT COLD WATER (BURIED) — HOT WATER (BURIED) ow VENT (BURIED) WASTE (UNDERGROUND) WASTE (ABOVE GROUND) FED FUNNEL FLOOR DRAIN FD FLOOR DRAIN FS FLOOR SINK ' Below-, II I r" I 111 I II II .. Lzri 47 L "-Open Below, D aP - - -- pen Selby/ MECHANICAL MEZZANINE SECOND FLR PLAN — PLUMBING SCALE: 1/8" = 1' -0" `Open Below-. I -- OPEN.T0 - OFFICE it I 1 -- -- il I`I P I EIi!HH I I. 1 1111 ".lil 1 1 1 I ` - SECURITY I SURVEILLANCE 1 1 I I I I ,4 I G NOTE: SEE GAS RISER FOR SIZING. 8 UNPUBLISHED WORK ©2001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARC ITEM' 1800 - 138th Place N.W., Suite 100 Bellevue, 7fashingto1E 98005 425/747 -3177 FAX 425/747 -7149 L Mail• mlareheisomedia-cum Abossein Engineering MECHANICAL - EL1LCIB8AL HER Plit)ITCQON - lO�GV 1844 114TH AVE. N.E. BELLEVUE, FL 98004 PIE (425) 462 -9441 FAX: (425) 462 -9451 ' 0-I(:1 gesendflatoweiacem Tel4tee ElEmeseeremmee PROJECT NAME CENTRAL cAe1I \t® Tukwi UJ14 DRAWING TITLE SECOND FLOOR PLAN- PLUMBING (WATER 4 GAS) DATE PERMIT MAY 15, 2001 DRAWN BY OM /JSW CHECKED BY V.A. PLUllaG de�1/1L NOT7 ` 1) INSTALL ALL TRAP ARMS SUCH THAT THE MAXIMUM LENGTH WILL NOT EXCEED THE CODE REQUIREMENTS. 2) SEE PLUMBING FIXTURE CONNECTION SCHEDULE ON SHEET M -1. 3) SEE PLUMBING FIXTURE SCHEDULE IN SPECIFICATION SECTION 15450 - APPENDIX A ". A) HANDICAPPED WATER CLOSET TOP OF SEAT (17 " -19" A.F.FJ. FLUSHING ASSEMBLY SHALL BE ON THE ACCESSIBLE SIDE. B) HANDICAPPED URINAL RIM i7" A.F.F. C) WASH BASIN WATER TEMPERATURE MAXIMUM PER LOCAL JRSD. (INSULATE PER NOTE #5 BELOW). 4) INSTALL CLEANOUTS PER UPC - 1997 - SECTION 707 AND AS REQUIRED BY LOCAL JURISDICTIONS. 5) ALL EXPOSED PIPING FOR. HANDICAPPED FIXTURES SHALL BE INSULATED Willi HANDI -LAV GUARD (OR EQUAL). OFFSET P -TRAPS TO CLEAR WHEEL CHAIR ACCESS. 6) ALL FLOOR DRAINS SHALL . HAVE TRAP PRIMERS PER SPEC. -15422 & LOCAL JRSD. CONNECT PRIMER TO NEAREST MOST FREQUENTLY USED FIX. 7) ALL VENTS SHALL BE RAISED UP TO MINIMUM 6" ABOVE THE FIXTURE FLOOD RIM PER UPC -1997- 905.3. 8) SLEEVE ALL PLUMBING PIPES THROUGH CONCRETE SLAB PER SPECIFICATION SECTION -15060 AND UPC -1997- 313.1. 9) ALL FLOOR DRAINS AND FLOOR SINKS SHALL BE PLUGGED AND TESTED ON BOTH SIDES OF THE PLUG WHEN TESTING UNDERGROUND PIPING. 10) HOT AND COLD WATER PIPES SHALL BE INSULATED PER SPECIFICATION SECTION- 15250. 11) CARBONATED SODA DISPENSER SHALL HAVE A REDUCED PRESSURE BACKFLOW PREVENTER WITH APPROVED PLASTIC PIPE INSTALLED DOWNSTREAMS. (NOTE -DO NOT INSTALL COPPER PIPE ON CARBONATED SIDE OF "R.P.B.D." IN ORDER TO PREVENT CARBONIC POISONING PER UPC- 1997 -603 AND "AWWA ".) LEGEND SYMBOL DESCRIPTION 0 COLD WATER PIPE • HOT WATER PIPE O WASTE /SOIL PIPE O VENT PIPE D GAS PIPE 0.5 1/2 PIPE SIZE 0.75 3/4 PIPE SIZE 1" 1" PIPE SIZE 1.25 1 -1/4" PIPE SIZE 1.5" 1 -1/2" PIPE SIZE 2" 2" PIPE SIZE 2.5" 2 -1/2" PIPE SIZE 3 3" PIPE SIZE 4" 4" PIPE SIZE 6 6" PIPE SIZE 0- PIPE ELBOW UP 0- PIPE ELBOW DOWN -0- PIPE TEE UP --9 PIPE TEE DOWN P1 0 IWH -11 =y - PLUMBING FIXTURE #1 PLAN NOTE #1 WATER HTR. #1 CONDENSATE COLD WATER HOT WATER VENT COLD WATER (BURIED) HOT WATER ,(BURIED) VENT (BURIED) WASTE (UNDERGROUND) WASTE (ABOVE GROUND) FFD FUNNEL FLOOR DRAIN FD FLOOR DRAIN FLOOD SINK ®FS G — BAP SCALE: 1/8° = ICS -� !r 7TT IN UPJ CO (I BI •ND WIT{ LO FL ROOF PLAN - PLUMBING 3"VTR IAC_Z- (21 TON) (BANQUET) c 1- 1 /2VTR 11 i r If 2" DOWNSPOUTS (TYP OF 8) NOTE: SEE GAS RISER FOR SIZING. UNPUBLISHED WORK 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARC ITECT 1800 - 138th Place N.S., Suite 100 Bellevue, Washington 98005. 425/747 -3177 FAX 425/747 -7148 E -Mail: mlarch@is�omedia -eom PROJECT NAME Abossein Engineering 1ICa1L - ELBCffiGL fl PEOIECIIWI - 1844 11414 AVE. N.E. BELLEVUE, TA 98004 PM (425) 462 -9441 FAQ (425) 462 -9451 E-Y& gemesildoweism GRAND CENTRAL. CASINO Tukwila, WA DRAWING TITLE ROOF PL,4N PLUMBING DATE PERMIT MAY 15, 2001 DRAWN BY oM /JSW CHECKED BY V.A. REVISIONS 1011 -BED -- �4'VTR LOCATION IREMENTS ----- N- CONSU1TANT. - J 1,r- I J1 -_ ••D` DRAWING S E AN0 JN M. o ON - r - r ' �te ' r F — L _ — 3VTR —L_ 0 1 c_ _- 13 TOE --_, -- 5TO R IL 'I 0 AYI �It 5EG4RLA) 2NfR j 0 2"VTR PLUllaG de�1/1L NOT7 ` 1) INSTALL ALL TRAP ARMS SUCH THAT THE MAXIMUM LENGTH WILL NOT EXCEED THE CODE REQUIREMENTS. 2) SEE PLUMBING FIXTURE CONNECTION SCHEDULE ON SHEET M -1. 3) SEE PLUMBING FIXTURE SCHEDULE IN SPECIFICATION SECTION 15450 - APPENDIX A ". A) HANDICAPPED WATER CLOSET TOP OF SEAT (17 " -19" A.F.FJ. FLUSHING ASSEMBLY SHALL BE ON THE ACCESSIBLE SIDE. B) HANDICAPPED URINAL RIM i7" A.F.F. C) WASH BASIN WATER TEMPERATURE MAXIMUM PER LOCAL JRSD. (INSULATE PER NOTE #5 BELOW). 4) INSTALL CLEANOUTS PER UPC - 1997 - SECTION 707 AND AS REQUIRED BY LOCAL JURISDICTIONS. 5) ALL EXPOSED PIPING FOR. HANDICAPPED FIXTURES SHALL BE INSULATED Willi HANDI -LAV GUARD (OR EQUAL). OFFSET P -TRAPS TO CLEAR WHEEL CHAIR ACCESS. 6) ALL FLOOR DRAINS SHALL . HAVE TRAP PRIMERS PER SPEC. -15422 & LOCAL JRSD. CONNECT PRIMER TO NEAREST MOST FREQUENTLY USED FIX. 7) ALL VENTS SHALL BE RAISED UP TO MINIMUM 6" ABOVE THE FIXTURE FLOOD RIM PER UPC -1997- 905.3. 8) SLEEVE ALL PLUMBING PIPES THROUGH CONCRETE SLAB PER SPECIFICATION SECTION -15060 AND UPC -1997- 313.1. 9) ALL FLOOR DRAINS AND FLOOR SINKS SHALL BE PLUGGED AND TESTED ON BOTH SIDES OF THE PLUG WHEN TESTING UNDERGROUND PIPING. 10) HOT AND COLD WATER PIPES SHALL BE INSULATED PER SPECIFICATION SECTION- 15250. 11) CARBONATED SODA DISPENSER SHALL HAVE A REDUCED PRESSURE BACKFLOW PREVENTER WITH APPROVED PLASTIC PIPE INSTALLED DOWNSTREAMS. (NOTE -DO NOT INSTALL COPPER PIPE ON CARBONATED SIDE OF "R.P.B.D." IN ORDER TO PREVENT CARBONIC POISONING PER UPC- 1997 -603 AND "AWWA ".) LEGEND SYMBOL DESCRIPTION 0 COLD WATER PIPE • HOT WATER PIPE O WASTE /SOIL PIPE O VENT PIPE D GAS PIPE 0.5 1/2 PIPE SIZE 0.75 3/4 PIPE SIZE 1" 1" PIPE SIZE 1.25 1 -1/4" PIPE SIZE 1.5" 1 -1/2" PIPE SIZE 2" 2" PIPE SIZE 2.5" 2 -1/2" PIPE SIZE 3 3" PIPE SIZE 4" 4" PIPE SIZE 6 6" PIPE SIZE 0- PIPE ELBOW UP 0- PIPE ELBOW DOWN -0- PIPE TEE UP --9 PIPE TEE DOWN P1 0 IWH -11 =y - PLUMBING FIXTURE #1 PLAN NOTE #1 WATER HTR. #1 CONDENSATE COLD WATER HOT WATER VENT COLD WATER (BURIED) HOT WATER ,(BURIED) VENT (BURIED) WASTE (UNDERGROUND) WASTE (ABOVE GROUND) FFD FUNNEL FLOOR DRAIN FD FLOOR DRAIN FLOOD SINK ®FS G — BAP SCALE: 1/8° = ICS -� !r 7TT IN UPJ CO (I BI •ND WIT{ LO FL ROOF PLAN - PLUMBING 3"VTR IAC_Z- (21 TON) (BANQUET) c 1- 1 /2VTR 11 i r If 2" DOWNSPOUTS (TYP OF 8) NOTE: SEE GAS RISER FOR SIZING. UNPUBLISHED WORK 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARC ITECT 1800 - 138th Place N.S., Suite 100 Bellevue, Washington 98005. 425/747 -3177 FAX 425/747 -7148 E -Mail: mlarch@is�omedia -eom PROJECT NAME Abossein Engineering 1ICa1L - ELBCffiGL fl PEOIECIIWI - 1844 11414 AVE. N.E. BELLEVUE, TA 98004 PM (425) 462 -9441 FAQ (425) 462 -9451 E-Y& gemesildoweism GRAND CENTRAL. CASINO Tukwila, WA DRAWING TITLE ROOF PL,4N PLUMBING DATE PERMIT MAY 15, 2001 DRAWN BY oM /JSW CHECKED BY V.A. REVISIONS AIR DISIRW ION SCI-EDU E TYPE DESCRIPTION CFM NECK SIZE MODEL REMARKS A T -BAR SUPPLY DIFFUSER PER PLAN PER BELOW SH AIR DIST. 4 -WAY UNLESS NOTED OTHERWISE B T -BAR RETURN /EXH. GRILLES PER PLAN PER BELOW 58011 AIR - DISTRIBUTION VERTICAL /HORIZ. KRUEGER C SOLID SUPPLY DIFFUSER PER PLAN PER BELOW SH AIR DIST. 4 -WAY UNLESS NOTED OTHERWISE D SOLID RE URN /EXH. GRILLES PER PLAN PER BELOW 58014 AIR DISTRIBUTION VERTICAL / HORIZ- KRUEGER E ROUND SUPPLY DIFFUSER PER PLAN PER BELOW RM1 AIR DIST. 4 -WAY UNLESS NOTED OTHERWISE F ROUND RETURN /EXHAUST GRILLE PER PLAN PER BELOW RM1 AIR DISTRIBUTION VERTICAL / HORIZ. KRUEGER G SOUD CEIUNG THERMAFUSER PER PLAN PER BELOW TF -HC DUCT SIZE FEEDING THE AIR DISTRIBUTION NECK NECK NECK NECK SIZE CFM (MIN.) CFM (MAX) TYPE A (RM1) TYPE B (RM1) TYPE- C (SH) TYPE- D (SBOH) MAX. NC = 35 4'0 0 35 6X6 6X6 5'0 36 60 6X6 6X6 6 "0 61 95 6X6 6X6 TB 96 145 6 X 6 8 X 6 8'0 146 200 6 X 6 10 X 6 9'0 201 280 9 X 9 10 X 6 10 ° 0 281 380 9 X 9 12 X 10 12 "0 381 600 N Y 12 X 12 18 X 10 • 14'0 601 900 15 X 15 24 X 12 16 ° 0 901 1300 24 X 18 18 ° 0 20x20 1301 1750 24 X 24 NOTES: 1) CEILING 2) CD =CEILING 3) ALL SUPPLY 4) FASTENING BONG INSTALLED. 5) OTHER APPROVED TYPE, AND 2610 3265 20 x 20 MAX. NC = 35 BE KRUEGER OR EQUAL TG= TRANSFER GRILLE, LVR= LOUVER, TM-TOP WALL GRILLE, BWG =BOTTOM WALL GRILLE. VOLUME DAMPERS SHALL HAVE OPPOSED BLADE VOLUME CONTROL DAMPERS. ARCHITECT AND SHALL BE COMPATIBLE WITH THE WALL OR CEILING STRUC1IJRE THAT IS E.H. PRICE, METALAIRE AND J A J. ALTERNATE MANUFACTURERS MUST MATCH MATERIALS, DIFFUSERS, REGISTERS AND GRILLES SHALL DIFFUSER, RG= RETURN GRILLE, AIR DISTRIBUTION OUTLETS WITHOUT METHOD SHALL BE AS SELECTED BY MANUFACTURERS ARE: TINS, PERFORMANCE OF LISTED DEVICE. 0 38X14 S.L UP. SEE SHEEP M -8 AND M -9 FOR CONTINUATION. d 0 48X14 S.LIfP SEE SHEE M -8 ANA "W-�9 Fb — 00f - 1NUA Ita1. TO AC -2A ON ROOF. SEE SHEET M -9. 16x16 DOWN TO CONNECT TO CEILING EXHAUST GRILLE AND UP THRU ROOF TO EXHAUST FAN. SEE SHEET M -8 AND M -9 FOR CONTINUATION. 4X48 CEILING EXHAUST GRILLE (1500CFM -D). TO EF-7 ON ROOF. SEE SHEET m-9. _TO EF -8 ON ROOF. SEE SHEET M -9. TO AC -1B ON ROOF. SEE SHEET M-9. SOUNDUNE (S:L.) TO 0 iMATELE HERE w v'wwvvv w - vr �,.w..- 34X14 S.L UP. SEE SHEEP M -8 AND M -9 FOR CONTINUATION. i\ 34X14 S.L UP. SEE SHEET M -8 AND M -9 FOR CONTINUATION. ` 32X14 S.L UP. SEE SHEET M -8 AND M -9 FOR CONTINUATION. 34516 S.L UP. SEE SHEET M -8 AND M -9 FOR CONTINUATION. 20 21 TO AC -2B ON ROOF. SEE SHEET M -9. 24X38 S.L UP. SEE SHEET M -8 AND M -9 FOR CONTINUATION. 20X18 DOWN TO 24X48 CEILING RETURN GRILLE (2500CFM -B) AND UP. SEE SHEET M -8 AND M -9 FOR CONTINUATION. 12 "0 UP TO EF -6 ON ROOF. SEE SHEET M -8 AND M -9 FOR CONTINUATION. 20X18 DOWN TO 24X48 CEILING RETURN GRILLE (2490CFM -B) AND UP. SEE SHEET M -8 AND M -9 FOR CONTINUATION. 14520 S.L. DUCT DOWN TO 24X48 CEIUNG RELIEF GRILLE (1850CFM -B) AND UP, WITH BAROMETRIC RELIEF DAMPER TO ROOF CAP WITH BIRDSCREEN, AND CURB. SEE SHEET M -8 AND M -9 FOR CONTINUATION. TO AC -3 ON ROOF. SEE SHEET M -9. 8 "0 TYPE -B METALBESTOS (DOUBLE WALL) FLUE DOWN TO WH -1 FLUE COLLAR AND UP (OFFSET AS REQUIRED) TO U.L LISTED ROOFCAP. SEE SHEET M -8 AND M -9 FOR CONTINUATION. 12X12 COMBUSTION AIR DUCT DOWN TO 8 A.F.F. WITH 10"W.X36 "H. REMOVABLE HEAVY DUTY 1/2" MESH SCREEN LOCATED 12' A.F.F., AND UP TO ROOFCAP. SEE SHEET 14-8 AND M -9 FOR CONTINUATION. 12X12 COMBUSTION AIR DUCT DOWN TO 52" BELOW STRUCTURE ABOVE WITH A 10'W.X36'H.'REMOVABLE HEAVY DUTY 1/2 MESH SCREEN LOCATED 12' BELOW CEIUNG AND UP TO ROOFCAP. SEE SHEET M -8 AND M -9 FOR CONTINUATION. 24 INSTALL FLUE IN STRICT ACCORDANCE PER TRIER U.L LISTING AND PER MANUFACTURER'S RECOMMENDATIONS. 25 SEE HOOD AND KITCHEN DRAWINGS FOR "TYPE 1 GREASE HOOD, EXHAUST DUCT, ROOFTOP EXHAUST FAN, HOOD ROOFTOP MAKE -UP AIR UNIT, MAKE -UP AIR DUCTWORK, AND HOOD FIRE PROTECnosrsr `Y , 20X12 S.L UP TO EXHAUST PENTHOUSE ON ROOF. SEE SHEET M -8 AND M -9 FOR CONTINUATION. TO AC -1A ON ROOF. SEE SHEET M -9. 28 600CFM -A CEILING TRANSFER GRILLE. 29 32'X7" HWSG (500CFM). 30 EXHAUST LOUVER (0.5 SQ. FT. OF FREE AREA) WITH BIRDSCREEN BY G.C. COORDINATE WITH MECHANICAL AND ARCHITECTURAL 8X4 UP. SEE SHEET M -8 AND M -9 FOR CONTINUATION. T -STAT WITH INSULATED BACKING PLATE. 33 SEE HOOD AND KITCHEN DRAWINGS FOR DISHWASHER EXHAUST DUCT, EXHAUST FAN AND HOOD (800CFM). EXHAUST — 9X9 S iSW CO - C ILING EXHAUST GRILLE AND UP THRU ROOF TO EF -14. INTERLOCK EF -14 WITH AC -2B SO THAT WHEN AC -2B IS "ON ", EF -14 IS "ON ". COORDINATE WITH ELECTRICAL FOR CONNECTIONS. SEE SHEET M -8 AND M -9 FOR CONTINUATION. 35 24X24 CEILING EXHAUST GRILLE (290CFM -D). 26X12 S.L. SUPPLY DUCT UP TO AC -4 ON ROOF. SEE SHEET M -8 AND M -9 FOR CONTINUATION. 24510 S.L RETURN DUCT UP TO AC -4 ON ROOF. SEE SHEET � M -8 AND M -9 FOR CONTINUATION. SOFFIT BY GENERAL CONTRACTOR. SEE ARCHITECTURAL DRAWINGS. TO AC -4 ON ROOF. SEE SHEET M -9 FOR CONTINUATION. SET T'STAT AT 80T. 750CFM -A WITH O.B.D. 14 1p A, D, !',16X9 O .D.x! ‘ 14X 7 ( < \ 'UNGE o iIl 17 i1T/'s_53 �.1f5VlH!J 3 RR jt li 75CF}i -D 1=E 1_ la? 4 irdLERv� ✓ ' R��►171�1ti7!!. 1 1 Ir�la:ERE lFYImiii 16X9 16X9 11 1 111841 4 14X8 (9 TYPICAL) SOCFM -C W /O.B.D. v 250CFM -C 350CFM -B 350CFM -A' W /O.B.D. W /O.B.D. W /O.B.D. " � , i ^ �.� ^ �.i^ \_ / ^ \�� MAIN FLOOR PLAN — HVAC SCALE: 1/6' = 1' -0' 'Nee) (120CFkt) :X4 U•. SE SHEET M -8 FOR CONTINUATION - ,2KW E.W.H. WITH TSTAT SET AT SSF -- BY ELECTRICAL 10X4 HWSR W /O.B.D. (100CFA7). 6X8 HWSR W /O.B.D. (1100TH): 1 - 0X4 LIP. SEE S�IEET M -8 FOR CONTINUATION THE FCLLOWNO LIMED MTBAS ARE NOT N TIE WE HAPNCAL CONTRACT TYPE I CREASE HOODS, RELATED HOOD EXHAUST FANS, ROOFTOP SWAMP COOLERS, AND RELATED DUCTS. SEE KITCHEN DRAWNW FOR 11-E ABOVE LAMED ITT3JA3. •••• sPEctAL NOTE: ALL DUCTWORK' DFFUSERS AND GRILLES S 4OWW ON TFE MECHANICAL DRAWINGS (OTI-81 THAN THOSE SHOWN ON TI-E KITCHEN DRAWF1GS'APE N THE MECHANICAL CONTRACT. UNPUBLISHED WORK 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARC IT CT 1800 - 136th Place N.E., Suite 100 Bellevue, Washington 98005 425/747 -3177 FAX 425/747 -7149 E -Mail mIarch®isomedia.com Abossein Engineering PROJECT NAME IIECHAWOL - /MURAL Fnn IAN - MKT 1844 114211 AVE. N.E. BELLEVI E, TA 98004 PH: (425) 462 -9441 FM: (425) 462 -9451 B-& Sei1Nc itlr/%mele.alat SRAND CENT 1_ CASINO Tukwila, WA DRAWING TITLE MAN FLOOR PLAN 1-1 VAC DATE PES811T MAY 15, 2001 DRAWN BY oM /JSW CHECKED BY REVISIONS A UPDATED DRAWING 5 -25 -01 V.A. 7 (OF 11) OWNER REVISIONS 7 -2 -01 AIR DISTAIBUilON SCFEDULE TYPE A C E G SIZE 4 °0 5 ° 0 6 ° 0 7 "0 8 "0 9 "0 10 ° 0 12 ° 0 14 16 ° 0 18 "0 20x20 DESCRIPTION T -BAR SUPPLY DIFFUSER T -BAR RETURN /EXH. GRILLES SOUD SUPPLY DIFFUSER SOLID RETURN /EXH. GRILLES ROUND SUPPLY DIFFUSER ROUND RETURN /EXHAUST GRILLE SOLID CEILING THERMAFUSER CFM (MIN.) 36 61 96 146 201 281 381 601 901 1301 2610 CFM PER PLAN PER PLAN PER PLAN PER PLAN PER PLAN PER PLAN PER PLAN CFM (MAX) 35 60 95 145 200 280 380 600 900 1300 1750 3265 NECK SIZE PER BELOW PER BELOW PER BELOW PER BELOW PER BELOW PER BELOW PER BELOW DUCT SIZE FEEDING THE AIR DISTRIBUTION NECK TYPE A (RM1) MODEL SH S8OH SH S8OH RM1 RM1 TF -HC NECK TYPE B (RM1) REMARKS AIR DIST. 4 -WAY UNLESS NOTED OTHERWISE AIR DISTRIBUTION VERTICAL / HORIL. KRUEGER AIR DIST_ 4 -WAY UNLESS NOTED OTHERWISE AIR DISTRIBUTION VERTICAL /HORIZ. KRUEGER AIR DIST. 4 -WAY UNLESS NOTED OTHERWISE AIR DISTRIBUTION VERTICAL /HORIZ. KRUEGER NECK TYPE- C (SH) 6 X 6 6 X 6 6 X 6 6 X 6 6 X 6 9 X 9 9 X 9 12 X 12 15 X 15 NECK TYPE- D (S8OH) 6 X 6 6 X 6 6 X 6 8 X 6 10 X 6 10 X 6 12 X 10 18 X 10 24 X 12 24 X 18 24 X 24 20 x 20 MAX. NC = 35 MAX. NC = 35 NOTES: 1) CEIUNG DIFFUSERS, REGISTERS AND GRILLES SHALL BE KRUEGER OR EQUAL 2) CD= CEIUNG DIFFUSER, RG= RETURN GRILLE, TG= TRANSFER GRILLE, LVR= LOUVER. TWG =TOP WALL GRILLE, BWG= BOTTOM WALL GRILLE. 3) ALL SUPPLY AIR DISTRIBUTION OUTLETS WITHOUT VOLUME DAMPERS SHALL HAVE OPPOSED BLADE VOLUME CONTROL DAMPERS_ 4) FASTENING METHOD SHALL BE AS SELECTED BY ARCHITECT AND SHALL BE COMPATIBLE WITH THE WALL OR CEILING STRUCTURE THAT IS BEING INSTALLED. 5) OTHER APPROVED MANUFACTURERS ARE: TITUS, EH. PRICE, METALAIRE AND J A J. ALTERNATE MANUFACTURERS MUST MATCH MATERIALS, TYPE, AND PERFORMANCE OF LISTED DEVICE. 20x12 S.L UP. SEE SHEET M -9 FOR CONTINUATION. 24X13 S.L UP. SEE SHEET M -9 FOR CONTINUATION. UNDONE (S.L) TO APPROXIMATELY HERE. 0 O 20X12 S.L UP AND DOWN. SEE SHEET M -7 AND M -9 FOR CONTINUATION 0 9X9 S.L UP AND DOWN. SEE SHEET M -7 AND M -9 FOR CONTINUATION. O 16X16 S.L UP 4ND DOWN. SEE SHEET M -7 AND M-9 FOR CONTINUATION 16X8 S.L UP TO ROOF CAP SEE SHEET O1 8 ° 0 UP AND DOWN. SEE SHEET M -7 AND M -9 FOR CONTINUATION. 12X12 UP AND DOWN. SEE SHEET M -7 AND M -9 FOR CONTINUATION. 3 8X4 S.L. DUCT DOWN. SEE SHEET M -7 FOR CONTINUATION. M -9 FOR CONTINUATION. 12 10X4 DOWN AND UP TO ROOF CAP. SEE SHEET M -7 AND M -9 FOR C 13 CONTINUATION. 16X4 HWRR WITH 0.8.D. (140CFM). SEE HOOD DRAWINGS FOR EXACT SIZE AND LOCATION (N.I.C.). @ 22X10 S.L UP AND DOWN. SEE SHEET M -7 AND M -9 FOR CONTINUATION 16 22X12 S.L UP AND DOWN. SEE SHEET M -7 AND M -9 FOR CONTINUATION 17 32X14 S.L UP AND DOWN. SEE SHEET M -7 AND M -9 FOR CONTINUATION 18 34X16 UP AND DOWN. SEE SHEET M -7 AND M -9 FOR CONTINUATION. 19 32X14 S.L UP AND DOWN. SEE SHEET M -7 AND M -9 FOR CONTINUATION 20 34X14 S.L UP AND DOWN. SEE SHEET M -7 AND M -9 FOR CONTINUATION 21 38X14 S.L UP AND DOWN. SEE SHEET M -7 AND M -9 FOR CONTINUATION 22 48X14 UP AND DOWN. SEE SHEET M -7 AND M -9 FOR CONTINUATION. 23 24X38 S.L UP AND DOWN. SEE SHEET M -7 AND M -9 FOR CONTINUATION 24 20X18 UP AND DOWN. SEE SHEET M -7 AND M -9 FOR CONTINUATION. 20X18 UP AND DOWN. SEE SHEET M -7 AND M -9 FOR CONTINUATION. 26 20X18 UP AND DOWN. SEE SHEET M -7 AND M -9 FOR CONTINUATION. 27 12"0 UP AND DOWN. SEE SHEET M -7 AND M -9 FOR CONTINUATION. Q3 141420 S.L UP AND DOWN. SEE SHEET M -7 AND M -9 FOR CONTINUATION 29 38X14 S.L UP AND DOWN, SEE SHEET M -7 AND M -9 FOR CONTINUATION 30 48X14 S.L UP AND DOWN. SEE SHEET M -7 AND M -9 FOR CONTINUATION 31 BETWEEN TRUSSES. 14x8 DOWN (REFERENCE ONLY). SEE SHEET M -7. PLAN NOTES 8X4 DOWN. SEE SHEET M -7 FOR CONTINUATION. 20x6 S.L 18x6 S.L 18x6 SECOND FLOOR PLAN — HVAC SCALE: 1/8 = 1' -0" NOTE THE FOLLOWMG Limp RENTS ARE NOT N THE MECHANICAL CONTRACT: TYPE I :GREASE HOODS, DISHWAE ER EXHAUST HOOD, RELATED HOOD EXHAUST FANS, ROOFTOP SWAMP COOLERS, AND DUCT FURNACES SEAVNG ThE KITCHEN. SEE HOOD AND KITCHEN DRAWNGS FOR THE ABOVE USTED REIAS wee_ SPECIAL NOTE. ALL DUCTWORK, DFFUSERS AND GRLLES SHOWN ON ThE MECHANICAL DRAWINGS (OTHER THAN THOSE SHOWN ON THE HOOD DRAWNGS ARE N THE AECIiANCAL CONTRACT g� i /r9)' �i ? 01,. ,1 F e ' O • UNPUBLISHED WORK ®2001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARC ITECT 1800 - 138th Place N.B., Suite 100 Bellevue, Washington 98005 425/747 -3177 FAX 425/747 -7149 B -Mail• mlareh@isomedia.com CHECKED BY REVISIONS Abossein Engineering =MEAL - MCNEIL ERR PHOTICTION - MKT 1844 114TH AVE. N.E. BELUEYOE, WA 98004 PH: (425) 462 -9441 FAL (425) 462 -9451 0-N8tl gandleioniscom Tale kftgfinukadaara PROJECT NAME CENTRAL CASINO' Tukwi Ia, UJ14 DRAWING TITLE SECOND :LOOR PLAN I vAG DATE PERMIT MAY 15, 2001 DRAWN BY OM /JSW V.A. Q UPDATED DRAWING 5 -25 -01 L U OWNER REVISIONS '7 -2 -01 (OF 11) ATA - 7 iv ,, _ t kiii 1 11 k- .... 211 ...,W,-,,,-. � � IA W �� & l� w t A � i • < v 1 RC A AA 4 , .,, 1 MPi�= I. u �Ta ST _ n 20X12 S.L _< =� —_ 1 —„ J ! i --- - ■ *A4 EI %1 1 ( 4_TON ) (K1TG1494)- [ . �r 1 i — 10N)— SECURRY) - 1 ® et- 4.- r Nri -- — ® r 290CFM)- - - 1 - - I- — - — -- C) O.K. O.K. O.K. C 0_K ;. 0.14 _ 22X12 S.L. DOWN. SEE SHEET M -7 AND M -8 FOR CONTINUATION. O.K 71 16X16 S.L DOWN. SEE SHEET M -8 AND M -9 FOR CONTINUATION. 0.1( 12 9X9 S.L DOWN. SEE SHEET M -7 AND M -8 FOR CONTINUATION_ 0. O.K. O.K. O.K. 17 O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. PLAN NOTES 13 O.K. 3) SOUNDUNE (S.L) TO APPROXIMATELY HERE. SMOKE DETECTOR IN SUPPLY DUCT. COORDINATE WITH ELECTRICAL. �YVVYVVVVVV VVVVVVVVwv`!`^-- .."✓� - �- --� - ') 38X14 S.L DOWN. SEE SHEET M -7 AND M -8 FOR CONTINUATION. <)1\ 48X14 S.L DOWN. SEE SHEET M -7 AND M -8 FOR CONTINUATION. 34X14 S.L DOWN. SEE SHEET M -7 AND M -8 FOR CONTINUATION. 32X14 DOWN. SEE SHEET M -7 AND M -8 FOR CONTINUATION. 32X14 DOWN. SEE SHEET M -7 AND M -8 FOR CONTINUATION. 34X16 S.L DOWN. SEE SHEET M -7 AND M -8 FOR CONTINUATION. 22X10 S.L. DOWN. SEE SHEET M -7 AND M -8 FOR CONTINUATION. (NOT USED) (NOT USED) 20x12 S.L DOWN. SEE SHEET M -8 FOR CONTINUATION. 24X13 S.L. DOWN. SEE SHEET M -8 FOR CONTINUATION. SEE HOOD DRAWINGS FOR EXACT SIZE AND LOCATION (N.I.C.). 20X12 S.L. DOWN. SEE SHEET M -7 AND M -8 FOR CONTINUATION. ROOFTOP EXHAUST CAP WITH CURB AND BIRDSCREEN (6.45 SQ. FT. OF FREE AREA). 12'0 DOWN. SEE SHEET M -7 AND M -8 FOR CONTINUATION. 20X18 DOWN SEE SHEET M -7 AND M -8 FOR CONTINUATION. 20X18 DOWN SEE SHEET M -7 AND M -8 FOR CONTINUATION. 24X38 S.L DOWN. SEE SHEET M -7 AND M -8 FOR CONTINUATION. 14X20 S.L DUCT DOWN TO 24X48 CEILING REUEF GRILLE (1850CFM -B) WITH BAROMETRIC RELIEF DAMPER. ROOF CAP WITH BIRDSCREEN, AND CURB. SEE SHEET M -7 AND M -8 FOR CONTINUATION. 8'4 TYPE -B METALBESTOS (DOUBLE WALL) FLUE DOWN TO WH -1 FLUE COLLAR: PROVIDE U.L. LISTED ROOFCAP. SEE SHEET M-7 AMD M -8 FOR CONTINUATION. 12X12 COMBUSTION AIR INTAKE DUCT DOWN TO 8" A.F.F. WITH 10"W.X36 "H. REMOVABLE HEAVY DUTY 1/2" MESH SCREEN LOCATED WITHIN 12" A.F.F.,. SEE SHEET M -7 AND M -8 FOR CONTINUATION. OPEN END DUCT. WITH RAIN HOOD AND 1/2" MESH BIRDSCREEN. PROVIDE PRIMED AND PAINTED (COLOR PER ARCHITECT) STRUCTURAL STEEL ANGLE SUPPORT /S AS REQUIRED. COORDINATE WITH STRUCTURAL AND ARCHITECTURAL). 12X12 COMBUSTION AR INTAKE DUCT DOWN 52" BELOW CEILING WITH 10'W.X36 "H. REMOVABLE HEAVY DUN 1/2" MESH SCREEN LOCATED WITHIN 12" BELOW CEILING. SEE SHEET M -7 AND M -8 FOR CONTINUATION. 10X4 DOWN. SEE SHEET M -7 AND M -8 FOR CONTINUATION. ROOFCAP FOR EF -12 EXHAUST FAN. SEE SHEET M -7 AND M -8 FOR CONTINUATION. A { 0 10 �15000EM)_ - 16XY6 - SL 00- � —i ce Qn �■IfIIA rwiii N) CAFE /_DINT 2 4 IrelliT - Ate SY \ Emn el AIMI M I I 0 IEMCI 50CFM) 6 20X48` 6 725'TON) T231ON)- GAMINGr (G)OANG) 1-0.00N) (GAFE/£INING) ROOF PLAN HVAC SCALE: 1/8" = 1' -0 (21 TON) (BANQUET) 24X38 S.L NOTE TEE FOLLOWING LIMED REMS ARE NOT N THE MECHANICAL CONTRACT TYPE I CREASE HOODS, DISHWASHER EXHAUST HOOD, RELATED HOOD EXHAUST FANS, ROOFTOP SWAMP COOLERS, AND DUCT FURNACES SERVING 71-E KITCHEN SEE HOOD AND KITCHEN DRAWNGS FOR THE ABOVE LISTED HEMS. SPECUiL Nom ALL DUCTWORK, DFFUSERS AND (MLLES SHOWN ON THE 1ECHANCAL DRAWINGS (OTTER THAN -HOSE SHOWN ON TFE HOOD DRAWNGS ARE N TEE IilEC1iAMCAL CONTRACT. C+iyo t UkW UNPUBLISHED WORK 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARC I1 CT 1800 - 138th Place ME_, Suite 100 Bellevue Washington 98005 425/747 - 3177 FAX 425/747 -7149 E -Mail mlarehOisomedia.com REVISIONS Abossein Engineering ]81181 ECM. - TEL FIE PICQON - 1844 114TH AVE. N.S. BELIEVE, WA 98004 PH: (425) 462 -9441 FAX: (425) 462 -9451 1-0.>t generalegasAfteoat MSc ilIginuksixen PROJECT NAME CENTRAL CASINO 0 \--‘ so Tukwila, WA DRAWING TITLE ROOF PLAN HVAG DATE PERMIT MAY 15, 2001 DRAWN BY OM /JSW CHECKED BY VA 0 UPDATED 5 - 7F - 01 DRAWING, ADDED PLAN 1 NOTFS A OWNER REVISIONS 7 -2 -01 (OF 11) GALVANIZED STEEL DUCTWORK SEALER AIR SCOOP INSULATION GUARD I FLOW NO SCALE EXTERNAL DUCT WRAP INSULATION BUTT INSULATION TO FACE OF DUCT TRUNK AND CLAMP WITH DRAWBAND �. Op , I� I'IIIII I /�.. I SPIN-IN COLLAR WITH MANUAL VOLUME DAMPER MID AIR SCOOP NSULATION ADHESIVE ALL AROUND FLEXIBLE INSULATED ROUND DUCT. INSTALL DUCTWORK WITH SEALER. SHEETMETAL BAND AND 3 - #R SHEETMETAL SCREWS EQUALLY SPACED. ROUND DUCT SPIN —IN DETAIL /�IIIIIIIIIIIIIIII , /�\\\\\\\` MAINTAIN 12° OF STRAIGHT FLEXIBLE DUCT BEFORE CONNECTING TO DIFFUSER STRAIGHTENING GRID FLEX DUCT DIFFUSER FRAME TO SUIT CLG. (TOP.) CEILING DIFFUSER DETAIL NO SCALE \ ; USE A 5-PIECE DUCTBOARD 90' ELBOW (OR SMOOTH SHT. MIL) WHERE 12" STRAIGHT FLEX IS NOT FEASIBLE �IFLEX DUCT. ADAPTER WHERE APPLICABLE CEIL'G (COORD. WITH ARCH'L) ROOF TOP A.C. UNIT (TYPICAL) DISCONNECT BY ELECTRICAL AND PER N.E.C. PROVIDE A SMOKE DETECTOR IN THE SUPPLY DUCT. SUPPUED AND INSTALLED BY MECHANICAL, WIRED AND CONNECTED BY ELECTRICAL 1" SOUNDLINED SHEET METAL TREATED WOOD SLEEPERS OR FABRICATED CURB. UNIT FLASHED AND ATTACHE TO ROOF DECK CONNECTION ROOF SHALL BE WATERTIGHT. NO SCALE ECONOMIZER AIR INTAKE HOOD AND RELIEF CONNECTION AIR OPTION SHALL BE FACTORY PROVIDED BY AC. UNIT MANUFACTURER (OR MIN. O.S.A. HOOD PER EQUIP SCHEDULE). GAS COCK AND UNION ROOFTOP UNIT ATTACHED TO ROOF CURB /SUPPORT. FASTENERS PER STRUCTURAL AND LOCAL JURISDICTION. FULL SIZE PVC SCH. #40 DRAIN PIPE AND TRAP i (MINIMUM 3° SEAL) [TRAP NOT REQUIRED WITH j UNITS INTERNALLY TRAPPED]. , GAS I s ROOF PITCH t ' GAS PIPING ON ROOF 6" DIRT LEG NOTE: THIS DETAIL IS DIAGRAMMATIC ONLY. EXACT UNIT CONFIGURATION(S) MAY VARY. TYPICAL A/C UNIT (HORIZONTAL DISCHARGE) DETAIL STAINLESS STEEL CLAMPS SPUN ALUMINUM PATE 'PPS' PIPE SEAL ROOF INSULATION ROOF DECK PIPE SEAL DETAIL NO SCALE PIPE OR CONDUIT POLYVINYL- CHLORIDE STEPPED BOOT ROOFING MEMBRANE NOTE: 1. BOND BASE TO ROOF AND MEMBRANE TO BASE WITH MASTIC 2. ONE (1) FOR EACH UNIT 1" WIDE 18 GA. SUPPORT STRAP 5'-0' MAXIMUM SPACING: 2' WIDE SUPPORT STRAP 3' -0' MAXIMUM SPACING NO SCALE TRUSS ROUND DUCT TRUSS FLEXIBLE DUCT 5' -0" MAXIMUM LENGHT DUCT SUPPORT DETAILS M= CARRIER ROOF TOP A.C. UNIT (TYPICAL) NO SCALE DISCONNECT PER N.E.C. & ELECL BY OTHERS ROOF CURB BY UNIT MANUFACTURER ROOF SUPPLY AIR DUCT 1" SOUND LINED SH'T MTL NOTE: ANCHOR UNIT TO CURB FOR SEISMIC BRACINGS AS RECOMMENDED BY THE MANUFACTURER AND THE LOCAL JURISDICTION AND PER THE SMACNA SEISMIC RESTRAINT MANUAL (ED./{1) (COORDINATE WITH STRUCTURAL). FLEXIBLE CONN. ECONOMIZER AIR INTAKE HOOD AND RELIEF AIR OPTION SHALL BE FACTORY PROVIDED BY AC. UNIT MANUFACTURER (OR MIN. O.SA HOOD PER EQUIP SCHEDULE) GAS COCK & UNION FULL SIZE PVC SCH.$40 DRAIN PIPE AND TRAP (MIN. 3 SEAL) [TRAP NOT REQUIRED WITH UNITS INTERNALLY TRAPPED] ROOF 'ITCH ROOF JOIST RETURN AIR DUCT GAS PIPING ON ROOF 6 DIRT LEG NOTE: THIS DETAIL IS DIAGRAMMATIC ONLY. EXACT UNIT CONFIGURATION(S) MAY VARY. TYPICAL A/C UNIT (DOWNFLOW DISCHARGE) DETAIL GATE VALVE GATE VALVE THREE WAY DRAIN AND FILL VALVE (ALL 1/2" N.P.T.) 1/2 COLD WATER SUPPLY WITH SHUT-OFF & BACKFLOW PREVENTER NO SCALE RF II II DRAIN 3/4" N.P.T. ROOF AND TRUSSES _-TWO WAY DRAIN VALVE NORMALLY OPEN (ALL 3 /4 "N.P.T.) MUA -1 FILLS DRAIN KIT DETAIL CLG.(VERIFY) DUCTBOARD BOOT (OR S.L. SIR. MTL BOOT) NO SCALE RETURN GRILLE DETAIL E TO SUIT CEILING (TYP.) RAINPROOF STACK CAP WITH BIRDSCREEN TERMINATION PER UMC -806 FLASHING COLLAR (SOLDER TO FLUE) RAINPROOF STACK CAP WITH BIRDSCREEN TALL CONE ROOF FLASHING FLUE DETAIL NO SCALE 10' -0" MINIMUM OR MALL TENANT EQUIPMENT NOTE FLUE SHALL BE METALBESTOS TYPE QC, 4 "91 TYPE B VENT. IT SHALL BE FURNISHED AND INSTALLED BY THIS CONTRACTOR AND COORDINATED WITH THE 2' -0" PLUMBING CONTRACTOR. FLUE MIN. SHALL BE INSTALLED IN ACCORDANCE WITH ALL LOCAL CODES AND SHALL BE COMPLETE WITH RAINPROOF STACK CAP, VENTILATED ROOF THIMBLE, VENT STORM COLLAR AND FLASHING, AND ALL OTHER FITTINGS NECESSARY FOR A COMPLETE AND WORKING SYSTEM. SEE PLUMBING DRAWINGS FOR WH -1 1 Rf - i FG UNPUBLISHED WORK 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARC ITECT 1800- - 136th Place N.E., Suite 100 Bellevue, Washington 98005 425/747 -3177 FAX 425/747 -7149 E -Mail: mlarchOisomedia.com Abossein Engineering MECHANICAL - ELECHIEGL FINE PRELIM - INERET 1844 114191 AVS. N.S. BELLER& WA 98004 PIT: (425) 462-9441 FAX: (425) 462-9451 1-MAN geserallttiosniagan PROJECT NAME GRAND CENTRAL CASINO TL 4wT Id, UJA DRAWING TITLE DETAILS DATE PERMIT MAY 15, 2001 DRAWN BY oM /JSW CHECKED BY V.A. REVISIONS UPDATED DRAWING 5 - - ANCHOR WATER MATERS TO FLOOR ATE3 smoe:-To WALL TD RkSiSr HORIZONTAL DISPLAceleft :OF`' PER SPC- 1310. IRIUNIMLG LEGS - DISCH. RELIEF mu ONCIERED FOR SEISM PER INNUF.XTTFQ SC VATIC DOMESTIC WATER HEATER DETAIL 13' -1" I I GROUT Ir01 - F1 • H I 1 I I SIDES -) '11 I : PRECAST ''BAFFLE 114- pock (rrak ) 14 - ,. n.e` 1"l t €"'h is (-1-1 ) 11 L I I 1 17i4•a 17 ' a ' i l i k (? 1 i i. I-- H I - - - -- H St49T` ZT4T1F1 7:' PLAN VIEW e61H SENES r i SLOT I 5)DES ADJUST TO GRADE r t L _.J ) 1 I I I FRAMES COVERS NOT SHOWN TEE or ELBOW f ! 1 GROUT ALL ARNO BOTH SIDES ! 8' -2 1/2- r rf SECTION ALA SLOT GREASE INTERCEPTOR DETAIL 2411 LOCKING FRAME & COVER MR & GAS TIGER _ . 3 PLCS f NQ . SCALE MUTT VAULT- 712 -GA, 4000 GAL. OR EQUAL) ATEMZILBALIKEIBE 1. =owe 28.. COMPRESSIVE BROOM re =, 450D p: 2. RW k ABM A-615 GRADE 60 3. TAM AS It A -185 GRADE .55 4. S&8: If91M 6-36 GRADE 36 5. ORVANDRIR ASIR 6- 023- -66 A A- 153-87 DRAM t STEEL 0 'NSC MMRML OF STEEL 7. CONCRETE ICI- a6 818DING 160E ASIR 0 IMAM STRUCTURAL O ESIGT WNW FOR EE161OREU0 P1EDISTA DNWEW UMW SRMCRMES a LQADS mono IK-2o 1s LDP wet. two • *0cr or x60 Rmimeo) M960 LWE L016 SOCHNIIE (r 90L) TO C DEPTH. EFFECTIVE SOL' PRE35l6W MDR WADER VALE - 60 pe.f. MODE. SOL PRESSURE ABOVE MDT TONE - 46 p.a. a. SDI. COVE% 1 NIL if WATER TNaas 3 FIRMED OM 5 F . soot TARE 3 B ELOW F05IS4C0 GRADE 0 -0 OWL w.,/ WARM 17BBE BELOW BOTTOM OF VAULT. 5-0• N6X ./ OA1ER max mom B OTTOM OF WI L OUTLET OONI TO WTIPJT DEADER WILL IN PEACE AFTER SETTING. THEN FAL WIHOFAN WAFER T0STAR P - - -�. \n �� ISLE BAFFLE CREASE INIE5CEPTOR RED PER CM OF 1UKWAA STANDARDS. PR EP atE000040 vALUE ' BLDG. SHUT -OFF VALVE DETAIL NO SCALE PRESSURE GAGE STRAINER FLOOR SINK 01666 FlXIURE -1 "` DRAM WYE -BRMEH 1111. . NO FlXTUILS UPSTREAM COL NO SCALE OBOI . TO OUISEI5 PER .LOCAL MD. STATE APPROVED 9A 10LDW PREVEIITER A PART OF HWIM WATER SUPPLY (SEE CALL [WM) i 75 PSI OUT 145 PSI VENT THROUGH ROOF OR CONNECT TO OTHER VENTS NEAREST PARITTKIN- I 7 5665 FIXTURE SLOPE Of PER FOOT FOOT VENT 1 -1 HORIZONTAL DRAIN SPECIAL ISLAND VENTING OFNINNCE RTi8551 SHALL BE USED ON ALL PARIS OPINE VENT ONOW THE FLOOR LIE. TWORNI PIPE SUES SHOW 68E SUMS SHN1. BE ASS REOURED BY 11E C;OBE me AS NO1ED ON PLANS REAST 10 SECTION 9040 OF ME 1987 UPC FOR COMPLETE REEIUMBIENTS . FOR SPECIAL VENTING. C. CORRECTIO L.TRti GREASE INTERCEPTOR GENERAL 1. GREASE..INTERJJPTOR SHALL B£ INSTALLED_ ' IN STRIA'. THE LOCAL COORS AND THE CONDITION OF THE 2. THE INTERCEPTORS SHALL : BE INSTALLED ON A TOTAL .LOPO BEARING l of A IIVTERCE!TORS SHALL BE SET N A I:AYER 3. CARE SHAH BE TAKEN NOT TO DROP 1HE IN1iE IN40 OTHERWISE (WAAGE THE INTERCEPTOR 4. THE WYE FITTING ON THE *LET SIDE dF THE INT€N TOR EfEDOS) ON A- .LAYER OE P.iF'A WAAL 12- IN DEPTH'a3R G (WHERE WYE FIG. 1S "WIRED TO'<:QE I$ST @ S 1,00 t . 5. EACH GREASE . A a 7 So INS aLLIW° ANO SHALL ?E EASILY • �-- FOR ? N SPECTIN 03014#40' AND AT ALL TIMES. INTERC; a ` BE Pg*Eij AS CLOSE At PRACT'1 Tkt T#AE FIXTURES SERVED. MANIiQEE CCtVERS Sf&4Lt: BE en- "mkt IN CONSTRUCTION AND HAVE A MINIMUM OPENING OF 24" IN DIAMETER. 6. NOTIFY THE ENGINEER IN ORDER TO INSPECT THE INTERCEPTOR PRIOR Ta BACKFILL AND TO ASSURE THAT THE INLET WYE IS INSTALLED IN AICCORDANCi WITH 14 ABOVE. 7. THE CONTRACTOR SHALL NOTIFY THE DESIGN ENGINEER IN ORM TO PROVIDE THE UTILITIES DEPARTMENT WITH A LETTER OF CERTIFYING THE INSTALLATION WAS PERFORMED IN ACCORDANCE ALL REGULATIONS THAT AND THE APPROVED PLANS. 8. THE CONTRACTOR. SHALL BE RESPONSIBLE FOR THE FINAL LOCATION OF THE INTERCEPTOR AND FOR CONNECTION OF ALL SEWER LIDS; VENTS, AND FIXTURES. 9. VENTING FOR GREASE INTERCEPTOR SHALL BE AS SHOWN & IN ACCORDANCE WITH THE UNIFORM PLUMBING CODE AS ADOPTED BY THE - LOCAL :AUTHORITIES. 10. THE SEWER LINES AND GREASE INTERCEPTOR SHALL REMAIN UNDER T OF THE PROPERTY OWNER WHOM' SHALL BE RESPONSIBLE FOR TfiEitC 11. GREASE INTERCEPTOR SHALL COMPLY WITH HS-20 LOADING- STANDRAOS: 12. ALL BUILDING SEWER INSTALLATION MUST COMPLY WITH TIE LOCAL, UTWES . AND SEWER/WATER DISTRICT REGULATIONS. (VERITY MAX. rrligffiter WITH 'LOCAL r L JURI80.) 13. EFFLUENT FROM GREASE INTERCEPTOR SHALL NOT EXCEED 105r119/liter. PAT, OIL do GREASE : DISCHARGED TO THE , SANITARY SEWER. .. • - 14. PLUMBING/PIPING SHAH .RE CONSTRUCTED TO .'RA I'AL -LEL FLMW"' B$` TO THE TANK BATTLE TAI THE' OWE INTE: f IO FAt3R3S ENp OR ELBOW SHALL BE ALLOT WE INN THE INLET PIPE FOR :MI,Na4t40 AE FLTET! 20 PIPE DNA., WHICHEVER IS GREATER, UPSTREAM OF THE INTERCEPTOR: 15. A BALLOENTRIC VALVE SHILL BE LOCATED IN THE DISCHARGE PIPING I 1,4AX. {= 10 FEET FROM THE ORME INTERCEPTOR THIS VALVE SHALL BE CLOSED, WHEN CLEANING OR SERVICING THE DEVICE. A "TEE" CONNECTION SHALL BE INSTALLED IN THE DISCHRGE PIPING TO PROVIDE FOR SAMPLE, COEiEOTI . (ONLY WHERE REQUIRED B'Y THE LOCAL JRSD.) 16. FINAL INSPECTION IS REQUIRED BY THE CITY ENGINEER OR HIS REPRESANTATIVE PRIOR TO CONNECTION TO THE SANITARY SEWER. 17. A SERVICE MAINTENANCE RECORD SHALL BE KEPT ON THE PREMISES AT ALL TIMES AND SHALL BE IMMEDIATELY AVAILABLE TO THE CITY ENGINEER OR HIS PEP. UPON REQUEST. 18. THE PROPERTY OWNER SHALL REPORT IMMEDIATELY TO THE CITY' ENGINEER OR HIS REPRESANTATIVE, ANY SPIL, SURCHARGE, BYPASS OR MECHANICAL FAULT OR FAILURE WHICH INTERRUPTS OR OTHERWISE REDUCES THE CAPACITY :OR RENovAL • EFFICIENCY OF THE GREASE INTERCEPTOR. . kr IUtt{fv BIc m1.€9 . 6164.6- w>, eE �Gla U + (q. h e eatillek b 5e'M 6 - id,e_ 5e1 180 2 , 51 Dot I ci ; c DALE PEI WIT HAY IS DRAIN BY. , ow/ xI - 1 3.66.441E CW TM ecey, 111A of OGj 1 2001 P E R M6 G CdECKED gf VA REVISIONS 1) IRKS SERVED AT PENC HOUR A6; 2) WASTE FLOW RATE: A) WITH TOINASHING MACWNE 6 GALLON FLOW 6 IF) TRIFFOUT DISNWASHING'TAXINE 5 GALLON FLOW C) SMOTE SERNCE OMEN 2 GAL FLOW D) FOOD WASTE DISPOSER T GY.LON FLOW 3) REFORM TRIES: COMMERCIAL WORN WASTE 06HRIONER 2.5 HOURS 2.5 SINGLE &EFFACE KITCHEN SINGLE SEEDING 1.5 HOURS -: 4) STORAGE FACTORS: RAI.Y £CIMPPED COMMERCIAL KITCHEN 8 HOUR OPERATOR 1 16 HOUR OPERM 2 2.5 ,. . (20 HOUR OPERIDE k 2.5) 24 HOUR OPERADON: 3 SINGLE SERVICE KITCHEN S.F =1.5 (t6SPOS. PLATES A UTENSILS) NUMBER OF YENS WASTE FLOW 661671TION STORAGE CALCULATE .... Pot PE HOUR 6 ' RATE.. X TIME X FACTOR = TOTAL GALLONS ( (2) (3) : , (4) 3375 PROPOSED 56655E PREEMPTOR TO t£ MSWLED: '.. MANUFACTURER - UDLITY, VAULT MOOR. = LW- 712-GA TOTAL GALL.ONS = 4.000 ANCHOR WATER MATERS TO FLOOR ATE3 smoe:-To WALL TD RkSiSr HORIZONTAL DISPLAceleft :OF`' PER SPC- 1310. IRIUNIMLG LEGS - DISCH. RELIEF mu ONCIERED FOR SEISM PER INNUF.XTTFQ SC VATIC DOMESTIC WATER HEATER DETAIL 13' -1" I I GROUT Ir01 - F1 • H I 1 I I SIDES -) '11 I : PRECAST ''BAFFLE 114- pock (rrak ) 14 - ,. n.e` 1"l t €"'h is (-1-1 ) 11 L I I 1 17i4•a 17 ' a ' i l i k (? 1 i i. I-- H I - - - -- H St49T` ZT4T1F1 7:' PLAN VIEW e61H SENES r i SLOT I 5)DES ADJUST TO GRADE r t L _.J ) 1 I I I FRAMES COVERS NOT SHOWN TEE or ELBOW f ! 1 GROUT ALL ARNO BOTH SIDES ! 8' -2 1/2- r rf SECTION ALA SLOT GREASE INTERCEPTOR DETAIL 2411 LOCKING FRAME & COVER MR & GAS TIGER _ . 3 PLCS f NQ . SCALE MUTT VAULT- 712 -GA, 4000 GAL. OR EQUAL) ATEMZILBALIKEIBE 1. =owe 28.. COMPRESSIVE BROOM re =, 450D p: 2. RW k ABM A-615 GRADE 60 3. TAM AS It A -185 GRADE .55 4. S&8: If91M 6-36 GRADE 36 5. ORVANDRIR ASIR 6- 023- -66 A A- 153-87 DRAM t STEEL 0 'NSC MMRML OF STEEL 7. CONCRETE ICI- a6 818DING 160E ASIR 0 IMAM STRUCTURAL O ESIGT WNW FOR EE161OREU0 P1EDISTA DNWEW UMW SRMCRMES a LQADS mono IK-2o 1s LDP wet. two • *0cr or x60 Rmimeo) M960 LWE L016 SOCHNIIE (r 90L) TO C DEPTH. EFFECTIVE SOL' PRE35l6W MDR WADER VALE - 60 pe.f. MODE. SOL PRESSURE ABOVE MDT TONE - 46 p.a. a. SDI. COVE% 1 NIL if WATER TNaas 3 FIRMED OM 5 F . soot TARE 3 B ELOW F05IS4C0 GRADE 0 -0 OWL w.,/ WARM 17BBE BELOW BOTTOM OF VAULT. 5-0• N6X ./ OA1ER max mom B OTTOM OF WI L OUTLET OONI TO WTIPJT DEADER WILL IN PEACE AFTER SETTING. THEN FAL WIHOFAN WAFER T0STAR P - - -�. \n �� ISLE BAFFLE CREASE INIE5CEPTOR RED PER CM OF 1UKWAA STANDARDS. PR EP atE000040 vALUE ' BLDG. SHUT -OFF VALVE DETAIL NO SCALE PRESSURE GAGE STRAINER FLOOR SINK 01666 FlXIURE -1 "` DRAM WYE -BRMEH 1111. . NO FlXTUILS UPSTREAM COL NO SCALE OBOI . TO OUISEI5 PER .LOCAL MD. STATE APPROVED 9A 10LDW PREVEIITER A PART OF HWIM WATER SUPPLY (SEE CALL [WM) i 75 PSI OUT 145 PSI VENT THROUGH ROOF OR CONNECT TO OTHER VENTS NEAREST PARITTKIN- I 7 5665 FIXTURE SLOPE Of PER FOOT FOOT VENT 1 -1 HORIZONTAL DRAIN SPECIAL ISLAND VENTING OFNINNCE RTi8551 SHALL BE USED ON ALL PARIS OPINE VENT ONOW THE FLOOR LIE. TWORNI PIPE SUES SHOW 68E SUMS SHN1. BE ASS REOURED BY 11E C;OBE me AS NO1ED ON PLANS REAST 10 SECTION 9040 OF ME 1987 UPC FOR COMPLETE REEIUMBIENTS . FOR SPECIAL VENTING. C. CORRECTIO L.TRti GREASE INTERCEPTOR GENERAL 1. GREASE..INTERJJPTOR SHALL B£ INSTALLED_ ' IN STRIA'. THE LOCAL COORS AND THE CONDITION OF THE 2. THE INTERCEPTORS SHALL : BE INSTALLED ON A TOTAL .LOPO BEARING l of A IIVTERCE!TORS SHALL BE SET N A I:AYER 3. CARE SHAH BE TAKEN NOT TO DROP 1HE IN1iE IN40 OTHERWISE (WAAGE THE INTERCEPTOR 4. THE WYE FITTING ON THE *LET SIDE dF THE INT€N TOR EfEDOS) ON A- .LAYER OE P.iF'A WAAL 12- IN DEPTH'a3R G (WHERE WYE FIG. 1S "WIRED TO'<:QE I$ST @ S 1,00 t . 5. EACH GREASE . A a 7 So INS aLLIW° ANO SHALL ?E EASILY • �-- FOR ? N SPECTIN 03014#40' AND AT ALL TIMES. INTERC; a ` BE Pg*Eij AS CLOSE At PRACT'1 Tkt T#AE FIXTURES SERVED. MANIiQEE CCtVERS Sf&4Lt: BE en- "mkt IN CONSTRUCTION AND HAVE A MINIMUM OPENING OF 24" IN DIAMETER. 6. NOTIFY THE ENGINEER IN ORDER TO INSPECT THE INTERCEPTOR PRIOR Ta BACKFILL AND TO ASSURE THAT THE INLET WYE IS INSTALLED IN AICCORDANCi WITH 14 ABOVE. 7. THE CONTRACTOR SHALL NOTIFY THE DESIGN ENGINEER IN ORM TO PROVIDE THE UTILITIES DEPARTMENT WITH A LETTER OF CERTIFYING THE INSTALLATION WAS PERFORMED IN ACCORDANCE ALL REGULATIONS THAT AND THE APPROVED PLANS. 8. THE CONTRACTOR. SHALL BE RESPONSIBLE FOR THE FINAL LOCATION OF THE INTERCEPTOR AND FOR CONNECTION OF ALL SEWER LIDS; VENTS, AND FIXTURES. 9. VENTING FOR GREASE INTERCEPTOR SHALL BE AS SHOWN & IN ACCORDANCE WITH THE UNIFORM PLUMBING CODE AS ADOPTED BY THE - LOCAL :AUTHORITIES. 10. THE SEWER LINES AND GREASE INTERCEPTOR SHALL REMAIN UNDER T OF THE PROPERTY OWNER WHOM' SHALL BE RESPONSIBLE FOR TfiEitC 11. GREASE INTERCEPTOR SHALL COMPLY WITH HS-20 LOADING- STANDRAOS: 12. ALL BUILDING SEWER INSTALLATION MUST COMPLY WITH TIE LOCAL, UTWES . AND SEWER/WATER DISTRICT REGULATIONS. (VERITY MAX. rrligffiter WITH 'LOCAL r L JURI80.) 13. EFFLUENT FROM GREASE INTERCEPTOR SHALL NOT EXCEED 105r119/liter. PAT, OIL do GREASE : DISCHARGED TO THE , SANITARY SEWER. .. • - 14. PLUMBING/PIPING SHAH .RE CONSTRUCTED TO .'RA I'AL -LEL FLMW"' B$` TO THE TANK BATTLE TAI THE' OWE INTE: f IO FAt3R3S ENp OR ELBOW SHALL BE ALLOT WE INN THE INLET PIPE FOR :MI,Na4t40 AE FLTET! 20 PIPE DNA., WHICHEVER IS GREATER, UPSTREAM OF THE INTERCEPTOR: 15. A BALLOENTRIC VALVE SHILL BE LOCATED IN THE DISCHARGE PIPING I 1,4AX. {= 10 FEET FROM THE ORME INTERCEPTOR THIS VALVE SHALL BE CLOSED, WHEN CLEANING OR SERVICING THE DEVICE. A "TEE" CONNECTION SHALL BE INSTALLED IN THE DISCHRGE PIPING TO PROVIDE FOR SAMPLE, COEiEOTI . (ONLY WHERE REQUIRED B'Y THE LOCAL JRSD.) 16. FINAL INSPECTION IS REQUIRED BY THE CITY ENGINEER OR HIS REPRESANTATIVE PRIOR TO CONNECTION TO THE SANITARY SEWER. 17. A SERVICE MAINTENANCE RECORD SHALL BE KEPT ON THE PREMISES AT ALL TIMES AND SHALL BE IMMEDIATELY AVAILABLE TO THE CITY ENGINEER OR HIS PEP. UPON REQUEST. 18. THE PROPERTY OWNER SHALL REPORT IMMEDIATELY TO THE CITY' ENGINEER OR HIS REPRESANTATIVE, ANY SPIL, SURCHARGE, BYPASS OR MECHANICAL FAULT OR FAILURE WHICH INTERRUPTS OR OTHERWISE REDUCES THE CAPACITY :OR RENovAL • EFFICIENCY OF THE GREASE INTERCEPTOR. . kr IUtt{fv BIc m1.€9 . 6164.6- w>, eE �Gla U + (q. h e eatillek b 5e'M 6 - id,e_ 5e1 180 2 , 51 Dot I ci ; c DALE PEI WIT HAY IS DRAIN BY. , ow/ xI - 1 3.66.441E CW TM ecey, 111A of OGj 1 2001 P E R M6 G CdECKED gf VA REVISIONS REVISIONS :REVISED PER CITY OF TUKWILA COMMENTS :REVISED PER CITY OF TUKWILA SECOND REVIEW :REVISED PER CITY OF TUKWILA THIRD REVIEW AND REDLINES. 09 -05 -01 DJW COMMENTS AND REDLINES. 10 -08 -01 DJW COMMENTS AND REDLINES. 10 -15 -01 DJW VERTICAL DATUM (NGVD 29) KING COUNTY SURVEY CONTROL, POINT NO. RENT1911. A PORTION OF THE SW 174, SEC. 14, TWP 23 N., RGE 4 E., W.M. GRAND CENTRAL CASINO VICINITY MAP Not to Scale N J LEGAL DESCRIPTION TAX PARCEL NUMBER 336590 1035, 336590 -1026, AND 3.36590-1025 THE FOLLOWING DESCRIBED REAL ESTATE, SITUATED IN THE COUNTY OF KING, STATE OF WASHINGTON: LOTS 21,22,23,24 AND THAT PORTION OF LOT 25, LYING NORTHWESTERLY OF A LINE 146 FEET AND 4 INCHES ALONG A LINE DRAWN FROM THE SOUTHWEST CORNER OF LOT 25 TO INTERSECT THE SOUTH LINE OF LOT 24, ALL IN BLOCK 9, HILLMAN'S SEATTLE GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE 24, RECORDS OF KING COUNTY, WASHINGTON. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. SUBJECT TO EASEMENTS, RESERVATIONS AND RESTRICTIONS OF RECORD. THE MARK IS LOCATED IN RENTON, AT THE INTERSECTION WITH 68TH AVE S AND BEACON COAL MINE ROAD. IT IS A CHISELED SQUARE AT THE NORTHEAST CORNER OF THE POWER VAULT ON THE WEST SIDE OF THE AVENUE AND 10.0' SOUTH OF THE INTERSECTION. ELEV= 77.14' (23.5119 M) NAVD 88 (SEE SURVEYOR'S NOTE .3). (NA VD 88 — 3.55 = NGVD 29) NOTE: o) DURING TRENCH CONSTRUCTION, AVOID TRAFFIC VIBRATIONS ADJACENT TO WALLS, AND AVOID CYCLIC WETTING AND DRYING OF SIDE SLOPES. b) SOIL, FOUNDATION, UTILITY WORK BETWEEN THE MONTHS OF SEPTEMBER AND MAY, SHALL BE DONE IN ACCORDANCE WITH THE SOILS ENGINEER'S RECOMMANDA TION. C) ADJUST ALL EXISTING UTILITIES TO NEW GRADES. GEORGE LCSVG FAC /LIT PROPOSED - WET- VAULT STORM (WATER QUALITY) CB #1 CS #2 CB, # CB #5 RELOCATED HYDRANT SHEET INDEX PROPOSED FDC CB #9 C1 COVER SHEET /COMPOSITE UTILITIES C2 TEMPORARY EROSION /SEDIMENTAION CONTROL PLAN C3 GRADING AND DRAINAGE PLAN C4 SANITARY SEWER AND WATER PLAN C5 S. 140TH STREET IMPROVEMENTS. PLAN & PROFILE C6 CROSS — SECTIONS / DETAILS C7 SITE CROSS— SECTIONS C8 DETAILS C9 DETAILS C10 DETAILS C11 SPECIFICATIONS C12 EXISTING SITE CONDITIONS ENGINEER PACIFIC ENGINEERING DESIGN, INC. 4800 S. 188TH STREET, SUITE 360 SEATTLE, WA., 98188 CONTACT: LOU LARSEN (206) 431 -7970, FAX (206) 431 -7975 SURVEYOR: J. BECKER & ASSOCIATES, INC. 6108 COMMUNITY PL, S.W., SUITE 3 TACOMA, WA., 98499 CONTACT: JOHN W. BECKER (253) 984-7651, FAX (253) 984 — 7663 TUKWILA, WA. PROPOSED FIRE SPRINKLER UNE DOMESTIC METER OWNER: PROPOSED SANITARY SEWER GREASE INTERCEPTOR Mete STORM OUT—FALL 9 - - -- 3. U? , 1� RIVER ACCESS EASEMENT. E II STEVE DOWEN 14060 INTERURBAN AVENUE S. TUKWILA, WA., CONTACT: STEVE DOWEN (206) 248. -3710, FAX (206) 244 -4545 ARCHITECT MERRICK LENTZ ARCHITECT 1800 -136TH PLACE N.E., SUITE 100 BELLEVUE, WA., 98055 CONTACT: RICK LENTZ (425) 747 -3177, FAX (425) 474 -7149 SCALE: 1" = 50' These plans have been reviewed by the Public Works Department for conformance with current Coy standards. Acceptance is subject to errors and emissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector: Date: B ID.PCD► CORRECTIOty LTR #, )3 4 - 0019CV01.DWG SHEET OF REVISIONS :REVISED PER CITY OF TUKWILA COMMENTS REVISED PER CITY OF TUKWILA SECOND REVIEW :REVISED PER CITY OF TUKWILA THIRD REVIEW AND REDLINES. 09 -05 -01 DJW COMMENTS AND REDLINES. 10 -08 -01 DJW COMMENTS AND REDLINES. 10 -15 -01 DJW MONUMENT ;/17 DEWATERING NOTE: AS SEASONAL SITE CONDITIONS DICTATE, THE CONTRACTOR SHALL PROVIDE A DEWATERING PLAN FOR THE SITE. PLAN TO BE REVIEWED AND APPROVED BY PACIFIC ENGINEERING DESIGN, LLC AND THE CITY OF TUKWILA PRIOR TO IMPLEMENTATION. NO DIRECT DISCHARGE TO THE DUWAMISH RIVER IS ALLOWED NOTE: 1. A HUALING PERMIT IS REQUIRED PRIOR TO ANY EXPORTING OR IMPORTING OF MATERIALS DURING THE DEMOLITION OR CONSTRUCTION PROCESS. 2. DURING CONSTRUCTION, RETAIN ACCESS TO ALL EX. SEWER AND STORM DRAINAGE STRUCTURES. 3. THE ASPHALT BIKE/ PEDESTRIAN TRAIL ALONG INTERURBAN AVE. S. SHALL REMAIN OUTSIDE THE WORK LIMITS. 4. KEEP INTERURBAN AVE. S. FREE OF DIRT, MUD AND CONSTRUCTION DEBRIS THROUGHOUT PROJECT CONSTRUCTION. SEDIMENT TRAP SIZING CALC.'S PER 1998 KING CO. SURFACE WATER MANUAL. Q =0.70 CFS PER DRAINAGE REPORT REQUIRED SURFACE AREA = 2 x Q /.00096 = 2x 0.70 00096 =1,458 S.F. C -SEP :EINUE,T IRON PIPE 'w iBRASS TACK_ DOWN ±0.35, SEPTEmBER 3598_ N W3644 E_,226.2_ EX CE \5 RIM-14,33' 22'CONC NW= 11.49' 12" CONC SE 11.9• PROVIDE APPROXIMATELY ._..8OLF OF .V -DITCH (SEE DETAIL, SHEET C9) PROVIDE APPROXIMATELY 505LF OF SILT`FENCING. (SEE DETAIL, SHT. -G9) - QX. SSMH RIM = 14,48' 18" CONC NW & SF, CL CHANNEL =710' - 1 , xT6 t 7 j 16 -_ 5= 0.0100 (MIN.) CONSTRUCTION TRAFFIC ROUTE. ., �3OLF L tTEMP ) S= 0100 f EX.. C 6 P.ti S':: =1+ E.T. CTTT- -", `.CONCRETE NE=' 87' \. " `' SE, 5' 530' ,DDE C C NE-13 24' TEMPORARY, ROCKED, CONSTRUCTION ENTRANCE. 20' WIDE x 100' LONG x 1' DEPTH OF 4 " -6" QUARRY SPALLS. (SEE DETAIL, SHEET C9) Ex CBMH RIM-18.19 4" CON, NW=.<.50' 24" CONC SE LADDER -., EX. CB REM -18 z6• CMP "IC .E =1332 CONSTRUCTION SEQUENCE 1. ARRANGE AND ATTEND A PRECONSTRUCTION MEETING WITH CITY OF TUKWILA. 2. REMOVE ALL LOOSE DEBRIS FROM SITE. 3. FLAG THE LIMITS OF CLEARING AND BOUNDARY LINES. 4. CONSTRUCT TEMPORARY CONSTRUCTION ENTRANCE. MAINTAIN THROUGHOUT CONSTRUCTION AS DIRECTED BY THE CITY INSPECTOR. 5. INSTALL TESC MEASURES PER THE APPROVED TESC PLAN. 6. PROVIDE INTERIM CATCH BASIN PROTECTION FOR ALL EXISTING CATCHBASINS IN, AND ADJACENT TO WORK AREA. 7. REMOVE AND DISPOSE OF EXISTING ON -SITE PAVEMENT. 8. GRADE SITE PER THE APPROVED GRADING PLAN. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH KING COUNTY STANDARDS AND MANUFACTURERS RECOMMENDATIONS. 9. INSTALL STORM DRAINAGE SYSTEM AND WATER QUALITY VAULT. PROVIDE INTERIM SEDIMENTATION PROTECTION FOR ALL NEW CATCHBASINS. MONITOR AND CLEAN THROUGHOUT CONSTRUCTION PHASE. 10. REMOVE SEDIMENT POND ONCE THE STORM DRAINAGE SYSTEM IS FUNCTIONAL. ROUTE ALL CONSTRUCTION DRAINAGE TO NEW CATCH BASINS. 11. INSTALL SANITARY SEWER SERVICE LINE AND GREASE INTERCEPTOR. 12. INSTALL WATER SYSTEM AND NEW SERVICES. 13. INSTALL REMAINDER OF NEW UTILITIES (LIGHTING, POWER, GAS, CABLE, ETC.). 14. FINAL GRADE PARKING AREAS. 15. PAVE SITE. 16, PERFORM OFF -SITE WORK ALONG INTERURBAN AND 140TH. 17. LANDSCAPE. 18. MAINTAIN SILT FENCES AND CATCHBASIN SEDIMENTATION PROTECTION UNTIL ALL RISK OF SEDIMENTATION HAS PASSED. 19. CLEAN STORM DRAINAGE SYSTEM. REMOVE REMAINING TESC MEASURES AFTER THOUGHOULY CLEANING ALL PAVED SURFACES AND THE INSPECTOR HAS APPROVED THE STORM DRAINAGE SYSTEM. EX, CB RIM = 15.04 CONC NW' =1249 CONC SE-12.45 EX. SSMH E ICI =15.68 CONC SF y. NE. i CH ANN 94 ODDER TO THE wEST i U 'uRE ;EEM:i ABAND=DN PROVIDE APPROXIMATELY 100LF OFV -DITCH (SEE DETAIL, SHEET C9) EAST EX. C3 CONC. N 12.84 CCNC SE 12_32 PROVIDE APPROXIMATELY 435LF OF 6' HIGH CHAINLINK SAFETY FENCE. EX. CB RM =17 68 a" CONC NE-L4.75 EX. RIM-17.5.3 8" CONC NE =1503 EX. CBM,H RIM-18.00 24" Cot. Nw =12,24 18' CUP SE =13. Sit 12" CON!: E -13.55 LADDER TO THE SW EX CB 534 RIM-16.88 12'CONC SC=13.96 12 "GONG W-13.87 GEO,9GE LONG FACILITY 14000 INTERURBAN A ✓Et 'UE SOUTH EX. CB RIM-17.22 12 "GONG NN1=14.18 EX. CRAB - RIM-17.93 18" CMP NW-14.29 12" CMP 5E =14.34 12" CMP S_W =14.39 / FOUND CASED MONUMENT, 2 1/2" IRON PIPE W /BRASS TACK, DOWN x35', SEPTEMBER 1998. =16' i9 .ON, N'N.' =1410 UTH 140TH ST. TIMING NOTES SOUTH 140TH STREET SERVES EXISTING BUSINESSES BEYOND THIS SITE ALL WORK TO BE COORDINATED WITH THESE BUSINESSES PRIOR TO BEGINNING ANY CONSTRUCTION IN THIS AREA. 0 CONSTRUCT NEW PORTION OF 140TH ST. OUTSIDE OF EXISTING PAVEMENT. 0 REMOVE AND REBUILD THIS PORTION OF EXISTING PAVED ACCESS. 0 REMOVE EXISTING PAVEMENT ONCE WORK IN AREAS 0 AND ZO ARE COMPLETED. SEE SHEET C5 FOR WORK IN THE S. 140TH ST. RIGHT -OF -WAY. COORDINATE 14000 INTERURBAN AVENUE SOUTH ACCESS WITH AL. -6PEN@ 6 v ;1,e.u.N,u,i�'7/rd Slabl -AN@ER'SGN-(2QB} - 1'862 - 2.0(0-4-.4 3- 011-9 • EX L' • RIVERSIDE - IN aue_16a4 CONC Nb' - 1,4 TEMP. SEDIMENT POND SURFACE AREA REQUIRED: 1,460 S.F. SURFACE AREA PROVIDED: 2,048 S.F. TOP OF BERM ELEV.= 17.00 WATER SURFACE ELEV.= 16.00_._ POND BOTTOM ELEV.= 12.50 4.0' WIDE z 60.0' LONG ROCKED OUTFALL ELEVATION= 16.00 N 89'5•44 E 296.00' LI ;- ALL WORK TO BE COORDINATED WITH THE \ RIVERSIDE CASINO TO MINIMIZE LOSS OF ACCESS. - Ex. 551.1:; R1M-1, SL 12" CCNC NW SE, CL CItANNE• �_' n y v v LADDER -e THE uE \\ \\ EXISTING PAVEMENT IN THIS AREA TO REMAIN INTACT 6/-0-1Se \ AS LONG AS POSSIBLE, UNTIL CONSTRUCTION NECESSITATES \\ `\ ITS REMOVAL. ,,SEE SHEET C6 FOR WORK IN THE S. 141ST ST. RIGHT -OF -WAY EX ',SAM RIM-16.84 6" CONC NE, SE, SW & Nu! CL CHANNEL =14.83 \ 1 GRAPI-AC SCALE SCALE: 1" = 30' \\ \ N 8956•44 E 115.10' CITY FTUKWRA 30 0 10 20 30 • in IN i - - Y. i i 0 ZD PERMITCENTER n 1 TEMPORARY EROSION CONTROL PLAN 0 VJ J '3: Z W U 0 cc 0 ' DRAWN BY: DJW ISSUE DATE: 05 - 16 - 00 SHEET REV.: 10 - 15 - 01 1 PROJECT NO.: 00 -19 0019.DWG 02 SHEET OF REVISIONS :REVISED PER CITY OF TUKWILA COMMENTS :REVISED PER CITY OF TUKWILA SECOND REVIEW AND REDLINES. 09 -05 -01 DJW COMMENTS AND REDLINES. 09 -05 -01 DJW 118LF 12 "N -12 0.0100 / - ' V / RI�M C 14!SS' ` \ of 1 CONC 5E =11, 90' �J2EP.LACE_RUM IYEE fl • '> 48 "0 CB, RAISE RIM \ ELEV.= 17.00 • EX. INVERTS. S= 0,0100 r--C8 #7 TYPE ITW/ FRAME AND GRAT , —RIM 46,5- — — — - INV, (6" E) = 12.25 INV, 0,2" w, S, N) = 12,25 —F>Er 12 LN 12 -y \ \\s._ 0.0100 N 895644` E 150 • 66LF 12" N -12 S= 0.0268 MONUMENT 617 CB #3, (TYPE I) W FRAME AND GRATE, RIM= 16,50 INV. or SE) = 14.00 SCALE: r - 30' SEE OF SO 30 0 10 20 30 60 GRAPHIC SCALE CL O =6,34 LADC TO NE EX. CB RIM =14,65' 6' PVC SW =11.62' \ ® � \,\ 6" PVC NE =11.39' \ \ REMOVE EXISTING CB AND \ \ `\ STALL NEW CB OVER EX. \ \ \ LINE. \ss \\ \ CB (TYPE G WI TH AME AND ND GRATE. \ \\ \\ ` 15, 9 INV. ` `� (t2' NE) = 11.53 \ RIM FOUND CASED MONUMENT, 2 1/2 \ IRON PIPE W/BRASS TACK, DOWN ±0.35', SEPTEMBER 1998. EX. CBMH IM= 17.5.' 6 ONCRETE NE =11.47' 42" NC: SE, SW= 15.10' LADDER TO NW LOWER EXISTING RIM TO ELEV. 17.00 R RELOCA TREET. EX. CB R1M= 17.36' 8" PVC NE= 1 3.24' CENTERUNE OF INTERURBAN AVE. S0. PER SURVEY FOR CITY OF TUKWILA RECORDED UNDER NO- 6401059003. 0 %t ,♦ EX CBMN RIM =18.19' 24" CONC NW= 12,50' 24" CONC SE= 12.64' LADDER TO THE NE EX. CB RIM = 18.36' 18" CMP SW= 13.15' 12" CONC NE =13.12' EX. CB RIM =15.04 12" CONC NW =12.49 12" CONC 5E =12.45 8" DI NE =12.39 : REVISED PER CITY OF TUKWILA THIRD REVIEW COMMENTS AND REDLINES. 10 -15 -01 DJW I I I I � A PORTION OF THE SW 1 /4, SEC I I f RIM = 1521' PO SS U ZYI36" I IE= UNKNpWN I LADDER RAISE rpm ✓�l,� �� � ' . FINISHED e � ffet•� 6.10 WATER /VAULT GATE 'VALVE FIR B DEPT. NECTION EX SSMH RIM =15.66 6° CONC SE & NE, CL CHANNE1=14.94 LADDER TO THE WEST STRUCTURE SEEMS ABANDON CB #5, (TYP FRAME AND RIM= 16.50 INV, (12" NW) EI)W/ GRATE. = 14.50 EX. CB 661 R.15.50 12 CONE NW =12.84 12" CONC SE =12.82 REPLACE WITH TYPE II- 48"6 CB, RAISE RIM TO ELEV.= 17.15 MATCH EX. INVERTS. EX. CB RIM =17.68 8" CONC NE =14.75 GEORGI LONG I�AC/LITX 14000 INT4RE/HBAN AVEA4UE SOUTH I B #2, (TYPE I) tN/ CB #4, (TYPE I) W/ RAME AND GRATE. FRAM AND GRATE, MN= 15.75 I RIM= 6,70 INV. (12" NW) = 12.32 INV. 02" N, S) = 12,82 4. SSMH I 1111 I IM= 1a.a9' I I / I VOLUME REQUIRED, 7,0 C.F. 8 CONC NW .I SE, I L CHANNEL =7.10' - . . ' TC�� Si iris /.%� / // / / / /il �lC, , FIX: : rilr fMra�✓� DCTAIL SIIE6T CO} ���1 I _ oP = rr.13' 1 F " N -12 i I I ] I 5L 12 I ■• \\\\II. 111111 5= 0.0100 1�)}ll ICI .. EXISTING CB I I I I I'') CHARGE PIPEII I I 1 STRUCTURE OF I 11 1 EX RIM = 17.4! 8 - 01 SW-16.33 EX. CB RIM =17.55 8" CONC NE =15.03 EX. CBMH RIM =18.00 24" CONC NW =13.24 18" CMP SE =13,50 12" CONC E= 13.55 LADDER TO THE SW EX. CB 534 616 =16.88 12 "GONG 5E =13.96 12 "CONC W =13.87 (TO BE REMOVED) EX. CB RIM =17.22 12 "CONC NW =14.18 EX. CBMH RIM =17.93 18" CMP NW =14.29 5 12" CMP SE =14,34 12" CMP SW =14.39 Fr11 T ACFl1 WTNI WENT U 1 /7 "..� ^e-LoNA liceseti 13E-osto S co Q N itv' Zi l . 14, TWP 2$ N., I CE 4 I~., W.M. � 1> CB #9, (TYPE I) W /' FRAME AND GRATE, RIM= 17.20 \ INV. (12" NW) = 14,20 NCTE ": £046 ....... .., . L. ", 1, INTSTPLL TYPE I CATCHBASINS PER CITY OF TUKWILA 00 -25, 2. INSTALL TYPE II CATCHBASINS PER CITY OF TUKWILA SD -22, 3, USE VANED GRATES ON ALL CATCHBASINS, UNLESS OTHERWISE NOTED, \ LLLLL \ LLLLLLLLLk \\ LLLLLLLLLLLL E_LLLLLLLLLLLLLLLLL�\ I_ LLLLLLLLLLLLLLLLLLLL • L L L C LLLLI LLLLLLL1 C RIVERSIDE LLL LLLLLL / LLLLLLLI L LLLLL /Y • LL FE I I I I LLLLLLI • I I I LLLLLLLLLLI LLLLLLLL' LLLLLI LLL EX, SSMH RIM =16.91 12" CONC NW & SE, CL CHANNEL =7.90 LADDER TO THE NE UTILITIES LOCATE NOTE: THE LOCATION OF EXISTING UTILITIES SHOWN HEREON IS BASED ON INFORMATION OBTAINED FROM THE FIELD AND FROM RECORDS, JKA ASSUMES NO RESPONSIBILITY FOR EXISTING UTILITIES SHOWN OR NOT SHOWN HEREON, • CONTRACTOR IS ADVISED TO VERIFY THE EXACT SIZE, DEPTH AND LOCATION • OF EXISTING UTILITIES PRIOR TO CONSTRUCTION. CONTRACTOR SHALL CALL FOR UNDERGROUND LOCATE AT 1 -800- 424 -5555 PRIOR TO CONSTRUCTION. Ct7� tA)D 2 oP v( TeePall4air ' rY CB #8, <TYFE II 40 "r) w1Tll(T (e " )W, SOLID, 24 "c, LOCKING LID. RIM 4 -,?63- V1 Oct INV (4' W) 11.00 12 " IJ /arr= nal% INV , =- $ter..; ,w. SOW= Co.S4 N 89$6 E" E E 22966.00" INV. (12") - i$06; DISCHARGE (/ INTO SPLASHPAD. 5.0' x 5.0' x 1.0' DEPTH OF 4 " -6" QUARRY SPALLS. PROVIDE FLAP GATE A END OF PIPE. A :SEE SHEET Cr 1 _L OR SECTION. - ;T SEE SHEET C7 FOR SECTION i J V =9 9Pa) 0 d D' fi N 8956'44" E 116.10' These plans have been reviewed by the Public 5Corks Department for conformance Nvith current City standards, Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinance_ The iespoesibiliry for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance ARE will require a resubmittal of revised drawings for subsequent approvaL Final acceptance is subject to field inspection by the Public Works tttilites iasp r, Date: BF 1 , �! \ EX. SSMH \ \\ \ RIM =16.84 \ \ \ 6" CONE tiE, SE SW & NW h" CL CHANNEL =14.8 3 \ ` S EX. CB \ I s \\ IN RIM =16.94 J ` •1 \\ 12" CONC NW-14,34 .1 • • �Y Cl1YOFTOKWp,A Gf GuAOVVJAU S PER6NPCENTER RESIN NO, 8 0 9LE: octt 0 Cc 0 F- Z w 0 0 LJ� 0019GRO1.DWG SHEET C 1c ccs 0 00;0 4.)o .5 bo EW • . U P. PROJECT NO.: 00 - 19 DRAWN BY: DJW ISSUE DATE: 05 -16 -01 SHEET REV.: 10 - 15 - 01 GRADING AND DRAINAGE PLAN 1 J REVISIONS :REVISED PER CITY OF TUKWILA COMMENTS :REVISED PER CITY OF TUKWILA SECOND REVIEW AND REDLINES. 09 -05 -01 DJW COMMENTS AND REDLINES. 09 -05 -01 DJW CL v!,aNNEL =6.3 LADDER TO NE i A PORTION OF THE SW 1 I4, SEC. 14, TWP 23 N., RGE 4 E., W.M. EX. 08 1ti 7• P 5.2 osSBLY!35" NNW IE= UNKNOWN /. LADDER TO 11-if SW RAISE RIM TO MATCH NEW FINISHED GRADE ELEV.= 16.10 UTILITIES LOCATE NOTE: THE LOCATION OF EXISTING UTILITIES SHOWN HEREON IS BASED ON INFORMATION OBTAINED FROM THE FIELD AND FROM RECORDS. JKA ASSUMES NO RESPONSIBILITY FOR EXISTING UTILITIES SHOWN OR NOT SHOWN HEREON. E MFRS: MAY 6. 2003 INSTALL NEW CB OVER EX. LINE. CB #1, (TYPE II -48 "4) WITH FRAME AND GRATE. RIM= 15 :79 INV. (12" sw.NE) = 11.53 OJN CASED MONOMEN 7 1 'R W /4:?A S M X CC,.SH REP EmE �,.ONCRE NE =11.4- N V'ONC. S SW =15 N L A!ODER TO NW LOWER 'EXISTING RIM \ TO ELEV.=,, 17.00 SEE E'E C5 FOR RELOCATION OF SOINH `1410TH STREET. MONI_MENi 417 CB #3, (TYPE I) W/ FRAME AND GRATE. RIM= 16.50 INV. (12" sE) = 14.00 SCALE: 1" = 30' 30 0 10 20 30 60 • - 0 MO - M GRAPHIC SCALE EX CB C \E =11 +9 \\ \ \ \. EX. CR ♦V RIM = 14 12 NW =11.99' ,.t CON: SE= 1t,90' REPLACE WITH TYPE °gyp' ,48 "0 CB, RAISE RIM ELEV.= 17.00 \ \ MATCH EX. INVERTS. Q o \, 118LF 12" N -12 N 89'56'44 " 6:26' 57LF 12" N -12 5= 0.0100 CB #7, ,(TYPE 1),W/ FRAME AND GRATE: - -RIM= 1615 INV. (6" E) = 12.25 INV. 0.2" W, s. N) = 12.25 5LF 12",N-12 SERVICE CABINET W/ ALARM 66LE 12" N-12 S= .11.11" PUMP FOR VAULT 1 \ 0.0268 ` FOOTING DRAINS. CB #6 (TYPE i) W/ CB#lo,� (TYPE 11-480) W/ m ERFRAME AND GRATE. SOLID, '24 - 0, LOCKING LID. RIM= 16 60 RIM 1700 I... NV.(t z" sw, ,0)= 14.02 INV,(s" COT E) 14 ,00 INV. a1; ' 0 = 5. BOTTOM ELEV.= lA0 1SEE-Df , SHT. C8) C AEtREMO`+ EXISTING CB., AND CHARGE PIPE ` I STREAM OF STRUCTURE. I R EX a 741 / a" C - -W= =6.33 S= 0.0100 FF =18.40 - -S= 0.011 E=13.24 N C N4 50 CONC LS D R TO THE NF EX CB 3 36 CMP SW 13'5' '01C NE 1 3.12' EX. Ge RIM= 5.04 CONC :REVISED PER CITY OF TUKWLA THIRD REVIEW COMMENTS AND REDLINES. 10 -15 -01 DJW I -- WATER VAULT \�:: GATE , ,VALVE POE DEPT - CONNECTION I _ =X SSVH RiM=-5.8 6" CONC SE Z NE. CL CHANNEL =14.94 -ADDER TO THE WEST ST>I!C.i_RE SEEMS 49AN DCN CB #5, (TYPE I) W/ FRAME AND GRATE. RIM= 16.50 INV. (12" NW) = 14.50 EX .fi5 RIN =15.59 ;2 CONC.' 2 " CONC , E - 12.82 REPLACE WITH TYPE II- 48"0 CB, RAISE RIM TO ELEV.= 17.15 MATCH EX. INVERTS. E 8 CO 1„ NE -14.75 CB #2, (TYPE I) W/ FRAME AND GRATE. RIM= 15.75 INV. (12" Nw) = 12.32 EX., SSMH RIM =ta 18 T8 �GONC NW at SE, „ CL HANNEL=710' _01T01 - - SV EX, CB RiM =17 55 3 cor,c NE =15.03 14000 /NrERURBAN AVENUE sOU'? ! CB #4, (TYPE I) W/ FRAME AND GRATE. RIM= 16.70 INV. (12" N, 5) = 12.82 RIM =18.00 24" CONIC NW =1324 18" CMP 5E =13.50 12" CONC E =13.55 LADDER TO THE SW EX Cc 534 - - - -� _ RIM 16.88 \. , 2 "CONC 5E =13.96 12'CCNC. W -15.87 / (TO BE REMOVED) / EX. CE \ RIM.17.22 12 "CONC IJW =14. EX.. CBMH - -� 93 18” 3 CMP 11 =14.29 .,MP 5E 14.34 IT CMP SW =14.39 % ) N Ff11INT !' ACFT A!TNI IA.IFNT 7 1 \ eP ACCESS RISER. (SE: DETAIL SHEET C ?) RIM= 16.63 CB #9, (TYPE I) W/ FRAME AND GRATE. RIM= 17.20 INV. or NW) = 14.20 WATER DUALITY VAULT 20.0' WIDE x 80.0' LONG x 5.5' DEEP, CAST -IN -PLACE CONCRETE VAULT. (SEE DETAIL, SHEET C8) VOLUME REQUIRED: 7,696 C.F. VOLUME PROVIDED: 8,000 C.F. ■ INV. (12". IN) = 12.20 our f.'76 JACCESS RISER. (SEE DETAIL SHEET C8) RIFT- 1 5LF. N -12 EX. SSMH CENG CL Ex RIM= =.; -18 12" CONC NW =14 1 ^4" CONC SE,1412 ,� `\ .• \ tit CB #8,. (TYPE II -48 "0) WITH SOLID, 24 "c, LOCKING LID. RIM= 17.03 INV. (4" w) = 14.00 INV. (12" N, E) = 11.65 I .'I N 8936•4" E 296.00' INV. (12 ") = 10.00, DISCHARGE INTO SPLASHPAD. 5.0 x 5.0' x 1.0' DEPTH OF 4 " -6" QUARRY SPALLS. PROVIDE FLAP GATE AT END OF PIPE. CONTRACTOR IS ADVISED TO VERIFY THE EXACT SIZE, DEPTH AND LOCATION OF EXISTING UTILITIES PRIOR TO CONSTRUCTION. CONTRACTOR SHALL CALL FOR UNDERGROUND LOCATE AT 1- 800 - 424 -5555 PRIOR TO CONSTRUCTION. NOTES: 1. INTSTALL TYPE I CATCHBASINS PER CITY OF TUKWILA5. 2. INSTALL TYPE II CATCHBASINS PER CITY OF TUKWILA 2. 3. USE VANED GRATES ON ALL CATCHBASINS, UNLESS OTHERWISE NOTED. A -SEE SHEET C7 FOR SECTION. 4. - SEE SHEET C7 FOR SECTION. N 8936•4" E 11510' J PROJECT NO.: 00 - 19 DRAWN BY: DJW ISSUE DATE: 05 - 16 - 01 SHEET REV.: 10 - 15 - 01 GRADING AND DRAINAGE PLAN RECEIVED CITY OF TUKWILA PERMIT C 0 cu '1, V1 . E U to o 09 S es U �y 0019GR01.DWG 03 SHEET OF REVISIONS REVISED PER CITY OF TUKWILA COMMENTS :REVISED PER CITY OF TUKWILA SECOND REVIEW :REVISED PER CITY OF TUKWILA THIRD REVIEW :REVISED GREASE INTERCEPTOR LOCATION PER AND REDLINES. 09 -05 -01 DJW COMMENTS AND REDLINES. 09 -05 -01 DJW COMMENTS AND REDLINES. 10 -15 -01 DJW CLIENT'S REQUEST. 02 -08 -02 DJW 30 0 10 20 30 GRAPHIC SCALE SCALE- 1" — 30' 60 • _ 1• GREASE INTERCEPT (SEE MECHANICAL PLANS FOR DETAILS) RIM =17.86 INV. =12.77 N 8956'4.4' E 150.00" 1L� CAP EXISTING FIRE HYDRANT TEE AND ABANDON IN\PLACE. REMOVE/ RE —USE EXISTING FIRE HYDRANTt rBARREL IF IN EXCELLENT CONDITION. NSTALL NEW TEE AND VALVE. 40LF 4" DIP FF -18.40 ( DRYUNE) DDCV ASSEMBLY TO BE LOCATED IN RISER ROOM. SEE FIRE SPRINKLER DESIGN PLAN eti ,O\ P.PE + - SEE SHT..C5 FOR RELOCATION oo;rN fu_ _;j , OFJ040TH ST. NOTE: SPRINKLER DESIGN BY OTHERS. 4" SERVICE LINE SHOWN TO BE VERIFIED BY SPRINKLER DESIGNER. IRRIGATION METER. COORDINATE LOCATION WITH LANDSCAPING. PROVIDE RESTRAINED JOINT SYSTEM FOR SPRINKLER SERVICE UNE AND D.I.P. (DRYLINE). PROVIDE GUARD POSTS AROUND THE FIRE HYDRANT AND FIRE DEPARTMENT CONNECT PER CITY OF TUKWILA STANDARD PLAN WS -5. A PORTION OF THE SW 1 /4, SEC. 14, TWP 23 N., RGE 4 E., W.M. J FER A1:1 r GA , I —•I .. c,EPT- I �. tttiEC i� ;r RAISE RIM TO 17.2 ... 2' ?6 ,34 / ' r o FIRE DEPT. CONNECT 76LF 4" DIP (DRYLINE) UTILIZE EXISTING METER FOR CONSTRUCTION WATER. WHEN LONGER NEEDED, REMOVE AND RETURN METER TO CITY. CAP EXISTING SERVICE LINE AT MAIN. REMOVE EXISTING SERVICE LINE AND METER BOX. CONNECT TO El. SIDE SERVICE W/ 6" IN —UNE C.O. RIM =17.9 (±) INV. =10.0 t) GFORGE LONG FACILITY 14,100 1.NT%.=FLJRSAN .4 V5VLS.= SOUTH \ . e n . 48' RAISE: RIM TO 17.0 CL CHANNEL, 1. 6E66' :4" E__226 26' END (RJxRJI W/ CONC. BLKG. 1 — 12 "x4" TEL (RJxFL) W/ CONC. BLED. 1 — 4" GATE `,-ALVE (FLxRJ) • UTILITIES LOCATE NOTE THE LOCATION OF EXISTING UTILITIES SHOWN HEREON IS BASED ON INFORMATION OBTAINED FROM THE FIELD AND FROM RECORDS. JKA ASSUMES NO RESPONSIBILITY FOR EXISTING UTILITIES SHOWN OR NOT SHOWN HEREON. CONTRACTOR IS ADVISED TO VERIFY THE EXACT SIZE, DEPTH AND LOCATION OF EXISTNG UTILITIES PRIOR TO CONSTRUCTION. CONTRACTOR SHALL CALL FOR UNDERGROUND LOCATE AT 1- 800 - 424 -5555 PRIOR TO CONSTRUCTION. ,30LF4 DIP (SPRINKLER SERVICE UNE) 2 "0 DOMESTIC SERVICE WATER METER ir+ RAISE RIM TO 17.7 CON ' N 8956'44" E 296.00' These ll.. have been 1lc fed v the Pub 0. s. D p anent Norma ce with cu ea to erro 8 9 5 6 4 E 1 0 4 0 do not authorize violations of adapted standards or o.d.__nces. The responsib li :. r the adequacy of the design rests totally designer. Additions, deletions or revisions to th raa, ings after tins date will void this acceptan and will require a resubmittsl of revised drawl tor. subsequent spptnvaL Final acceptance is subject to field inspection the Publ Works utilities iasp0N01 Date: 02. IS -OJ— fT o rs) gE V 1; .2r nl uc lip S2c- 11 CIaoS SG C +.. - F y less FILE COPY C V W SION j OJ 'WIRES MAY 6, 2003 I PECERL_. atv.�� - u!cv:ta FEB 0 B 200 PERMITCF,, lrwa • $"I 1-1 = - /� • 0 P-1 CA a WQ �g 0019SW01.DWG C 4 SHEET OF REVISIONS :REVISED PER CITY OF TUKWILA COMMENTS :REVISED PER CITY OF TUKWILA SECOND REVIEW :REVISED PER CITY OF TUKWILA THIRD REVIEW AND REDLINES. 09 -05 -01 DJW COMMENTS AND REDLINES. 09 -05 -01 DJW COMMENTS AND REDLINES. 10 -15 -01 DJW 30 0 10 20 30 GRAPHIC SCALE —FOJND '_ C MON:im ENT 2 :RON H1 z:;3RASS * -SEE SHT \ FOR RELOCATION 500 _... 35'. SEGTE Si. • MONUMENT SCALE- 1' = 30' 60 • IMM \ ■-- SANITARY SEWER MANHOLE RM 05 7' 5 & \ C". A PORTION OF THE SW I /4, SEC. 14, TWP 23 N RGE 4 E., W.M. . I EL F 3 �\ LAC -R T S p, CAP EXISTING FIRE HYDRANT TEE AND ABANDON IN\PLACE. REMOVE/ RE -USE EXISTING FIRE HYDRANT' BARREL IF IN EXCELLENT CONDITION. BLDG C.O.'S RETAIL NEW TEE AND VALVE. RIM =18 ±� INV =1430.. UTILIZE EXISTING METER FOR CONSTR WHEN NO LONGER NEEDED, REMOVE A METER TO CITY. CAP EXISTING SERVI MAIN:, REM VE EXISTING SERVICE LINE . BOX. 40L= 4" DIP FE (DRYUNE) DDCV ASSEMBLY TO BE LOCATED IN RISER ROOM. SEE FIRE SPRINKLER DESIGN PLAN 6" IN -LINE CO. RIM =17.9 INV. =13.84 TION WATER. D RETURN 'LINE AT D'METER RIVERSIDE IRRIGATION METER. COORDINATE LOCATION WITH LANDSCAPING. NOTE: SPRINKLER DESIGN BY OTHERS. 4" SERVICE LINE SHOWN TO BE VERIFIED BY SPRINKLER DESIGNER. PROVIDE RESTRAINED JOINT SYSTEM FOR SPRINKLER SERVICE LINE AND D.I.P. ( DRYLINE). PROVIDE GUARD POSTS AROUND THE FIRE HYDRANT AND FIRE DEPARTMENT CONNECT PER CITY OF TUKWILA STANDARD PLAN WS -5. WATE, —FIRE DEPT. CONNECDON CONNECT TO EX. 12" SS MAIN INV. our =3.99 (FIELD VERIFY) INV. 6" =4.25 Ex- .1 aie RIM TO 17.2 (MATCH SPRING LINES) CO NC SE z r.E CADDIE;: TO i-iE WE, A8 FIRE DEPT. CONNECT ery 76LF 4" DIP (DRYLINE) - - .N , 8956'44`. E 226 0 1 - 4" 90' BEND (RJxRJ) W/ CONC. BLKG. 1 - 12 "x4" TEE (RJoFL) W/ CONC. BLKG. 1 - 4" GATE VALVE (FLxRJ) GEORGE LONG FACILITY 14000 iNTERUREAN AVENUE cOUh1 EX. SSMH RIM - 14.48' RAISE RIM TO 17.0 1 8" CONC NW & 5 C a CHANNEL, 10 - -- ;:atDEF'T0 THE - '.�h -- 6" IN -UNE C.O. \ ~\ RIM =16.5 INV. =1184 150.00" ciA“NEL CL .DER TO THE NE UTILITIES LOCATE NOTE THE LOCATION OF EXISTING UTILITIES SHOWN HEREON IS BASED ON INFORMATION OBTAINED FROM THE FIELD AND FROM RECORDS. JKA ASSUMES NO RESPONSIBILITY FOR EXISTING UTILITIES SHOWN OR NOT SHOWN HEREON. CONTRACTOR IS ADVISED TO VERIFY THE EXACT SIZE, DEPTH AND LOCATION OF EXISTING UTILITIES PRIOR TO CONSTRUCTION. CONTRACTOR SHALL CALL FOR UNDERGROUND LOCATE AT 1- 800 - 424 -5555 PRIOR TO CONSTRUCTION. I , N 89'56'44" E 296.00' 3OLF' 4 , DIP (SPRINKLER SERVICE LINE)` 2 "0 DOMESTIC SERVICE WATER METER e 9' RAISE RIM TO 17.7 11LF 6" PVC \ \ RiIA =16.54 '\ \ ��" CONC NE, SE. St' °t Ntt \ \ CL CHANNEL-14 .. \ \ .•\ 5= 0.4000 -- - -.. - _....... GREASE INTERCEPTOR (SEE MECHANICAL PLANS FOR DETAILS) RIM -18.1 ^� - INV.-14.10 - - • ELF 6" PVC _ -- - -S =0:4000 -- -- -- - L N 8956'44' E 115.10' J 2)6 /s e PROJECT NO.: 00 - 19 DRAWN BY: TLR ISSUE DATE: 05 -16 - 01 SHEET REV.: 10 - 15 - 01 SANITARY SEWER AND WATER PLAN RECEIVED CITY OF TUKWILA PERMIT CENTER 0019SW01.DWG 04 SHEET OF REVISIONS : REVISED PER CITY OF TUKWILA COMMENTS : REVISED PER CITY OF TUKWILA SECOND REVIEW : REVISED PER CITY OF TUKWILA THIRD REVIEW : REVISED STORM PER UP -DATED EXISTING AND REDLINES. 09 -05 -01 DJW COMMENTS AND REDLINES. 10 -08 -01 DJW COMMENTS AND REDLINES. 10 -15 -01 DJW SITE CONDITIONS. 05 -08 -02 DJW REPLACE EXISTING �- HERRING BONE - GRATE WITH VANED _ GRATE. RELOCATE DISPLACED EXISTING LANDSCAPING TO THIS AREA AT THE CITY'S DIRECTION. MATCH EX. CONC. - CURB & GUTTER NEW CONC. SIDEWALK. MATCH EXISTING. SAWCUT LINE DEPRESS CURB IN THIS AREA FOR H/C ACCESS TO SIDEWALK CROSSWALK/ STOP BAR CHANNELIZATION PER CITY OF TUKWILA STD. DTL. RS -19. RELOCATE EX. STREET LIGHT CONTROL CABINET & GROUND RODS TO NORTH SIDE OF 140TH ST. (PLAN AND DETAILS TO BE PROVIDED BY OTHERS) 52406. o W STREET (ADJUST TO NEW FINISHED GRADE) DEPRESS CURB IN THIS H AREA FOR /C ACCESS -� - _ TO SIDEWALK CENTERLINE OF INTERURBAN AVE. SD. PER SURVEY FOR CITY OF TUKWILA RECORDED UNDER ND. 8401059003. 0 +00 B (SEE SHEET C6) MATCH EX. CONC. CURB & GUTTER 15 10 53W +00 co EX. CURB & GUTTER A PORTION OF THE SW 40.00' 1/2 INTERURBAN. AVENUE '. SINGLE, SOLID YELLOW CHANNELIZATION STRIPE PER CITY OF TUKWILA O STD. DTL. RS -13. ,r EX. 6" PVC TO THE EX. ASPHALT NE TO BE UP -SIZED SIDEWALK ( TO A 12" LINE. EXISTING ASPHALT SIDEWALK (TO BE REMOVED) EXISTING DATUM ELEV GRADE(TYP.) 5.00 I Wo o � � GJ� SOUTH 140th ST 1 +00 ( NEW CONC. CURB I I . & GUTTER PER _1 C.O.T. STD. DTL. RS -8. STA 1 +3D 00 18.013' LT EX. CURB & GU II11E11 SAWCUT LINE RELOCATE EX. EX. STOP AND STREET SIGN. SHEET . 5 " ALL CONCRETE DRIVEWAY APRON PER CITY ,OF TUKWILA STD. DETAIL RS -8. 20.0' OF NEW A.C. PVMT. EXTRUDED CONC. CURB. (SEE DTL: SHT. C6) SCALE: HORZ. 1" 20' LOW W PO POI INT NT ELEV - 1 +3 16.10 5 LO STA VERT. 1" = 5' PVI STA 1+30 PVI ELEV 15.50 A.D. 4.00 K 12.50 90.00' VC STA: 1 +55(EVC) O � II t AT CENTERLINE 14, TWP 23 N.,' RC E 4 E., W.M. EX. GRAVEL DRIVEWAY -I Ai 1 S to / 1 �' / V C yF AT STA. 1 +30.00, 18.00' LT. f' REMOVE/ REPLACE EX. CO W/ CB#1,. (TYPE II -54 "0) WITH FRAME AND GRATE RIM =15.79 INV.(t2" S) =12.45 Culp SE=R REMOVE/ REPLACE WITH TYPE 11' -48"0 CB W/ SOLID, 24 "o, LOCKING LID. - EXISTING GRADE HIGH POINT ELEV : 17.00 _ HIGH POINT STA 2-1-10 PVI STA = 1 +85 PVI ELEV: = 17 00 - A.14 . -2.00 STA: 1+60(BVC) ELEV .16.50 „, N t0 I,.JA, T ER" "HUL :ATE VALVE FLUE DEPT 20 EXTRUDED CONC. CUR '\ (SEE DTL. SHT. Cb) EX PAVEMENT TO REMAIN STA. 1 +30.00, 18.19' RT. INSTALL CB #2, (TYPE!) WITH FRAME AND GRATE RIM= 15.79 NV.(12" N)= 12:"79 EXISTING PAVEMENT �... K . ; : 25.00 50.00' VC 15 Cs' L f0 2+00 SAWCUT LINE NOTE= C O N T R A C T O R T O I N S T A L L T W O , 2 INCH C• • • WITH PULL BOXES ON THE NOR • OF SOUTH 140th ST. TO MAUL AVE. AN • ACCROSS ENTRNCE. TO CITY PROPER B AND GORGE LONG PROPERTY' CONNECT Ti IS G CONDUIT IN INTERURBAN AVE. S.. CONTA T C z.S p ta.nu TO COORD ATE LOCATION PRIOR TO INSTALLATION. SEE STREET • - ABIN RELOCATION PLA PREPARED BBY: TRANSPLAN , BOB HERMAN (425) 455 -5320 FOR EXACT LOCATIONS. MATCH FLOWIJNE OF ECC TO GUTTER. END CONCRETE CURB , AND GU TIER BEGIN EXTRUDED' CONCRETE CURB. . LTN WCUT LINE - RELOCATE WATER VAULT TO THE NORTH SID OF 140Th STREET AS SHOWN. REUSE FIRE DEPT. CONNECTION. REPLACE EXISTING G VALVE. BACKFLOW DEVICE MUST BE'UP!"ADED. CITY NALL PAY FOR DEVICE. CONTR • ' OR TO O5-A1 L OIFIER COST . 'UP j ! - ADE AND ii RELOCATION. COORDINATE \RELOC I .. I t tA E�� E E(It t (B06 4 1 5 I : , `, GREG VILLAN UEVA (206) 433 -0179. EX. PAVEMENT TO REMAIN. 'Ina] .acc pia �c Pablie •V RE -TAP & RELOCATE EXISTING FIRE HYDRANT AND VALVE TO SOUTH SIDE OF 140TH STREET MATCH FLOWLINE OF ECC TO GUTTER. END CONCRETE CURB AND GUTTER BEGIN EXTRUDED CONCRETE CURB. LEGEND Vt CB # (TYPE II 48" 54'2) _ •F• . Ox, t_OC ICrd EXI TING v Tt_R Thee plan*: ave been reviewed by th Public EXISTING!: W /FRAME AND GRATE 0 - FINISHED GRADE (TO E REMOVED) :WV(12 5) =1245 :_ : lC "0rk* - D. a ent for conformance wi h. current CURB nt.l 1 (SIZE eII conformance RIM 15 79 AT_CENTERLINE i UNhLOWNI - - - ' - City standaardd.. Acceptance is subject to error an B. - . ...:_ i N t � I �- 1 1:6 ? ... ; .. 10 *mssmns do o a :ons of IN ( ) . I 62 depted start] , .s or ordinances Tfie rests totally with the � of the deli r 'or the ad u�c f �, � Y _ i ,r' Eq Y FI GR r._ . A D E C 1 SARI IAlL: ( ' . ) ASPI ions, deletions or revisions to there BE UP -SIZED TO A 12 EXISTING LINE TO N A r'n0 L NISHED NE TO SC TER raw ngs after this date will void thiss acceptance t 1 of revised a rn H regm T: a tesu b mi to o reds d :awing _- - - -_ ... _..._. ...... ........_ it s beequent approval. ' e: i �! ��aA) ,d ,d -e rhs isaril sub: e tt°s ct inspec to field tor. inspection by N NOr� % I SCALE; 1" = 20' 20 10 .0 20 VERTICAL DATUM (NGVD 29) KING COUNTY SURVEY CONTROL, POINT NO. RENT1911. THE MARK IS LOCATED IN RENTON, AT THE INTERSECTION WITH 68TH AVE. S. AND BEACON COAL MINE ROAD. IT IS A CHISELED SQUARE AT THE NORTHEAST CORNER OF THE POWER VAULT ON THE WEST SIDE OF THE AVENUE AND 10.0' T0.0' SOUTH OF THE INTERSECTION. ELEV= 77.14' (23.5119 M) NAVD 88 (SEE SURVEYOR'S NOTE 3). (NAVD 88 - 3.55 = NGVD 29) LITIES LOCATE NOTE: THE LOCATION OF EXISTING UTILITIES SHOWN HEREON IS BASED ON INFORMATION OBTAINED FROM THE FIELD AND FROM RECORDS. JKA ASSUMES NO RESPONSIBILITY FOR EXISTING UTILITIES SHOWN OR NOT SHOWN HEREON. CONTRACTOR IS ADVISED TO VERIFY THE EXACT SIZE, DEPTH AND LOCATION OF EXISTING UTILITIES PRIOR TO CONSTRUCTION. CONTRACTOR SHALL CALL FOR UNDERGROUND LOCATE AT 1- 800 - 424 -5555 PRIOR TO CONSTRUCTION. NOTE: 1. EX. S. 140TH ST. SERVES AS ACCESS TO EX. BUSINESS 'SEE ORDER OF WORK/ DEMOLITION ON TEMPORARY EROSION CONTROL PLAN, SHEET C2 2. BEFORE ANY WORK BEGINS IN S. 140th ST., PROVIDE A DETAILED PLAN SET FOR RELOCAON OF STREET LIGHTS TO STAN ANDERSON, STREET SUPERINTENDENT. (206) 433 -1862 3. OBTAIN L & ' : MIT FOR ELECTRICAL INSPECTION IN ADD , 1 ' TO TUKWILA PECTION. INSTALL " J IUCIVArJI/ rrcvt_ G WHEN UNDER CONSTRUCTION. 5. ALONG INTERURBAN AVE. S., RESTORE SIDEWALK, REP LANDSCAPE AND MATCH EXISTING ROCK LANDSCAPE AT AT STATION 53 +00. - = . 6. SEE TIMING NOTES ON SHEET C2 FOR WORK IN 140TH ST RIGHT -OF -WAY. EXISTING CONTOURS FINISHED CONTOURS PROPERTY LINE ROW LINE CATCHBASIN, TYPE I (AS INDICATED IN PLAN) CATCHBASIN, TYPE II 482 (AS INDICATED IN PLAN) EXISTING A.C. PAVEMENT NEW A.C. PAVEMENT NEW CONCRETE SIDEWALK • REGEI CITY OF TUKWILA MAY 082 PERMIT CENTER S. 140TH STREET IMPROVEMENT. PLAN AND PROFILE PROJECT NO.: 00 - 19 DRAWN BY: TLR ISSUE DATE: 05 - 16 - 01 SHEET REV.: 05 - 02 00190S01.DWG C5 SHEET OF REVISIONS :REVISED PER CITY OF TUKWILA COMMENTS :REVISED PER CITY OF TUKWILA SECOND REVIEW :REVISED PER CITY OF TUKWILA THIRD REVIEW AND REDLINES. 09 -05 -01 DJW COMMENTS AND REDLINES. 10 -08 -01 DJW COMMENTS AND REDLINES. 10 -15 -01 DJW RELOCATE DISPLACED EXISTING LANDSCAPING TO THIS AREA AT THE CITY'S DIRECTION. A PORTION OF THE SW 1 )74 EC. SINGLE, SOLID YELLOW CHANNELIZATION STRIPE PER CITY OF TUKWILA I STD. DTL. RS -13. / EX. ASPHALT - SIDEWALK 4,TWP23N.,'RGE4E.,WM. EX. GRAVEL DRIVEWAY NOTE: CONTRACTOR TO INSTALL TWO, 2 INCH CONDUITS WITH PULL BOXES ON THE NORTH SIDE OF SOUTH 140th ST. TO MAUL AVE. AND ACCROSS ENTRNCE. TO CITY PROPERTY AND GEORGE LONG PROPERTY.' CONNECT TO EXISTING CONDUIT IN INTERURBAN AV `' av S.. CONTACT (?p TO COORDINATE LOCATION PRIOR TO INSTALLATION. 204 43 SEE STREET LIGHT CABINET RELOCATION PLANS SCALE; 1" = 20' 20 10 0 20 ( I EW!RES MAY 6, 2003 ,M ENT V17 MATCH EX. CONC. - CURB & GUTTER NEW CONC. SIDEWALK. MATCH EXISTING. SAWCUT LINE DEPRESS CURB IN THIS AREA FOR H/C ACCESS TO SIDEWALK CROSSWALK/ STOP BAR CHANNELIZATION PER CITY OF TUKWILA STD. DTL. RS -19. RELOCATE EX. STREET LIGHT CONTROL CABINET & GROUND RODS TO NORTH SIDE OF 140TH ST. (PLAN AND DETAILS TO BE PROVIDED BY OTHERS) (- 14CiH SIRE ) - ., N IN_ Cr INTERURBAN A';ENUE. CB #2a, (TYPE I) W/ FRAME AND GRATE RIM= 16.75 INV.(12" E)= 13.75 STREET LIGHT J UNG TION BOX (ADJUST TO NEW FINISHED GRADE) DEPRESS CURB IN THIS AREA FOR H/C ACCESS TO SIDEWALK REPLACE EXISTING HERRING BONE F: GRATE WITH VANED - _ GRATE. CENTERLINE OF INTERURBAN AVE. SO. PER SURVEY FOR CITY OF TUKWILA RECORDED UNDER NO. 8401059003. Lw 4"i' SAWCUT LINE RELOCATE EX. EX. STOP AND STREET SIGN. EXTRUDED CONC. CURB. (SEE DTL.' SHT. 06) 0+00 (SEE SHEET C6) MATCH EX. CONC. CURB & GUTTER a 53W +00 n p EX. CURB & EX. CURB & GUTTER Z 4 40.00' 1/2 INTERURBAN - AVE • 00% :EXISTING PAVEMENT 7 I "�� aaI ih T C V 7' 0ha`W' ( NEW CONC. CURB �. & GUTTER PER C.O.T. STD. DTL. RS -8. J EXISTING ASPHALT SIDEWALK (TO BE REMOVED) EXISTING[ CURB (TO EE F?EMOV SCALE: HORZ. 1' _ 20' LOW POINT ELEV = 16.15 LOW POINT STA =I 1 +30 VERT. 1' S' Pill STA = 1 +30 PV) ELEV = 1590 AD. = 400. K = 12.50 50.00' VC STA: 1 +55(GVC)- ELEV =16 40! CB #1 (TYPE 11 -48 "0) 1W/FRAME-AND . ................._:............ :GRATE :RIM -15.79 I :INV.= 11.53 EXISTING GRADE(TYP.) 6 City of Tukwila Greg Villalmeva Utilities Inspector Pah& Works Department 206 - 433 -0179 10.0.1 206 - 571 -6321 1.0.101 6300 SouttcenterBMt, Snit e 100 -Mkt., Washington 98188 -2544 Far 206 -431 -3665 REMOVE/ REPLACE EX. CB w/ CB #1, (TYPE II- 48"0) WITH FRAME AND GRATE (/ , .+s y N�V.( 2 SE) =11.53 I ,1 ro 11' INSTALL CONCRETE DRIVEWAY APRON PER CITY OF TUKWILA STD. DETAIL RS -8. - ..A IEB.' VAU'T TATE VALVE 20.0' OF / - -' FIRE SEPT NEW A.C. PVMT. REMOVE/ REPLACE WITH TYPE IT -48 "0 CB W/ SOLID, 24.0, LOCKING LID. HIGH POINT ELEV = 17.00 HIGH POINT STA = 2+10 PVI STA = 1 +85 PVI ELEV = 17.00) AD = - 209 K ,= 25.00 50.00' VC STA: 1+60(BVC) ELEV. =16.50 Iv, 20 PREPARED BY: TRANSPLAN ENGINEERING, BOB HERMAN (425) 455 -5320 FOR EXACT LOCATIONS. ,MATCH FLOWLINE OF ECC TO GUTTER. END CONCRETE CURB ANC GUTTER BEGIN EXTRUDED CONCRETE CURB. EXTRUDED CONC. CURB \\ (SEE DTL. SHT. C6) 4 , ; SAWCUT LINE ID- EX. PAVEMENT TO REMAIN,. ION INSTALL CB #2, (TYPE I) WITH FRAME AND GRATE OVER EX. STORM MAIN. RIM= 15.79 INV.(12" SE)= 11.74 (EX.) RE -TAP &RELOCATE EXISTING FIRE HYDRANT AND VALVE TO SOUTH SIDE OF 140TH STREET SAWCUT UNE _ DATUM ELEV I 5.00 S o UTH 140th ST. 1.(. .'TPROX. LO(.1TIC.S OF Elms 1IN JJ< €-X MAO (SIZE UNKNOWN) -- - APPROX. - LOCATION I OF IS' - :SANITARY SEWER I FINISHED GRADE AT:CENTERLINE 10-- - - -- 0.005% - RELOCATE WATER VAULT TO THE NORTH SID OF 140TH STREET AS SHOWN. REUSE FIRE DEPT. CONNECTION. REPLACE EXISTING G ' E VALVE. BACKFLOW DEVICE MUST BE'UP! "ADED. CITY WILL PAY FOR DEVICE. GONER•' OR TO PAY FOR ALL OTHER COSTS OFUPN'ADE AND RELOCATION. COORDINATE RELOC ION WITH 206 43 - GREG VILLANUEVA A (206) 433 -0179. MATCH FLOWLINE OF ECC TO GUTTER. END CONCRETE CURB AND GUTTER BEGIN EXTRUDED r - s CONCRETE CURB. . EX. PAVEMENT TO REMAIN. LEGEND 17 12" ST a, 12" ST VERTICAL DATUM (NGVD 29) KING COUNTY SURVEY CONTROL, POINT NO. RENT1911. THE MARK IS LOCATED IN RENTON, AT THE INTERSECTION WITH 68TH AVE. S. AND BEACON COAL MINE ROAD. IT IS A CHISELED SQUARE AT THE NORTHEAST CORNER OF THE POWER VAULT ON THE WEST SIDE OF THE AVENUE AND 10.0' 10.0' SOUTH OF THE INTERSECTION. ELEV= 77.14' (23.5119 M) NAVD 88 (SEE SURVEYOR'S NOTE 3). (NAVD 88 - 3. = NGVD 29) ILITIES LOCATE NOTE: THE LOCATION OF EXISTING UTILITIES SHOWN HEREON IS BASED ON INFORMATION OBTAINED FROM THE FIELD AND FROM RECORDS. JKA ASSUMES NO RESPONSIBILITY FOR EXISTING UTILITIES SHOWN OR NOT SHOWN HEREON. CONTRACTOR IS ADVISED TO VERIFY THE EXACT SIZE, DEPTH AND LOCATION OF EXISTING UTILITIES PRIOR TO CONSTRUCTION. CONTRACTOR SHALL CALL FOR UNDERGROUND LOCATE AT 1- 800 - 424 -5555 PRIOR TO CONSTRUCTION. NOTE: 1. EX. S. 140TH ST. SERVES AS ACCESS TO EX. BUSINESS SEE ORDER OF WORK/ DEMOLITION ON TEMPORARY EROSION CONTROL PLAN, SHEET C2 2. BEFORE ANY WORK BEGINS IN S. 140th ST., PROVIDE A DETAILED PLAN SET FOR RELOCATION OF STREET LIGHTS TO STAN ANDERSON, STREET SUPERINTENDENT. (206) 433 -1862 3. OBTAIN L. & L PERMIT FOR ELECTRICAL INSPECTION IN ADDITION TO TUKWILA INSPECTION. 4. INSTALL "SIDEWALK / TRAIL" CLOSED SIGNS WHEN UNDER CONSTRUCTION. 5. ALONG INTERURBAN AVE. ,NSTAK S, B ` 8E44 .c1i, H b NT LANDSCAPE A T..s.T.A.E.-5-34,60-- PER AN 6. SEE TIMING NOTES ON SHEET C2 FOR WORK IN 140TH ST RIGHT -OF -WAY. PROPERTY LINE ROW LINE EXISTING CONTOURS FINISHED CONTOURS CATCHBASIN, TYPE I (AS INDICATED IN PLAN) CATCHBASIN, TYPE II 480 (AS INDICATED IN. PLAN) EXISTING A.C. PAVEMENT NEW A.C. PAVEMENT NEW CONCRETE SIDEWALK fv--18e) PROJECT NO.: 00 - 19 DRAWN BY: TLR ISSUE DATE: 05°16 - 01 SHEET REV.: 10 - 15 - 01 S. 140TH STREET IMPROVEMENT. PLAN AND PROFILE RECEIVED CITY OF TUKWILA 00190501 . D WG 05 SHEET OF REVISIONS : REVISED PER CITY OF TUKWILA COMMENTS : REVISED PER CITY OF TUKWILA SECOND REVIEW : REVISED PER CITY OF TUKWILA THIRD REVIEW AND REDLINES. OR -05 -01 DJW S. 141ST STREET IMPROVEMENT. CROSS - SECTIONS. DETAILS. SCALE; 1" = 20' 20 10 0 20 NOTE: 1. INSTALL "SIDEWALK / TRAIL" CLOSED SIGNS WHEN UNDER CONSTRUCTION. EX. CBIv1H RI M =18.00 2 CONC NW =13.24 18" CLIP SE= 13.50 1 CONC 0=1.3.55 UDDER TO THE SW EX. CR 531 1001 =1_.88 12 ° CONC S0 =13 12"CONC W=115.87 (TO BE REMOVED) PARKING STALL EXTRUDED CONCRETE CURB. SEE DETAIL TO THE RIGHT EXTEND NEW PAVED SIDEWALK TO NEW CURB & GUTTER (TYP.) DEPRESS CURB IN THIS AREA FOR H/C ACCESS TO SIDEWALK RELOCATE EX. STOP AND STREET SIGN. END CONC. CURB AND GUTTER CB #9, (TYPE I) W/ FRAME AND GRATE. RIM =17.20 INV. (12" Nw) =14.20 - I I IIL 1= - III I I I .'III Ir �_ m il I L y` X1 1 _ti JIHI COMMENTS AND REDLINES. 10 -08 -01 DJW COMMENTS AND REDLINES- 10 -15 -01 DJW A PORTION OF THE SW 174, SEC. 14, TWP 23 N., RGE 4 E., W.M. OF ROW & 5.140TH STREET END CONC. CURB AND GUTTER 55 +oo EX. CURB Be GUTTER I m W 56 ±00 `CROSSWALK/ STOP BAR CHANNELIZATION !PER CITY OF TUKWILA; STD. DETAIL RS -19. ; S. 141ST STREET IMPROVEMENT PLAN 60.0' 24.0' (MIN.) DRIVE TO REMAIN CLEAR OF ANY OVERHANGS OR OTHER OBSTRUCTIONS. 18.0' (TO FACE OF CURB) 12.0' WIDE DRIVE LANE (TYP.) 12.0' WIDE DRIVE LANE (TYP. SCALE: r - 20' y _ C ,_ - -' S= 2.0% (MIN.) S= 2.0% (MIN.) PARKING LOT / PAVEMENT SECTION SCALE: 1• - 5' N4618'40 "E 109.97' S. 141ST ST._ EX. CB • 2 "CONC NW =1 . 18.0' (TO FACE OF CURB) PARKING STALL - L � - e�'rrt�Pri r1 " tji r ° Ill -- ll�ll -III it I�u IIL� Ill�i -�:I III it S ri l� li ul ul� 2 1/2" COMPACTED DEPTH OF CL. "B ", A.C. 6" COMPACTED DEPTH OF CRUSHED AGGREGATE 1 "( -). ALTERNATE: 4" OF A.T.B. IN PLACE OF 6" DEPTH OF CRUSHED AGGREGATE. 12" DEPTH OF COMPACTED SUBGRADE. SIINGLE, SOLID YELLOW! CHANNELIZATION STRIPE PER CITY TUKWILA; STD. DTL. kS 13. Le ROW 0 6.5' LANDSCAPE � i 5.0' WIDE SIDEWALK (S. 140th ST. ONLY) OF ROW (INTERURBAN AVENUE) ROW I 10.5' 10.0' I LANDSCAPE I CONCRETE CURB AND GUTTER. SEE DTL., THIS SHEET. 25.48' 30.0' 1/2 ROW -1.5' 4" COMPACTED DEPTH OF CL. "B ", A.0 6" COMPACTED DEPTH OF CRUSHED AGGREGATE 1 1 -). ALTERNATE: 4 OF. A.T.B. IN PLACE OF 6" DEPTH OF CRUSHED AGGREGATE. 12" DEPTH OF COMPACTED SUBGRADE. 0.5' EX PAVEMENT SCALE: 1' - 18.0' WIDE DRIVE LANE (TYP.) S= 2.0% (MIN.) CONCRETE CURB AND GUTTER SEE DETAIL, THIS SHEET. 40.0' HALF ROW NOT INSTALL SIDEWALK/ TRAIL CLOSED SIGN WHEN UNDER CONSTRUCTION. 15.0' WIDE DRIVE LANE (TYP.) SECTION A - A (140th STREET) S= 2.0% (MIN.) SCALE. 1' - 5' SECTION C - C (141st STREET) 60.0' WIDE ROW R OF ROW AND t S.141TH ST. 30.0' 1/2 ROW 18.0' WIDE DRIVE LANE (TIP.) SCALE. 1' - 5' EXISTING PAVEMENT S= 2.0% (MIN.) ±1.5' 1.5 -I 4" COMPACTED DEPTH OF CL. "B ", A.C. 6" COMPACTED DEPTH OF CRUSHED AGGREGATE 1 "( -). ALTERNATE: 4" OF A.T.B. IN PLACE OF 6" DEPTH OF CRUSHED AGGREGATE. 12" DEPTH OF COMPACTED SUBGRADE. LANDSCAPE 0.5' ±6.0' E 0.5' EX. CONC. CURB & GUTTER CROSS SECTION B -- B (INTERURBAN AVENUE) 12.0' NEW SIDEWALK 5= 2.0% (MIN.) 4" COMPACTED DEPTH OF CL. "B ", A.G. 6" COMPACTED DEPTH OF CRUSHED AGGREGATE 1 "( -). ALTERNATE: 4" OF A.T.B. IN PLACE OF 6" DEPTH OF CRUSHED AGGREGATE. 12" DEPTH OF COMPACTED SUBGRADE. 12.0' LANDSCAPE 2.0' CURB AND GUTTER 12" 70 � 5" 2.5" EXTRUDED CONCRETE 1.5" R. CURB. 1.0" R EXTRUDED CONC. CURB SCALE: N.T.S. /efor ROW 6.0" RECEIVED CITY OF TUKWILA PERMIT CENTER PROJECT NO.: 00 - 19 DRAWN BY: TLR ISSUE DATE: 05 - 16 - 01 SHEET REV.: 10 - 15 - 01 00190S01.DWG 06 SHEET OF /l REVISIONS :REVISED PER CITY OF TUKWILA COMMENTS :REVISED PER CITY OF TUKWILA SECOND REVIEW :REVISED PER CITY OF TUKWILA THRID REVIEW AND REDLINES. 09 -05 -01 DJW COMMENTS AND REDLINES. 10 -08 -01 DJW COMMENTS AND REDLINES. 10 -08 -01 DJW 25 15 5 35 30 PORTION OF EX. FOOTPRINT TO BE REMOVED 17.8 16.9 100 -YR ELEV =17 TOP OF BANK = 17.0± 0.H.W.M. ELEV =15.8 APPROX. 40' FRQ CHANNEL CENTER 100 -YR ELEV = 17.4 TOP OF BANK = 17.0± 0.H.W.M. ELEV = 15.8 APPROX. 40' FROM _ CHANNEL CENTERLINE PORTION OF 8 EX. FOOTPRINT W TO BE REMOVED el o REMODELED o BUILDING FF =18.40 STING LL A PORTION OF THE SW 1 74, SEC. 14, TWP 23 N., RGE 4 E., W.M. UNITS OF EXISTING BUILDING SITE CROSS SECTION A -A SCALE. V flCAL- r-o HORQONTAL- r-20 SITE CROSS SECTION B -B SCALE. SAL 1-5 HORQONTAL- T-20' EXISTING CONCRETE PAD PROPOSED PARKINGI PROPOSED GRADE PROPOSED PARKING EXISTING GRADE EXISTING GRADE! EX. ASPHALT SIDEWALK EX. CURB / & GUIItR RECIVED CfrYO PERMIT CENTER — 35 30 25 J 20 5 0 2em.--ifteo 0 z 'm a U F Z W U Z PROJECT NO.: 00 - 19 DRAWN BY: SR ISSUE DATE: 05 - 16 - 01 SHEET REV,: 10 - 15 - 01 D019DT04.DWG C7 SHEET OF REVISIONS REVISED PER CITY OF TUKWILA COMMENTS :REVISED PER CITY OF TUKWILA SECOND REVIEW : REVISED PER CITY OF TUKWILA THIRD REVIEW : REVISED PER CITY OF TUKWILA REVIEW, COMMENTS AND REDLINES. 09- 05- 01 DJW COMMENTS AND REDLINES. 09-05-01 DJW COMMENTS AND REDLINES. 10-15-01 DJW AND REDLINES. 10-15-01 DJW USE VANED GRATE ONLY. PER KING COUNTY STD. DETAIL #2-0018. SRA. .9 ORME Pa Psis s OSP SENT COS TECHNOLOGIES INC; a ' OS Oita iria91) 890 PP PO sis k Onsaa s assn. Sansla P Par sided sin PP acip o sides" Ot2 pep Pisa pr Srsied Ss PP Ps PPP P AEO. O Ps beer SS sot P passe Or SEER SM.: 8SSE p PLAN VIEW Pe naps Ss pp. Cass scip macisle. Pescas scp ana1 P cal, Posioirs Ma:Ps. sheina. a .01.. a.m. r anevs.. Po* as be as a. 4 *km 411, at.. of 2e. lanaPs. inns P nose an nr Sse- Mos PSIS in ay paps :asps. sans. spa Ps Pe P oars Sass, ocs stan Pa sad PPP= ras socess Pass PaisS graft P Pa Pe sem is E-0, ?mat Pas paSs CS. sae Cane pea Pal aspeses Saga SpPoraos sP snap saidasseis at Pass Sinedacts ra-F-ESID. Warm papa P Penn di spa sia-ssing Frans ana ain-P so. Ma PAPS PS Pip sea sa oast risr. CATCH BASIN TYPE 1 City of Tukwila DATE: 11/21/96 11 5.3 078 3742; jA,4-02 11,8AM: CDS MODEL PMSU20_15, 0.7 CFS CAPACITY NOTE: CDS UNIT COMES COMPLETE WITH FIBERCIASS ucr OIL BAFFLE AND SCRaN EYEING. PME-PO GRAND CENTRAL CASINO TUKWILA, WA i cso 01/03/02 1 OMAN ma W. STEIN PA. 20/22 11 ORET LFATENTED NOTE COP fisip to is ...SP opordanp Ph ASP C !Mt (P.M 190) At SEM a NU Peas otPraias sPen as piss or nob. in Slandont Han.dneka dads ar adSPrnani seep Sal Xse 3 sPersas ciessaps. Slaps in catch PSI Spe 6 Papp 111.• QM Prenincsd cast In p.m moon. ant Ps oecs A. *I pos. is Sara and Psi, Ss. P Elsa C. AI yaxa.. esecrate PP PPP 4C00 PSI 18 dap dread. ass soil be isad Pa pipes or So.... No.r...as PP Ps a Pi SSE's.* of r aitioenn. Susizas or aidcad a Ps Is psi P pipe nes Pests pios oadni Pen IMSPse. Mainsszt Pa far 48 pPIa 42 dan Se stall PP. ifinPAP Plano. babes batts is Ir. Ouse and snate ar4 Sae P ocesniase aandard SpsdnactionS and rapt Pe Pen.: cepireinsts at Fades. Spedrsotip Md-F-6210. Piing p.p. PS tiesiVeci sesas *ire} RC Aa Poe PP.., PP IPA nine o PPrarra Atop.. SCOW PSI Pd P Raced in the Leaper he at h. tam I., neva,07, siealvera. • haRcen et the ;avast OPP EPP asp P PPP. Far PPP PP, Pam crel pep rav and as.. Iwo Stn.. PP 8-3 PA 0-4. Far at.. Ming lea: asp. nceRtras as. WV *lab Sban:PM PP D-6. Plaine and pais asif P PPP. ie. Baps ape or oat into rise. SG, ST, CGS TECHNOLOGIES INC; SGS .78 S742, SECTION CUT NOTE: coo o 001100 COLraMETE MIll EMMA. OFLET/DNERSCN STRUCTURE AND 01 DAME Afts SCREEN MODER PRE-INSTAL./ ATTACH StDE AND DOITON Ft)... TO WALL OF 141-i SECIIONS RISER USING ANC+. Boas (6 MIN). SUPPLIED BY 5" WIDE FLAN0E ON INLET SIDES Se 8011044 FLON 121/ ADS MUT PPE ILLidnOL ES City of Tukwila PLACE SEPARATOR OUR 70 ACQUIRE PROPER MEW.. OF 21'0 SOW OFEVONG. ATTACH SCREEN TO SLAB USING 4 ANCHOR BOLTS, SUPPUED BY CDS. 25'0 SEPARATION SCREEN GRAND CENTRAL CASINO TUKWILA, WA CATCH ROSIN 'TYPE 2 48 8 se SS le eels DATE: 11/21/96. 05 JAN•4-02 11:1888; PAGE 21122 CDS MODEL PMSU20_15, 0.7 CFS CAPACITY 00000$ RISER. f I.D. CENTER OF NH RISER OIL 1 2l8 SOUP s o c 4TC IRA . 0 /03/02 M.B. 000001. I W. STEIN 12"0 ADS OVILEI PIPE ROTO -RAMMER OR SAW PIPE O FOR ET SCA. ORE! 2 1- 15 IN PLANT SCREEN INLET & OIL BAFFLE INSTALLATION NOTES AND DETAIL 1L_CA-STAtttaH-EHH. 5EEAHHICHLEIAM 24'0 15 PTAN VIM SCALE: 1".• (PROVIDED MTN MO IE IN= 11.42 5-I0 DEPTH BELOW PIPE INVERT (TYPICAL) 2e TSP. 501 8001 . rt*::10 6' 0' C ONSTRUCTION NOTES: 8OFITTIE CIF Eida_ EIAFP.E 14,13C/TE SEM.. SUB FLOOR 2. ORTLL AND INSERT A 1.6.84 OF TEN (10) r. 25 ss WARR. 80135 0 ir D.C. EQUALLY SPACED 70 FIBEROLASS 01 BAFF-E FLWWA TO RISER 180L-(NAREAVARE SLPPLIED EIV 885 TEOOMIOGES). 1. FAST. FIBERGLASS CO2. PREF TO SCIrr-DI Assam,' usm FOUR (4) SETS OF ET OS 800 01811 BOLT I WI MST 8 WV.ER, EWALT SPACI-(PARCNARE SUPPLIED BY COS TM.D...).. "MEE, COLORED P00010) FADES OF SCREEN OLNSER FACES UP FOR MONT .6)E2 INSTALLATIONS. 'RE0' COLORED FLAK. FACES UP 1 FOR LEFT RANEIBI RiSTALUTTONS. I 4. SET MINE SCREEN AHD 101001480 MET ISSENRRY AND hVIEFY TOP ELEVATION OF THE SEPARATION SLAB i IS 24' FROM TOP OF SEP..= SLAB TO PIPE MEW. 5. so' SCREEN AAD 08E7 ASSIEMBIE CMER M. WM 01 11€ OP ACCESS HOLE. AI. FIBERGLASS MET I WON MET 800 IS CLOSE AS POSERSLE DRILL MO 845880 FOUR (4) r. 4- SS EXPANSION BOLTS TO FASTEN I SCREEN ASSES., 70 SEPANADON WO-Q88700180 SOME, BY CDS ...DOES). I FIBFROASS MET FLAP. TO RISER OALL-(NO.VARE SYPPLED Sr CITS .....). 6. DRILL AND INSERF A .108 1 OF SIX (6) 8 ,r SS WASSON BOLTS EOM., sprcED TO SECURE 21 SOME ■ 1 GEN., MANUFACTURING 11/24/80 N.T.S. I cDsri NOTES AND DETAIL I '''''' W. SION PMSH20_15 0180A w. STON 4 I PATENTsEe I SENT BY, COS TECHNOLOGIES INC; 503 RTS S742; JAM-4,2 flat 84 - FREE V2,12 ELEVATION VIEW CDS MODEL PMSU20_15, 0.7 CFS CAPACITY e,r,Jits 24 {Oi COVER MALE SYSTEMS ...SI., B 0 12.00 TOP. NOTE: CDS UNIT COMES COMPLETE MTH FIBERGLASS INLET/OIVERSION 01050000 AND OIL BAFFLE AND SCREEN COMER PRE-ANSTALLED. 1 De I GRAND CENTRAL CASINO TUKWILA, WA RISER SECTIONS SEPARATION SECTION GROW OR USE GRADE r TO ASATCH EL Pia. AS REQUIRED 01/03/02 SECTION CUT (SEE SHEET 2) ------] 12, ADS N-12 OUILET PIPE LEVEL INTERN. SEPARATION SLAB SHIPPING MATFRIAI 2-SUB F&C 2-4'GRADE RINGS 2-STORAGE RINGS 1-50' FT LID 2-25' OPENINGS 1-50 x 5' SECT 1/ SEPARATION SUB 1-60 X 2' BASE. l'e.2 I BEE RECEIVED 1 . 5302 DEVELOPMENT SHEET REV.: 01 0019DTOLDWC C8 SHEET OF REVISIONS :REVISED PER CITY OF TUKWILA COMMENTS :REVISED PER CITY OF TUKWILA SECOND REVIEW :REVISED PER CITY OF TUKWILA THIRD REVIEW AND REDLINES. 09 -05 -01 DJW COMMENTS AND 09 -05 -01 DJW COMMENTS AND REDLINES. 10 -15 -01 DJW OVERFLOW ELEV. = 13.20 INV. (12' 001= 11.70 INV.= 10.70 TOP OF LID ELEV.= 14.70 (BOTTOM OF RISER) SEE SECTION B -B, BELOW, RIGHT. FINISHED GRADE WATER SURFACE I ELEV.= 13.20 PROVIDE WATER STOP ALONG CONSTRUCTION JOINT BETWEEN WALL AND SLAB, TYPICAL. BOTTOM ELEV. = 6.70 36 "0 CMP ACCESS RISER W/ SOLID, 24 8 0, LOCKING LID. (FRAME AND GRATE PER KING COUNTY STD. DTLS. #2 -002 AND #2 -023) RIM= 17.13 r * B FOOTING DRAIN, (TYPICAL) ROUTE FOOTING DRAIN TO CB #10 WATER QUALITY VAULT (A -A) SCALE: 1 = 4' WATER QUALITY VAULT 20.0' x 80.0' LONG CAST -IN -PLACE CONCRETE VAULT. VOLUME REQUIRED: 7,696 C.F. VOLUME PROVIDED: 8,000 C.F. = 11.70 INV.(1z ou,> = 11.20 A 1 1 1 ism 0.5' MIN. FREEBOARD 7.0' -• B B4 20.0' (INTERIOR DIMENSION) CB CB #10 A U 6 8 0 CMP ACCESS RISER W/ OLID, 24 "0, LOCKING LID. (FRAME AND GRATE PER INC COUNTY STD. DTLS. #2 -002 AND #2 -023) RIM= 17.13 INV. or cc,) = 11.70 (TO CB #8) INV.= 10.70 (BOTTOM OF RISER) 0.5' -( 0.5' -� 36'0 CMP ACCESS RISER W/ SOLID, 24.0, LOCKING LID. RIM= ACCESS RISER SCALE- 1' = 4' I t CB #7 B _J I WATER QUALITY VAULT (PLAN VIEW) I TOP OF LID ELEV.= 14.70 SEE SECTION A -A, ABOVE, LEFT FINISHED GRADE 36"0 CMP ACCESS RISER W/ SOLID. 24"0. LOCKING LID. (FRAME AND GRATE PER KING COUNTY STD. DTLS. #2 -002 AND #2 -023) RIM= 16.72 0.5' MINIMUM - FREEBOARD OOO - IOOOOODU X000'O000 1DID00000000ELIO0CIO00 12 "0 PVC RISER I STRAP TO WALL, 3.0' O.C. (MAX.) 1 - FOOTING DRAIN, (TYPICAL) ROUTE FOOTING DRAIN TO CB #10. 1 BOTTOM ELEV. = 6.70 26.50' 0.75' 9.00' 1.00' 48'0 CMP 36'0 CMP RISER LADDER (TYP.) PRECAST CONCRETE PANEL TOP OF LID FOR TRAFFIC RATING. LID. H -20 I ELEV.= 14.70 TRAFFIC RATING. 1 000000010000 '00000000'0000!0OO LTD UU CID (DOJO 00 OIL /WATER SEPARATION CHAMBER / GRIT/SLUDGE _ RETAINING TAIING WIER 80.0' (INTERIOR DIMENSION) 18.00' WATER QUALITY VAULT (B -B) SCALE: 1' - 4' 0.75' BOTTOM ELEV. = 6.20 FINISHED GRADE 6.5' 26.50' INV. or al= 12.20 PROVIDE WATER STOP ALONG CONSTRUCTION JOINT BETWEEN WALL AND SLAB, TYPICAL. SUMP PUMP CATCHBASIN SCALE: 1' 4' SERVICE CABINET WITH ALARM. (DESIGN BY ELECTRICAL ENGINEER.) FINISHED GRADE 3"0 DISCHARGE PIPE INV. (s• a„ 1 = 14.00 I ' HIGH WATER ALARM= 6.00 PUMP ON ELEV.= 5.00 I ,. PUMP OFF ELEV.= 2.00 BOTTOM ELEV.= 1.00 48 "0 CONC. CATCHBASIN 3 "0 OUTLET TO CB #8 SUBMERSIBLE PUMP SECTION VIEW CB 1110 PLAN VIEW CB 1110 CB #10, (TYPE II 48 "0) W/ SOLID, 24 "0, LOCKING LID. (FRAME AND GRATE PER KING COUNTY STD. DTLS. #2 -002 AND #2 -023) RIM= 16.60 PROVIDE A SAFETY LANDING AT ELEV.= 9.00 VAULT FOOTING DRAIN. INV. (4• = 5.00 PUMP: PACO SUBMERSIBLE, NON CLOG PIP 530 (50 HERTZ, 1/2 HP, 115V) 300 GPM INTO 3" DICHARGE. SOLID, 24 "0, LOCKING LID. LADDER (TYP.) 4"0 PVC FOOTING TIGHTLINE. 1 PROJECT NO.: 00 - 19 DRAWN BY: TLR ISSUE DATE: 05 - 16 - 01 SHEET REV.: 10 - 15 - 01 DETAILS RECEIVED CITY OF TUKWILA PERMIT CENTER 0019DT01.DWG SHEET OF GRAND CENTRAL CASINO TUKWILA, WA. °O ' ° p0 \ioi VANED GRATE ONLY. PER USE KING COUNTY STD. 1 4\ DETAIL #2 -0018. F21FiE /!D HtA1E l- F. and crate or rraag and Co. �. S. ► Weer err Adjustment Section = Hona,old Ffet deb Carer T r • � '.•i ' .. � � � e . ( roe c12 Y 0. ,. 20 x 2 a or za lifameter Stops and Wm9Ing Ladder W no ore. , e� by Lon wapN«+ /mom I� Relnf Sew - ( ( pre�eost twos send inferye dee 0.19 SQ R in each Seel. or S 00. b 7 �` y, • - > oaf hem . P+ ware r r =AS \ : 1 , 2 IRH. I mods d 0.12 souse news p tax my be a Weed a tutee shed cam= b ATY / ` A 221). =it =it fabric sloe not be So. .. the boo. of Sew pawl bra. sedan roar be ro=tho . eaw.�:a. e,iebs or knocks. Kee.. asel Soso. may Is an a 4 aides rah near. daraeith • of a4 Seethers may be ether rend th 9' shape. Se ro be =Wed 'a fades eoppbd Sod.= x aeeeaae of carat Dew slaw 6 ease m Pow Ws f=ens pi= cabs bode ltd Litman- IS ens.. aepib assn t. Sashed aade m the pia thee . 5 Y broth ea Bw sides of We purest bas .the and - Se.. - coin .bat ost =weed 1/1712 Cede bat sass am gr. silo. ben awards. Ines - lY RISER Same Spar ad meat . ab'n9. ream .= t -- Precast S. With kn .. a r r \ - Rpm Ithedng d aa a a u9t Ca"w naPew.rarPra®t • For =paste earl Ban Ony. i'-0 s �� Sepmab east in plaza or Assaf' precast boss roe , R 2.3 4"1 eq .tact trot Aweela bra TY for GACt 0.23 $C IH/FT r e Jr pn IB 01.6 0.19 SO M/FF each Cwetion for 5a ON Ihmka,Masudicat P'wt &se =kit Si 3300 t/T (RN) NOTES: Catch Berea m be animated •s aeon.= edh ASIN C.Q8 (mom ii 199) d:. I574 C 890 mdea atbrene sawn an W rooted an. or eh the Standard SPa T tiers M MF oida e' o =r =See It a etas are m9 San 'B deers. 0 catch boas shelf 9=11 b e e-t in piles concrete rt a stud be Moll A Nan- P 0 2 es+a s. in channel channel arM shf ahe0 b Clem C. All prsaamt =sr. b atoll ebtan {000 P9 O 8 days- bases shall be tur .= tRh newts s Soc.= Knoel 9 8 hoe a well ...bast or cutout hale see • ie .. to pipe coat 6mnetsr phu eaten brain sat Miel.= deans= hale sire is 39 for 46 '=tab basis 42 for 5C catch bee= Miranum datanaa he.=toles a Y. Frame and grab or ring and ester .bat ben =cordon= with Standard Smarm.. and new the strength reakenmrds of Federal See... 9R- F-6210. Sting aafaeaa ahai be fis=hed b assure inn - -rating +a Ail bra =earths .be .halt hem a .an.t = yield .bang. of 90.000 PSI ad be Wad n Om sear had al ember ells ,- ../en dearaem 1he bedlam of Ra prae. Ca. Bain eror be tended. see Stone. P. 0-3 d 0-4. F decade .being bans end gees ring and eau ma F deb. shoeing beds .pr, tend. and tap sib .A Standard Plan 0-6 F d a grata may be hrs8 it er ed w flange do or oast.to riser. �\ P and Inds CpltdF i ` # / 11 � , ; •< ' of S.. Spew..... n IR : -6210. 'JaChp awes= der be ie.. b ow. mom.. M. Fr .ra _ '� to Related sib , lewd• doe or eat ` \ PRECAST 815E swim thep "- - \' AerefitHers ! r E i i ' ) 1 - ' ` (r Om d t µ- \ - - ° o City of Tukw4lTukwila a° CATCH BASIN TYPE 1 `- wilts of Ter.kirr, .... roc� of z w.vwww CATCH BASIN TYPE 2 48 & 54 memm.m. f s DATE: 11/21/96 1 DS -25 DATE: 11/21/96 D5 - 22 REVISIONS :REVISED PER CITY OF TUKWILA COMMENTS :REVISED PER CITY OF TUKWILA SECOND REVIEW :REVISED PER CITY OF TUKWILA THIRD REVIEW AND REDLINES. 09 -05 -01 DJW COMMENTS AND 09 -05 -01 DJW COMMENTS AND REDLINES. 10 -15 -01 DJW OVERFLOW ELEV. = 13.20 INV. (12' 001= 11.70 INV.= 10.70 TOP OF LID ELEV.= 14.70 (BOTTOM OF RISER) SEE SECTION B -B, BELOW, RIGHT. FINISHED GRADE WATER SURFACE I ELEV.= 13.20 PROVIDE WATER STOP ALONG CONSTRUCTION JOINT BETWEEN WALL AND SLAB, TYPICAL. BOTTOM ELEV. = 6.70 36 "0 CMP ACCESS RISER W/ SOLID, 24 8 0, LOCKING LID. (FRAME AND GRATE PER KING COUNTY STD. DTLS. #2 -002 AND #2 -023) RIM= 17.13 r * B FOOTING DRAIN, (TYPICAL) ROUTE FOOTING DRAIN TO CB #10 WATER QUALITY VAULT (A -A) SCALE: 1 = 4' WATER QUALITY VAULT 20.0' x 80.0' LONG CAST -IN -PLACE CONCRETE VAULT. VOLUME REQUIRED: 7,696 C.F. VOLUME PROVIDED: 8,000 C.F. = 11.70 INV.(1z ou,> = 11.20 A 1 1 1 ism 0.5' MIN. FREEBOARD 7.0' -• B B4 20.0' (INTERIOR DIMENSION) CB CB #10 A U 6 8 0 CMP ACCESS RISER W/ OLID, 24 "0, LOCKING LID. (FRAME AND GRATE PER INC COUNTY STD. DTLS. #2 -002 AND #2 -023) RIM= 17.13 INV. or cc,) = 11.70 (TO CB #8) INV.= 10.70 (BOTTOM OF RISER) 0.5' -( 0.5' -� 36'0 CMP ACCESS RISER W/ SOLID, 24.0, LOCKING LID. RIM= ACCESS RISER SCALE- 1' = 4' I t CB #7 B _J I WATER QUALITY VAULT (PLAN VIEW) I TOP OF LID ELEV.= 14.70 SEE SECTION A -A, ABOVE, LEFT FINISHED GRADE 36"0 CMP ACCESS RISER W/ SOLID. 24"0. LOCKING LID. (FRAME AND GRATE PER KING COUNTY STD. DTLS. #2 -002 AND #2 -023) RIM= 16.72 0.5' MINIMUM - FREEBOARD OOO - IOOOOODU X000'O000 1DID00000000ELIO0CIO00 12 "0 PVC RISER I STRAP TO WALL, 3.0' O.C. (MAX.) 1 - FOOTING DRAIN, (TYPICAL) ROUTE FOOTING DRAIN TO CB #10. 1 BOTTOM ELEV. = 6.70 26.50' 0.75' 9.00' 1.00' 48'0 CMP 36'0 CMP RISER LADDER (TYP.) PRECAST CONCRETE PANEL TOP OF LID FOR TRAFFIC RATING. LID. H -20 I ELEV.= 14.70 TRAFFIC RATING. 1 000000010000 '00000000'0000!0OO LTD UU CID (DOJO 00 OIL /WATER SEPARATION CHAMBER / GRIT/SLUDGE _ RETAINING TAIING WIER 80.0' (INTERIOR DIMENSION) 18.00' WATER QUALITY VAULT (B -B) SCALE: 1' - 4' 0.75' BOTTOM ELEV. = 6.20 FINISHED GRADE 6.5' 26.50' INV. or al= 12.20 PROVIDE WATER STOP ALONG CONSTRUCTION JOINT BETWEEN WALL AND SLAB, TYPICAL. SUMP PUMP CATCHBASIN SCALE: 1' 4' SERVICE CABINET WITH ALARM. (DESIGN BY ELECTRICAL ENGINEER.) FINISHED GRADE 3"0 DISCHARGE PIPE INV. (s• a„ 1 = 14.00 I ' HIGH WATER ALARM= 6.00 PUMP ON ELEV.= 5.00 I ,. PUMP OFF ELEV.= 2.00 BOTTOM ELEV.= 1.00 48 "0 CONC. CATCHBASIN 3 "0 OUTLET TO CB #8 SUBMERSIBLE PUMP SECTION VIEW CB 1110 PLAN VIEW CB 1110 CB #10, (TYPE II 48 "0) W/ SOLID, 24 "0, LOCKING LID. (FRAME AND GRATE PER KING COUNTY STD. DTLS. #2 -002 AND #2 -023) RIM= 16.60 PROVIDE A SAFETY LANDING AT ELEV.= 9.00 VAULT FOOTING DRAIN. INV. (4• = 5.00 PUMP: PACO SUBMERSIBLE, NON CLOG PIP 530 (50 HERTZ, 1/2 HP, 115V) 300 GPM INTO 3" DICHARGE. SOLID, 24 "0, LOCKING LID. LADDER (TYP.) 4"0 PVC FOOTING TIGHTLINE. 1 PROJECT NO.: 00 - 19 DRAWN BY: TLR ISSUE DATE: 05 - 16 - 01 SHEET REV.: 10 - 15 - 01 DETAILS RECEIVED CITY OF TUKWILA PERMIT CENTER 0019DT01.DWG SHEET OF GRAND CENTRAL CASINO TUKWILA, WA. REVISIONS : REVISED PER CITY OF TUKWILA COMMENTS : REVISED PER CITY OF TUKWILA SECOND REVIEW : REVISED PER CITY OF TUKWILA THIRD REVIEW AND REDLINES. 09 -05 -01 DJW COMMENTS AND REDLINES. 10 -08 -01 DJW COMMENTS AND REDLINES. 10 -15 -01 DJW /2 4' (EXPIRES MAY 6, 2003 [ ROAD NG DOWN SLOPE V — DITCH (MAX.) 3 EXISTING GRADE 4' CROSS SLOPE V -DITCH V -DTCH SCALE: N.T.& POND BOTTOM ELEV.= 12.50 7 EXCAVATED SOILS 3.5' POND DEPTH 2 41 (MAX.) 25' R 1.0' MIN. DEPTH 4 " -6" QUARRY SPALLS 25' TEMP. ROCKED CONSTRUCTION ENTRANCE CREST OF EMERGENCY TOP OF BERM, SPILLWAY. I ELEV.= 17.00 ELEVATION= 16.00 — 1.0' 1.0' MINIMUM SCALE N.T.S. 1.0' MIN. DEPTH OF 2" —4" QUARRY SPALLS. (60'(±) LONG, ROCKED OUTFALL TO RIVER) ' r ' 6.0' MIN. WIDTH TEMPORARY SEDIMENT POND SCALE. N.T.S. NOTES : 1. SEDIMENT SHALL BE REMOVED FROM THE POND WHEN IT REACHES 1.0' IN DEPTH. 2. ANY DAMAGE TO THE POND EMBANKMENTS OR SLOPES SHALL BE REPAIRED. DUWAMISH RIVER 6.0' MIN. WIDTH POND BOTTOM (MAX.) 1 • 1.0' MINIMUM DEPTH OVERFLOW SPILLWAY DOI t'S SCALE' N.T.S. EMERGENCY OVERFLOW SPILLWAY o 1 Z • D Q 0 .I 7 < m o Z W m - = LL z O ° Z re O m z Wig < 2 LL >p3Z a ° fi I PROJECT NO.: 00 - 19 DRAWN BY: TLR ISSUE DATE: 05 - 16 - 01 SHEET REV.: 10 - - Filter Fabric Materiel 60' wide rolls. Use staples or wire rings to attach fabric to ere - 2' by r by 14 Ga..Yire Fabric ar ecia, 2.-0. I - -�� II I I - 2.-6' Buy bottom of filter material I in 8" by 12 - trench t +4."--- 6' Max. I I II ( -- r by 4• wood posts, standard or better or I L-I 'quW alternate. Steel fence pasts LJ Filter Fabric foterial Synthetic 401 Industries - km= 2127 - Exxon 67F irk . r by 2' by 14 Ga. Wire Fabric or equiv. tt ' -",,',,, , ide ti17•. 3/4 ` trendm and an both skies h t ; , of filter fence fabric on the surface " emu. S-0' -% , r by 4' wood past Alb Steel. fence pasts City of Tukwila k FILTER FABRIC FENCE DETAIL VS to .iw.. DATE: 11 /21/96 DS -24 I ° Efa08 - rap..sa..«w REVISIONS : REVISED PER CITY OF TUKWILA COMMENTS : REVISED PER CITY OF TUKWILA SECOND REVIEW : REVISED PER CITY OF TUKWILA THIRD REVIEW AND REDLINES. 09 -05 -01 DJW COMMENTS AND REDLINES. 10 -08 -01 DJW COMMENTS AND REDLINES. 10 -15 -01 DJW /2 4' (EXPIRES MAY 6, 2003 [ ROAD NG DOWN SLOPE V — DITCH (MAX.) 3 EXISTING GRADE 4' CROSS SLOPE V -DITCH V -DTCH SCALE: N.T.& POND BOTTOM ELEV.= 12.50 7 EXCAVATED SOILS 3.5' POND DEPTH 2 41 (MAX.) 25' R 1.0' MIN. DEPTH 4 " -6" QUARRY SPALLS 25' TEMP. ROCKED CONSTRUCTION ENTRANCE CREST OF EMERGENCY TOP OF BERM, SPILLWAY. I ELEV.= 17.00 ELEVATION= 16.00 — 1.0' 1.0' MINIMUM SCALE N.T.S. 1.0' MIN. DEPTH OF 2" —4" QUARRY SPALLS. (60'(±) LONG, ROCKED OUTFALL TO RIVER) ' r ' 6.0' MIN. WIDTH TEMPORARY SEDIMENT POND SCALE. N.T.S. NOTES : 1. SEDIMENT SHALL BE REMOVED FROM THE POND WHEN IT REACHES 1.0' IN DEPTH. 2. ANY DAMAGE TO THE POND EMBANKMENTS OR SLOPES SHALL BE REPAIRED. DUWAMISH RIVER 6.0' MIN. WIDTH POND BOTTOM (MAX.) 1 • 1.0' MINIMUM DEPTH OVERFLOW SPILLWAY DOI t'S SCALE' N.T.S. EMERGENCY OVERFLOW SPILLWAY o 1 Z • D Q 0 .I 7 < m o Z W m - = LL z O ° Z re O m z Wig < 2 LL >p3Z a ° fi I PROJECT NO.: 00 - 19 DRAWN BY: TLR ISSUE DATE: 05 - 16 - 01 SHEET REV.: 10 - - - \ \ PROVIDE THRUST 111 . M2- I 1111 \ ..- _ ' '•� \\ 11/2 1 Matti 5 510,,2 FIRE HYLYAFF TO BE PLATED 1RTN TWO COATS OF MEIN P >) HRELWI3 ARE 10 FDIML MUD.L�E a+ tww rm+ivar+ #F.-.2,,,, MMI. MKT CQWGRI 1D MCWA SIFECJFIG,ANS SNWL BE CO O, TYPE AND SHAWL HAVE A i i FUNGE W. MIMIC THOME AT THE GROUND SAIL FLN K E A SELF-OIN OILY BONNET AWDI FACMY et- T, S OP �� BA UPPER 57 51 SI D i- SIDEWALK IBt1 = - -- -: CURD & MAIM .......... ,\( \ \\ \ \ � 1 11m. ORth I CARNET CASE jA- C 502 -5, PIECE BMW BMW. LAE MT Mt FILLED RESENOR OF WIVE AA BRASS SURE MEMO OWNED, SEE VALVE BOX ticEM- S" RES WEDGE GuE VALVE CAST IRO, TM . UN00MRE. SOIL NOTES: A EI. O. D. BUCK E , ± City of Tukwila 601.3 & Ma- IT its jmt u,FD3 NOMVACAL Mgr 0 i i ww �- 0 TO etn ar Ma, SEE J,F' 0. 1 BLOTTO ''' °TAIL D O DIAL 1X1'It5' - NY aK OUOn.E IRON PPE N°D fl/J,6E JOINT SD< Z.= STALL E6 EDIrED nI I/r NSL HOSE PORTS AND ONE 5' smerz PWPFR D6CHARGE GONHEL, AND D 5FY114a TWO 2 MVM RAVE OPS.C., AND SIW L B' ABOVE GRADE LEVEL 30 'NE OFF 7 EE PUMPER OSIARGE PORT WHERE NO CURS & GUTTER IS RSDWLED. FIRE HICANT StAU. EE RDOIIED (lI ROAM. 70 SII3sJ CATER UE) CLOSE TO PRa1PETIT LIM- WORANT INSTALLATIONS ID BE PER O. STANDARD RAI MID EEGU EMENTS OF TWA. MOTCPAL CODE 1434 ANN an oRDNHANDE HYORF IS /SDF1E0. RELOCATED OR V:.DiMS WORKED AEON AS A RESULT OF A PROJECT SHAD. FE FRE942 PARRIED. L GREEN mixes SFWL BE maw FOREST LT). LL,R ` ' City of Tukwila . . ' 1 FIRE HYDRANT ASSEMBLY & SETTING DETAIL ,K ABM DATE: 11/22/95 55 -4 NOTE: HONIED 4 .. s I, 4 .44' 4.0.40*, - ` :04Oil 4P'44.. + ;, O�� fO � 23' - 5 -5/B' , ?`4 ROAMED Tite #2 or Approved Equal. MAIM. LOT DAV STEEL TRACK TWEE TWELiED LEGEND - N CONCRETE Use Fog S L4 o / \ / � . �i� j �� / \ � m. . 0 City of Tukwila WATER METER BO% IN DRIVEWAY 1' AND 1 -1/2" v..... E , ± City of Tukwila DATE: 11/22/96 ws -12 '' �• WATFW4T T14TNI, • alum. CANING. COYER, OWENSIDN Mr, SEATEE SHUTOFF Ei TO F fi. GROUT. GROUT. GROUT. BID u HON-SHRINK 001 OR VALVE CAT 45 DER. HIBOW. BALL DRIP VALVE TO BE 'MRS. ,- 3(- 5505E RODS 1 1.1 005 BOOS MS ASPHALT 3_ 5 I@L D.L CUPS 52 PFE 3. PRECAST CONCRETE VAULT MN WC. STS PLATE TO VARY WM4 SIZE OF ASSEMLY. 4. 05.HA MART. IADIER F OVER 36' DEEP_ 5. PEE S:RPORE STAIN ONDER 91CH I-4ECK VALVE 7_ 17£7.0R WA TER OR SS BYPA SIM AN APPROVE, APPROVES CA UN£ WON WON TYPO Rc' 6. E) 6 EST BT COCKS. 1 S NEST COCE6 g, 10; S•. � OR 4' GATE C(P 0.1. C iC 1 1O_ GROUT W. te' NO OR 4 AND O.E. A 52 Pty L PIPE 4' ED A C COSH WITH Pbi f0; 8 '. 6 S " RR AND ETC O ALL AROUND SF5 POST 1 3. 1O'. 13' AS lY S 13. `:A T EE ASSEMBLY AClfirelG.Y. I. ,a_ FLANGE g6 BEND. 1S 4 "OR 6' O1 EAss 52 PPE P-AR_ 1'R_ . OR 6' W BEM. FL 17. 4 6"D3. CULTS 52 PIS FL'= 1& B BEND. FL 19. UL UOS S[E S STIR E COFS$CiION WITH 30 OR 20_ T Di CRSS 52 PIPE LENGTH AS MOUSED FUEL M. a 9O' D FL. 22. swim TYPE GALA` OY OPEATES CHECK VALVE WRH INSTALLED H OR ONTNiC DBFE NEW DOTTBTR CBRC% AND °ATILT ASSR103LY 1. B.KROW PREVENT°. SHALL 8'c •806 2 92E VAULT BASED C4E sat OF AND 3 - A SEPARATE OCTAL PLAN FOR VAULT BSTAAPDN . SUMMED AND APPROVED BY THE M. MARSHALL R. FANNIN APPARATUS 512E 9ALL BE 4... 5 VAULT SHALL. BE SEALE TO PREVENT WALTER L.TGE 5 t AWES .SHALL BE MUM WHEN DEPOT FROM VNRT EXCEEDS 30'. RETALLADON OF ALL LADDERS TO 0.96 7. WEAVE VAULT R PIARRNG AREA BOO NOT M PAWED BY THE F NE.. 8. FIINOS SHAD_ BEM ACCORDANCE MTH ALL APPLICABLE WA MO T10 AND CEMENT Lem (sEE PESO SHALL ;. 9. PEPS SHAD. BE DUCTLE TOFF 11.11. ANSI A21.51. TO. TEMPORARY SUPPORT SHALL DE PROVIDE UT.9` I STAUAT#ML AFTER COM UTE RSTAUADON %STALL SUPPORT STA. 11. PROM. BALL DRIP WISES ON F.D.C. MECK VALVE OF F.D.C. RISER. 12. FBE DEPARTMENT ODEBffWWN TO BE PROVIDED COMECTIDNS AND TWO 30 DER. BROW. 13. ALL UNOERGROUNG PEW. 113 8E .SPECIE. FLUSHED. TIE PRESENCE OF AN INSPECTOR PRIOR TO COVER OVERHEAD 14. UPON INSTALL SYSTEM. BACKMAN PREVENTION p A CERTIFIED It51tA AND ALL TEST -COCKS ARE TFERFAFTER. ANNUAL TESTS SHALL BE PERFORMED COMES OF 15. CONCRETE TESL SHALL HAVE ONE B0 FRONDED. OR TO 16. TAMPER. SWITCHES OR APPROVED EQUAL MEEONG MINIMUM AND SPRINKLE UNE MUST PROIR TO MSTNIAIEON. TOP OF UD TO FLOOR OF SHALL BE W COMPLIANCE AREA, UNLES APPROVED REQUIREMENTS OF APWA & MAYA). 952 & CEMENT UNFIT. VALVES AT THE TIME OF PERMANENT PIPE ASSEMBLY OR AT SOT. WITH ONE (1) 5" STORES PRESSURE ILIIGU IN AND CONNECTION TO THE ARE 10 RE TESTED BY TO BE P1.UGE AFTER THE TEST. AT OWNER'S E%PEN5E. AND 3" 3' STEEL HINGED 00015. E , ± City of Tukwila MATERIAL LISTING & DETECTOR DOUBLE CHECK & VAULT ASSEMBLY NGTFA t. '' �• DATE: 11/22/96 I wS -UNITE 0 REVISIONS : REVISED PER CITY OF TUKWILA COMMENTS : REVISED PER CITY OF TUKWILA SECOND REVIEW : REVISED PER CITY OF TUKWILA THRID REVIEW AND REDLINES. 09 -05 -01 DJW COMMMENTS AND REDLINES. 10 -08 -01 DJW COMMMENTS AND REDLINES. 10 -15 -01 DJW REVISED PER CURRENT DRAFT 10/ 2001. 3/ 15 u' Cast Iron Ring And Cover City of Tukwila AS SI:4( DATE: 11/22/96 S5 - O II PROJECT NO.: 00 - 19 DRAWN BY: TLR ISSUE DATE: 05 - 16 - 01 SHEET REV.: 10 -15 -01 DETAILS RECEIVED CITYOFTUKWILA PERMIT CENTER 0O19DT01.DWG C10 SHEET OF M S ! ..... ...... O' /F FIYOP.AM 0 .... 12 IAN. look ;® 13 ■ ihilioi 12 MRH m 0 ■ 4. MIK © 0 .. , ■ :oo ( ) !I( ) B o a , ■ ■1 * 0 I-•: .....'��50Nh . C Q 0 0 • 1 .' 1 r �- 0 TO etn ar Ma, 1 0 PLAN VIEW A co ELBOW DOWN 36 30' -45' BEND \0 ENO VIEW SIDE VIEW j - ■ IL Sr Iet I a .� 0 Oi ® NOTES; 1. DESIGN FOR 4" THRU ... ............................... a'Ne 10' SOU. COMPACTED FOUNDATION 2. SEE ATTACHED NOTES AND MATERIAL LISTING. GRAVEL UNDER VAULT =c City of Tukwila DETECTOR DOUBLE CHEEK VALVE ASSEMBLY AND VAULT DATE: 11/26/96 WS -TT FOR S. 140th :3TREET .//////////,55,05'.,/f / // /// ///l// /// / / , IS MENTAL MIX LIB PETER BOXITTP1 MLN \ l ( _, ` / METER 80XRYP) 110 CONNECIION� L LOCKING WANG FlP OR 110 CONNECTION ELEVATION END VIEW 1 -1/2' AND 2' SERVICE MATERIALS • TAPPING SADDLE: DOUBLE STRAP ROCKWELL OR MUELLER (IRON PIPE THREAD). • CORPORATION STOP: MUELLER 825028 • METER SETTER: MUELLER B2422-2 01TH CHECK VALVE ON THE DOWNSTREAM SID AND BUILT - IN BYPASS ASSEMBLY WITH LOCK WING. • BYPASS ASSEMBLY: 1' ASSEMBLY WITH LOCKWING. • PIPE MATERIAL TYPE K COPPER TUBING OR HIGH MOLECULAR WEIGHT BLACK POLYETHYLENE PIPE, NTH TRACING TAPE. • METER BOX: FOR 1 -1/2' METER - FOGTITE. #2 BATH 1/4' DIAMOND PLATE SOUR STEEL UD. FOR 2" METER - FOGTITE. #3 OR A 2'K4' METER BOX WITH 1/4" DIAMOND PLATE SOLID STEEL UD WITH THREE 12. INCH MINIMUM TIERS OR APPROVED VAULT. UDS MUST HAVE A HINGED INSPECTION PLATE. CENTERED OVER METER. PLASTIC /I3 IN PLANTER AREA. INSTALLATION • INSTALL BYPASS ASSEMBLY • EMBED PIPE IN 5/8" MINUS CRUSHED ROCK. .i City of Tukwila 1 -1/2" & 2" METER SETTERS .LtA_,, "(DATE: 11/56/96) - ws -Ss REVISIONS : REVISED PER CITY OF TUKWILA COMMENTS : REVISED PER CITY OF TUKWILA SECOND REVIEW : REVISED PER CITY OF TUKWILA THRID REVIEW AND REDLINES. 09 -05 -01 DJW COMMMENTS AND REDLINES. 10 -08 -01 DJW COMMMENTS AND REDLINES. 10 -15 -01 DJW REVISED PER CURRENT DRAFT 10/ 2001. 3/ 15 u' Cast Iron Ring And Cover City of Tukwila AS SI:4( DATE: 11/22/96 S5 - O II PROJECT NO.: 00 - 19 DRAWN BY: TLR ISSUE DATE: 05 - 16 - 01 SHEET REV.: 10 -15 -01 DETAILS RECEIVED CITYOFTUKWILA PERMIT CENTER 0O19DT01.DWG C10 SHEET OF REVISIONS :REVISED PER CITY OF TUKWILA COMMENTS :REVISED PER CITY OF TUKWILA SECOND REVIEW REVISED PER CITY OF TUKWILA THRID REVIEW AND REDLINES. 09 -05 -01 DJW COMMENTS AND REDLINE 10 -08 -01 DJW COMMENTS AND REDLINE 10 -15 -01 DJW GENERAL NOTES 1. A PRE - CONSTRUCTION MEETING WITH THE CITY OF TUKWILA INSPECTION PERSONNEL SHALL BE HELD PRIOR TO THE START OF CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SECURING ALL NECESSARY PERMITS PRIOR TO CONSTRUCTION. 2. ALL SITE WORK IMPROVEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THESE APPROVED PLANS. ANY DEVIATION FROM THESE PLANS WILL REQUIRE PRIOR APPROVAL FROM THE OWNER, ENGINEER AND APPROPRIATE PUBLIC AGENCIES. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 3. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE LATEST W.S.D.O.T. /A.P.W.A. STANDARD SPECIFICATIONS FOR MUNICIPAL PUBLIC WORKS CONSTRUCTION AND THE CITY OF TUKWILA INFRASTRUCTURE AND CONSTRUCTION STANDARD STANDARDS, DATED: 12/02/96. 4. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF THE UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THIS PLAN. BEFORE ANY EXCAVATION, CALL 1-800-424-5555 FOR FIELD LOCATION OF UTILITIES 5. THE CONTRACTOR SHALL VERIFY THE LOCATIONS, WIDTHS, THICKNESSES, AND ELEVATORS OF ALL EXISTING PAVEMENTS AND STRUCTURES THAT ARE TO INTERFACE WITH NEW WORK. PROVIDE ALL TRIMMING, CUTTING, SAW CUTTING, GRADING, LEVELING, SLOPING, COATING, AND OTHER WORK, INCLUDING MATERIALS AS NECESSARY, TO CAUSE THE INTERFACE WITH EXISTING WORKS TO BE PROPER, ACCEPTABLE TO THE ENGINEER AND THE CITY OF TUKWILA, COMPLETE IN PLACE AND READY TO USE. 6. THE CONTRACTOR SHALL KEEP EXISTING TRAFFIC LANES CLEAR FOR SAFE PEDESTRIAN /VEHICULAR TRAFFIC FLOW AS REQUIRED BY THE CITY OF TUKWILA PUBLIC WORKS DEPARTMENT. 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARDS, SAFETY DEUCES, PROTECTIVE EQUIPMENT, CONFINED SPACE PROTECTION, FLAGGERS, AND ANY OTHER NEEDED ACTIONS TO PROTECT THE LIFE, HEALTH. AND SAFETY OF THE PUBLIC. AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK DEPICTED ON THESE PLANS. 8. 9. 10. EXISTING STORM DRAINAGE AND SANITARY SYSTEMS SHALL BE KEPT CLEAN AT ALL TIMES. NO SILT -LADED RUNOFF I5 TO BE DISCHARGED TO THE PUBLIC STORM SYSTEM. CONTACT GREG VIULANUEVA AT LEAST 48 HOURS PRIOR TO BEGINNING ANY CONSTRUCTION FOR COORDINATION ON S. 140TH ST., S. 141ST ST., FIRE LINE RELOCATION AND WATER MAIN WORK. A COPY OF THE CITY OF TUKWILA DESIGN MANUAL, DRAFT VERSION 2001, AND ANY RELATED CONSTRUCTION PERMITS ASSOCIATED WITH THIS PROJECT ARE REQUIRED TO BE ON SITE AT ALL TIMES DURING CONSTRUCTION. TEMPORARY EROSION CONTROL NOTES 1. THE EROSION AND SEDIMENTATION CONTROL MEASURES DEPICTED ON SHEET C2 ARE INTENDED TO BE A MINIMUM REQUIREMENT TO MEET ANTICIPATED SITE CONDITIONS. AS CONDITIONS DICTATE, THE CONTRACTOR SHOULD ANTICIPATE THAT MORE EROSION AND SEDIMENTATION CONTROL FACILITIES WILL BE NECESSARY TO PREVENT SEDIMENT FROM LEAVING THE SITE OR ENTERING THE PUBLIC STORM SYSTEM. DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE CONTRACTOR TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY HIS ACTIVITIES AND TO PROVIDE ADDITIONAL FACILITIES, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED TO PROTECT ADJACENT PROPERTIES AND WATER QUALITY. A PORTION OF THE SW 1 /4, SEC. 14, TWP 23 N., RGE 4 E., W.M. GRADING AND STORM DRAINAGE NOTES 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE APWA /WSDOT STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION, OR AS MODIFIED BY CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS, DATED DATED: 12/02/96. 2. 3. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND ANY OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY. LOCATIONS OF ROADWAYS, BUILDINGS AND PARKING AREAS SHOWN HEREON ARE APPROXIMATE. FOR DIMENSIONED LOCATIONS OF THESE IMPROVEMENTS, REFER TO THE ARCHITECTURAL SITE PLAN. IMPROVEMENT AND STRUCTURE LOCATIONS SHALL BE FIELD SET BY THE SURVEYOR AS REQUIRED. 4. THE FACILITIES SHOWN ON THE APPROVED EROSION /SEDIMENTATION CONTROL PLANS SHALL BE CONSTRUCTED /IMPLEMENTED PRIOR TO ANY EXTENSIVE GRADING OR LAND CLEARING IN ACCORDANCE WITH THAT PLAN. THESE FACILITIES MUST BE SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION AND LANDSCAPING IS COMPLETED AND THE POTENTIAL FOR ON -SITE EROSION HAS PASSED. 5. DESIGN GRADES SHOWN ON SHT. C3 REPRESENT THE ENGINEER'S ESTIMATE OF APPROXIMATE MINIMUM EARTHWORK AND OTHER GRADING /SOIL CONSIDERATIONS. THE CONTRACTOR MAY ALTER THE GRADES SHOWN TO BETTER ACHIEVE THESE RESULTS PROVIDED THAT ANY ALTERATION IS SUBJECT TO THE PRIOR APPROVAL IN WRITING BY THE ENGINEER, OWNER, AND THE APPROPRIATE CITY OF TUKWILA DEPARTMENTS. 6. THE RECOMMENDATIONS PROVIDED IN THE SOILS REPORT PREPARED BY KRAZAN AND ASSOCIATES, DATED: MAY 15, 2001, . SHALL BE INCORPORATED HEREIN BY REFERENCE. WHERE CONFLICTS BETWEEN THE SOILS REPORT RECOMMENDATIONS AND THIS DESIGN APPEAR, THE ENGINEER SHALL BE CONTACTED FOR RESOLUTION. 7. ALL EARTHWORK UNDER PAVING TO BE USED BY VEHICULAR TRAFFIC SHALL BE COMPACTED TO AT LEAST 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D 1557. 8. UNLESS OTHERWISE NOTED, ALL SPOT ELEVATIONS SHOWN IN PAVED AREAS ARE TOP OF PAVING. 9. ALL PARKING, DRIVEWAY AND LANDSCAPED AREAS SHALL HAVE AT LEAST A 1.0% SLOPE TOWARD THE NEAREST STORM DRAINAGE INTERCEPTION/ CONVEYANCE SYSTEM. PLAN DETAILS OR FIELD MODIFICATIONS SHALL NOT SUPERSEDE THIS REQUIREMENT. 10. EXTRUDED CEMENT CONCRETE CURBING, WHERE SPECIFIED, SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY OF TUKWILA STANDARDS AND DETAILS. 11. 12. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR CITY OF TUKWILA APPROVAL. ALL SURPLUS OR UNSUITABLE MATERIALS CLEARED OR EXCAVATED AND REMOVED FROM THE SITE SHALL BE DISPOSED OF IN AN APPROVED FILL SITE. IT 1MLL BE THE PERMITTEE'S RESPONSIBILITY TO LOCATE AN ACCEPTABLE DISPOSAL SITE AND TO ASSURE THAT ALL SURPLUS MATERIAL IS PROPERLY DEPOSITED IN SAME. 13. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION ACCORDING TO THE APWA /WSDOT STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION SECTIONS 7 -02.3, 7 -03.3, AND 7 -04.3. THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE NONYIELDING BASE. IF THE NATIVE MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE REQUIREMENTS FOR "GRAVEL BACKFILL FOR PIPE BEDDING," THE FIRST LIFT OF PIPE BEDDING MAY BE OMITTED, PROVIDED THE MATERIAL IN THE BOTTOM OF THE TRENCH IS LOOSENED, REGRADED AND COMPACTED TO FORM A DENSE NONYIELDING BASE. 14. ALL PIPE BEDDING FOR RIGID CULVERT AND STORM PIPE (I.E. CONCRETE, STEEL AND ALUMINUM) SHALL CONFORM TO APWA /WSDOT STANDARDS AND SPECIFICATIONS SECTION 9- 03.12(3). ALL OTHER PIPE BEDDING SHALL BE EITHER APWA TYPE "F" FOR FLEXIBLE PIPE (I.E. PVC, CMP OR ADS), OR APWA TYPE "B" FOR DUCTILE IRON PIPE. 15. ALL TRENCH BACKFILL IN AREAS OF FUTURE PAVEMENT OR STRUCTURAL LOADING SHALL BE COMPACTED TO AT LEAST 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D 1557. ALL OTHER AREAS SHALL BE COMPACTED TO 90 %. 16. ALL BUILDING ROOF DRAIN DOWNSPOUTS AND FOOTING DRAINS SHALL BE DIRECTLY CONNECTED TO THE MAIN STORM DRAINAGE CONVEYANCE SYSTEM THROUGH AN UNDERGROUND PIPE SYSTEM. ROOF DRAINS AND FOOTING DRAINS SHALL BE SEPARATE SYSTEMS AND SHALL BE CONSTRUCTED OF 4" (OR 6" DIAMETER WHERE SHOWN) RIGID PVC PIPE (NONPERFORATED FOR ROOF DRAINS, PERFORATED FOR FOOTING DRAINS). SUFFICIENT CLEANOUTS AND BENDS SHALL BE INSTALLED SO THAT THE SYSTEM CAN BE EASILY MAINTAINED. THE SYSTEM SHOWN HEREON IS SCHEMATIC ONLY. THE DRAINAGE /GRADING CONTRACTOR OR LANDSCAPER MAY ALTER THE LAYOUT AS REQUIRED TO BETTER DRAIN THE SITE, WITH PRIOR APPROVAL OF THE ENGINEER. THE CONTRACTOR SHALL KEEP A DIMENSIONED RECORD OF THE LOCATION OF ALL PIPES AND CLEANOUTS AND SUBMIT SAME TO THE ENGINEER AND OWNER UPON COMPLETION OF THE WORK. SANITARY SEWER AND WATER NOTES 1. CONSTRUCTION MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS, DATED; 12/02/96. 2. CONTRACTOR SHALL VERIFY BUILDING STRIKING LOCATIONS AND DEPTHS OF WATER AND SEVER SERVICES WITH ARCHITECTURAL /PLUMBING PLANS. 3. ALL SIDE SEWERS SHALL BE 6" DIAMETER MINIMUM AND LAID ON A MINIMUM SLOPE OF 2%. EIDE SEWERS SHALL BE PROVIDED WITH A CLEANOUT AND TEST TLE. 4. THE CONTRACTOR SHALL FIELD VERIFY THE INVERT ELEVATION OF THE EXISTING SANITARY SEWER MANHOLE AND 8" MAIN PRIOR TO SIDE SEWER CONNECTION. 5. CONTRACTOR SHALL PROVIDE AND INSTALL WATER SERVICE LINES FITTINGS AND METER SETTINGS. CITY WILL PROVIDE AND INSTALL WATER METERS. CONTACT CITY WATER DISTRIBUTION SUPERVISOR TO SCHEDULE METER INSTALLATION. 6. PROVIDE MINIMUM 3' -6" OF COVER OVER WATERMAIN. 7. CONTRACTOR TO USE COPPER OR HI -MOL POLY PIPE FOR ALL PRIVATE SERVICE LINES. 8. FIRE SERVICE AND DOUBLE -CHECK VALVE ASSEMBLY TO BE DESIGNED AND INSTALLED BY CERTIFIED FIRE PREVENTION CONTRACTOR. PROJECT NO.: 00 - 19 DRAWN BY: TLR ISSUE DATE: 05 - 16 - 01 SHEET REV.: 10 - 15 - 01 SPECIFICATIONS RECEIVED CITY OF TUKWILA PERMIT CENTER 1 001 UNT01.DWG cli SHEET OF CABIN° ON FOUND BON P W1 TO 35 HE LEGAL DESCRIETION MONUMENT #,7 _TA TAX. PARCEL NUMBER 336590 1035, 336590 -1026, AND 336590 -1025 THE FOLLOWING DESCRIBED REAL ESTATE. SITUATED IN THE COUNTY OF KING, STATE OF WASHINGTON: LOTS 21,22,23,24 AND THAT PORTION OF LOT 25, LYING NORTHWESTERLY OF A LINE 146 FEET AND 4 INCHES ALONG A LINE DRAWN FROM THE SOUTHWEST CORNER OF LOT 25 TO INTERSECT THE SOUTH LINE OF LOT 24, ALL IN BLOCK 9, HILLMAN'S SEATTLE GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE 24, RECORDS OF KING COUNTY, WASHINGTON. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. SUBJECT TO EASEMENTS. RESERVATIONS AND RESTRICTIONS OF RECORD. SURVEYS Nam 1. THIS SITE IS ENCUMBERED BY SEVERAL EASEMENTS. PLEASE CONSULT YOUR TITLE INSURANCE POLICY FOR SPECIFIC TYPE AND LOCATION. 2. THE AREA DESIGNATIONS A, B, AND CAS SHOWN HEREON ARE FOR IDENTIFICATION PURPOSES ONLY AND DO NOT IMPLY ANY OTHER USE_ AREA A IS A FEE TITLE TRACT OWNED BY IMUS /BERGAN. REFER TO STATUTORY WARRANTY DEED A.F.N. 9108130528. AREA B, ACCORDING TO TAX RECORDS, IS OWNED BY THE CITY OF TUKWILA. AREA C IS COMPRISED OF MULTIPLE TRACTS AND RIGHTS -OF -WAY. ACTUAL OWNERSHIP 1/14 THIN THIS AREA ARE BEYOND THE SCOPE OF THIS SURVEY. INFORMATION GATHERED TO DATE FOR THIS SURVEY SUGGESTS AN AGREEMENT OR AGREEMENTS BETWEEN THE CITY AND ADJACENT OWNERS EXISTS FOR A BIKE PATH PARALLELING INTERURBAN AVE. CURRENT STATUS OF THIS AGREEMENT IS 'UNKNOWN. 3. THE VERTICAL DATUM SHOWN HEREON HAS BEEN CONVERTED FROM NAVD 88 TO NG. 29. THE ORDINARY HIGH WATER MARK FOR RIVER MILE 10.7 AT A 9000 CFS EVENT IS 15.6'. (PER RYAN LARSEN AT CITY OF TUKWI LLA SURFACE WATER ENGINEERING DEPT). DATUM KING COUNTY SURVEY CONTROL, POINT NO. RENT1911. THE MARK, IS LOCATED IN RENTON, AT THE INTERSECTION WITH 68TH AVE S AND BEACON COAL MINE ROAD- IT IS A CHISELED SQUARE AT THE NORTHEAST CORNER OF THE POWER VAULT ON THE WEST SIDE OF THE AVENUE AND 10.0' SOUTH OF THE INTERSECTION. ELEV.- 77.14' (23.5119 M) NAVD 88 (SEE SURVEYOR'S NOTE 3). FLOOD HAZARD DATA PROPERTY IS LOCATED IN FLOOD ZONE X, WITH THE EXCEPTION OF A SMALL AREA IN SE PORTION WHICH IS FLOOD ZONE ELEVATION 18 FT., NFIP MAP NUMBER 5303200957 F. EQUIPMENT 3" TOTAL STATION. BASIS OF BEARING 543'41'19 "E FOR CENTERLINE OF INTERURBAN AVENUE SOUTH PER RECORD OF SURVEY FOR CITY OF TUKWILA. RECORDER'S NUMBER 8401059003, RECORDS OF KING COUNTY, WASHINGTON. 6',6 SmB411. RIM =1 3 AR SEWER MI ANHOLE 35" tONC C SF. _ A PORTION OF THE SW 174, SEC. 14, TWP 23 N.• RGE 4 E., W.M. 36' C& Sw, Cl L ,DOER TO NE • EX CB.!H 6 ,CONCRETE NE =1147' 4 1=174247 Ek. fK5p; R�!.1 POS 36" rV & EAST. ' 'YN / \ \ \` \ \ \\ :— ;D 44'ATER VAU GATE VAL':tE V A CONNECT:ON /�. N. =12 CONC SE-, 6 ADDER TO THE NE CB 18" C,1P SW =13. CONC NE =12.12 CB CONC N'rV =12 SE - '2 4_ Ex. SS "! P4,1 -1 — 1114 SE 6. NE, THE 6,72,4 E sE s -B A NOON SURVEY FRWAR B'7' J. BECKER & ASSOCIATES, INC. I EX. SSMH ' iA1 =14 qg 18" CONC NW & SE, CI CHANNEL-3.55 -�. 2 - - t- :�'JER `i�TFE S i Ex. CE 66' NC EX CB 8'tJ 4,17 68 CCNC Nc =14.75 EX. CB RIM=17 55 CONC NE= 151,03 RIM '8.00 24" CONE' NW =13.24 18" CM? 5E=13. 50 12' CONC E =13.55 LADDER TO THE SW EX, CB 534 - - -- RIM =16 -86 12"F0NO 5E =13.96 12 W4413.87 EX. CB -- - --' RIM =17,22 12 NW-14.18 F.X. IM =17.93 18" CMP N'W =14,29 12" CMP 5,14.34 { SHED I - EX. CB RIM= 13 -86 ET SW- 12_'78 46.00— I 9HOP CONS Er 6E. CL CBA 1EL= LADDER T; \ \ 1 . l N 89 E 296.00' SCALE= 1" = 30' 30 0 10 20 30 • SSMH .16.84 CONC NE, SE, SW &NW CL CF ANNEL =ii, 28 GRAPHIC SCALE 60 N 69'36•44 E 115.10' 0 Fs) 0 J cc z W 0 O PROJECT NO.: 00 - 19 DRAWN BY: TLR ISSUE DATE: 05 - 16 - 01 SHEET REV.: - -- EXISTING CONDITION MAP RECEIVED CO V OF TUKWILA PERMITCEGI 0019NT01.DWG C12 SHEET OF /2 REVISIONS : REVISED PER CITY OF TUKNALA COMMENTS, JOG, 06/17/02 INSTALL : 1 -4" 90• BEND (FL) REUSE EX. FDC INSTALL PER CITY OF TUKWILA STANDARDS (BY CONTRACTOR) CUT EX. 8" D.I.P. W INSTALL 1 -8" 90• BEND (NJ) W /CONC. BLOCKING - (BY CONTRACTOR) 00190DT05.DWG 01 3 SHEET OF A PORTION OF THE SW 1 /4, SEC. 14, TWP 23 N., RGE 4 E., W.M. TAMPER: WIRE NOTE A TAMPER WIRE IS REQUIRED TO BE INSTALLED FOR THE NEW DETECTOR CHECK VALVE ASSEMBLY SHOWN ON THESE PLANS. CONTRACTOR SHALL TRENCH FOR AND INSTALL A 2 —INCH PVC CONDUIT FROM THE VAULT TO A POINT APPROXIMATELY 135 FEET NORTHWEST NEAR A PAIR OF EXISTING CITY OWNED CONDUITS AND INSTALL A HAND —HOLE FOR PULLING THE TAMPER WIRE. THE CONTRACTOR SHALL ALSO CONNECT TO THE NEW VALVES AND RUN TAMPER WIRE TO A POINT JUST OUTSIDE THE NEW VAULT. CITY CREWS SH ALL PULL TAMPER WIRE FROM THE VAULT VIA THE NEW HAND -HOLE AND CONDUIT, CONNECT TO THE EXISTING CONDUIT, AND PULL THE TAMPER WIRE APPROX. 100 FEET NORTH, THEN 250 FEET EAST TO THE NORTH SIDE OF THE GEORGE LONG BUILDING. THERE, CITY CREWS WILL CONNECT THE TAMPER WIRE TO THE EXISTING ALARM PANEL LOCATED INSIDE THE GEORGE LONG BUILDING. A GAS SERVICE LINE TO THE FOSTER GOLF COURSE CREW BUILDING RUNS PARALLEL TO AND IN THE VICINITY OF THE EXISTING CITY OWNED CONDUITS. CONTRACTOR TO PERFORM POT — HOLING (BY HAND) IN THE VICINITY OF THE EXISTING CONDUITS TO LOCATE THIS EXISTING GAS LINE PRIOR TO CONSTRUCTION. JOIN EX. 12" W INSTALL 1 -8" TAPPING TEE (RJxFL) W /CONC BLOCKING 1 -8" TAPPING VALVE (RJxFL) (BY CONTRACTOR). EX. IN —LINE GATE VALVE J 221F 8" CLASS 52 W U 0 ca ° v -- CAUTION !!I AN EXISTING GAS SERVICE LINE RUNS PARALLEL TO THE EXISTING 4" CONDUITS IN THIS VICINITY. CONTRACTOR TO HAND POT —HOLE AND LOCATE PRIOR TO BEGINNING CONSTRUCTION CONDUIT INSTALLATION TO BE INSPECTED BY L & I — ELECTRICAL INSTALL : 1 -8" 90• BEND (RJxMJ) W /CONC. BLOCKING (BY CONTRACTOR) TAMPER WIRE/ WORK BY CITY, CONDUIT BY CONTRACTOR 10 5 10 is s ° aii® SCALE; 1° = 10' FILE COPY' I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or : dinance. Receip of con- tractor's copy of . pprov d plans a no : - dged. By Data y� a Permit No. I /Ot- I so These plans have been reviewed by the PubII< Works Department for conformance with tern s City standards. Acceptance is subject to errors at d omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally witt Ipe designee. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Dow eV 14,0 RECEIVEC cmo =TUKmaw JUN 1 7 MO2 PERMIT CENTEE CORRECTION LTR# 1 PROJECT NO.: 00019 DRAWN BY: JGC ISSUE DATE: 05 - 28 - 02 SHEET REV.: 06 oi LL a S wit§ j REVISIONS REVISED PER CITY OF TUK1MLA COMMENTS, JGC, 06/17/02 I Dna.: MAY 6. 2003 I A PORTION OF THE SW 1 /4, SEC. 1 4, TWP 23 N., RGE 4 E., W.M. 676-WA COVER N.44-332P 48- sr 730 lbs. PLACE VAULT SO SUM .15 LOCARED HERE TOP NE. 076-TW-4242C S03011m. VAULT No. 61V-MV/ BASE NE OPTIONAL TOPS r=7 , 7 1, 117 7 T .9W ilea. ISA 67E-111 Ctf Set SC* MS- For eIetalls see reverse side. Metal covers. access hides and slots/holes may be provided mmt customer requirements. 61.80W DOWN sr-4Y 20*-45 BEND ENO WIN 14 Mir #11 PLAN VIEW LaMEKIELEQURDEDB GRAVEL UNDER VAULT City of Tukwila Er lieL Er "-- To Nims SIDE VIEw BEE& I. DESIGN FOR 4" THRU 113' DOCV. a. SEE ATTACHED NOTES AND MATERIAL LISTING. DETECTOR DOUBLE CHECK VALVE ASSEMBLY AND VAULT DATE: 11/26/e6 Febt.,105 SCALE: 41r =1 vAymtur. LL‘21124; 1. G(e socKLE RODS BM NM BOLTS MO ASPHAT EA6ES1124 COONS. E. 4 MIN. Si. MASS 52 PPE 3. PRECAST CONCRETE VALE 9601 HINGED STEEL PLATE COME, ONEMNI TO VARY WITH SIZE OP ASSEMBLY. 4. 0.5.14A APPROVED TAMER F OVER 30 DEEP. 5. PIPE SUPPORT STAND LASER ERN CHECK WOE. v/VEUR WE MASS WITH AN APPROVED 000, IL APPROVED ODEvA 94 INN ENE NTH IWO RETP.RINT !ORD SKR011 e. 10 OR V' COUPE= ADAPTER. IL so. 10 Er, a- OR 41 12/ VMS 32 PIPE mown) nr.. 77. oROuT NTIOTIOR ANO wows ALL AROLSO PPE MO NON-BRINK GRoUT. 72 10% U. r OR 4 CATS VALVE FIALI mot POST IMINTOR war. 73. FLANGE TEE ASSEMBLY MED ICOOKONER.T. 14. FUMED 9Cr RENO. 15. 4 as e 7.6 CLASS 52 PIPE FM IL 4 OR r NO BEND, FL 17. 4- OR r 0.1. CLASS 52 PPE, FOWL. 10. r 710 BEM. IN. Ut. HOED STORES CPBECTION NTH 30 OR 46 DECREE wow. V DI PASS 52 PIPE EDWIN AS ROSINED MIL. 21. r DO BEND FL. 22. SY/NO TYPE MANDY oPITRATED CHECK VALVE WITH BALL MP WAKE TO NE INSTALLED HORIZONTALLY. DmcmaLnanaiamatauniu k trifutWORENVIPPMIrerfelmai"Via2"- CLEARANCES. 4 . A SEPARATE DETAIL FEAR FOR VAULT INSTATATION NW SPOIMER IRE MET NE SUMMED AND APPROVED RE THE FIRE MARSHALL P500 TO DISTALIATON. 4. UNARM APFARATUS 551E Stall BE 4 5. VAULT $HALL BE SEALED TO PREVENT WATER LEAKAGE 5. LADDERS SHALL as REQUIRED WHEN OEM FROM TOP OF LID TO FLOOR OF vAuLT EXCEEDS 30'. otsrmunos OF ALL LADDERS SHALL RE IN COmPLMNCE 7. "Sall:CULT N PUNTING AREA AND NOT N ROAM AREA UNLESS APPROVED BY NE ENGINEER. B. MIMS MAU. BE IN ACCORDANCE WM ALL APPUCNILE rlsoussusprs OF 9. terE WWI= PAZ rt4WITT 0,52VVOIT MED. 70. V& VALVES AT lif Aug OF stipPoRT STAND. 11. PROVIDE BALL DRIP NLVLS ON F.D.C. CHECK VALVE ASSEMBLY OR AT =Tom OF F.D.C. RISER. 12. FIRE DEPMTMENT CONNECTION TO ME PREMOM WIN ONE (I) r sTosT2 COME6110NR AND TWO 00 DEGREE ELBOW. 3. tepSWIY MispRIS PTC479 CO OVERHEAD SYSTEM. _ _ TA UPON INSTALLATION. MOTFLOw INEVMOTON ASSENT= ME TO RE TESTED NY A CERTIFIED MDR AND ALL TEST-COCKS ME 10 NE N.I ATTER T7N THEREAFTER, ANNUAL TESTS SHALL BE PERFORMED AT OWNER'S TOPETISE. COPIES OF TENS RCM'S STMLL RE MAME 16 CONCRETE VAULT SMALL HAVE 0W4 olt TWO 3` STEM IRKED DOORS. 16. BackElow prevention valves and poet or will indicatIo7 valReel shall be provided with Se.. central station tamer invervisicd. arr ATEIMAL LISTING & City of Tukwila VAULT I ASFEMBLT NOI DATE: 1i/22/se WS-IINO1E RE-CBVED GT CS TUKWILA JUN 1 7 ?DOZ PERLUT CENTER CORRECTION LTR# 1 REVIS101 NO, I DOI- ‘80 zi A PROJECT NO.: 00019 DRAWN BY: JGC ISSUE DATE: 05 SHEET REV.: 06 WATER DETECTOR DOUBLE CHECK VALVE ASSEMBLY AND VAULT DETAILS 00190DT05.DWG C14 SHEET OF A , . 0 / - _' 0 0 ... -/ 0 .......-... ' . ' . ' . ' . ' ::..........-...-........-...-.-.7.-...-::: ' - ' • ' . ' . ' . ' -_-.....-. REVISIONS REVISED PER CITY OF TUK1MLA COMMENTS, JGC, 06/17/02 I Dna.: MAY 6. 2003 I A PORTION OF THE SW 1 /4, SEC. 1 4, TWP 23 N., RGE 4 E., W.M. 676-WA COVER N.44-332P 48- sr 730 lbs. PLACE VAULT SO SUM .15 LOCARED HERE TOP NE. 076-TW-4242C S03011m. VAULT No. 61V-MV/ BASE NE OPTIONAL TOPS r=7 , 7 1, 117 7 T .9W ilea. ISA 67E-111 Ctf Set SC* MS- For eIetalls see reverse side. Metal covers. access hides and slots/holes may be provided mmt customer requirements. 61.80W DOWN sr-4Y 20*-45 BEND ENO WIN 14 Mir #11 PLAN VIEW LaMEKIELEQURDEDB GRAVEL UNDER VAULT City of Tukwila Er lieL Er "-- To Nims SIDE VIEw BEE& I. DESIGN FOR 4" THRU 113' DOCV. a. SEE ATTACHED NOTES AND MATERIAL LISTING. DETECTOR DOUBLE CHECK VALVE ASSEMBLY AND VAULT DATE: 11/26/e6 Febt.,105 SCALE: 41r =1 vAymtur. LL‘21124; 1. G(e socKLE RODS BM NM BOLTS MO ASPHAT EA6ES1124 COONS. E. 4 MIN. Si. MASS 52 PPE 3. PRECAST CONCRETE VALE 9601 HINGED STEEL PLATE COME, ONEMNI TO VARY WITH SIZE OP ASSEMBLY. 4. 0.5.14A APPROVED TAMER F OVER 30 DEEP. 5. PIPE SUPPORT STAND LASER ERN CHECK WOE. v/VEUR WE MASS WITH AN APPROVED 000, IL APPROVED ODEvA 94 INN ENE NTH IWO RETP.RINT !ORD SKR011 e. 10 OR V' COUPE= ADAPTER. IL so. 10 Er, a- OR 41 12/ VMS 32 PIPE mown) nr.. 77. oROuT NTIOTIOR ANO wows ALL AROLSO PPE MO NON-BRINK GRoUT. 72 10% U. r OR 4 CATS VALVE FIALI mot POST IMINTOR war. 73. FLANGE TEE ASSEMBLY MED ICOOKONER.T. 14. FUMED 9Cr RENO. 15. 4 as e 7.6 CLASS 52 PIPE FM IL 4 OR r NO BEND, FL 17. 4- OR r 0.1. CLASS 52 PPE, FOWL. 10. r 710 BEM. IN. Ut. HOED STORES CPBECTION NTH 30 OR 46 DECREE wow. V DI PASS 52 PIPE EDWIN AS ROSINED MIL. 21. r DO BEND FL. 22. SY/NO TYPE MANDY oPITRATED CHECK VALVE WITH BALL MP WAKE TO NE INSTALLED HORIZONTALLY. DmcmaLnanaiamatauniu k trifutWORENVIPPMIrerfelmai"Via2"- CLEARANCES. 4 . A SEPARATE DETAIL FEAR FOR VAULT INSTATATION NW SPOIMER IRE MET NE SUMMED AND APPROVED RE THE FIRE MARSHALL P500 TO DISTALIATON. 4. UNARM APFARATUS 551E Stall BE 4 5. VAULT $HALL BE SEALED TO PREVENT WATER LEAKAGE 5. LADDERS SHALL as REQUIRED WHEN OEM FROM TOP OF LID TO FLOOR OF vAuLT EXCEEDS 30'. otsrmunos OF ALL LADDERS SHALL RE IN COmPLMNCE 7. "Sall:CULT N PUNTING AREA AND NOT N ROAM AREA UNLESS APPROVED BY NE ENGINEER. B. MIMS MAU. BE IN ACCORDANCE WM ALL APPUCNILE rlsoussusprs OF 9. terE WWI= PAZ rt4WITT 0,52VVOIT MED. 70. V& VALVES AT lif Aug OF stipPoRT STAND. 11. PROVIDE BALL DRIP NLVLS ON F.D.C. CHECK VALVE ASSEMBLY OR AT =Tom OF F.D.C. RISER. 12. FIRE DEPMTMENT CONNECTION TO ME PREMOM WIN ONE (I) r sTosT2 COME6110NR AND TWO 00 DEGREE ELBOW. 3. tepSWIY MispRIS PTC479 CO OVERHEAD SYSTEM. _ _ TA UPON INSTALLATION. MOTFLOw INEVMOTON ASSENT= ME TO RE TESTED NY A CERTIFIED MDR AND ALL TEST-COCKS ME 10 NE N.I ATTER T7N THEREAFTER, ANNUAL TESTS SHALL BE PERFORMED AT OWNER'S TOPETISE. COPIES OF TENS RCM'S STMLL RE MAME 16 CONCRETE VAULT SMALL HAVE 0W4 olt TWO 3` STEM IRKED DOORS. 16. BackElow prevention valves and poet or will indicatIo7 valReel shall be provided with Se.. central station tamer invervisicd. arr ATEIMAL LISTING & City of Tukwila VAULT I ASFEMBLT NOI DATE: 1i/22/se WS-IINO1E RE-CBVED GT CS TUKWILA JUN 1 7 ?DOZ PERLUT CENTER CORRECTION LTR# 1 REVIS101 NO, I DOI- ‘80 zi A PROJECT NO.: 00019 DRAWN BY: JGC ISSUE DATE: 05 SHEET REV.: 06 WATER DETECTOR DOUBLE CHECK VALVE ASSEMBLY AND VAULT DETAILS 00190DT05.DWG C14 SHEET OF 24" GONG 1 P. FF -1 . ; (EXIST'l C TREES TEc STAL - \ \ \ \ -OSE AN.: LU7 nj6 STAKING, PL=.\ DV 5 :,K =:G:: W/ 2 ST4Lti. Z:-1A TW iJ>e SEC.1 tY } CR•FACTE FLANTI, SOIL MIX s' TA-reb P. A,A6- 60_ Mix FLAN FT 1..0 TIMES • eizE 6 E.=�L • PRALE ALL De:7,ED AND 5r:OC�: SEAN -E5 •FLA'.n *SOLTX TO 5E _, ?O°-,LJ V- G TYPICAL FLA'NTING DETAILS NOT TO SGL�E PLANT LIST-=\ cv. s totamca c,,c, rata ES cxitting tree to re - pre5evs anc petect Acer clrclnatteWhe Maps. 2 :.per rubrun 'Mond S.ns /Rend 5xse: Maple fc -� �Alrus rubra/ed Aloe- 2 Llquidambar euraciflua /,.mot -e.- I Frinus serrula. 'Ki.anzan'Kianzan. Fio:.e=rc � t A Very- T >` Qxrus rub, Northern Res' Oak Flvs COMO,� wire ahrore Fire • Fcp - cioes %G.,atYc A.ea PteudGts;.ca rb�:xilr..a:Gles /_ \ hkja piicatar- ten. Rea Cep• / - ,Goelia grandma -a G a G-O �C'FOSrO Ga-ae' AGe "18 Aa A-elarrhic a rifclia a tsr°°• o or A- Arbutus urec Ccao. / CoT 5trawbsrr_ :•es • S C. -bC'is vern.GJla tAlla^.,i 5.arC_ CI CGneaster WctealFa Re. CCLOneaster • Cletus x '1- y br:da'/:hite Rockrose F Claus x 'Fura-rea'iOrrhio Rock ose 0 IA- ladle.. di "cola' /Oceanspray J Juliperus chirewis • Tortuose/Ncllwood Ju -iper Mahonia aquifollun 'ComraGta' /Compact Crecor ace N Nandir:a domticai-- eavenly- barcoc C Demerit ceatifo•r's/no:an-plu- 0 OsmanthJt deava_ Celexay Ob dm,%ut M Pinus muoc m.go/" = ine Fray.. Fnys lev,cas 'Otto Lukas' /C to Lei. La re ••• R Rites sang.,irerirRes- f •. oeerIno C.. ran K Rasa ,titana/hOC.xa Rate 5 5a-cococca 'SClfc'iarrrao•ant 3atcocec a Trt.ia °odds - .ails . astiG.ata' /Co Ls a• L"•borvi•_:e t - cot nsve• s acis are sro:r v lit plant �: r+ \ \ \ \ \ \\ A ctos.ap • va ,r /<innik!rr cc G aulveria shailat anal ;•=i,;;XC; Moat penta'zareea .: eep +c rebus 2 0 24' CIA E L R °L=_R& \- G Fr V . niur, :star 'To- Tnrc'/T0 Tn$ New ZF22'.6 =ax ✓eesarai 4 ^1 sizeIn t ans V J (\ v/ Q \ \ 1144 o' ��''' 10' ht. min., mu _i -stem, B4B, space as shown 2 ca L min. Ea=, space as shown 2 cal. min„ E'2, space as shown 2° cal_., Et S, 36' oc., full 3" cal. min., Er, 20' oc., well branched w/ straight central leader and trunk 3" caL Mn. 545, 36' o.c., well branched w/ straight central leader and trunk 6' ht min., Big space as shown 2" caL min., 6+8, space as shown 6' ht mirt 15.5. 10' os. or as shown 6' ht min. B45, I0' os. or as shown IS° ht. min, 4' os., full IS" ht. m[n, 5' os. 24 ht min, os., full 1E5 sp. ail ,4'c.c. 24" sp. min, _' es. 18" sp. min, 4' os. IS" sp. min, 4' oC. IS sp. min, 4' as. 36 sp- min., o.c., full but flat to rear 15" sp. min, 2 -1/2' os. IS" ht- mitt, 3' os. 18" sp. min., 4'os. 18" ht- N. 4' os., tali l8" ap. min., 4' os. 18" sp. N. 2' os., triangular spacing, Full, see note below & 18" ht. min., 4' os, full 18" ht. min., 4' os. 13" ht. min., 4' oc., FUlI 6' ht. min., 4' oc, full, plant so trunk a minimum of 2' from back of curb Ilst to the sane orientation as they are shown on the plan& 4" pot, 12" cc, plant in triangular pattern 4" pot, 12" c5., plant in triangular pattern 4" pot, 12" c.c., plant In triangular pattern 5 gal. can. min., center In planter NOTES ES Rdtdtill erittnc soil aro place tapscll 6 I. min o'2e2 Y all planting areas except at existing trees accomodate existing grades at root crown. 2. Ranting areas anal. rep& ve at least 2 IN of 17141c1: plant pi. a r l^..rt cr 2 tires the size cf N toothed or container. F all diseased or broken branches- Plants shall conform to the latest scalp• of •:: e•ican 346 -bards rot Nurser 22 It is the Contractor's responsibility to determine quantities based on the plant Ilst. Cs s' be meta Ile, continuously vote vim= and shrubs. Tne Ccnvactor trail maintain the lands ape wo, f a tl date of the First installation until final acceptance but In no case lees than 90 days. c. re Contracscr shall prcride p•ctectiot of all pro persona, work In a ogress, structures, utilities, walks, curbs and paved eurraces during the Installation c landscape work Ve•Ife, and pr,te_ , she locations of all existing and proposed underground utilities prior to commencement of the work. - - - - - - - LINE OF EXISTING PAVEMENT t 6, ' % mfr ©�_`f� ■ ■ / \ ■ ` ©`�' AG7 ``�� '' ENVIRONMENT LINE 100" HIGH IMP SHED � `�`�,` \'' I J \ •\ �,�� ` � N8 9'S6`44 "E 440.$ �---- 1 ODO C Q \Q` pin Ti (1V.A\ �iOO.0 O.O:0090 I�© 10900 i 060160O0,Ot�,ft0000 � � QO :��\�h�����``� 000 • hcrk ng ,/durpihva area c. 1 1 1 1 1 1 60' LON IMPACT ENVIRONMENT LINE 40' RIVER ENVIRO• - LINE 41 l 16 �� 1 R/VERS/E CASINO \\ FF =19.25' LANDSCAPE PLANTING PLAN SCALE: I" = 2O' -O" ORDINARY HIGH WATER MARK (• I5.S9 1 C k r — I r � or o 0 7 a ��FTZ Ui y - 0� 0 .7D zss to LS) Co STATE CF LANDSC.AFE AFO -ITECT HEFMNA B - FLICH cERT T`.ATE N7 385 HERMINA EHRLICH DESIGNS lonctsccpe arditecttre& site plc rng 713 north 73 street seattle, wa 98103 Ph 206- 784 -8604 No. ')r1/.- 750 -MNN UNPUBLISHED WORK ©2001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARCIUITECT 1800 - 136th Place NE, Suite I00 Bellevue, Washington 98005 425.747.3177 FAX 425.747.7149 E -mail: mlarch@isomedia_com 5 REGISTERED ARCHITECT MERRICK D. LENTZ STATE OF WASHINGTON] PROJECT NAME Grand Central Casino Tukwila, WA DRAWING TITLE 2 ' LANDSCAPE PLANTING PLAN RECEIVED CITY OF TUHINILP s5p 1 3 200, DRAWN BY HE CHECKED BY PERMIT CENTER DATE MAY 15, 2001 JULY 30, 2001 ENTIRE SHEET 4' AUG. 13; 2001 PER CITE L1.0 PLANTING PIT rSD 111,ES SI`E OF P.GOT ax.LL • PRUNE ALL CI:SE. - ".JL71 AND BROKEN BRANCHES PLANTING SO1 2/3 TOPSCAL, tf- MULL, o o e T ° ° eTe me T '1 PROPOSED GRAND CENTRAL l CASINO PROPOSED FF= 18.40' 0' (REEERENVE ELE Zvi �RCr CrIC�`r — J TREES — TREE STAKES — HOSE AND IMRE OR CHAINLOCK" TREE STAKING PLAN PLANT LIST - -- ctr. sym.botanicol /common name Tj2.. ELECT HOSE w/, 12OA rm.. WIRE OR "CHAINLOCE`_" STAKES (DEM; DR 3- 2"X D D" DEAOMEN (EYERGN) /SECURELY DRfi'vEPd ENTO GROUNC. 2" MULCH IN B.SINS !& BEDS -� SHRUBS WA =II III�il - iI 'alk y "� � I ;; E I I I - I" —{ ` CORPACT'ED `\ PLANTING SOIL MIX v^ TAMPED , °— PLANTING SOIL TEE --/ i '---- U IGL AZED PL,-IT PIT SURFACE TYPICAL PLANTING DETAILS NOT TU SCALE TYPICAL ALL PLANTS TED size /root /spot ng/remorks 4t ��sO N(ki v ,. \ gravel parking/dumping area \ \ \ SHED \ . F =19,25 LANDSCAPE PLANTING PLAN SCALE: T" = 2O` -O" \ —IRO !JON LANDSf.APE ARCHITECT HERMTNA EHRLICH CERTIFICATE NO. 385 HERMINA EHRLICH DESIGNS OSHEL 'WY. '5520Ul atERRC NPOR`f, S !LEER S WR PROJECT NAME Grand Central Casino Tukwila, WA FILE COPY I s:ndl - _.heck ,ls DRAWING TITLE LANDSCAPE PLANTING PLAN RECEIVED CT' OF TUKWILA JUL I n 71002 PE DATE SEPTEMBER 12, 2001 DRAWN BY HE CHECKED BY -4 -02 MOVE BUILDING 2- 2t8 -02 PER CITY REVIEW PER CITY REVIEW 02 PLANT SUBSTITUTIOI landscape architecture &- site planning 713 north 73 street seattie ^ 98103 /� { nrt M 1�1 mn ,(') h: SiJ6 784 8Eu4 L1.1 f:F :7 i €STiF: FF=1 7,8i i PROPOSED GRND CENTRAL \ CASINO l PROPoSED FF= 18.40' (REFERENCE ELEV = 101.0 .— TREE STALES HOSE AND ZZ • OR vHAENLOC!<' -- TREE STAKING PLAN 1/2" BLACK ROSE 1 Z STRAND 12GA TWISTED WIRE OP "aiA:NWCK" CEASPACTED PLANTING 1 SOIL MIX PL TAMPED J I PLANTING SOIL MIX `– UNGLAZED PLANT PIT SURFACE. TYPICAL PLANTING DETAILS NOT TO 000LE PL ANT LIST. [ . sym.botanical /common name NOTES 1 \ 1 \ \` \./ STAKES (DEGO) OR 3-2"X, .t5 DF DM N (EVER.) SECURELY DRIVEN PITO GROUND - MULCH IN E1 SINS��! /� BEDS SHRUBS \ TYPICAL ALL PLANTS P PIT M. 171,1E OTT OF POOT BALL PRUNE ALL CRSE x0 AN E'R EN BRANCHES NTE Tc SOIL 2/3 TOPSC4L 3 7E ...e/raat /spat g/r anarYs / gravel parking /durnpirl \ g area CL_ I 11 � �� § � &#\eo s s` c' ;iaf ! 0# i @ ii i T ONFO, T # Q i $iii a - .� i lfi osi _ ms. �;o ��o ®omoe � v \ ; \ \ \ \ \ \ \ \ \ \ !'a lill 'll j \1I ,B TTI�`\I\il;`1T %\; LANDSCAPE PLANTING PLAN SCALE: T' _ OA' –G R' ����1I�'•�11t j l t X 1 1 \ 1 I 11;111 ` }. p. 1 1111 1 1 1 1 \\111tIIII. 11 11' ; 1 1 11+ \ \ 1 \ 1\\ \ ( III , 1i �, �� � ❑ 1ij\ \1\ 1 11 1 1 \\ \1 \ \ 111 \' \ \I1' • • �K. 1 11 \ \ 11\ 1 \\ ;11 \ I 1111 1 1 1 1 \\ \\ \\ .Sa. \ I \1I \ \ \II \1 + - — \` \ \\ \'I \ \\ 1 ■ � \\\ • \I \ \ \ I t 1 \ \ \ \` \ I\\ \1 \ \ \\ \ \ \11 \ ',\ ; 7 ' D\\,k \`' \L c \\` \ \ \ \ \ \1 o , 1 \ 1 111 \\ i \ \ I \1 \'1 \11` 11 \\\ R \ � 1 k 111 I ■I I I l h' - III`ll\I url \ A ate MERRIC LENTZ ARC ITE STATE CF WASHINGTON REGISTERED LANDSCAPE ARCHITECT HERM €I7/, EHRLICH CERTIFICATE NO.. 385 HERMINA EHRLICH DESIGNS landscape architecture & site Worming: 713 north 73 street seattle, ca 98103 Ph: 206 -784 -8604 Fs: 206- 789 -6855 18100 - 1.36th Place N Suite Bellevue. Washington 980 425 747 31777 FAX 425_747, E-inaili inlarelva;isornedia.c PROJECT NAME Grand e Central Casino Tukwila, DRAWING TITLE LANDSCAPE PLANTING PLAIN JUL - 5 002 PERMIT CENTER DATE SEPTEMBER 12, 2001 DRAWN BY HE CHECKED BY I -4 -02 MOVE BUILD!! 28 i PER LI T` R PER 'CI T); Y RE 0* TREES TREE STAKES HOSE AND WIRE OR "CHAINLOCK" 2" MULCH IN BASINS r TREE STAKING PLAN I/2" SLACK HOSE WI 2 STRAND 12GA TWISTED WIRE OR "CHAINLOCIK" 3- 2°X2 "XS' -0" STAKES (DECIDI OR 3- 2 "X2 "X3' -0" DEADMEN (EVERGN) SECURELY DRIVEN INTO GROUND. COMPACTED L4NTIN PLANTING SOIL MIX 9" TAMPED PLANTING SOIL MIX UNGLAZED PLANT PIT SURFACE SHRUBS TYPICAL PLANTING DETAILS NOT TO SCALE TYPICAL ALL PLANTS • PLANTING PIT TWO TEES SIZE OF ROOT BALL • FREE ALL DISEASED AND BR710EN BRANGI•E9 • PLANTING SOIL MIX TO BE 2/3 TOPSOIL, UT COMPOSTED MULCH PLANT L ISTL ct, .ym. oots"ical /common name TREES Existing tree to remain - pre e rve and protect I w J A cer circinatum,V1 Maple •, 2 ■ Acer rubrum 'Red Suns Sunset Maple -- Alms rubra /Red Alder 2 • Liqutdambar styracirluaeet -gun L / S Prunus serrulata 'Kwanzan'/Kwanzan Flowering Cherry Flowering Cherry -- / — / Oak." � uercus rubra/Northern Red Oak• Pinus contorts contorts /Shore Pine Populus tremuloides /Quaking Aspen Pseudotsuga menzlesii/Douglas -fir ThuJa pllcataNlestern Red Cedar SW'RUBS A Abelia grandlflora 'Edward Csoucher'/Edward toucher Abelia Aa Amelanchler a Inifolia /Saskatoon Au Arbutus undo 'Compacts'/ Compact Strawberry -tree B Berberis verruoulosa/Warty Barberry CI Cotoneaster laotea/Parney Cotoneaster H Cletus x 'Hybrida'/ILhite Rockrose P Cistus x 'Purpurea' /Orchid Rodcrose D HOIOdiecus discolor /Oceanspray J Juniperus chinensis 'Tortulosa' /Hollywood Juniper ® Mahonla aquifolium 'Compacts' /Compact Oregon -grape N Nandina domestica /Heavenly- bamboo C Oemlaria cerasiformle /Indian -plum O Osmanthus delavayl/Delavay Osmantfss M Plnus mugo mugo/Mugho Pine Prunus lauracerasus 'Otto Lukyen' /Otto Lukyen Laurel." R Ribes sangulneum/Red- flowering Currant K Rosa nutkana/Nootka Rose 5 Sarc0000ca rusclfolia/Fragrant Sarcococca T ThuJa occidentalle 'Fastlglata' /Columnar Arborvitae FF =1 (_50 (DOS PROP SED FF= 18.40' ELEtrtrct:NE ELE V = 1:01.01 j \ /F = -8 (EXISTING) \ / /n • D 9% \ s1! cot/apacMehenarks 10' ht. min, multi -stem, BSS, space as shown 2° cal. min, 545, space as shown 2° cal_ min, ESD, pace as shown 2° cal. min., 13415, 36' o c. full 3 cal. min, E<B, 20' ob., well branched w/ straight central leader and trunk 3° cal. min., 845, 36' oc, well branched w/ straight central leader and trunk 6' ht. min., 545, space as shown 2" cal. min, E4E, space as shown 6' ht. min, 5.115, 10' cc. or as shown 6' ht. min, 545, 10' c.d or as shown 5 gal. can. min, colter in planter \ I8 ht. min., 4' oc., full kV ht. min, 5' cc. 24" h t . 5' oc, full IS sp. min, 4' ob. 24° sp. min., 5' ob. I8 sp. min, 4' ob. 18° sp. min, 4' ob. 18° sp. min, 4' oc. 36" sp. min, l' o.c., full but flat to rear 15° sp. min, 2 -1/2' ob. 18" ht. min, 3' ob. 18" sp. min, 4' ob. 18" ht. min, 4' ob., full I8° sp. min, 4' ob. 18° sp. min, 2' cc, triangular spacing, full, see note below A2 18" ht. min, 4' ob., full IS° ht. min, 4' ob. 18" ht. nit, 4' ob., full 6' ht. min_ 4' oc, full, plant so trunk a minimum of 2' from back of curb Cs ROUNDCOYER' NOTE: Laurel and groundcover symbols are shown on this pla \ \ \ \ \ \ \ \ \\ Arctostaphylos uva- urst/Klnnik.Innlck Gaultherla' shallon /Salal Rubes pentaloba/Taiwan Creeping Rubus ® 24" DIAMETER PLANTERS Phormlum tenax 'Tom Thumb'/Tom Thumb New Zealand Flax Seasonal color NOTES 1. Rototill existing soil and place topsoil 6 in. min. deep in all planting areas, except at existing trees accomodate existing grades at root crown 2. Planting areas shall receive at least 2 In. of mulch 3. Dig plant pits a minimum of 2 times the slue of the rootball or container. Prune all diseased or broken branches. Plants shall conform to the latest edition of "American Standards for Nursery Stock" It Is the Contractor's responsibility to determine quantities based on the plant list. Groundcovers shall be installed continuously under trees and shvbs. 4. The Contractor shall maintain the landscape work from the date of the first Installation until final acceptance but In no case less than °0 days. 5. The Contractor shall provide protection of all property, persons, work in progress, structures, utilities, walks, curbs and paved surfaces during the list In the same orientation as they are shown on the plain . 4" pot, 0" o , plant in triangular pattern 4" pot,12" ob., plant in triangular pattern 4" pot, 12" oc., plant In triangular pattern — — — — — _ EXI — LINE OF STING PAVEMENT gravel parking /dumpirl \ g area - _ 1 D � N89'5_7 E 440. � ',,ta slifelo `'ri�000OPO_00000.00 i OIMOOOi?©DOaOOO�0O9 ©O_ iPROS �.fuRK•s ©��..��` \ � i � ♦ `�j ' 1� ��eo e0000ee r_ ` �. C L rl — , \ 100 HIGH IMPAOR ENVIRONi ENT LINE \ �c ° �-1A) SHED 60' LOW IM!AOT ENVIRONMENT LINE j 1 \ 40' RIVER ENVIRONMENT LI FF =19.25 LANDSCAPE PLANTING PLAN SCALE: I° s 20' -0" ORDINARY HIGH WATER MARK (+ 15b') h I � \ II — T _\ ) L v cm O` O r tfly 03 r e, P Ii c0 tp RIVERS/ ?E CAS /NO \ INCOMPLETE LTR# REVISION NO. STATE IT WAS -tETGN iECISTEFED LN0.SCNFE PAOiIECT HERMINA EHRLICH DESIGNS cccI re & rctite site plonnhg 713 north 73 street Seattle, via 98103 Ph 206- 784 -8604 UNPUBLISHED WORK ©2001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARCI1ITECT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425.7473177 FAX 425.747.7149 E -mail: mlarcheisomedia.com PROJECT NAME Grand Central Casino Tukwila, WA DRAWING TITLE LANDSCAPE PLANTING PLAN RECEIVED CITY OF TUKWILA PERMIT CENTER DATE SEPTEMBER 12, 2001 DRAWN BY HE CHECKED BY A 1 -4 -02 MOVE BUILDING 4 2 -28 -02 PER CITY REVIEW Ll.l 0 IRRIGATION SCHEDULE FT-= `VSTING 1, PROPOSED G CENTRAL \ CASINO PROPOSED FF=18.40' ('REFERENcE ELEV 101.61 N N x Operational Data 10 Zone Dato gravel parking/durnpino area - 16 IRRIGATION NOTE ,, \ - ... , \I T 1 1 11:i I\ 1.: : k \ ::\ \''''' \ \ 'k \s" \ '' ' ' IiN11W VA\111 41 y ----'; '-,--.,----- -,-----..... :\ ' ' 1 4 \ \ ' -' IV I \ , ,1 \-) . V\ : \ \\ '!i \ 1 \ \'‘ I \ \ \ ; 1 \ '‘\ 111k. 1 11 , \ ) \ \ VI \IV\ \\ \\ \\\ ,,_,- / ‘01111X, • s / 1 \ t \ 1 X ‘1: \ (...._ s... \\ ,V \V \ \ \ \ \\ \ \ 4 '-: ‘ N X \ \\ , ,, \\ \ __= \ :-- . \ \\'` '' 't \ v1,\\\ XXXO LANDSCAPE IRRIGATION PLAN ‘`,-; SCALE: 1 = MERRIC LENTZ ARC ITE .44 11 STATE OF wASHINGTON REGISTERED LANDSCAPE ARCHITECT HERMINA EHRLICH ISERTI;1 NO HERMINA EHRLICH DESIGNS landscape architecture 8i: - site planning 713 north 73 street sea ttle, we 98103 Ph: 206-784- 8604 -/nr, ,on aot,c s,200 1800 -136th ?lace NE Suite Bellevue, Washington 980 425_747.3177 FAX 425.747_ irilarcliQjsornediac PROJECT NAME Grand Central Casino Tuk I NA DRAWING TITLE LANDSCAPE PLANTING PLAT' JUL - 5 2002 PERMIT CENTER DATE SEPTEMBER 12, 2001 DRAWN BY HE CHECKED BY 1-4-02 MOVE BUILD' 2-28-02 PER 0171 7-5-02 PER CITY 88 L1.2 F< \F \ FF= 17.500' (EXISI1NG) PRO SED FF= 18.40' (REFEREN E ELEV = 101.0') -./ 1 , c __ \ \ FF= 17.81' 1 \ (EXISTING) 1 i CABIN" \ 7 a -'i \ \ \ IRRIGATION SCHEDULE IRRIGATION WATER METER and TIE -IN ASSEMBLY I" deduct water meter - coordinate with civil 17 11/2" Febco 805Y double check valve assembly 1 Pressure Reducing Valve - wllkins 600 series 3 j4" quick coupling valve (cloy) for winterizaton CONTROLLER Rain Bird 16 Sta. 4- Program Hybrid Controller - ESP -l6LX+ locate as directed in building AUTOMATIC RAIN SHUTOFF ,+ Rain Bird Rain Check automatic rain shutoff locate as directed on roof' ZONE VALVES - see Zone Data A o Rain Bird I" or P/2" Electric Zone valves - 100 or BO qcv in all zone valve boxes - if' valves are moved from where shown than place in individual valve boxes where originally shown PIPE - -2" Schedule 40 PVC main line pipe Schedule 40 PVC lateral pipe - 1" unless otherwise indicated Sleeves Schedule 40 PVC under all pavement (not shown) size to be two pipe sizes larger than pipe(s) contained place bare copper wire in all sleeves 2" wire sleeve (not shown) under all pavement, through walls and wee main line not present HEADS - half unless otherwise indicated use PCD's as needed to control radius O Toro 4' End Strip Spray - 510Z- 6P- 4- EST -PC m Toro 4' Side Strip Spray - 510Z -6P -4- 5ST -PC O Toro 8' Spray - 510Z- 6P- 8 -x -PC • Toro 10' Spray - 510Z- 6P- 10 -x -PC A Toro 12' Spray - 510Z- 6P- 12 -x -PC • Toro 15' Spray - 510Z- 6P- 15 -x -PC (v = 15' adjustable arc nozzle) X Hunter PGP Rotor - PGH -ADJ -06/09 - 09 unless indicated - 12" pop -up Operational Data 1. DRAWING IS DIAGRAMATIC. Common ditch where possible. 2. Verify existing pressure prior to commencing the work.. Design pressure = Spray = 30 psi: Rotor = 40 psi. 3. Minimum pipe cover: main = IS ", laterals = 15 ". 4. Run 4 extra wires to the furthest valves in every direction. l S. If the main line and valves are located other than shown, install quick coupling valves where valves are shown on this drawing. 6. It is the Contractor's responsibility to determine quantities and to conform to the requirements of all governing agencies. _ - - - - — — — LINE OF EXISTING PAVEMENT 10 Q Zone zone I ' 2 3 4 Q 1 4" A A A A A 9 10 11 12 13 14 15 16 size li /2 u 9irn 23.3 1 22.5 11/2" 23.3 1 209 lie" 22.4 11/2" 22.1 - 2-2-.Cr 24.6 I" 152 20.C. 20.9 1 20.E- 1 21.4 24.9 II/2" 212 25.4 22.13 23.5 21.3 182 102 rotor zone 1 21 i11, " 112 I IT II II '' \ gravel perking /dumpik \ g area \ \ \ \ \ \\\ \ \ \ \ N \ 100" HIGH IMPAGF ENVI LINE N89'56 ' ' 'E 440.84' 60' LOW IM�AGT ENVIRONMENT LINE - - 1 - IRRIGATION NOTE The irrigation drawing is diagramatic, for clarity, pipes, heads and /or valves may be shown in paved areas. All the valves, heads and pipes shall be within the planted areas unless crossing paved areas. The valves and crossing locations shown are as close to their "real" positions as is possible within the constraints of the drawings. 40' RIVER ENVIRONMENT LINE FF= 19.25' RIVERSI E LANDSCAPE IRRIGATION PLAN SCALE: I = 20' -0" 3)151-4/P0 ORDINARY H161-I WATER MARK (+ 15.89 I II \llI I III \ \\ lI cr crl rn 0 n r y ", 03 vi cfi CAS / O I NCOMP ETE V LTR# DRAWING TITLE K�JISIOn NO.io STATE CF WA4N,TCN REGISTERED L ADSCAFE AR HTECT CSnHCATE ND HERMINA EHRLICH __DESIGNS Icndsccpe achtec site plcmng 713 north 73 street seattie, wa 98103 Ph 206- 784 -8604 Fit 206-789 -6855 UNPUBLISHED WORK 02001 MERRICK LENTZ ARCHITECT MERRICK LENTZ ARCWTECT 1800 - 136th Place NE, Suite 100 Bellevue, Washington 98005 425.7473177 FAX 425.747.7149 E- mail: mlarch(wiisomedia.com PROJECT NAME Grand Central Casino Tukwila, WA LANDSCAPE PLANTING PLAN RECEIVED CRY OF TUKWiLA PERMITCENTER DATE SEPTEMBER 12, 2001 DRAWN BY HE CHECKED BY A 1 -4 -02 MOVE BUILDING //\ 2- 28 -02, PER CITY REVIEW L1.2 - • 0=17.78' 78' (EXISTING) LINE OF EXIST1M1& 1.i6/1346f7 CABIN° s3RDiNARY ,' ,' eme40' RI WC� HATER 4A (f t5A') nd l gHt LLINE ' 11, r o I t cn kl'� kS1 E kt r t eta .' ■ R, tEllttEj }q . �. .� kkE•k�.rEk {. /.38' i t �. klk,htE kt - r'I kkkt EtkF �„sre �. 1 khlFhk }`} .:_► 41 C1.t3 . T 2 8 ; LANDSCAPE PLANTING PLAN DATE SEPTEMBER 12, 2001 REONV �nY OF TUIMIRA JCT 11 71-101 pERMf ut14 4 ' I 4r/ ' r i iRR1CsAT1ON SC1- 4EDULE IRRiGATION WATER METER and TIE -IN ASSEMBLY I deduct water meter - coordinate with civil El IV" Febco th Y double check valve assembly 1 Pressure Reducing Valve - Wilkins 600 series 3 4" quick coupling valve (qcv) for wintertzaton CONTROLLER Rain Bird 16 Sta. 4- Program Hybrid Controller - ESP -16Lx locate as directed In building AUTOMATIC RAIN SHUTOFF + Rain Bird an Check automatic rain shutoff locate as directed on roof ZONE VALVES - see Zone Data Rain Bird 19 Electric Zone Valves - 100 -PE15 O qcv In all zone valve boxes - If valves are moved from where shown the place in individual valve boxes we originally shown PIPE -- 2" Schedule 40 PVC main line pipe Schedule 40 PVC lateral pipe - I" unless otherwise indicated Sleeves Schedule 40 PVC under all pavement (not snown) size to be two pipe sizes larger than pipe's) contained place bare copper wire in all sleeves 2" wire sleeve (not shown) under all pavement, through walls and where main line not present HEADS - half unless otherwise indicated use PCD's as needed to control radius O Toro 4' Enai Strip Spray - 5102 -6P -4 -EST -PC m Toro 4' Side Strip Spray - 510Z -6P -4- 5ST -PC o Toro 8' Spray - 5102- 61.- 8 -x -PC • Toro 10' Spray - 510Z- 6P- 10 -x -PC • Toro 12' Spray - 510Z- 6P- l2 -x -PC ■ Toro 15' Spray - 510Z- 6P- 15 -x -PC (V = 15' adjustable arc nozzle) X Hunter F P Rotor - P3H -ADJ -06/09 - 09 unless Indicated - 12" pop -up Operational Data I. DRAWING 15 1 iIAGRAMATIC. Common ditch where possible. 2. verify existing pressure prior to commencing the work Design pressure = Spray = 30 psi, Rotor = 40 psi. 3. MinTSUO pipe coves: main = 18 ", laterals = I5 ". 4. Run 4 extra wires to the furthest valves in every direction. 5. If the main line and valves are located other than shown, install quick coupling valves where valves are shown on this drawing. It Is the Contractor's responsibility to determine quantities and to conform to the requirements of all governing agencies. s Zone Data zone gpm' I 233 2 22.5 3 233 4 20.5 5 22.4 6 22.1 1 22.6 8 152 9 20.6 10 20.6 11 21.4 12 212 13 22.8 14 213 15 102 rotor zone 16 21.5 HEICIU IA Efli 7 Icnclsccpe DE� aehiiec she hlaviv 713 rrorih 73 sheet wo 98103 Ft 206- 784 -8604 Ftc 206- 789 -6855 35mm Drawing# , i H II1Iil 1iil11 1I1IiL1Lii1iI1LiLii 1111 INCH CHINA Ii 'i111111 'I'I'I'I`j'I'� 'I'���') 5 6 SI• 17L EL Zl �ri� h QI 6 . 8 : ,:.:.... 9 ... 9 V £ Z I. w00 111111► IIIIIIIIII������IIIIII��IIIIII�� IIIIIIIII IIIIII�IIII�IIII 1111116 0 . i i 1l1111111iliII IIIIIIIIIIIiiiiIIHI II WEST ELEVATION SCALE: 1/4" w 1 INCOMP E E LTR #___� EVISI 1 13 .._. CITY Of TULD � MAY 1 7 2 :02 AS iLU stALDNG Di i Doi- I8 RECEIVED CITY OF TUKWILA MAY 1 4 2002 • PERMIT CENTER SOUTH ELEVATION SCALE: 1/4" = I' -O" p1 0 INCH CHINA IIlIiIIIIIII, I ILIII .HIiIlJ I tI �II IIi. IIIILi .� I � I � I � Iilili . li ,� IiI � I � IIIIliI1 1 2 : ► ,,4 5 6 9 ' 5 ti E Z L � 0 l b L £ L Zl ,�d�. � , y . ;.0 l .6 8 .. � , • L, - g::, 1 111111111111111111111111111111111111111111111111111111111111II111 III1111111LII111111I11111111 11111,[1 1. 111IIi1 1_ IILI1ILII1IIIIll1111111111111111111IIIII \i0, 1; DO1 - 18o CITY OF TUKWILA APPROVED MAY 1 7 2002 rs i `U MA 1 4 2002 PERMIT CENTER 0 flLDWIC Di°,l 3tO'I RECEIVED CITY OF TUKWILA NORTH ELEVATION SCALE: 1/4" = I' -O" 0 INCH CHINA 'I liII)'II1 1 ( IIII( IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiIII `II(tIiI IIILIIIII REVISION N 5 b £ Z `, wb 0 IILIIIIIL�IIIIIILIII III IIIIII �IIII�IIII��IIII�I: LIL�. ILII�ILLI�IiIIIIlll�lllllllll�llll�llll ,111, , Ii. lii .l.lili.l.l,lilll- i,.hiiIIill fl 5 6 INCOMPlETE LTR# CITY OF TUKWILA APPROVED MAY 1 7 2002 D CITY RECEIVED CITY NAY 14 2002 PERMIT CENTER • File: I B 35mm. Drawing :.# • • ... 1 77 1_ - •••-• L • •••••-• 4.-. • • ..;-; E CD1k 4- .1 \ - ! 1 " ' I r• 1 " ()NI % (To r ••••■ \ • ! ■ -•••". :L_ Cr FOR r ;Jr% / • •••• • ! •••; '-1- . .'fArE EX. r-s c is*cloterreE.1) ,.:5 . 9 6 k/e0Lit 0 CeNee. m = 16.0 REMOVED) Itigivi r13.75 CUF N THIS AREA TO SI OF WA L t END CONC, CURB AND GUTTER Ca # (TYPE w/ FRAME AND GRATE. RIM= 1 7,90 ( 2" NW) = I 4,20 EXTEND NEW PAVED SIDEWALK TO NEW CURB & CUTTER (TYP,) END CONC. CURB A ND GUTTER AND STREV SIGN. , mad Ise"' 1 ••• • . •:1 .. I ; ,,, ... - IIC, 3 W 1 1 <': , STOP • • : : .. ., „, ,f I 'BR CHANNELIZATION ./ - PER CITY OF TUKWILA! . .., . ./..-('.. , „. • r STD : DETA.iL RS- 9.. . , •1 , : ; :._..r. :7; i..J A i.....-,i,....- . ..,, • , I! ..1 :, 1 1 • , :-. • .......•_.........,........_._ - .7 . 1 1 1 . . 1 r, /• %,..„.......„,: -..-........ri ::. "."....+.."'"*".'4.."'"';'.. . .; 1 • f .. * !" ..' 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Nor Minimommumill NimmoN_Em IIM INVE 11 % 111 1 - -3° li pilmnillmtlabrimunn • • umm.s..i 1 gm . . .111.1Li .....mil g vill' _m_miminomonnumullimm n nig: • 'Inman ononnolinlominir • „ mmwommummi nn.mil.nlmoim • minlomln mmommmilimmonommilm 11 : 11 1 1 1111111171111111111 MI 1111111111111111141111111 ammiumumm • ill ARM mu o � N 0) FEDERAL EMERGENCY MANAGEMENT AGENCY KING COUNTY, WA AND INCORPORATED AREAS FLOOD PROFILES GREEN RIVER (WITHOUT LEVEES) 1- a File: DOI I B 35mm Drawing# D 3 L) RE 4$ CNS: REVISIONS PER REVISIONS ..LLLLLL. LLLL.LL. �:_1 •L L I L- t.A -A= i, r L..I. LFN I7,a LLL:LL.LL_LL_L:.L_ . IAB . LLAUTO MOTORS .�.. � I_.�.. L LLL_ LLLLLLt ,' .LL.LLLL.LLL •..17.78 L. LLLt.k Lt,. �..L. ..t_L_t_L. ' -LL L LL ELL LL_ ! L LA..,L.,f_ L _ LLLLLL LL LL t LLL I.-LL op t_ L_LL_ �Et:c,LLLL LLLLL L_LLI c. F.C.tiEFt'LL s� +4. ✓. LLt. - �..F.'L. IL - L_LL_E_.LLLLLLL LL.I w_ _L_L.LL.I_L.t_L..LL..� LLL..LLLL_LLLL_LLL...LL.I_!. I ' L_ L_. L..L.I_.f_.L.L..LL.L_L.. ' .LL LLLLLLLI. �_. L LLL ;L-E- 1_. L_� •� . > I L!. 'CAB /N" L t 1...1...L L I_ L \-\\■ \ \ \ \ \ \ \ \\, \1\ \ \`\ L 24\\ 1.......ar� L I._(_t_Lll ji:E L (_,t \\4 `\1\jj L L(__ L.. L.LLLL _I. L LLLL1 ` 1 \, \ ` \\1 :LL LL LL LLL\ _ .LLLL.. 11111 ` _L_L _LLLL I r, \\ \ 9CALEE t • 50' ,n. SEM TOT`�L. AREA •O.08A yo R ODS m CENTERLINE OF INTERURBAN ----- f AVE. SO, PER SURVEY FOR CITY OF TUKWILA RECORDED UNDER NO. 8401059003, ca EX. SSMH RIM=15.68 8" CONC SE & NE, CL CHANNEL =14.94 LADDER TO THE WEST STRUCTURE SEEMS ABANDON WATER VAULT GATE VALVE FIRE DEPT. CONNECTION J r I I I I I 1 1 0 INCH CHINA 1 I I EX. SSMH RIM . 14,48' 18" CONC NW & SE, CL CHANNEL= 7.10 1 TU IHE SW 1. SE2 TOTAL AREA- O.23AC A PORTION OF THE SW 114, SEC. 14, TWP 23 N., RGE 4 E. W.M OP X MN MN* x 8Bl7 — � TOLgREq�O. • x OP1 1 OP — h 1' 11111111 111111 I ff l .al ''1'''' I ' I I I ' l i11 1 1 1 1 I 2 3 , 4, 5 6 5 I. I. £ l Zl L� : :.: � 1 5; . 6 8 ....,. L 9 9 ti E Z gib U IIIIIIill�llll�llll�llll�llll�lllllllll�llillllll�llll�llll�lllllllll�lllllllli�llll�llll� IILIILI�IIILLIill�lll�l�i�i��llllllll�llllllllll LLLLL _ LLLLLLLI L LLLL LLLLLL, LL L LLLI_LLLI_LLLt_ •LLL:. LLLLLLLLLLLLLLLI LL_LLL L LL-1-1 ' . ' . • . . . . . • '_LYLLLI LLLLLLL RIVERSIDE _LLL.' LLLL.. ... • _- t LLLLLLLLL' Y LLLLLLLI LLLLLI L LLLL LLI I I I FF = 19.2 5 LL LLLLLLLLLL LLLLLLLI ' LLLLLI LLL' EX. SSMH RIM =16.91 12" CONC NW 4c SE, NNEL =7,90 \ \, _L E NE sass TOTAL AREA•O.O8AC g _ j 86 TOTAL AREA•O.13AC J I I C I. C (..ws MAY S. 2003 I PROJECT NO4 00 ORM BY: 7L!! ISSUE OA1E: 06 -18 SHEET REV.: EXHIMIT 0010EXKOWc XH. #2tqAtuAg ttuusc 00(a I 10Q Note: Plans and drawings provided by Merrick Lenti Architects 0 INCH CHINA IL LTI I1I'1 '�rl�l ,1�,I,I;1;I��.�I 1 N RIVER •E CASINO No Scale Date: May 15, 2001 I111111 III 111 5 6 51' bL EL Zl �; Q� 6 .. ; 8 .:.,...L::. 9 , . S P E Z 0 IIIIIIIIIIIIILIIIII11111111IIIIIII�IIIIIIIIIIIIIIIIIIIIIIiiii Ip�illllil11lll ! I.. 11IIIt: IliiiiI1I(Ihi t, ilil 111 11 1111. 11111111111���i �11111111I111 Site Plan Grand Central Casino Job Number: 092 KRAZAN & ASSOC. — 01028 INC. LEGEND Boring Location Existing Structures Proposed New Construction B -1 Figure 2 Drawina Number. 1 Drawing Type: Site Plan I • N� � �� =� �� N� N� ��� �� 1 I 50 0 35min Dn•w � r �0�� � , � � ��� 2 ' � ' � '-' ` / `r�`~�` ., 5 � - CHINA ' � ` '- ' - S 1.' E � �� '��`,' �'�� ��� • ' 17: � � � ' � ~- - ' �� ^^ �'� ' `- ' NN� | | | | | | | | � | | | | | | | | �1|1 |||||||||||||||�|||||||||�|||||||U�||�|�� '/'/''''''//'''''''//'// ''"//`''///////|/.||||./|.| TYPE PC. RN IT URA WI N C <z) Cover Sheet Covering (C) DRAWING INDEX DRAWING TITLE Anchor Bolt Plan (AB) Primary Structural (PS) Secondary Structural (SS) Special Drawings (SP) Standard Erection Details 1 P5 DRAWING RELEASE HISTORY PAGES A6- I +n ps- S s-1 +D SS -1 C_ - + C 1 SEo - 1 1i • 52D DATE THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY VP. • DESCRIPTION Fog poem %- r I t• 04 L,Y VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 5.00, Uplift 0.00 ps Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Building Use:Standard Occupancies 0 INCH CHINA III 111 . III .��� i _� i .. 9 I. v 1. £ I Zl }` (I I �III IIII II�II'I II I`iI 1 VP BUILDINGS VARCO- PRUDEN THIS DRAWING. INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN • APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS • DRAWING. DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING, [ 1. MATERIALS STRUCTURAL STEEL PLATE COLD FORMED LIGHT GAGE SHAPES BRACE RODS STRUCTURAL CABLES HOT ROLLED MILL SHAPES HOLLOW STRUCTURAL SECTION (HSS) ROOF AND WALL SHEETS BOLTS i 9 } Q z IlIIII�IiJI ( III, I ihl1IIILIihI��lIIl T �.ICI:���.�_hIII. ILL], J,Ili.lii�iIII��I����h,��lIIl!I GENERAL NOTES ASTM DESIGNATION A529 OR A572 OR A570 OR A607 A570 OR A607 A572 A475 A36 OR A572 A500 A653 OR A792 A307 AND A325 2. STRUCTURAL PRIMER SHOP PRIMER PAINT IS A RUST INHIBITIVE PRIMER AND IS VP BUILDINGS COLOR BRONZE. THIS PAINT 1S NOT INTENDED FOR LONG TERM EXPOSURE TO THE ELEMENTS. GRADE 50 GRADE 55 GRADE 65, UNLESS NOTED GRADE EHS FY= 36 KSI OR GRADE 50 GRADE B GRADE 50 A325, UNLESS NOTED 3. A325 BOLT TIGHTENING REQUIREMENTS ALL HIGH STRENGTH BOLTED CONNECTIONS EXCEPT AS NOTED OTHERWISE ON THE DRAWINGS AND DETAILS ARE SUBJECT TO AXIAL TENSION AND OR SLIP CRITICAL. AS SUCH THE BOLTS MUST BE FULLY PRE - TENSIONED AND INSPECTED IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC /RCSC " SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" AND THE APPLICABLE BUILDING CODE. WASHERS ARE NOT REQUIRED WHEN THE "TURN -OF -NUT" TIGHTENING PROCEDURE IS USED. IF OTHER BOLT TIGHTENING PROCEDURES ARE USED, LONGER BOLTS AND WASHERS AS REQUIRED BY THE SPECIFICATION WILL BE REQUIRED. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE PROPER BOLT TIGHTNESS. 4. BUILDER / CONTRACTOR RESPONSIBILITIES VP BUILDINGS STANDARD PRODUCT SPECIFICATIONS APPLY AND UNLESS STIPULATED OTHERWISE IN THE CONTRACT DOCUMENTS, VP BUILDINGS DESIGN, FABRICATION, QUALITY CRITERIA STANDARDS AND TOLERANCES WILL GOVERN THE WORK. (A VP BUILDINGS SPECIFICATION BOOKLET IS AVAILABLE UPON REQUEST) IN CASE OF DISCREPANCIES BETWEEN VP BUILDINGS STRUCTURAL PLANS AND PLANS FOR OTHER TRADES, THE VP BUILDINGS PLANS SHALL GOVERN. IT IS THE RESPONSIBILITY OF THE BUILDER / CONTRACTOR TO OBTAIN APPROPRIATE APPROVALS AND NECESSARY PERMITS FROM CITY, COUNTY, STATE, OR FEDERAL AGENCIES, AS REQUIRED. APPROVAL OF VP BUILDINGS DRAWINGS CONSTITUTES THE BUILDER / CONTRACTOR'S ACCEPTANCE OF THE VP BUILDINGS INTERPRETATION OF THE CONTRACT PURCHASE ORDER. ONCE THE BUILDER / CONTRACTOR OR NE FIRM HAS SIGNED VP BUILDINGS APPROVAL PACKAGE, CHANGES FROM THE PURCHASE ORDER BY THE BUILDER WILL BE BILLED TO THE BUILDER / CONTRACTOR FOR MATERIAL, ENGINEERING, AND HANDLING FEES. SUCH CHANGES MAY CAUSE THE PROJECT TO BE MOVED FROM THE FABRICATION AND / OR SHIPPING SCHEDULE. A PENALTY FEE MAY BE CHARGED IF THE PROJECT MUST BE MOVED FROM THE FABRICATION AND / OR SHIPPING SCHEDULE, AS LONG AS VP BUILDINGS DESIGN AND DETAILING APPROACH COMPLIES WITH THE PURCHASE ORDER. THE BUILDER / CONTRACTOR OR A/E FIRM ARE RESPONSIBLE FOR THE OVERALL PROJECT CONDITION. ALL INTERFACE AND COMPATIBILITY CONCERNING ANY MATERIALS NOT FURNISHED BY VP BUILDINGS ARE TO BE CONSIDERED AND COORDINATED BY THE BUILDER / CONTRACTOR OR A/E FIRM. UNLESS SPECIFIC DESIGN CRITERIA CONCERNING THIS INTERFACE BETWEEN MATERIALS IS FURNISHED AS PART OF THE PURCHASE ORDER, VP BUILDINGS ASSUMPTIONS WILL GOVERN. THE BUILDER / CONTRACTOR IS RESPONSIBLE TO INSURE THAT ALL OTHER PROJECT PLANS AND SPECIFICATIO COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITY. SUPPLYING SEALED ENGINEERING DESIGN DATA AND DRAWINGS FOR THE VP BUILDINGS BUILDING DOES NOT IMPLY OR P. CONSTITUTE AN AGREEMENT THAT VP BUILDINGS OR ITS DESIGN ENGINEER IS ACTING AS THE ENGINEER 4: OF RECORD OR DESIGN PROFESSIONAL FOR THE CONSTRUCTION PROJECT. THE BUILDER / CONTRACTOR IS RESPONSIBLE FOR SETTING OF ANCHOR BOLTS AND ERECTION OF STEE BUILDING COMPONENTS IN ACCORDANCE WITH VP BUILDINGS "FOR CONSTRUCTION" DRAWINGS. TEMPORARY SUPPORTS OR BRACING REQUIRED FOR THE BUILDING ERECTION WILL BE THE RESPONSIBIL OF THE ERECTOR TO DETERMINE, FURNISH, AND INSTALL. 5. VP BUILDINGS IS AN APPROVED FABRICATOR WITH THE FOLLOWING CERTIFICATIONS: ICBO FA -240 ISO 9001 CERTIFIED CITY OF LOS ANGELES TYPE 1 FABRICATOR CITY OF SEATTLE CANADIAN WELDING BUREAU DIVISION 1 CERTIFICATION VP BUILDINGS, INC. AISC CATG. MB CERTIFIED 8/28/2001 13:53 :21 I . I it I i 1 . 1 1 1 ; 1 I 1 l 6 COVER SHEET BUILDER CUSTOMER LOCATION PROJECT BUILDERS PO" RECVED CITY OF TUKWILA S'E P PERMIT CENTER Seattle, Washington Grand Central Casino FILENAME: CA0113 97 5- 010El.vpc ?00 CHG Building Systems, Inc QTY Cr I lr V.,:iLA i' PROs v U 0 �k: T 2 6 2001 AS Isu iLU Firm 11i ±t3 ID1 \i$b ON VPC VERSION: 2 . 6 JOB" CA0113975 -01 DATE 12/19/2000 DRAWN / CHECK PAGE DO! - l80 • ures ve my nts for S shall s ecial THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. Building Code: 97UBC Live Load: (Reducible) Coll. Load:Gravity 5.00, Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Independent Mezzanines: Independent mezzanines must be designed by a qualified professional engineer to meet all code requirements. The engineer must also ensure that proper isolation from the VP building has been provided to avoid impact due to differential movement. VP accepts no responsibility for the design of Independent mezzanines, Parapets: Buildings with parapet walls and internal gutters must be furnished with rainwater overflow mechanisms (such as scuppers) to prevent the accumulation of water in the event of a gutter blockage. It Is the responsibility of the contractor to make sure that the scuppers are of the appropriate size, quantity, location, and design to prevent water accumulation on the roof. Failure to do so can result in building collapse. VP accepts no responsibility for the design and installation of overflow mechanisms. 20.00 psf Uplift 0.00 psf THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD DUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY NTS Permitk—Far RECEIVED CITY OF TUKWILA SEP 1 3 2001 PERMIT CENTER CITY OF I KVAL r APPROVED I o OCT 2 6 2001 BUIL DIVISION F EXPIRES � L -� Erection Notes DESCRIPTION BUILDER CHG Building Systems, Inc CUSTOMER LOCATION Seattle, Washington PROJECT Grand Central Casino BUILDER'S POE JOBS CA0113975 -0: DATE 8/ DRAWNICHECK DG/ Additions to Existing Structures: Bracing: Masonry: VP assumes no liability for snow accumulation loads that may be imposed on existing struct due to the proximity of this building. • All rod bracing shall be tensioned so that minimal sag exists AFTER all building elements ha been installed. Bracing for seismic or wind loading of suspended objects that are not part of the VP structure must be designed by a qualified professional engineer. The design must meet code requireme and safely deliver the lateral loads to one of the VP primary bracing systems. In addition, the bracing must be designed and erected in a manner that will not impose torsional or minor axis loads, or cause local failures in any VP structural components. No material may be cut, drilled, or otherwise removed from any part of this VP building without the consent of VP. The engine (CAN / CANNOT) rely on the VP roof deck to act as a diaphragm. VP accepts no responsibility the design and installation of bracing for objects that are not furnished or specified by VP. Field Modifications: Do not field cut, drill, or otherwise remove material from any VP building components unless specifically instructed to do so on these VP drawings or with the advance written consent of VP All field welding shall be done in compliance with AWS procedures by welders qualified to perform the weld as directed by the associated welding procedure specification (WPS). A be prepared by the contractor for each welding variation specified, as required by code. Unles noted otherwise, use E70XX electrodes. The contractor shall provide for any code specified sp inspections. Framed Openings: Continuous girts and purlins must not be cut without the advance written consent of VP. This includes but is not limited to cuts made for installation of field located framed openings for doors, louvers, windows, mechanical systems, and similar devices. All fasteners and sealant for counter flashing of masonry or concrete is not by VP. The engineer responsible for the design of the masonry wall is also responsible for ensuring that the design of the wall (including its base detail) is compatible with the deflection criteria for this building. VP accepts no responsibility for the design of masonry walls. The VP eave purlins and rake channels are not designed to support lateral loads from maso or other walls not by VP. Walls not by VP must not be attached to VP save purlins or rake beams, other support material must be included. 8/28/2001 �`. #1. £L 1 I1i11111,1 E Z' tio'0 1 1 1 . 1 1 1 111 , .11111111{1 1 . 111111, 111. 111111111111,111111t111L11 =1. 111_ i. 1, 1, 1. 01.1,1.11.1111,1111Ii1i��� ill 11 l 13:53:25 FILENAME: CA0113 9 7 5 -010E1 . VpC PAGE :I L 212" 64mm 1112 84mm F D1 (4)3/4" Dia. A36 A.Bolts Elevation= 100' -0" Base Plate Size 8 x 13 x 0.375 8 x 9 x 0.375 10 x 13 x 0.375 8 x 10 x 0.375 8 x 9 x 0.500 8 x 11 x 0.500 8 x 10 x 0.500 6 13' -6" 5 19' -5 1/2" 4 15' -11" 3 14' -5 7/16" 2 17' -2 1/2" 1 I I Dimension Key Dim. A Location 6- A,6- E,5- A,4 -A,4 -P 3 A,3- P,2- A,2 -P,1 -A 1 -P 6- B,5 -E,5 -G 5 -P 5 K,1- C,1- F,1 -J,1 -L 5 -N 4 -E,3 -E 4- M,3- M,2 -E,2 -M i 3" 31/2" 7 m 89mm N D2 (4)3/4" Dia. A36 A.Bolts Elev.= 100' -0" Dim A =8 1/2" 1. CONCRETE, GROUT, ANCHOR BOLTS, AND ANY OTHER EMBEDDED ITEMS ARE TO BE FURNISHED BY OTHERS 2. ANCHOR BOLT DIAMETERS WERE DETERMINED BY ALLOWABLE SHEAR AND TENSION PER AISC SPECIFICATIONS (FY = 36 KSI). ANCHOR BOLT LENGTH, EFFECTS OF EMBEDDED ANCHOR BOLT EDGE DIMENSIONS AND METHOD OF TRANSFERRING FORCES FROM ANCHOR BOLTS TO FOOTINGS ARE TO BE DETERMINED BY OTHERS. 3. DESIGN LOADS AND REACTIONS ARE FURNISHED ON OTHER DOCUMENTS. 4. FOUNDATION MUST BE LEVEL, SQUARE AND SMOOTH. ANCHOR BOLTS MUST BE 2112" 1 1 2112" b4mm ' 4mm F D3 (4)3/4" Dia. A36 A.Bolts Elevation= 100' -0" THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER - FORMANCE REQUIREMENTS SPECIFIED BY VP. 0 INCH CHINA St 6 306mm I 212" 2112" 84mm 84mm F D4 (4)1" Dia. A36 A.Bolts Elevation= 100' -0" I 1 N I ID2 1D6 LD = I LD 00 I t t ca CD I I Lo i N I D2 L _ Ol i O I CO i I I c D1 703 71 II'I1•'I . —rL —s-- G Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 5.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 IIIILIII,II i1I.II_IIII P -1[- p6 D6 0o I, I D3 D3 y 1 75' -6 1/2" rgv D5 (4)3/4" Dia.. A36 A.Bolts X =4 1/4" Elevation =100' -0" T D3 I O Do ANCHOR BOLT PLAN I 1 ' 18' - 5 1/2 "\ I I EXIST L v±_x\1_1)1 t4 1 Finished Floor Elevation = 100' -0" (Unless Noted Otherwise THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING, REV DATE 8/28/2001 BY NTS 1 T•'` I' I,II'I. 1 .1.'I T I , II F� rw . I I IL111L1 II111,1 �IIL I:IIpIII.II I I,(�III ILIII;III,ILII1111111I IIII 7IiliIr IIIICII( I I111T 5 6 D6 (4)3/4" Dia. A36 A.Bolts X =3 3/4" Elevation =100' -0" VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 DESCRIPTION 2 1/2" (84mm) PROJECTION (U.O.N.) BOTTOM OF COLUMN BASE PLATE ELEV. TYPICAL ANCHOR BOLT PROJECTION RECEIVED CITY OF TUKWILA SEP 1 3 2001 PERMIT CENTER ANCHOR BOLT PLAN BUILDER CHG Building Systems, Inc CUSTOMER LOCATION Seattle, Washington F I VARIES STD =1/2" (13mm) FLUSH = 0" (0mm) TYPICAL COLUMN BASE PLATE DETAIL CITY OF TUMLA APPROVED OCT 2 6 2601 AS NW ED i r`D 1 WILDING DIVISION I BOTTOM OF COLUMN BASE PLAT JOB CA0113975 -0: DATE 8/28/2001 13:53:27 PROJECT BUILDER'S PO' Grand Central Casino FILENAME: CA0113975 -01OE1 . vpc VPC VERSION' 2 .6 DRAWN/CHECK DG/ PAGE AS — 1 0 Frame Member Schedule Part Mem. Width Thick CX001 1 7" .1875 RBX001 . 2 5" .2500 RBX002 3 5" .1875 4 5" .1875 RBX003 5 5" .2500 CX002 6 7" .2500 EPX001 7 5" .1345 Webthk Depthl . 1644 1' -0" . 1875 3' -6" . 1345 2'-4" . 1345 2' -4" . 1345 2' -2" . 1644 1' -011 . 1345 8." 4 8 7/16" 3 3 7/16" 2 2 @ 4' -1 1/4" 1 1' -6 3/16" n Dimension Key 1. USE 1/2 DIA. A325 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SPE JOB DETAILS FOR BOLT LENGTHS. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. 0o In L0 O Depth2 2' -10" 2' -4" 2'-4" 2'-2" 2'-3" 2' -10" 8" Approx. Lgth 19' -10 1/8" 7' -3 15/16" 20'-0" 7' -1 1/16" 20'-8 1/8" 17' -11 3/16" n 0A325 Id Qty A 12 B 8 C 14 D 4 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY. TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 20' -1" Bolt Connection & Plate Schedule Bolt Bolt Plate Rows Rows Tension Washer Dia. Length Thick. Out In Bolt 3/4" 2" 3/8" 3 3 Yes Yes 3/4" 2" 3/8" 2 2 Yes Yes 3/4" 2" 3/8" 4 3 Yes Yes 1/2" 1 1/2" 3/8" 1 1 40' -0 1/8" 0.250:12 VP Ref: Sha Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 5.00, Uplift 0.00 Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00.psf Snow Exposure Category: 3 Seismic: zone 3 40, -0" psf 6 @ 5'- 19' -11" FRAME CROSS SECTION AT FRAME LINES) A e Name = Main Buildin• Wall 4 Frame 1 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. 9 9 b C E' r w30 111111IIIIII1111. 11111111111. 1III1 .II11111111:111 (1I1I1, 1111' 11 11 111. 1i11]11iI I_ II11111. I.1I11.1.1IIIIIIIIIIIIIIIIIII11 VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY 8/28/2001 Frame Clearances Horiz. Clearance between members 1(CX001) and 6(CX002) ..: 34' -4" Vert. Clearance at member 1(CX001): 16' -4 13/16" Vert. Clearance at member 6(CX002): 18' -4 7/16" Vert. Clearance at member 7(EPX001): 17' -11 1/8" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) NTS • RECEIVED CITY OF TUKWILA SEP 1 3 2001 PERMIT CENTER DESCRIPTION FRAME CROSS SECTION AT FRAME LINE(S) A BUILDER CUSTOMER PROJECT LOCATION Seattle, BUILDER'S POI CHG Building Systems, Inc Washington Grand Central Casino 13;53:30 FILENAME' CA0113 97 5 -010E1 . vpc .r l •.E'' U Q CI 2 6 25 AS 'J l i U B TU N .o DN EXPIRES -•)i? _D3 1 1 VP BUILDINGS! YAR C UIL N VPC VERSION: 2.6 JOBI CA0113975 -0 ",. DATE 8/28/2001 DRAWN/CHECK DG/ PAGE PS - • ()Frame Member Schedule Part CX003 RBX004 RBX005 RBX006 RBX007 RBX008 CX004 EPX002 EPX003 EPX004 EPX005 5 21' -4 5/8 " 4 3 2 1 2 @ 4' -10 1/4" 3 7/16" 2 @ 4' -1 1/4" 1' -6 3/16" Dimension Key Mem. Width Thick 1 7" .2500 2 5" .1875 3 5" .2500 4 5" .2500 5 5" .2500 6 5" .1345 7 5" .1345 8 5" .1345 9 5" .1345 10 5" .3750 11 5" .3750 12 9" .3125 13 5" .1345 14 5" .13 15 5" ,131. 16 5" d$n5 Webthk . 1644 .1644 . 1345 . 1644 .1644 . 1345 . 1345 . 1345 . 1345 . 2500 .2500 .2500 . 1345 . 1345 .1345 . 1345 Depthl 1' -0" 2' -6" 1' -7" 1' -3" 1' -5" 1' -3" 9" 9" 9" 9', 3'-7" 1' -0" 8" 8" 9" 8" 0 Ms O u'' f N a 1. USE 1/2 DIA. A325 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB DETAILS FOR BOLT LENGTHS. 2. ST,OT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. Depth2 2' -6" 1' -7" 1' -3" 1' -5" 1' -3" 9" 9" 9', 9" 3' -7" 3' -7" 3' -9" 8" 8" 9 ', 8" 40' -0 1/8" 0.250:12 6 @ 5' -0" O O N CO [I, 40'-0" Approx. Lgth 19' -10 1/8" 27' -6 3/4" 16' -9" 16' -9" 15' -11 1/16" 23'-5" 19' -3 1/2" 19' -3 1/8" 19' -7 13/16" 19' -3 13/16" 16' -0 1/8" VI CO O N GQ W THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. ( ) A325 Id Qty A B C D E F f 14 8 6 4 18 4 Bolt Bolt Dia. 3/4" 3/4" 3/4" 3/4" 3/4" 1/2" 13' -6" Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 5.00, Uplift 0.00 Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 i 106' -6" psf f>a 15' -11" Tension Washer Bolt Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 66' -6 3/16" 11 @ 5' -0 FRAME CROSS SECTION AT FRAME LINE(S) B VP Ref• Shape Name = Main Building Wall 4, Frame 2 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS, THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS ALLAAPPLIIIIABLE DETAILS ERECTION GUIDES, DRAWING, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. Frame Clearances Horiz. Clearance between members 1(CX003) and 12(CX004): 100' -3" Vert. Clearance at member 1(CX003): 17' -4 3/4" Vert. Clearance at member 12(CX004): 15' -9 7/16" Vert. Clearance at member 13(EPX002): 19' -3 1/8" Vert. Clearance at member 14(EPX003): 19' -7 3/4" Vert. Clearance at member 15(EPX004): 19' -3 3/4" Vert. Clearance at member 16(EP.X005): 16' -0 1/16" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) REV 0\" ` t- RECEIVED CITY OF TUKWILA ps r> VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 DATE 22' -8" BY S 43 NTS PERMIT CENTER BUILDER'S POM 14' -5" PentSetFw 1 f) 1 co O Ul r-0 CL, DESCRIPTION BUILDER CHG Building Systems, Inc CUSTOMER LOCATION Seattle, ' Washington PROJECT Grand Central Casino VP BUILDINGS VM,cOPRUDEN 1 VPC VERSION: 2 6 O N FRAME CROSS SECTION AT FRAME LINE(S) B JOB M CA0113975 -0 DATE 8/28/2001 DRAWN /CHECK DG/ PAGE Ps - 2 Connection &.Plate Schedule Bolt Plate Rows Rows Length Thick. Out In 2" 3/8" 4 3 2" 3/8" 1 3 2" 3/8" 2 1 2 " 3/8" 1 1 2 1/4" 1/2" 5 4 1 1/2" 3/8" 1 1 1i l i1;IIiLI ri I- 111111III 1111 1 11/ III 11 11l 1IiIll1111I1I ()INCH CHINA 1 S I• • 171' £ I' J. khlkhal6H611111 111011 8/28/2001 13:53:32 FILE "AME: CA0113 97 5- 010El.vpc 5 4 3 2 1 0 Frame Member Schedule Part CX005 RBX009 RBX010 RBX011 RBY.012 RBX013 CX006 TCX001 TCX002 II aD LT1 0 N 21' -4 5/8" 2 @ 4' -10 1/4" 3 7/16" 2 @ 4' -1 1/4" 1' -6 3/16" Dimension Key Mem. Width Thick Webthk 1 7" .2500 .1644 2 5" .2500 .1875 3 5" .1875 .1345 4 7" .3750 .1644 5 7" .3750 .1644 6 5" .2500 .1345 7 7" .2500 .1644 8 7" .2500 .1644 9 5" .2500 .1875 10 7" .2500 .1875 11 TS 6.0 x 6.0 x 0.1875 12 TS 5.0 x 5.0 x 0.125 Depthl 1' -0" 3' -2" 1' -10" 1' -9" 2' -0" 1' -10" 1' -10" 1' -9" 1' -8" 1' -0" 6" 5" 1. USE 1/2 DIA. A325 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB DETAILS FOR BOLT LENGTHS. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. Depth2 2' -7" 1' -10" 1' -9" 2' -0" 1' -10" 1' -10" 1' -9" 1' -8" 3' -1" 3' -3" 6" 5" 40' -0 1/8" 0.250:12 40' -0" 6 @ 5' -0" Approx. Lgth 19' -10 1/8" 27' -5 7/8" 20' -0" 25' -0" 21' -10 1/8" 6' -5 13/16" 19' -3 1/2" 18' -8 1/8" 17' -11 1/2" THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 1 0A325 Bolt Id Qty Bolt Dia. A 12 3/4" B 8 3/4" C 18 3/4" D 4 1/2" 0 0 C�1 Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll Load:Gravity 5.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Builrlina Use•Standarrl Occ:lnanc'ies Connection & Plate Schedule Bolt Plate Rows Rows Length Thick. Out In 2" 3/8" 3 3 2" 3/8" 2 2 2" 3/8" 5 4 1 1/2" 3/8" 1 1 106' -6" 0 r-1 0 RBX011 BRACING. 46' -10" II 1 I �. L i l .. i , I ,. ii . i _ I _ 0 INCH CHINA } . 1 Tension Washer Bolt Yes Yes Yes Yes Yes Yes 66' -6 3/16" 0.250:12 11 @ 5' -0" O O FRAME CROSS SECTION AT FRAME LINE(S) C VP Ref. Sha.e Name = Main Buildin. Wall 4 Frame 3 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS ' DRAWING, DETAILS ERECTION GUIDES, DRAWING, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY REV DATE - 'L RBX012 NTS 8/28/2001 5 6 9P 17 L £ L 6 i c�,uQ I, 6 8 L. 9 , , b- C Z L W� p IIIIIIiii IIIIII6IIIIi111111IIII61111111IIIIIIIII I IIILI6I !!iiIIli111111LiiilIiIi iIjIIiIII i4i1WMIIMW BY Frame Clearances Horiz. Clearance between members 1(CX005) and 10(CX006): Vert. Clearance at member 1(CX005): 16' -8 3/4" Vert. Clearance at member 10(CX006): 16' -3 5/16" Vert. Clearance at member 11(TCX001): 18' -8 1/8" Vert. Clearance at member 12(TCX002): 17' -11 7/16" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) 0 0 0 w VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 DESCRIPTION 13:53:35 I F41 19' -8" RECEIVED CITY OF TUKWILA _i 3 2001 PERMIT CENTER BUILDER CUSTOMER BUILDER'S POI CHG Building Systems, Inc LOCATION Seattle, Washington PROJECT Grand Central Casino FILENAME: CA0113975 -OlOEl . vpc CO VPC VERSION: 2 . 6 0 O N 100' -8" /h'-' D3 FRAME CROSS SECTION AT FRAME LINE(S) C JOB I CA0113975 -0 DnrE /28/2001 DRAWNICHECK DG/ PAGE PS - • 5 4 3 2 1 ()Frame Member Schedule Part Mem. Width Thick. Webthk CX005 1 7" .2500 .1644 RBX009 2 5" .2500 .1875 3 5" .1875 .1345 RBX014 4 7" .3750 .1875 5 7" .3750 .1875 RBX011 6 5" .2500 .1345 RBX012 7 7" .2500 .1644 8 7" .2500 .1644 RBX013 9 5" .2500 .1875 CX007 10 7" .2500 .1875 TCX001 11 TS 6.0 x 6.0 x 0.1875 TCX002 12 TS 5.0 x 5.0 x 0.125 21' -4 5/8" 2 @ 4' -10 1/4" 3 7/16" 2 @ 4' -1 1/4" 1' -6 3/16" Dimension Key r 11 Depthl 1' -0" 3' -2" 1' -10" 1' -9" 2' -0" 1' -10" 1' -10" 1' -9" 1' -8" 1' -0" 6" 5" f 1. USE 1/2 DIA. A325 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB DETAILS FOR BOLT LENGTHS. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. Depth2 2' -7" 1' -10" 1' -9" 2' -0" 1' -10" 1' -10" 1' -9" l'-8" 3' -1" 3' -3" 6" 5" 20' -0" 40' -0 1/8" 0.250:12 40' -0" 6 @ 5' -0" Approx. Lgth 19' -10 1/8" 27' -5 7/8" 25' -0" 21' -10 1/8" 6' -5 13/16" 19' -3 1/2" 18' -8 1/8" 17' -11 1/2" THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 0A325 Id Qty A B C D 12 8 18 4 Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll Load:Gravity 5.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Bolt Connection & Plate Schedule Bolt Bolt Plate Rows Rows Dia. Length Thick. Out In 3/4" 2" 3/8" 3 3 3/4" 2" 3/8" 2 2 3/4" 2" 3/8" 5 4 1/2" 1 1/2" 3/8" 1 1 106' -6" 46' -10" 11 @ 5' -0" FRAME CROSS SECTION AT FRAME LINE(S) D VP Ref: Shape Name = Main Building Wall 4, Frame 4 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS ALLAAPIPLICABLE DETAILS ERECTIONCGUIDES, DRAWING, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. Tension Washer Bolt Yes Yes Yes Yes Yes Yes 66' -6 3/16" 0.250:12 0 REV Jw 0 DATE r - • r• 1111111 .. I., I�ICII�1111111111111i111111111I 1111. 1111 I11 1 1lj' I' I 1111111111I ; I;I;IVj1I1I1I'I'I1I 0 INCH CHINA 1 5 6 BY 8/28/2001 Sr VI. £l Zl Ol 6 8 L 9: b; E Zt: woo halAH II iIi II IIIIIIII IIIIIIIIIIIIIIIIIIIIIIIfIIIIIII Frame Clearances Horiz. Clearance between members 1(CX005) and 10(CX007): Vert. Clearance at member 1(CX005): 16' -8 3/4" Vert. Clearance at member 10(CX007): 16' -3 5/16" Vert. Clearance at member 11 (TCX001): 18' -8 1/8" Vert. Clearance at member 12(TCX002): 17' -11 7/16" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) NTS VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 DESCRIPTION 13:53:38 19' -8" BUILDER CITY OF TUKWILA 1 " 11.11 � f � 4� 1 PERMIT CENTER USTOMER OCATION Seattld, BUILDER'S PON CHG Building Systems, Inc Washington PROJECT Grand Central Casino FILENAME: CA 0113 97 5 - O 10E1 . vpc CO 00 OO VPC VERSION: 2 6 O O N 100' -8" FRAME CROSS SECTION AT FRAME LINE(S) D JOB CA0113975 -0. DATE 8/28/2001 DRAWNICHECK DG/ PAGE PS - 4 • 5 4 3 2 1 ()Frame Member Schedule Part Mem. Width Thick. Webthk CX008 1 7" .2500 .1875 RBX015 2 5" .2500 .1875 3 5" .1875 .1345 RBX016 4 6" .3750 .1644 5 6" .3750 .1644 RBX017 6 5" .2500 .1345 RBX018 7 5" .2500 .1345 8 5" .2500 .1345 RBX019 9 5" .2500 .1875 CX009 10 7" .2500 .1875 TCX003 11 TS 5.0 x 5.0 x 0.1875 TCX004 12 TS 5.0 x 5.0 x 0.125 ■ 21' -4 5/8" 2 @ 4' -10 1/4" 3 7/16" 2 @ 4' -1 1/4" 1' -6 3/16" Dimension Key Depth1 1' -0" 3' -1" 1' -7" 1' -7" 1' -9 1/2" 1' -7" 1' -7" 1' -8" 1' -7" 1' -0" 5" 5" 1. USE 1/2 DIA. A325 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB DETAILS FOR BOLT LENGTHS. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. Depth2 Approx. Lgth 3' -1" 19'• -10 1/8" 1' -7" 26' -11 7/8" 1' -7" 1' -9 1/2" 20' -0" 1' -7" 1' -7" 25' -0" 1' -8" 21' -10 1/8" 1' -7" 3' -1" 3' -3" 5" 5" 40' -0 1/8" 0.250:12 40' -0" 6 @ 5'-0" 6' -5 13/16" 19' -3 1/2" 18' -10 5/8" 18' -0 1/2" THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. III�TII 0 INCH CHINA 9l b� EL Zl 111111111111111IIII1IIII •1IIII1IIIIL1111 0A325 Bolt Connection & Plate Schedule Id Qty Bolt Bolt Plate Rows Rows Dia. Length Thick. Out In A 12 3/4" 2" 3/8" 3 3 B 6 3/4" 2" 3/8" 2 1 C 4 3/4" 2" 3/8" 1 1 D 8 3/4" 2" 3/8" 1 3 E 8 3/4" 2" 3/8" 2 2 F 16 3/4" 2" 3/8" 4 4 G 4 1/2" 1 1/2" 3/8" 1 1 0 0 0 M w N Building Code: 97UBC 106' -6" FRAME CROSS SECTION AT FRAME LINE(S) E Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 5.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 RBX017 VP Ref: Shape Name = Main Building Wall 4, Frame 5 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. 1 I I I I!I i ,Wlji1 46' -10" THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS ALL APPLICABLE DETAILS ERECTION GUIDES, DRAWING, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. Tension Washer Bolt Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 66' -6 3/16" 0.250:12 11 @ 5' -0" REV Q VO i C.0 --1003 VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 DATE BY 8/28/2001 IL I ... I1l . lijli..l a l . �l'li1l ITN 1 1 5 6 Z WO NTS Frame Clearances Horiz. Clearance Vert. Clearance Vert. Clearance Vert. Clearance Vert. Clearance Finished Floor DESCRIPTION 13:53:41 between members 1(CX008) and 10(CX009): member 1(CX008): 16' -9 7/8" member 10(CX009): 16' -3 5/16" member 11(TCX003): 18' -10 5/8" at member 12(TCX004): 18' -0 7/16" Elevation = 100' -0" (Unless Noted Otherwise) at at at 19' -8" CITY ED T►UKWILA SEP 1 3 ?00l PERMIT CENTER BUILDER CHG Building Systems, Inc CUSTOMER OCATION Seattle, Washington PROJECT Grand Central Casino BUILDER'S PON FILENAME` CA0113 97 5 - 01OE1 . vpc VPC VERSION: CO N M FRAME CROSS SECTION AT FRAME LINE(S) E O 0 N 109' -2" JOB# CA0113975 -0_ DATE 8/28/2001 DRAWN /CHECK DG/ PAGE PS • 5 4 3 2 1 ()Frame Member Schedule Part Mem. Width Thick Webthk CX010 1 7" .1875 .1345 RBX020 2 5" .1875 .1644 RBX021 3 5" .1345 .1345 4 5" .1345 .1345 RBX022 5 5" .1345 .1345 6 5" .1345 .1345 RBX023 7 5" .1345 .1345 8 5" .1345 .1345 RBX024 9 5" .1345 .1345 10 5" .1345 .1345 RBX025 11 6" .1875 .1875 CX011 12 7" .1875 .1875 EPX006 13 5" .1345 .1345 EPX007 14 5" .1345 .1345 EPX008 15 5" .1345 .1345 EPX009 16 5" .13 _ .1345 00 In l0 0 21' -4 5/8 2 @ 4' -10 1/4" 3 7/16" 2 @ 4' -1 1/4" 1' -6 3/16" Dimension Key Depthl 1' -0" 2' -7" 1' -4" 1' -4" 9" 9" 9" 9" 9„ 1' -7" 1' -7" 1' -0" 9„ 9„ 9„ 9„ { 21' -0" 1. USE 1/2 DIA. A325 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB DETAILS FOR BOLT LENGTHS. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. Depth2 2' -3" 1' -4" 1' -4" 9„ 9„ 9„ 9,' 9 " 1' -7" 1' -7" 2' -11" 3' -0" 9„ 9„ 9„ 9" 40' -0 1/8" 0.250:12 0 rn 0 N G., 6 @ 5' Approx. Lgth 19' -10 1/8" 8' -9 11/16" 29' -0 1/16" 14' -9" 18' -3 1/16" 22' -9 1/16" 7' -9 3/4" 19' -3 1/2" 18' -11 7/16" 19' -10" 19' -5 7/16" 18' -1 3/4" 0 r 0 N 23' -9" THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORN PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESION OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 0A325 Id Qty A 12 B 4 C 4 Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 5.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25,00 psf Snow Exposure Category: 3 Seismic: Zone 3 1111111i liT11111111111111111111111111111111 0 INCH 1 CHINA 5 l l E !• Zi 111111III1IIII1IIII1IIIi II II IIII1IIII 0 0 In Ln 0 0 N N W (4 'te RBX022 N O O a Bolt Connection & Plate Schedule Bolt Bolt Plate Rows Dia. Length Thick. Out 3/4" 2" 3/8" 3 3/4" 2„ 3/8" 1 1/2" 1 1/2" 3/8" 1 VP Ref: Sha 18' -3" 106' -6" 00 O O a FRAME CROSS SECTION AT FRAME LINE(S) F e Name = Main Buildin Wall 4 Frame.6 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, AL P (DETAILS P ERECTION GUIDE8t119 DRAWING, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. i i il Rows In 3 1 1 Tension Washer Bolt Yes Yes Yes Yes 66' -6 3/16" 0.250:12 22' -9" VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE 8/28/2001 IIII iIIIi 5 ,6 ., 8. , L 9 ,.r, 5 I' E Z W 3 0 Ill l�l I I I III IIIl I I I I IIIIIII II III I,II111i1111II I II I1LI I IIIII II 111111111111111111 I III 1I II I IIIII 1I111111II1 Frame Clearances Horiz. Clearance between members 1(CX010) and 12(CX011): Vert. Clearance at member 1(CX010): 17' -3 11/16" Vert. Clearance at member 12(CX011): 16' -5 1/4" Vert. Clearance at member 13(EPX006): 18' -11 3/8" Vert. Clearance at member 14(EPX007): 19' -9 15/16" Vert. Clearance at member 15(EPX008): 19' -5 3/8" Vert. Clearance at member 16(EPX009): 18' -1 11/16" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) C%1 0 0 X a BY DESCRIPTION 13:53:44 20' -9" BUILDER CUSTOMER E NTER FRAME CROSS SECTION AT FRAME LINE(S) F CHG Building Systems, Inc LOCATION Seattle, Washington PROJECT Grand Central Casino BUILDER'S POA FILENAME. CA011 3 9 7 5- 010El.vpc VP BUILDINGS VARCOPRUOLN VPC VERSION: 2 6 O 0 N 101' -3" JOBB CA0113975 -0_ O.ATE 8/28/2001 DRAWN /CHECK DG/ PAGE PS • I I °Part Mark Key 1 04RA1808 2 05RA2211 3 07RA3005 4 07RA2601 5 3BSA1502217 6 3BSA1610616 7 04RA1811 8 05RA2300 9 07RA3006 10 07RA2607 2 1 Dimension Key 1. USE 1/2 DIA. A325 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB DETAILS FOR BOLT LENGTHS. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. I 1 111I I I I I I I I 0INCH 1 CHINA 18,- 11 " {17' -5 "4-20'- 0 " -47' -2 1/2 "'18' -5 1/2" CXO10 O N O ,LIEPX006 N O • croEPX007 O X oEPX008 N > II In N 0 I+ CXO11 0 0 to o O It LrT I -I H O mTCX003 -- •TCX001 - - -- yTCX001--- GEPX002 CX008 co «TCX004 0 H O CX009 Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 5.00, Uplift 0.00 Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 94'- CX005 0 X N a TCX002 0 CX007 75' -6 1/2" psf 1 t 0 X CX005 N r 1 • VrCX002 ('�•1 t-I O ? O CX006 VP Ref: Shape Name = Main Building CX003 c c EPX003 N ( c : . EPX004 pp�qq CX004 PRIMARY AND ROOF BRACING PLAN '1 8' -5 1/ "1 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND ANY OTHER PURPOSE WIITHOUT PRIOR WRITTEN FOR APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /DR ERECTOR IS SOLELY , RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. CX001 CX002 5 VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE i 1 I _ I . I I I I . I I _.. i . I ._� I . I ,. _. L . I �, _ I I i j I I I I I ( I I I I f I I_ I11 1 I�* I I � . � i _ , 1 I , ,1 , [ 1 1 ' 1 11 11 BY 8/29/2001 6 9I. b L £ L ZJ- • Q l 6 8. L.. 9 9 br,: £ Z l F h 1111IIIhililillih ii ii�ih iilll i ii i Illllllll I Ilii11111111111,11,111111111111111111111111 1111I II III Iiiiil111111111111111iiii1111111111I ( �' - ° t.0 N Z 1 RECEIVE CITY OF TUKWILA SEP 1. 3 2001 NTS PERMIT CENTER f CA' �•�' `` J , ; f DESCRIPTION 0‘,1 8:15:23 Penoitset-rr BUILDER CUSTOMER LOCATION PRIMARY AND ROOF BRACING PLAN CHG Building Systems, Inc Seattle, Washington PROJECT Grand Central Casino BUILDER'S PO• FILENAME: CA0113975 -01OE1 , vpC .4 •c , 0 V 4 tarr�jC f 28160 VPC VERSION: 2 .6 r JOB • CA0113975 -0 DATE 8/28/2001 ORAWN/CHECK DG/ PAGE PS - • LLd u�1.5 =ui 7 7otV7 0 01.691617=03. 7 70017 0 02 7 90 01 + } O O O (� � c O O ��\� O e 4 / \ \ � �, 4. , ♦ , \ , \ \ . . \ , , r \ \ / / r 407190741 -' �� •I / , \ 7 \ , 7 `. / >♦ >� 407190741' 3272003413' ,� r \ , ♦ / / ♦ / \ / I \ / ` ' \ \, \/ / , ' I . , I .. ■ 40T190741 3272003411 -I \ ♦ 7 ` ` / ♦ \ / \ / \ ♦ ♦ ' `� , / / ) O O C ♦w e O e� + -''201910414 61u 7 01412 n1T7I Q9 1 d1 = n�TY`t ans - rr1, ar, Sag Arigle Schedule (32)SA5002 Typ. at (40)SA4031 Typ. at See SED: BR09A5 for See Part Mark Key for Sag Angle X -ing location 2 l'_0" 1 (1)Part Mark Key 1 SA5002 2 SA4031 ( +) SSR Fixed Clip Location Dimension Key 4' -10 1/4" spaces 4' -1 1/4" spaces installation 1. UNLESS NOTED, USE 1/2 DIAMETER A -325 BOLTS FOR PURLIN LAP, PURLIN TO FRAME, FLANGE BRACE TO FRAME, AND FLANGE BRACE TO PURLIN CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. 2. WIND, FLANGE, AND PURLIN BRACING ARE AN INTEGRAL PART OF THE ROOF STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF ROOF BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 111111 ()INCH ()INCH CHINA Live Coll Wind Wind Roof Snow (Y N f`7 00 r-I Building Code: 97UBC Load: (Reducible) 20.00 psf Load:Gravity 5.00, Uplift 0.00 Speed: 80.00 mph Exposure: C Snow: 25.00 psf Exposure Category: 3 Seismic: Zone 3 4-1 18' -11" ' -11" psf 75' -6 1/2" 94'- 17'-5" -- - - -20'-0" - - -, -2 1/2" 1 ' -5 1/2" 3 yp 07417 (Typ . );02417 (T yp.) 05017 (Typ. )06414 (Typ. 3272200014 (4071907417 ( "' ^T ^ ^ ^^ •° - 1/2t I ROOF SECONDARY PLAN VP Ref: Sha.e Name = Main Buildin THIS DRAWING, INCLUDING THE INFORMATION HEREON REMAINS THE PROPERTY OF VP BUILDINGS, IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS ALL APPLICABLE DETAILS ERECTION GUIDES, DRAWING, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. 5 VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV M r-I 7' -5 1/2" 18' - 5 1/2" H DATE • BY 8/28/2001 1..11 I I I I I I I I I I 1 I I I I I 'I I I I I - 1 I _�.; II �I II II�I(II IIIIII�II II 111I Iil S I. I I. C L Zl , Q :6 8 L 9 d 5 ti £ Z• 1 kb 0 ( IIII�IIII�IIII�IIII�IIII�IIII�IIII�IIII�IIII�II( I� IIII�IIII�IIII�IIIL� IL�IILIiiII�L��IIII '�IIIIIII.J�I�.IIIIL IL1lll�l .11llllLI�IIIIiiIII�IIII�1II NTS i I' Li REG (.; pp 010'.' 1 CITY OF TVA ILA SEP 1 0 2001 PERMIT CENTER DESCRIPTION 13:53:48 ROOF SECONDARY PLAN BUILDER USTOMER LOCATION PROJECT BUILDER'S POI PennJt!et-For EXPIRES - I1 "' p3 CHG Building Systems, Inc Seattle., Washington Grand Central Casino 4 • • ,I FILENAME: CA0113 97 5- O10E1. vpc v et f o \ va J¢Tl e 231 5 60 ,f�'f VPC VERSION: 2 • 6 JOB CA0113975 -0' DATE 8 /28/2001 DRAWNICHECK DG/ PAGE SS - 1 Sag Arigle Schedule (32)SA5002 Typ. at (40)SA4031 Typ. at See SED: BR09A5 for See Part Mark Key for Sag Angle X -ing location 2 l'_0" 1 (1)Part Mark Key 1 SA5002 2 SA4031 ( +) SSR Fixed Clip Location Dimension Key 4' -10 1/4" spaces 4' -1 1/4" spaces installation 1. UNLESS NOTED, USE 1/2 DIAMETER A -325 BOLTS FOR PURLIN LAP, PURLIN TO FRAME, FLANGE BRACE TO FRAME, AND FLANGE BRACE TO PURLIN CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. 2. WIND, FLANGE, AND PURLIN BRACING ARE AN INTEGRAL PART OF THE ROOF STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF ROOF BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 111111 ()INCH ()INCH CHINA Live Coll Wind Wind Roof Snow (Y N f`7 00 r-I Building Code: 97UBC Load: (Reducible) 20.00 psf Load:Gravity 5.00, Uplift 0.00 Speed: 80.00 mph Exposure: C Snow: 25.00 psf Exposure Category: 3 Seismic: Zone 3 4-1 18' -11" ' -11" psf 75' -6 1/2" 94'- 17'-5" -- - - -20'-0" - - -, -2 1/2" 1 ' -5 1/2" 3 yp 07417 (Typ . );02417 (T yp.) 05017 (Typ. )06414 (Typ. 3272200014 (4071907417 ( "' ^T ^ ^ ^^ •° - 1/2t I ROOF SECONDARY PLAN VP Ref: Sha.e Name = Main Buildin THIS DRAWING, INCLUDING THE INFORMATION HEREON REMAINS THE PROPERTY OF VP BUILDINGS, IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS ALL APPLICABLE DETAILS ERECTION GUIDES, DRAWING, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. 5 VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV M r-I 7' -5 1/2" 18' - 5 1/2" H DATE • BY 8/28/2001 1..11 I I I I I I I I I I 1 I I I I I 'I I I I I - 1 I _�.; II �I II II�I(II IIIIII�II II 111I Iil S I. I I. C L Zl , Q :6 8 L 9 d 5 ti £ Z• 1 kb 0 ( IIII�IIII�IIII�IIII�IIII�IIII�IIII�IIII�IIII�II( I� IIII�IIII�IIII�IIIL� IL�IILIiiII�L��IIII '�IIIIIII.J�I�.IIIIL IL1lll�l .11llllLI�IIIIiiIII�IIII�1II NTS i I' Li REG (.; pp 010'.' 1 CITY OF TVA ILA SEP 1 0 2001 PERMIT CENTER DESCRIPTION 13:53:48 ROOF SECONDARY PLAN BUILDER USTOMER LOCATION PROJECT BUILDER'S POI PennJt!et-For EXPIRES - I1 "' p3 CHG Building Systems, Inc Seattle., Washington Grand Central Casino 4 • • ,I FILENAME: CA0113 97 5- O10E1. vpc v et f o \ va J¢Tl e 231 5 60 ,f�'f VPC VERSION: 2 • 6 JOB CA0113975 -0' DATE 8 /28/2001 DRAWNICHECK DG/ PAGE SS - 1 2 1 0 0 N 0 1' -0" ■ Dimension Key 14' -5" 1. UNLESS NOTED, USE 1/2 DIAMETER A -325 BOLTS FOR GIRT LAP, GIRT TO FRAME, FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT, JAMB AND HEADER CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 0 INCH CHINA 22' -8" Building Code: 97UBC Live Load: (Reducible) Coll. Load:Gravity 5.00, Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 sl vI Cl zi t1 1111 20.00 psf Uplift 0.00 66' -6" SECONDARY ELEVATION AT B VP Ref: Shape Name = Main Building, Wall = 1 psf THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. iii l II III I � I -- iI 1 N , THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP • IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING. DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. 15' -11" REV DATE VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 BY 6 8 _l 9;, �� 5 v E Z I: kip 0 III IIiiI► II�II[ LI. IILIIiIIIIII�iiiill, �(, �ii�Ili�i�l�iil�iiilii��i�i��l�iiiliiiiliiiiliii�l ` t^S �i'" CITY OF T RECEIVED UKWILA NTS ,EP I 2001 PERMIT CENTER DESCRIPTION PeSt4ar BUILDER CUSTOMER LOCATION BUILDER'S PON 13'- CHG Building Systems, Inc Seattle, Washington PROJECT Grand Central Casino 8/28/2001 13:53:53 FILENAME: CA0113975- O10El.vpc t SECONDARY ELEVATION AT B VPC VERSION: 2 6 DRAWN /CHECK DG/ PAGE SS - EXPIRES JOB CA0113975 -01 DATE 8/28/2001 o In 0 N rAmirAimmorAmmwm ._M -Arm. a / / / //% %//// // /I.%II. PPAPP / 4 ! 4/4 ► r Not by VP - O ther � C V A U V 4V V „ I ) ' A / 1. UNLESS NOTED, USE 1/2 DIAMETER A -325 BOLTS FOR GIRT LAP, GIRT TO FRAME, FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT, JAMB AND HEADER CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. • 21' -0” 23' -9" THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 0 INCH CHINA 1 18' -3" 106' -6" SECONDARY ELEVATION AT F Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 5.00, Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 VP Ref: Shape Name = Main Building, Wall = 3 Uplift 0.00 psf I F: { THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY • RESPONSIBLE FOR ACCURATE, GOOD OUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. i 1 1 I II1ITHI'I'I'III'I' .. 1 I 5 REV 22' -9" .F' r t;•j ;i't - 0 : , J • a}Z� Vii, " U VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 DATE BY 8/28/2001 1 IlI IiI 6 9 l 171. EL Zl i f 46 6 8 . L. 9,,1 `� 5 17 C IIIIIIIIIIIIILILIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIILIIIII011 . 1111,11 IIIaLIILII ,III.IIIIIIIILII.1IIIILf 11, 111III. 1[1 111LLLILILI1II1i11I(IIII►I►I1IIIIII►I1I NTS DESCRIPTION PermLset — For CEIVE CITY OF TUKWILA PERMIT CENTER CUSTOMER LOCATION Seattle, BUILDER'S POI 20' -9" BUILDER CHG Building Systems, Inc Washington PROJECT Grand Central Casino 13:53:56 FILENAME CA0113 97 5- 010El.vpc SECONDARY ELEVATION AT F VPC VERSION T®p of PARS . I ALL. — 1V 2.6 0 O N PA,T Oi �"AS 7 ��c v 2 _ iw a ' i? new �` e y � t l r EXPIRES P'"0 JOB I CA0113975 -0 DATE /28/2001 DRAWN/CHECK DG/ PAGE SS - O N aD H DO '—I CO a0 1 1' - II Dimension Key 18' -11" 1. UNLESS NOTED, USE 1/2 DIAMETER A -325 BOLTS FOR GIRT LAP, GIRT TO FRAME, FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT, JAMB AND HEADER CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. THE VP ENGINEER'S SEAL APPLIES ONLY TO TIIB WORK PRODUCT OF Vp AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 17' -5" Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll Load:Gravity 5.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 75' -6 1/2" SECONDARY ELEVATION AT 10 VP Ref: Shape Name = Main Building, Wall = 2 20' -0" THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING L PLIIICABLE DETAILS ERECTION GUIDESHIS DRAWING, • AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. REV DATE BY NTS PERMIT VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 DESCRIPTION RECEIVED CITY OF TUKWILA 17' -2 1/2" Set -Fa ,f l 1, rC wren SECONDARY ELEVATION AT 10 BUILDER CHG Building Systems, Inc CUSTOMER LOCATION S eattle; Washington PROJECT Grand Central Casino BUILDER'S PO# TOP DF PARAPET ■AJA Z _ 3 i_ Z ip EXPIRES `4— 10 VPC VERSION: 2 6 JOB B CA0113975 -0 DATE 8/28/2001 DRAWN/CHECK DG/ PAGE SS - 4 0 INCH CHINA 11 III i�lillji II III III 1i11II IIII 8/28/2001 IIIIIL' I�I 'l I i`j� IiII I IIiIIII I II'I'I' I 7477 5 5 l b l £ l Z 1 > L 01' .6 ., 8 ._..:,... L .. 9, 9 VC Z I Fib 0 11111111111111111111 IIIIIIIII�JIIIIIIII�IIIIIIIII�IIIIIII I LIIII I �IIIIIIIII�IIII I II�IIIIIII I� II LIII II ,I II. .,,. ,.. I.I.. I. IIIIIIIII�III IIII�IIIIIIIII�IiIlllllll 13:53:54 FILENAME: CA0113975- OlOEl.vpc 1 1 ,_ 0 11 U Dimension Key ■ 18' -5 1/2 1. UNLESS NOTED, USE 1/2 DIAMETER A -325 BOLTS FOR GIRT LAP, GIRT TO FRAME, FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT, JAMB AND HEADER CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 17' -2 1/2 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. f Building Code: 97UBC Live Load: (Reducible) Coll. Load:Gravity 5.00, Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 9 l 111111111111111111111111 1111111111111111111111111111111111I 20' -0 94' -011 SECONDARY ELEVATION AT 1 20.00 psf Uplift 0.00 psf VP Ref: Shape Name = Main Building, Wall = 4 THIS DRAWING, INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS • DRAWING DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. 111I1I1 O 1 3 ..,y. 4,1 5 CHINA INCH REV 17' -5 DATE 8/28/2001 I 'I'I'I�I'I� 6 .6 ., . 8 L 9,... 5 ti E Z I fib IIIIIIIII�IIII ! IIIIIIIIIIIIII�IIII ' IIII�IIIII��LI�IIIIIIIII�IIIIIIIIIIIIIIIIIIIIIIIIIIIIII r 4 - BY NTS VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 DESCRIPTION r 13:53:57 'Rot Sot—for RECEIVED CITY OF TUKWILA PERMIT CENTER CUSTOMER BUILDER'S PON 18' -11 SECONDARY ELEVATION AT 1 BUILDER CHG Building Systems, Inc LOCATION Seattle, Washington PROJECT Grand Central Casino FILENAME: CA0113 97 5 - O1OE1 . vpc VPC VERSION f r y , • € ,� r. . t w 3 t _ 28160 5 .RAVAL ••••A ` � ` 2 6 A- JOB B CA0113975 -0_ 00E 8 /28/2001 DRAW N /CHECK DG/ PAGE SS - • 1 2' -4 5/8" Dimension Key ■ 1. UNLESS NOTED, USE 1/2 DIAMETER A -325 BOLTS FOR GIRT LAP, GIRT TO FRAME, FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT, JAMB AND HEADER CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. • I - ' / •. I i I ' . I L I I _ . p INCH CHINA 19' -11" Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll Load:Gravity 5.00, Uplift 0.00 Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 40' -0" SECONDARY ELEVATION AT A VP Ref: Sha•e Name = Main Buildin• Wall = 5 psf THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. ,1 i li . 5L' bl £I� Zl 1IIIIIIIII1I I1 20' -1" 5 VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY 8/28/2001 NTS 6 OL� 6 8 S ti' £ Z l p IIIIIIIII1II I ���� I • �� . ., � L I 1 11. 111,1 ...L:1111111.,1,1.11� 1111111,1111 . ���1L111111111 1111.11111111111111111111111 0 DESCRIPTION 13:54:00 TM' Of STu.D WALL N ,V ,P. Z3• Z" 0 N SECONDARY ELEVATION AT A BUILDER CHG Building Systems, Inc CUSTOMER LOCATION PROJECT BUILDER'S PDX PrmitSt—FerR Seattle, Washington Grand Central Casino FILENAME: CA011 3 9 7 5 - 010E 1 . vpc CITY OF TUKWILA t) 001 PERMIT CENTER VPC VERSION: 2 6 l Expplies oat JOB I CA0113975 -0 GATE 8/28/2001 DRAWN/CHECK DG/ PAGE SS - • 1 I O Part Mark Key 1 GFA106 2 8 7/16" 1' -0" Dimension Key 1. UNLESS NOTED, USE 1/2 DIAMETER A -325 BOLTS FOR GIRT LAP, GIRT TO FRAME, FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT, JAMB AND HEADER CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 03 In H N L.0 03 0 N THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. I'I 0 INCH CHINA 17' -5 1/2" 18' -5 1/2" SECONDARY ELEVATION AT 3 Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 5.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 VP Ref: Sha.e Name = Main Buildin. Wall = 6 11 X11 1111 111111111 .�. 1 _. 111 1 2 5l, 17L £4 Zl , IIIIIII11111LIIIIII IIIIIIIIIIIIIIIIIIIIIdIII THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS, IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, L ALABLE DETAILS ERECTION GUIDES IS DRAWING, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. 7.4 5 6 .6 a 8 .. ._L 9 5 1 7 £ Z L Woo 11 111 I I I 111 11111 I I.I / I I I LI / I I I 111 111 I L I A I I,I I I I LI I I I I I I I I I I I 1 11111111 I I I I I I I I I I I I I I I I I I I REV DATE 8/28/2001 BY 2 NTS VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 DESCRIPTION 13:54:01 PermftSit4or RECEIVED CITY OF TUKWILA '., ... -- ca PERMIT CENTER SECONDARY ELEVATION AT 3 BUILDER CUSTOMER LOCATION PROJECT BUILDER'S PO• 2001 Dipt. Apprrnl CHG Building Systems, Inc Seattle, Washington Grand Central Casino FILENAME: CA0113975- OlOEl.vpc VPC VERSION: 2 Etzminstm JOB • CA0113975 -0_ 6 DATE 8/28/2001 DRAWN/CHECK DG/ • PAGE SS - • Covering Schedule 1 Id Qty #57 20 #58 20 #54 10 #55 38 Start Panel Qty S4506524XGTD 19 S20031242GTD 19 S38033242GTD 0 S38021242GTD 0 Insulation Schedule (Install in same Id Qty BLK1 1 BLK2 1 BLK3 12 BLK4 11 BLK5 16 BLK6 15 BLK7 1 BLK8 15 BLK9 19 Start Run IB0190048034VV IB0520048034VV IB0520072034VV I30190072034VV IU0520060060UF IU0190060060UF IB0430048034VV IB0430072034VV IU0430060060UF Last Run IB0520072034VV IB0190072034VV IU0520060060UF IU0190060060UF IB0430072034VV IU0430060060UF Stagger /Last Panel S4006524XGTD 525031242GTD 538033242GTD S38021242GTD direction (Field Repair Fastener) (1 bags) #55308 #17- 14x1" S.S. Roof Fastener Attention: Refer to RCO2L3, RCO2L2, RCO2L1 on SED 3 2 3/4" Starter Panel (Cut Dim. = 3 3/4 ") 2 16' -8 1/4" Starter Panel (Cut Dim. = 16' -9 1/4 ") 1 9 1/4" Starter Panel (Cut Dim. = 10 1/4 ") Dimension Key 1. PRE - DRILLING 1/8 DIAMETER HOLES FOR ROOF STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE PURLINS, NESTED PURLINS, PURLIN LAP LOCATIONS, AND /OR SECONDARY STRUCTURAL BEAMS 2. ROOF SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM, REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 3. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. 4. FOR PR PANEL, PRE - DRILLING OF SIDELAP FASTENERS REQUIRED DUE TO THE ABSENCE OF A PURLIN BEARING EDGE. SEE SED RCO3B1. as Covering) Drawing CO BLK2 f :n THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF 'VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. _ (16) BLK5 Ti Building Code: 97UBC Live Load: (Reducible) Coll. Load:Gravity 5.00, Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 (19) BLK9 (15) BLK8 (38) #55 39) #58 (11) BLK4 (15 BLK6 (39) #57 12)BLK3 75' -6 1/2" 94'- 20.00 psf Uplift 0.00 psf Trim Schedule Id Kit Qty T1 75' -6 1/2" ROOF COVERING PLAN Parts S RCF 06, SRCF10,SRCM06,SRCM10 N co VP Ref: Shape Name = Main Building -49- (10) #54 '-5 1/2"-f THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, L APPLICABLE VP ERECTION GUIDES, DRAWING, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. • CO REV 0 0 I DATE BY NTS r P 1 6J �+ W r VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 Color Match Roof Color Permit Set — For PERMIT CFNTE RECEIVED CITY OF TUKWILA O1 i.J 3 2001 ROOF COVERING PLAN DESCRIPTION BUILDER CHG Building Systems, Inc CUSTOMER LOCATION Seattle; Washington PROJECT Grand Central Casino BUILDER'S PON Details RC ;RC34H4 VPC VERSION: 2 6 JOB I CA0113975 -0 DATE 8 /28/2001 DRAWN/CHECK DG/ PAGE C - 1 1 1111111111! 0 INCH CHINA 11 1 1 11 1 1 111 1 5l tiI £I• Zl �IIIIIIIIIIIIIIIIIII�IIIii III�IIIIIIIII iuiluiiliiiiliiii 1111(1III 8/28/2001 1111 1 11111i111 5 6 e 11 1111[ 11, 111111111111111111111111111111111111111111111111 13:53:51 FILENAME: CA0113 97 5- 010El.vpc Covering Schedule Id Qty Start Panel Last Panel Direction #56 23 W00086261KEW W02012261KEW Left to Right 1. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM, REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 2. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. 3. PRE - DRILLING 1/8 DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE GIRTS, NESTED GIRTS, GIRT LAP LOCATIONS, AND /OR SECONDARY STRUCTURAL BEAMS Start Dim. 3' -0" THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. I. ..f1. • •. , 0 INCH CHINA Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 5.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 i�I�I I I 1 5l Zl , IIIIIIIIIIIIIIIIIIIIIIIIIIIIII III1 IIIIII11111111 COVERING ELEVATION AT B VP Ref: Shape 111111.111 Trim Schedule Id Kit Qty T1 66' -6 3/16" Name = Main Building, Wall = 1 Parts RFR THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND ANY OTHER PURPOSEWIYHOUT PRIOR WRITTEND FOR APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS ALL APPLIC P ERECTION GUIDES, DRAWING, ANf: INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. p-rB REV DATE 6 8 .L 8 r 5 t/. C Z L YY� o IIIIIIIII IIIIIII111IIILIIIIII lliii IIIiIrliJIIiiiil. IiiihIIIIIIIIIIIIIIIIII111111111111iii BY 8/28/2001 II ;I,I;IIICI;I, , I;I,I ; I,I, , ' I1I1I ; I;I ,III��Ii�jI 5 6 »..,4. NTS VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 DESCRIPTION 13:54:02 Color Egyptian White RECEIVED CITY OF TUKWILA � ,.. CUSTOMER PROJECT BUILDER'S POS ) PERMIT CENTER BUILDER CHG Building Systems, Inc LOCATION Seattle, Washington Grand Central Casino FILENAME: CA0113 97 5- 010El.vpc Details ` I RC COVERING ELEVATION AT B VPC VERSION' 2 . 6 ORA JOB CA0113975 -0 DATE 8/ DRAWN/CHECK DG/ PAGE C - 2 • { 1. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM, REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 2. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. 3. PRE - DRILLING 1/8 DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE GIRTS, NESTED GIRTS, GIRT LAP LOCATIONS, AND /OR SECONDARY STRUCTURAL BEAMS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 1111i1ii 0 INCH CHINA 106' -6" COVERING ELEVATION AT F. Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 5.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 1 1 1 111 1' 1 1 H II IIIIII ICI 1 SL VL CL Zl�' .01 *6, (IIIIIIIIIIIIIIIIIII�IIIii IIIIIIIIIIIIIIIIII IIII IIIILIIII Trim Schedule Id Kit Qty T1 66' -6 3/16" T2 40' -0 1/8" VP Ref: Sha.e Name = Main Buildin• Wall = 3 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS, THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP • IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS ALL APPLICABLE DETAILS ERECTION GUIDES, DRAWING, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. ('I' Ili' I' I' I' ' 1111' I1111 ,11(IIII�I,�,Lii�Lll1LIII I I 5 6 b C Z w b0 I I111IIIIILIIIIIiIII111IWIII [I IIII6IIIIIIIIIIIIIIIIIIIII I 9. Parts Color BWA0207,BWT110,NLTB,Purlin Closure,RFR10,RHC010E gyptian BWA0207,BWT110,NLTB,Purlin Closure,RFR10,RHC010E gyptian REV DATE BY n 4% ' 1 �J VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 DESCRIPTION NTS 8/28/2001 13:54:04 C1N O ,„„,, V e- P 1 /OQ PERMIT CENT COVERING ELEVATION AT F BUILDER CHG Building Systems, Inc CUSTOMER OCATION Seattle, Washington PROJECT Grand Central Casino BUILDER'S FOB Details WhiteL0 , TiRC15A2 , RC 52 A 1, RC 8 0A2,RC80A3,RC80C1,RC WhiteLO, TiRC15 , RC 52 A 1, RC 8 0A2,RC80A3,RC80C1,NC FILENAME: CA0113975- 0loEl.vpc VPC VERSION: 2 6 N [EXPIRES "p.- JOB B CA0113975 -0 ". DATE 8/28/2001 DRAWN /CHECK DG/ PAGE c 3 0 N 1. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM, REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 2. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. 3. PRE - DRILLING 1/8 DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE GIRTS, NESTED GIRTS, GIRT LAP LOCATIONS, AND /OR SECONDARY STRUCTURAL BEAMS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 0 INCH CHINA Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 5.00, Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 1 2 Uplift 0.00 psf Trim Schedule Id Kit Qty Parts T1 75' -6 1/2" GSA110,SMG *10 75' -6 1/2" COVERING ELEVATION AT 10 VP Ref: Shape Name = Main Building, Wall = 2 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN TILE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, I APPLICABLE ERECTION GUIDES, DRAWING, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. 5 VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV OATE BY 8/28/2001 6 o 9l VI. CI. Zl !; 06,: 6 8 . 9 9 ti C Z L W3 6liiiil 11111111Hiil 1111ii611liiiiliiiili1111 lllH1WiiiilHHIMIOHiiiii�i(i MMd NTS PermSet—ForBuiIdingi' ' Approval DESCRIPTION 13:54:03 Color Patrician Bronze RC40A1 ,RC40C1,RC41A1,RC41C2,RC42A1,RC RECEIVED CITY OP TUKWILA 200 PERMIT CENTER COVERING ELEVATION AT 10 BUILDER CHG Building Systems, Inc CUSTOMER LOCATION Seattle, Washington PROJECT BUILDERS POO Grand Central Casino FILENAME: C„A0113975- O10El.vpc Details EXP!R FS VPC VERSION: 2 6 JOB B CA0113975 -0_ DATE 8/28/2001 DRAW NICHECK DG/ PAGE • w In to 0 N { 1. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM, REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 2. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. 3. PRE DRILLING 1/8 DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE GIRTS, NESTED GIRTS, GIRT LAP LOCATIONS, AND /OR SECONDARY STRUCTURAL BEAMS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load :Gravity 5.00, Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 ()INCH CHINA 5l PI CI Zi hmhwhifihmhauhmhdimlim Trim Schedule Id Kit Qty Parts T1 94' -0" BA1,GSA110,RBS110,SMG *10 94' -0" COVERING ELEVATION AT 1 VP Ref: Shape Name = Main Building, Wall = 4 Uplift 0.00 psf THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. iI' 'Ill.IIl1III II I1 1 1 11 ' 1 11 THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, P ERECTION GUIDES, DRAWING, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. j 1al,n,� r , ja c S � R 1 , c',) 15\ ( Permit Set—F& Bvdihng t CI 00 II '1'1 5 VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY 8/28/2001 Z I. 9 L 9 �a ^� S P• C . l yU� U 111 11111111[ 1111II1I,iil1111111iili.11111111J1 �11,1111liii1I1 1111 ,111111111IIiIIIIIIIIIIIIIIiil NTS DESCRIPTION 13:54:05 Color 1 Y OFruhw ►L4 S E 1).1 2001 PERMIT CEDER COVERING ELEVATION AT 1 BUILDER CHG Building Systems, Inc CUSTOMER OCATION Seattl BUILDER'S PON e, Washington ROJECT Grand Central Casino FILENAME; CA0113 97 5 - O1OE1 . vpc Details I Patrician Bronze RC40A1 ,RC40C1,RC41A1,RC41C2,RC42A1,RC VPC VERSION: 2 6 JOBS CA0113975 -0 DATE 8 /28/2001 DRAWN /CHECK DG/ PAGE • Covering Schedule Id Qty #50 8 Start Panel Last Panel Direction W02005261KEW W01073261KEW Left to Right 1. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM, REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 2. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. 3. PRE DRILLING 1/8 DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE GIRTS, NESTED GIRTS, GIRT LAP LOCATIONS, AND /OR SECONDARY STRUCTURAL BEAMS oo In H N • oD L!1 0 Start Dim. 3'-0" aD CO H H H I I A� HINT 0 INCH CHINA t by VP - Other THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESION OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 5.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 TITHI Tlil 1 Trim Schedule Id Kit Qty Ti 22' -0 1/16 T2 18' -0 1/16 aD H aD 40' -0" COVERING ELEVATION AT A Parts RFR10 BWA02 RFR10 VP Ref: Shape Name = Main Buildin•, Wall = 5 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. ► 1 il 1 ,1 1 1,1 'I'I'I , RKC,RKF20,RSB1 07 ,BWT110,NLTB, , RHC010,RHM2000 T2 REV 0,RSC10 Purlin Closure 07,RHS10,TA10 VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 DATE BY 8/28/2001 II Ij jIrIIli�i�IlllilllI ._ 5 6 5 1. t l El Zl �L O , . h IIIIII 111111111111 II 11111 111111 I 1 I 111111 11 1 111i11111 1 111111IIIIIl1[ IIIIIIIIIIILIIiIII11111 III 1 1. 11111111111111111111111iliffilliiil NTS DESCRIPTION 13:54:06 OD Ln Lo 0 N Color Match Wall Color Egyptian White Permit Set — Fer Bvi Dept Apprai f • I n, r l le f" 2 - 441 of 0 � IJ s J .D1\ ./ VI RECEIVED CITY OF TUKWILA 'l ! 0 I. Of7 PERMIT CEN COVERING ELEVATION AT A BUILDER CHG Building Systems, Inc CUSTOMER LOCATION Seattle, Washington BUILDER'S POI/ PROJECT Grand Central Casino FILENAME: CA0113 97 5 - O lOEl . vpc Details RC10A2,RC30A1 RC15A2,RC52A1 RC80C1,WC52A1 ,RS10Gy.,WC101A1 ,RC80A2,RC80A3 ,WC53A1 VPC VERSION. 2 . 6 JOB 4 CA0113975 -01 DATE 8/28/2001 DRAWN /CHECK DG/ PAGE C - 6 • Covering Schedule Id Qty Start Panel #51 7 W02041261KEW Last Panel Direction Left to Right 1. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM, REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 2. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. 3. PRE DRILLING 1/8 DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE GIRTS, NESTED GIRTS, GIRT LAP LOCATIONS, AND /OR SECONDARY STRUCTURAL BEAMS Start Dim. 3'-0" THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 5.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Expbsure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 gl Vl EL Zi. IIIIIIIIIIIIIIII IIIIIIIIiiIIIIIIIIIIIIII IIIIIIIII Trim Schedule Id Kit Qty Ti 18' -5 1 /2N T2 1 (7) #51 Not by VP - Other 18' -5 1/2 COVERING ELEVATION AT 3 VP Ref: Sha.e Name = Main Buildin III 1111 6 . , Parts H SEP 1, RFR10,RKF20 EA, PRF1 Wall = 6 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED REPRODUCED OR USED FOR ANY OTHER PURPOSE WIYHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS ALL APPLICABLE VP DETAILS ERECTION GUIDE9HIS DRAWING, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. ... R • 41.1 VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY 8/28/2001 I hi11 I 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 , 1 1 1 1 1 ��l�l�1I,1� I�1�1�i1�1_1I��Ii1111 0 r7"--r" . • CHINA 1 5 6 8 .L 9: 5 b E Z p IIII111:I1IIIII III. IILII11111111111IIILII, rII111111IIIIIIILIIIIIIIIIIJIIIIIIIIIIII IIIIIIIIIiI NTS DESCRIPTION 13:54:07 Color Match Wall Color Patrician Bronze Permit Set — For B1i l 4 2 (J CI TY OF TUK PERMIT CENTER COVERING ELEVATION AT 3 BUILDER CHG Building Systems, Inc CUSTOMER LOCATION Seattle Washington PROJECT Grand Central Casino BUILDER'S POI FILE NA ME: CA0113975-OloEl.vpc Details RC RC38A2 el NAL V P BUILDINGS warximuceN VPC VERSION: 2 . 6 Joel CA0113975 -0 DATE 8/28/2001 DRAWN /CHECK DG/ PAGE C - 7 SEE WALL BRACE ROD OR CABLE HILLSIDE WASHER, MT WASHER, HEX HEAD. NUT REO'D. EACH END ROD OR CABLE BRACING AT COL. BASE 3 —PLATE OR GAGE BRO2AIV3 R 10/05/2000 FULL PEN WELD SPLICE L- 1 i F.,6 I ROD LENGTH I (AS SHOWN ON ERECTION DRAWINGS) RA ROD THREAD BOTH ENDS WITHOUT TURNBUCKLE HILLSIDE WASHER, FIAT WASHER, HEX HEAD. NUT REO'0. EACH END r TURNBUCNLE c ° il ROD LENGTH (AS SHOWN ON ERECRON DRAWINGS) RB ROD THREAD BOTH ENDS WITH TURNBUCKLE ROD BRACE ASSEMBLY DRAWING ENJOAI VJ R 09/05/2000 RCO2L1 OR I RCO2M 11 PANEL MAY BE ERECTED LEFT TO RIGHT OR RIGHT TO LEFT (LEFT TO RIGHT SHOWN) 5/16" BEAD OF NON SKINNING TUBE SEALANT (80270) )11A L „momm /fr RODS THAI REQ. SHOP SPLICE ARE TO BE SPLICED BY USING ONE CF THE METHODS SHOWN, "SHOP SPLICE DETAILS" CLEAN ALL MATING SURFACES TO BE WEATHER SEALED. REMOVE FABRICATING OILS, RAIN, SNOW, ICE, DEW, DUST AND DIRT PRIOR TO APPLICATION OF MASTICS AND SEALANTS. FOR PANEL LOCATION AT ENDLAP INSTALL (7) 1/4 -14 x 1 I /6" S.S. ROOF STITCH FSNR (57650) IN DIMPLES ON PANEL SSR PANEL STAGGERED ENDLAP FASTENER AND MASTIC PATTERN RCO2L2V1 07/01/2000 P HILLSIDE WASHER FLAT WASHER HEX NUT COUPUNO NUT COUPLING NUT SPLICE [ WI ISM WASHER, FIAT WASHER. I Ex HEAD, NUT 1700 REM EACH ENO /PAD ROD LENGTH I (AS SHOWN ON ERECTION DRAWINGS) RC ROt ROD PADS (1) END WOO ROD PAO / - TURNBUCKLE PAO ROD LENGTH BRO2A1 (AS SHOWN ON ERECRON DRAWINGS) RD ROD, ROD PAD BOTH ENDS EN30A1 /16 x 2" BEAD OF NON SKINNING TUBE SEALANT (80270) CONT. OVER LAP UPPER PANEL LOWER PANEL 3/16" x 7/8" x 28" TAPE MASTIC (80345) ES 'ANEL MAY BE ERECTED LEFT TO RIGHT OR RIGHT TO LEFT LEFT TO RIGHT SHOWN) PANEL STIFFENER (PS4) END BAY WHEN (2) PLC. BRACES ARE REQUIRED \\ CUP REO'D WITH THICK FLANGES FLANGE BRACE REQUIREMENTS: RULE//1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BC INSTALLED, RULE//2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON CROSS SECTION IS NOT ACCOMPANIED BY (2). RULE/J3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB WHEN MARK IS RULE//4- WHENEVER POSSIBLE, A ES TOWARD THE CENTER OF THE BUILDING. RULE//5- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME SIDE OF THE FRAME WEB. TYPICAL FLANGE BRACE CONNECTIONS BRO6BD CONTINUOUS PURLIN LAP SHOWN, CONNNOUS GIRT AND SIMPLE PVRLIN AND GIRT SIMILAR. OR0000V4 R 04/01/2000 F = FEET G = GAGE I = INCHES 0 = OPERATION E = EIGHTS C = FIN /COLOR PANEL /COVERING WI 3 1 1 1 1 7 2 6 1 K x r F I I EGG ❑ C C C LENGTH CODE INSULATION I B 1 3 0 I 0 3 6 0 3 0 W V Ix N F F F I I I' I I I E C C LENGTH WIDTH THK CODE SECONDARY (STANDARD) O 1 G 1 9 1 1 4 1 7 x x x F F I I E G G LENGTH CODE. SECONDARY (SPECIAL) O 0 1 0 1 9 1 1 4 1 7 x x N H F F I[EGG LENGTH CODE ROD BRACING O 3 R A 2 5 1 0 I E R N F F I I DIA LENGTH 1I 1/2" PURLINS MARK NUMBER KEY COMMON GENERATED MARK NUMBERS EN50AIV7 N 10/05/2000 5/16" x 2" BEAD OF NON- SKINNING TUBE SEALANT (80270) CONT. OVER LAP FLANGE BRACE (Fa-) OR (SFB -) CXxxx r COLUMN (PLATE) CGXxxx = COLUMN (GAGE) WCXxxx = COLUMN (HOTROLL) RBXxxr = RAFTER (PLATE) BGXx+:x = RAFTER (GAGE) WRXxxx = RAFTER (HOTROLL.) TRXx = TRUSS RAFTER )CXxxx = INTERIOR'COLUMN PCXx:xx = PIPE COLUMN TCXxxx = TUBE COLUMN �PXx.44 = ENDPOS1 (PLATE) CCXxAH = ENDPOSr (GAGE) CBX4xx = CANOPY (PLATE) DCCB);x = CANOPY ( GAGE) PACX�xA = PIGGYBACK CANOPY At, CABLE BRACING 0 4 C A 2 5 1 0 0 r x x x I F I I E LENGTH SEE SEE PANEL ENDLAP TOWARD THE CENTER OF THE BUILDING nor SECONDARY MEMBER RCO2 I I THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. REQUIRE 3 BOLTS AT EACH ENO OF PURLIN LAP. I111II 1iI 0 INCH CHINA — FLO. BRACE THIS SIDE WHEN SINGLE BRACE IS REQUIRED NOTE: ALL BOLTS TO BE 1/2" X I 1/2" A325 (49080) TIGHTEN BOLTS TO "SNUG TIGHT" CONDITION AS DEFINED BY THE AISC /RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" IEN50A1 FOR ENDLAP SECTION FOR FASTENER & MASTIC LOCATION 5/16" x 2" BEAD. OF NON- SKINNING TUBE SEALANT (80270 3/16" x 7/8" x 28" TAPE MASTIC (80345) 1 INSERT SAG ANGLE TAB INTO PURLIN SLOTS AND BEND TAB FLAT. X -ING SAG ANGLES (SA_) MAY BE REQUIRED. SEE ROOF SECONDARY DRAWING FOR LOCATION AND PART MARK KEY FOR MARK NO'S. 8 1/2" PURLIN BRACING SAG ANGLE INSTALLATION BR09A5V4 R 04/01/2000 U 0.1 =SIMPLE INTERIOR 02=SIMPLE I' END BAY Qa= SIMPLE 6' END BAY 114=END HOLE ONLY QS =INSET NOTCH EL =NO HOLES 20=6' END BAY, 21 =6' END BAY, 22=6' END BAY, 23. =6' END BAY, 23 =6' END BAY, 15 =6' END BAY, 2.6=6' END BAY, SECONDARY PUNCH PATTERNS COMMON GENERATED MARK NUMBERS ENSIAIVI 02/01/2001 RAKE SUPPORT CAP (RSC -) 1/4 -14 x 1 1/4" STRUCT F (55307) 2' -0" O. RAKE SUPPOR T BRACKET (RSB ) SAG ANGLE AT RIDGE U 5l VI £I• Zl 1 1' -0' 1' -6' 2' -0' 2' -6' 3' -0' 3' -6' 4' -0' i ENDWALL OR FIELD BEND 1" LIP RAKE EXTENSION ON SSR PANEL START PANEL DIM_ 1 1/4 OPTIONAL ERECTION SAG ANGLE BRACING (SA_) (NOT REQUIRED IN PURLIN SPACE OCCUPIED BY X -ING SAG ANGLES) LAP LAP LAP LAP LAP LAP LAP 41 =I' 2.1 =1' 22, =I' 33 =l' 34 =1 .35=1' 3h =1' SSR STARTING RAKE PANEL RIB OR VEE RIB WALL RCIOA2V4 R 07/15/00 Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load :Gravity 5.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Buildino Use:Standard Occunancies NOTE: WHEN SAC ANGLE SLOTS IN ADJACENT . PURLINS DO NOT ALIGN, FIELD BEND THE SAG ANGLE TAB AND ATTACH TO PURLIN WITH A 1/4 - 14 x 1 I /4" STRUCT FSNR (55307) RIDGE 8 1/2" ROOF PURLINS GAGE ' I HTHS INCHES 0' ALL LENGTH • CATEGORY PUNCH PATTFRry THERMAL BLOCK END BAY, 1' -0' LAP END BAY, I' -EI' LAP END BAY, 2' -0' LAP END BAY, 2' - 6' LAP END BAY, '3' -0' LAP END BAY, 3' -6' LAP END BAY, 4' -0' LAP 4Q =INTERIOR BAY, 41= INTERIOR BAY, 42= INTERIOR BAY, 43= INTERIOR BAY, 44= INTERIOR BAY, .45= INTERIOR BAY, .4fi= INTERIOR BAY, 1 - 0' LAP 1' -G' LAP 2' -0' LAP 2' -6' LAP 3' -0' LAP 3' -6' LAP 4' -0' LAP FASTEN PANEL TO (RSC) WITH 1/4-14 x 1 1/8" S.S. ROOF STITCH FSNR 4' -0" O.C. �— THERMAL BLOCK (TOP) SSR PANEL CLIP (80029) NOTE: SEE ERECTION DRAWINGS FOR FIELD CUT STARTER PANEL DIMENSION BEND TAB FLAT BRO9A5 EN51 A11 1 RC10A2 1 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. P. 15 PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS ALL APPLICABLE I VP ERECTION GUIDEBMIS DRAWING, • AND INDUSTRY STANDARDS PERTAINING TO PROPER • ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. C -0" 4 1/2" I 3" 4 1/2" FLAT SHIM AS REQUIRED BETWEEN BOLTS SHIM 1 MAY BE STRAIGHT OR TAPERED MEMBER 1' -0" S HINT21 STANDARD SHIM PROCEDURE TYPICAL AT ANY BOLTED CONNECTION EN701IV2 R 00 /JI /98 SSR PANEL CLIP (80029) • THERMAL • BLOCK (TBP) ROOF PURLIN REV DATE 11111 1 Ii 111111111111111I111I111111rIIII' I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 '1 1 1 1 1 1 j 11 l j l 1 1 1 1 5 LOCATION Seattle, BOTTOM OF ROOF PANEL - 1 1/2 "j ---- TAPER TO 1" AT RIDGE AND EAVE 1/4 -14 x 1 1/4" STRUCT FSNR (55307) 2 PER PURLIN SSR AT ROOF HEIGHT CHANGE THERMAL BLOCK ON PURLINS RCISA2V3 R 07/15/90 CITY START PANEL ROOF HEIGHT CHANGE PANEL SUPPORT (RHS -) SSR CLIP TOP OF PURLIN THERMAL BLOCK (TOP) RC15A2 Washington PROJECT Grand Central Casino VP BUILDINGS VARcO 4t EH VPC VERSION: 2 6 DRAW N /CHECK DO/ V 7 7 7 / /// 6 BY II OIL1111: 11II 111111111111Ii11111Lf�11 .1111111_Il11j11. 1111111 ►111111i1111111I�111II11II I NTS 7 / / / I L Z. FASTENER LOCATIONS SSR PANEL CLIP ATTACHMENT THERMAL BLOCK INSULATION ON PURLINS RCOIA2V6 R 04/01/2000 VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 DESCRIPTION FINGER SHIM AS REQUIRED TYPICAL BOLTING PLATES, FACADE OR CANOPY CONNECTIONS NOTE: FIELD CUT SHIMS TO DESIRED DIMENSIONS TO ACHIEVE DESIRED RESULTS SHIMS ARE MADE FROM ,059" MATERIAL. EN20A1 1/4 -14 x 1 1/4 STRUCT FSNR (55307) SUBSTITUTE 1/4 -14 A 2' STRUCT FSNR (55308) WHEN BLANKET INSULATION IS 4" AND GREATER 2 PER CLIP • SrD, NON -UL • UL90 • FM 1 -60, 1 -90 & 1 -120 (FM 1Z4A8,AM ONLY) I RCO1A2 RAKE SUPPORT CAP (RSC -) __ N RAKE SUPPORT BRACKET (RSB ) IM i — — — — I I W,P f 1/4 -14 x 1 .1/4" STRUCT FSNR (55307) 2'-0" O.C. ENDWALL OR RAKE EXTENSION -- 1 1/4" SSR STARTING RAKE SUPERBLOCK RC10A3. I I PANEL RIB OR VEE RIB WALL RCIDAJV4 R 07/15/98 START PANEL DIM �- FIELD BEND 1" LIP ON SSR PANEL FASTEN PANEL TO (RSC) WITH 1/4 -14 0 1 1/8 S.S. ROOF STITCH FSNR 4' -0" O.C. SUPER BLOCK .(40905) • SSR PANEL RECEIIJ5 (80019) CITY OF TUKWILA IT I •g 3 'J . ) .9 2001 NOTE: SEE ERECTION DRAWIN FOR FIELD CUT START CENTER PANEL DIMENSION CUSTOM SED'S CUSTOMER BUILDER'S POW SEE LOWER ROOF PANEL 8/29/2001 9:50:55 FILENAME: CA0113975- O10El.vpc BOLTING PLATES MODULE 40910 OR 40915) OP TIONAL I RCO2L21 1 1/8" MIN, 1 1/4" MIN. SHEAR WRENCH (NBVP) REO'D FOR INSTALLATION OF TENSION CONTROL BOLTS, TENSION CONTROL BOLT INSTALLATION INSTRUCTION EN20A2Y1 R 01/J0/01 FOR MASTIC AND FASTENER PATTERNS FACTORY NOTCH -TYP. AI.L PANELS PANEL LIP CLIP SSR ROOF ON PURLINS RCO2LIN2 R 06/04/2001 1" MIN. BUILDER CHG Building Systems, Inc HARD FLAT WASHER ' v NUT TENSION CONTROL BOLT 3/4" DIA. BOLT 7/8" DIA. BOLT 1" DIA. BOLT TO E vGE � / a SANS 1G �8" �- _0" F PA NEL 0 OA PANEL ENDLAP ERECTOR NOTE: INSTALLATION OF TENSION CONTROL BOLTS MAY NOT BE POSSIBLE IN AREAS WHERE EXTREME PITCH, STIFFENER LOCATION, BEAM DEPTH OR OTHER OBSTRUCTIONS MAY OCCUR. IN THESE CASES, SUBSTITUTION OF A -325 NUTS THESE BOLTS AND BOLTS PROVIDED BY VP BLOCS. I TAP " MASTIC S" X 28" (80345) UPPER ROOF PANEL. PANEL STIFFENER (PS4) EN20A2J 5/16" BEAD OF NON- SKINNINC TUBE .SCALAN1 (80270) RCO2L1 JOB CA0113975 -O DATE PAGE S E HIGHSIDE EAVE PANEL (HSEP1) 3/16" x 7/8" TAPE MASTIC (80345) 1 (80347) PANEL STIFF ENER (P55) - -•- SEE CRAY SKINNING TUBE SEALANT (80265) AT PERIMETER RAKE FASCIA (RKF20••) BOTTOM OF ROOF SHEET 1/4 -14 x 7/8" WALL STITCH FSNR (565••) / 1' -0" O.C. -� RAKE FASCIA RETAINER (RFRIO) SSR RAKE TRIM I PANEL RIB WALL RC]0A2V4 R 07/15/94 J/4 -14 x 11/8" 5.5. ROOF STITCH FSNR (57650) 10 PER PANEL--� 34H4 ■ FOR MASTIC AND FASTENER PATTERN 1/4 -14 x 1 1/8" S.S. ROOF STITCH FSNR (57650) 5" 0.C. -/ 1 3/1G" 7 /g" TAPE MASTIC (8.0349) I ON1.. — PANEL R T: % OUTSIDE CLOSURE (80140) -• -/ SSR HIGH EAVE FASCIA [RC35L1 PANEL RIB WALL - RC35LIVI 07/01/2000 INTERIOR GUTTER EXPANSION JOINT FLASHING (SVGE2•) OR (SMGE2•) 3/16" x 2 1/2" TAPE MASTIC (80335) 1/4 -14 x 1 1/8" S.S. ROOF STITCH FSNR (57650) 3" O.C. INTERIOR GUTTER EXPANSION JOINT 17 GA GALV. GUTTERS (100' -0" O.C. MAX.) RC•1C2V7 0 09/01/2000 PIPSt4or 1 1/4" W.P. - PANEL RIB WALL INTERIOR GUTTER 1/4" mg iiept ap S 7 /� 3/16' x 7/8" TAPE / MASTIC (80349) 1/4 -14 x 1 1/8" S.S. ROOF STITCH FSNR 6" O.C. � — PANEL RIB OUTSIDE CLOSURE (80140) NOT REO'0 OVER 2:12 ` -1/4 -14 x 7/8" WALL STI ICH FSNR (565••) 1' -0" O.C. -RAKE FASCIA RETAINER (RFRIO) FLEXIBLE FLASHING (8052.1 - SE.12) RC3 RAKE FASCA 7 3/4" OR ALIGN WITH RAKE 1 AF AI ENUW,ALI. 3/16" x 2 1/2" TAPE MASTIC (80335) /--• INTERIOR GUTTER EXPANSION JOINT FLASHING (SVGE1•) OR (SMGE1•) 12 -14 x 1 1/4" S.S. ROOF STRUCT FSNR (57400) 3" O.C. INTERIOR GUTTER BACKING STRAP (VGB -) OR (MOB -) RC41C I X71 YPIRES 3 1/4 -14 x 1 1/8" S.S. ROOF STITCH FSNR (58015) 50 PER JOINT pt FIELD BEND SLOT COVER FROM 3" x 14" ALUM STRIP -' (2) 3/8" BEADS TUBE SEALANT (80265) O WITH (2) / 4-1 4 % I RIDGE 8" S.S. ROOF SLOT W / 7 " WASHERS (58015) © BEND FLASHING MATERIAL TO CONFORM TO RIB CONFIGURATION. © LINE PERIMETER OF FLASHING MATERIAL WITH (2) BEADS OF TUBE SEALANT (80265) 0 1 /4 1 4 3" FOLD 8 S FLASHING 5. ROOF 5'ITCH FASTENERS WITH TO RIDGE " A AT 2" O.C. ALONG ENDS. ( FIELD CUT AND ATTACH 18" ALUM STRIP EACH SIDE OF FLASHING MATERIAL WITH FASTENERS AT 2" O.C SSR RIDGE EXPANSION JOINT (Co 160' —0" O.C. MAX ) RC34A7V2 fl 07/01/95 RAKE FASCIA CUT AWAY SHADED AREA - NOTCH DETAIL A -A RAKE FASCIA SAVE ASSEMBLY RCJ5A2V2 R 02 /15/91 9" PIECE 3/16" x 2 1/2" TAPE MASTIC (80335) —� SEAMED RIB) 12 -14 x 1 1/4" S.S. ROOF STRUCT FSNR (57400) EACH SIDE OF RIB - // MI i l / / /CJ'lI //� = I 1 CTION GUIDE FOR EDURE •'1'J .' tli.:' ^_ e el • •.• r HARD RUBBER CLOSURE PLUG (80136) II I 3/16" x 7/8" x 6" TAPE MASTIC (80349) 12 -14 x 1 1/2" S.S. ROOF STRUCT FSNR (57800) EACH SIDE OF RIB 3/4"1 7YP, * SUBSTITUTE 12 -24 x 2" FSNR (56102) AT TRANSBAY CONN. BER CLOSURE PLUG Ill VP ENGINEER'S SEAL APPLIES "ONLY TO THE WORK PRODUCT OF p?P AND DESIGN AND PERFORMANCE . EQUIREMENTS SPECIFIED BY VP. 2 _. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP { f EXCEPT TO ANY DESIGN OR PER- ?, ti , FORMANCE REQUIREMENTS SPECIFIED BY VP. — C2) ill" x 28" FLASHING MATERIAL (SEJI) 3 18" ALUM STRIP / FIELD CUT TO 12" O 3" FOLD IN MATERIAL PANEL RIB FILLER (PRF -) ATTACH W/ 4 POP RIVETS (55765) CAVE ASSEMBLY (EA -) Al TACH W./ 6 POP RIVETS (55265) IRC38A2 I. 1 3/16" x 2 1/2' TAPE MASTIC (80335) RC42A1 Live Coll Wind Wind Roof Snow SEE MULTI - GUTTER 1/4 -14 9 1 1/8" S.S. ROOF STITCH FSNR (57650) 10 PER PANEL (000 MALE RIDGE COVER (SRCM -) SSR PANEL 1 / — RC34H4 11124111V2 R 01/05/2001 MULTI - GUTTER FLASHING SMCF) OR SVGF)\ SSR PANEL MULTI - GUTTER BACKING STRAP (MGB - ) --/ 12 -14 x 1 1/4" S.S. ROOF STRUCT FSNR (57400) 2 ROWS AT 3" O.C. MULTI - GUTTER END SPLICE 17 GA. GALV. CUTTER RC40AIV3 R 04/01/2000 SEE IRC42A1I I 3/16" x 2 1/2" TAPE MASTIC (80335) CONT. AND OVER CLOSURE PLUG FOR FSNR AND MASTIC PATTERN SECTION A —A AT VALLEY GUTTER OR MULTI - GUTTER Building Code: 97UBC Load: (Reducible) 20.00 psf Load:Gravity 5.00, Uplift 0.00 psf Speed: 80.00 mph Exposure: C Snow: 25.00 psf Exposure Category: 3 Seismic: Zone 3 C OF RIDGE PANEL STIFFENER (P55) MULTI - GUTTER BACKING STRAP (MG6 -) • (SVGF) (N D SSR RIDGE COVER ATTACHMENT 12 -14 x 1 1/4" S.S. ROOF STRUCT FSNR (57400) 3" O.C. 9" STRIP OF 3/16" x 7/8" TAPE MASTIC OVER RIB (80347) AND 28" STRIP CLIP IN FLAT OF PANEL (80345) MAX. SLOPE WIDTH WITH FIXED LAVE OR FIXED RIDGE 150' JOIST /150' PURLINS MAX. SLOPE WIDTH WITH FIXED CENTERLINE 300' JOIST/ 300' PURLINS , - 3/16" x 2 1/2" TAPE MASTIC (80335) CONT. AT SPLICE (SMGF) -' , -.III, 1 1/4„ )Ii • 'tl� L P ?II I ,. t\. e I , I I! . . "�I I� SSR HARD RUBBER INSIDE CLOSURE PLUG (80136) 2' -0" O.C. \-- 12 -14 x 1 1/4" 5.5. ROOF STRUCT FSNR 9 PER PANEL IN FLAT OF PANEL (SUBSTITUTE 12 -24 x 2" FSNR (56102) AT TRANSBAY CONN.) NOTES: 1) MULTI GUTTER MUST BE INSTALLED PRIOR TO INSTALLATION OF ROOF SHEETS. 2) INSTALL SCUPPER AS REQUIRED BY LOCAL CODE. SCUPPERS ARE NOT BY VARCO PRUDEN. 3) A HEAVY DUTY WEATHERING COATING SUCH AS BITUMASTIC (NBVP) WILL BE REQUIRED AFTER THE INT. GUTTER HAS BEEN INSTALLED AND ITS EXPOSED SURFACES PROPERLY PREPAIRED. SSR © ANY INTERIOR GUTTER PANEL ATTACHMENT; ALL SNOW LOADS RC43A2V2 R 02/21/2001 FEMALE RIDGE COVER (SRCF -) SSR PANEL RC34H1 RC40A1 RC43A3J I THIS DRAWING, INCLUDING THE INFORMATION HEREO REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING. DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. USE 1/4 -14 x 1 1/8" S.S ROOF STITCH FSNRS AT ALL LOCAT 4" TRIM LAP FIELD CUT PANEL STIFFENER (P55) CUT TO BEAR ON SSR STIFF. SSR PANEL I STIFFENER (P55) I \ (;:" 9 3/16" x 7/8" TAPF MASTIC (80345) 12 -14 x 1 1/4" S.S ROOF STRUCT FSNR (57400) 3" O.C. MULTI - GUTTER (SMG -)- 12 -14 x 1 I/4" S.S. ROOF STRUCT FSNR --/ (57400) 3" O.C. Rc40Clvl 04/01/200c FILL VOIDS WITH LOOSE INSULATION -� 5/16" BEAD OF NON -SKIN, TUBE SEALANT (80270) DOUBLE ROW � BOTTOM OF ROOF PANEL REV DATE 9 0 SSR AT RIDGE PANEL SPLICE RCJ4143•1 07/01/2000 FIELD TRIM TOP OF GUTTER CLOSURE WHEN USED WITHOUT WALL ABOVE 3/16" x 7/8" TAPE MASTIC CONT. (80349) 111111HITilITIIIIIIIIIIIII.TH111111111111111111111INIITHH,I P1 H H A1 '1'1'1'10INC 1 ) 2 , 3 5 6 CHIN Si. b1. £l Zl L ,... .6 ., . 8 „I. 9 ::..,.;' S b £ Z • 0 IIII IIIIIIIIII IIII IIII�I III 11 111111 1 1111111111111111111 I IIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIhI)LIIIIIII1IIIII II I III III I — APPROX. 3 5/8" 5 EQUAL SPACES 3/16" x 7/8" TAPE MASTIC (80349) 3 1/2" EACH 00 9 USE 3/16 x 7/8" x 9" STRIPS x 28" OF TAPE MASTIC OVER RIBS AND 3/16" x 7/8" x 3" STRIPS ON EACH SIDE OF RIBS (80347) SSR SEAM CAP AT HIGH RIB ( H3 SECTION A—A DRY SIDE WALL ABOVE MULTI— GUTTER END CLOSURE 17 GA, GALV. GUTTER IT ROOF HEIGHT CHANGE FLASHING SSR ROOF (METAL FLASHING) RC52AIVI 02/01/90 VP Buildings, Inc. 3200 Players y Club Circle Memphis TN 38125 BY 8/29/2C01 NTS DESCRIPTION MULTI - GUTTER CLOSURE (SMCC) 3/16" x 2 1/2" TAPE MASTIC (80335) /-GRAY SKINNING TUBE SEALANT (802E5) SSR MULTI GUTTER (SMG -) 9 BASE OF WALL TRIM (EMT-) 1/2" MULTI- - GUTTER CLOSURE (SMUG-) RC40CI DO NUT USE FASTENERS. (RHC -) FLASHING MUST BE FREE TO MOVE WITH ROOF ROOF HF'IGHI CHANGE FLASHING (RHC -) 1/4 -14 x 1 1/8" S.S. ROOF STITCH FSNR (57650) 6" O.C. 9:50:57 PANEL STIFFENER (RHS -) RC52A11 3/16" x 7/8" x 3" TAPE MASTIC (80347) FOLDED AND TUCKED INTO RIB MARK FOR TRIM LOCATION DO NOT USE PENCIL SSR RIDGE FLASHING FASTENER AND MASTIC PATTERN RCJ4H4YI SI /0I /2000 FLEXIBLE FLASHING (80521 -SEJ2) 1/4 -i4 x 11/8" S.S. ROOF STITCH FSNR (57650) AT LAP GRAY SKINNING TUBE SEALANT (80265) AT FER'IMETER-- CUSTOM SED'S CUSTOMER BUILDER'S FOB SEE PC34H1 FOR FLASHING LOCATION CLEAN ALL MATING SURFACES TO BE WEATHER SEALED. REMOVE FABRICATING OILS, RAIN, SNOW. ICE, DEW, DUST AND DIRT PRIOR TO APPLICATION OF MASTICS AND SEALANTS. MULL I -GUI TER BACKING STRAP (MOB -) —/ 1/8" BLIND POP RIVETS (5526•) 2 PER LAP FIELD TRIM LEG OF CLOSURE TO ALLOW PROPER LAP OF CLOSURES PURLIN CLOSURES 1/4-i4 , 1 1/8" S .S. - - ROOF STITCH FSNR \ (57650) 3" 0 C. RIDGE RIDGE PURLINS /� RC9UA2V2 R 12/21/91 PERMI BUILDER CHG Building Systems, Inc LOCATION Seattle, Washington PROJECT Grand Central Casino FILENAME CA0113 97 5- 010El.vpc SSR RIDGE COVER (SRCF OR SRCM) OR (WRCF OR WRCM) 11/4 -14 x I I/8" S.S. ROOF STITCH FSNR (57650) 10 PER PANEL 3/16" x 7/8" x 9" TAPE MASTIC (80347) OVER RIB 12 -14 x 1 1/4' WALL STRUCT FSNR (564••) I.' , 2 PER CLOSURE I i VPC VERSION. 2.6 3/16" x 7/8" x .3" MASTIC (80347) EACH SIDE OF RIB 1 12 - 14 s 1 1/4" S.S. ROOF STRUCT FSNR (57400) 3" O.C. 3/16" x 7/8" x 28" TAPE MASTIC (80345) IN FLAT OF PANEL 3/16" x 2 1/2" 'APE MASTIC (80335) RC34H41 STF DETAIL IRC41 C I I I - 3/15' . 2 TAPE MASTIC / AT FLESHING LAP MULTI — GUTTER EXPANSION JOINT RC41A1 REQ'D AT UNLINED GUTTERS (100' -0" O.C. MAX.) RC41AIV4 R 09/01 /2000 1 PURLIN -r1 CLOSURE L/ RE�E /V CKA /2 PURLIN CLA- r UK /ii_1; CLR- 8 11 1 1/2 " PURLIN RC80A2 JOB I CA0113975 -0 DATE 8/28/2001 DRAWN /CHECK DG / PAGE C RA it PURLIN CLOSURES PURLIN TO PURLIN Rc8PA3V2 R 12/31/91 12 -14 x 1 1/4" WALL STRUCT FSNR (564••) 2 PER CLOSURE 1/8" BLIND POP RIVETS (5526•) 4 PER LAP NOTE: ALL BOLTS TO BE 1/2" X 1 1/2" A325 (49080) TIGHTEN BOLTS TO "SNUG TIGHT" CONDITION AS DEFINED BY THE AISC /RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" RAKE BEAM 1/4 -14 x 1 1/4" STRUCT FSNR (55307) 4' -0" 0.C. BASE OF WALL ANGLE (BWA -) ROOF HGT. CHANGE FLASHING (RHC -) MIN NOTE: CLIP CONNECTION MAY BE REQUIRED. SEE ERECTION OWGS. WELDED LOW EAVE PURLIN P & B END FRAME (6 1/2" OR 8 1/2" PURLIN) R31142v1 a 05/01/2000 PANEL RIB I II ' IIIIN INSIDE CLOSURE �� (80130) I`I 1 5/16" BEAD OF NON-SKINNING TUBE I. SEALANT (80202 70) DOUBLE ROW W.P. is PANEL RIB WALL PANEL 3/16" x 1/4" TAPE MASTIC (80390) CONT EACH SIDE OF CLOSURE 12 -14 x 1 1/4" WALL STRUCT FSNR (564• ") 3 PER FOOT BASE OF WALL AT RF HT CHANGE PANEL RIB WALL (NON —ICE DAMMING) METAL WC52A1V3 R 02/25/2009 FLASHING PURLIN CLOSURE (CKA -) 6 1 /2" PURLIN CLA 8 1/2" PURLIN CLR- 11 I/2" PURLIN STANDARD LOW EAVE PURLIN \ S. 1/4 -14 x 7/8" WALL STITCH FSNR (565 3' -0" O.C. BOTTOM OF ROOF PANEL IRC80A3 FRAME RS11A2 BASE OF WALL TRIM (BWT -), DO NOT USE FASTENER. FLASHING (RHC -) MUST BE FREE TO MOVE WITH ROOF WC52A1 146" BLIND POP RIVETS (5526.) 4 PER LAP FIELD NOTCH EAVE PURLIN CLOSURE TO FIT PURLIN FLANGE EAVE PURLIN CLOSURE (_CLE_) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESION OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 12 - 14 X 1 V. WALL STRUCT FSNR (564..) 2 PER CLOSURE PURLIN CLOSURE CKA- 6 'h" PURLIN CLA - ) 8 '/z" PURLIN PURLIN CLOSURES 1RC80C1 WELDED EAVE PURLIN TO PURLIN RCSOCIV3 R 05/14/95 L 1 1/4" PANEL RIB ENDWALL AT RAKE W/ BLANKET INSULATION WCIOAIV3 R 02 /29/95 RAKE CHANNEL OR RAKE ANGLE WILL VARY, SEE RS 10•• T \ PANEL RIB WALL PANEL (SEE ERECTION DRAWINGS) • 12 -14 x 1 1/4" WALL STRUCT FSNR (564• 2/ FOOT ONE AT EACH SIDE OF RIB WC1OA1 1/4 -14 x 1 1/4" STRUCT FSNR (55307) 4' -O" O.C. PANEL RIB INSIDE CLOSURE (80130) BASE OF WALL ANGLE (BWA -) 4.P. PANEL RIB WALL PANEL 3/16" x 1/4" TAPE MASTIC (80390) CONT EACH SIDE OF CLOSURE 12 -14 x 1 1/4" WALL STRUCT FSNR (564 3 PER FOOT 1/4 -14 x 7/8" WALL STITCH FSNR (565 3' -0" O.C. BASE OF WALL TRIM (BwT -) BOTTOM OF ROOF PANEL BASE OF WALL AT RF HT CHANGE WC53A1 PANEL RIB WALL (NON —ICE DAMMING) FLEXIBLE 1 wc53AIv3 R 02/25/2000 FLASHING NOTE: ALL BOLTS TO BE I/2" X 1 1/2" A325 (49080) TIGHTEN BOLTS TO "SNUG TIGHT" CONDITION AS DEFINED BY THE AISC /RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" FLANGE BRACE (FB -) OR (SFS -) PURLIN CONN. AT INTERIOR FRAME RSO1A2J 6 1/2" OR 8 1/2" CONTINUOUS PURLINS W/0 CLIP I 950162V3 R 04/01/2000 1 BOTTOM OF ROOF SHEET 12 -14 x 1 1/4" WALL. STRUCT FSNR (564 2 PER FOOT- FACE OF WALL PANEL 1 1/4" L 1/2" PANEL RIB WALL SSR HIGHSIDE WALL ATTACHMENT 1WC13A3 PANEL RIB WALL WC13A3V1 03/01/90 Building Code: 97UBC Live Load: (Reducible) 20,00 psf Coll Load:Gravity 5.00, Uplift 0.00 psf Wind Speed: 80.00 mph Wind Exposure: C Roof Snow: 25.00 psf Snow Exposure Category: 3 Seismic: Zone 3 Buildinn USP:Standard Occunancies I IIIIIIIII'''1111I IIIIINIIIII _IIIIIIIIIIIIIIIIIIIIIIIII O INCH 1 -`- CHINA ( 9. 3 P8til1?S fot8 ilept THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, APPLICABLE DETAILS ABLE VP ERECTION GUIDES, DRAWING, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. FASTEN RAKE CHANNEL LAPS WITH (2) 1/4 -14 x 1 1/4" STRUCT FSNR (55307) RAKE CHANNEL TO PURLIN (SSR) 6 1/2 ", 8 1/2" OR 11 1/2" PURLIN (PR OR VR WALLS) RSIOCIVI 02/29/96 FACADE IN TERMEDIATE CEE GIRT OR WALL GIRT --- 12 -14 x 1 1/4" S.S. ROOF STRUCTURAL 3 PER FOOT PANEL RIB INSIDE CLOSURE (80130) W/ 3/16" x 1/4" TAPE MASTIC (80390) CONT. BOTH SIDES Q OR BACKSIDE OF FACADE CRIMPED BASE PANEL RIB WALL PANEL 1/4 -14 x 1 1/8" S.S. ROOF STITCH FASTENER 3' -0" O.C. r- MULTI-GUTTER OPTIONAL LINER (NBVP) NOT SHOWN BASE OF WALL AT MULTI - GUTTER PANEL RIB WALL (NON —ICE DAMMING) WC40AIV3 R 04/01/2000 WC40A1 VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE ENDWALL 8/29/2001 I lIII1L111 1111111;11] ill S 171. £ l Zl ,.,..... .1, . . .6 . 8 L 9...., g 17 £ Z . t Y3 0 1111111111111111111 1 11111111111II IIII1IIIIIIIII 111111III IIIIII111111IIIIII111111111111IIII II1 1 IIII1111 II1I11111111I1111111111►I BY NTS RAKE CHANNEL RKCJ - - ) AT 6 1/2" PURLINS RKC - -) AT 8 1/2" PURLINS (RKCH__) AT 11 1/2" PURLINS (1) 1/4 -14 x 1 1/4" WALL STRUCT FSNR (55307) DESCRIPTION CITY OFT I UKWILA PERMIT CENTER 9:50:59 RS10G1 CUSTOMER • NOTE ALL BOLTS TO BE 1/2" / 1 1/2" A325 (49080) TIGHif 'I BOLTS TO "SNUG TIGHT" CONDITION AS DEFINED BY THE AISC /RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" HAUNCH MEMBER WELDED LOW EAVE PURLIN (INT. FRAME) 6 1 /2" OR 8 1 /2" PURLINS (O.S, GIRTS) 0011411/5 R 08/01/2000 NOTE: METHODS AND /OR TYPE OF ATTACHMENT OF COUNTER FLASHING TO MASONRY IS THE RESPONSIBILITY OF THE ERECTOR SUPPORT ANGLE (RBS -) CONCRETE ANCHOR . 2' -0" O.C. NOT BY VP BASE ANGLE (BA1) FIELD NOTCH AT CUTTER SPLICES & EXPANSION JOINTS CONCRETE ANCHOR 2' -0" O.C. NOT BY VP PURLIN CLIP (EPC2) WELDED (EPCI) BOLTED MASONRY WALL 1 1/4" HOLD EPC STANDARD LOW EAVE PURLIN JCP052050 JCP052050 RS11A1 COUNTER FLASHING, WEATHERSEAL AND ATTACHMENT NBVP. 12 -14 x 1 I/4" S.S. ROOF STRUCT FSNR (57400) 1' -0" O.C. MULTI - CUTTER \\ CUTTER SPLICE BACKING (SMGB -) SHOWN BEYOND MULTI- GUTTER ATTACHMENT WC40F1 MASONRY WALL;1 7 GA. GALV. /24 GA. PAINTED GUTTER I wc4OFIVI 04/01/2000 CUSTOM SED'S BUILDER CHG Building Systems, Inc LOCATION Seattle, Washington PROJECT Grand Central Casino BUILDER'S POH FILENAME. CA0113 97 5 -010E1 . VpC 'AS 1AA.. VP BUILDINGS vARCOPRUOEN VPC VERSION: 2 6 JOB N CA0113975 -0 8 DRAWN / CHECK DG/ PAGE DATE �� rJ