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HomeMy WebLinkAboutPermit D08-231 - VALLEY VIEW SEWER DISTRICT - GARAGE AND IMPROVEMENTVALLEY VIEW SEWER DISTRICT 14816 MILITARY RD S D08 -231 Parcel No.: 0041000083 Address: 14816 MILITARY RD S TUKW Suite No: Tenant: Name: VALLEY VIEW SEWER DISTRICT Address: 14816 MILITARY RD S , TUKWI LA WA Owner: Name: VAL VUE SEWER DIST Address: PO BOX 69550 , SEATTLE WA 98168 Phone: Contact Person: Name: BRANDT MCCORKLE Address: 910 MARKET ST , K RKLAND WA 98033 Phone: 425 827 -7850 Contractor: Name: BEISLEY INC Address: 230 MAPLE WOOD CT NE , BELFAIR, WA 98528 Phone: Contractor License No: BEISLI *027LC DESCRIPTION OF WORK: CONSTRUCTION OF NEW 2850 GARAGE/CARPORT ALONG WITH SITE IMPROVEMENTS. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE INCLUDING A BIO- SWALE, SIDEWALK, CHANELIZATION, PAVEMENT, AND STREET USE. WATER DIST. 125 & VAL -VUE SEWER DISTRICT. Value of Construction: Type of Fire Protection: Type of Construction: doc: IBC -10/06 CitAf Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http://www.ci.tukwila.wa.us $105,193.50 DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D08 -231 Issue Date: 07/08/2008 Permit Expires On: 01/04/2009 Expiration Date: 10/01/2009 Fees Collected: $8,837.78 International Building Code Edition: 2006 Occupancy per IBC: 26 D08 -231 Printed: 07 -08 -2008 Public Works Activities: Channelization / Striping: Y Curb Cut / Access / Sidewalk / CSS: Y City o•Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Permit Number: D08 - 231 Issue Date: 07/08/2008 Permit Expires On: 01/04/2009 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 5 c.y. Fill 92 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Permit Center Authorized Signature: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of ermit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or th - rformance of wor • . I - authorized to sign and obtain this development permit. Signature: Print Name: doc: IBC -10/06 h c? /)cam Date: — 1 '8-0 t/ Date: 7// f /e7° This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. D08 -231 Printed: 07 -08 -2008 Parcel No.: 0041000083 Address: Suite No: Tenant: • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 14816 MILITARY RD S TUKW VALLEY VIEW SEWER DISTRICT 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D08 -231 ISSUED 04/28/2008 07/08/2008 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 7: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 8: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 9: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 10: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 11: New suspended ceiling grid and light fixture installations shall meet the non - building structures seismic design requirements of ASCE 7. 12: Partition walls that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the building structure. 13: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 14: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. doc: Cond -10/06 D08 -231 Printed: 07 -08 -2008 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 17: All wood to remain in placed concrete shall be treated wood. 15: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 16: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 18: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 19: Manufacturers installation instructions shall be available on the job site at the time of inspection. 20: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 21: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 22: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 23: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 24: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 25: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 26: ** *FIRE DEPARTMENT CONDITIONS * ** 27: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 28: The total number of fire extinguishers required for an extra hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (4A 40 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 29: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 30: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) doc: Cond -10/06 D08 -231 Printed: 07 -08 -2008 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 31: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 32: No point in a building may exceed the maximum exit access travel distance listed in Chapter 10, section 1015, Table 1015.1 of the International Fire Code and International Building Code. 33: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 34: The path of egress travel along a means of egress shall not be interrupted by any building element other than a means of egress component as specified in this chapter. Obstructions shall not be placed in the required width of a means of egress except projections permitted by this chapter. The required capacity of the means of egress system shall not be diminished along the path of egress travel (IFC 1003.6) 35: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 36: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 37: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 38: Fire doors shall be maintained in operative condition at all times, including complete closure and latching of the assembly. (IFC 1019.1.1) 39: Means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1 foot -candle (11 lux) at the floor level. The power supply for the means of egress illumination shall normally be provided by the premise's electrical supply. In event of a power failure an emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 40: Aisles in nonsprinklered buildings shall be a minimum of 96 inches (2438 mm) wide. (IFC 2306.9.1.2) 41: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2051. 42: The installation of wiring and equipment shall be in accordance with N.F.P.A. 70, Article 760, Fire Protective Signaling Systems. (NFPA 72- 1.3.3) 43: Local U.L. central station supervision is required. (City Ordinance #2051) 44: Remote indicator lights are required on all above ceiling smoke detectors. (City Ordinance #2051) 45: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 46: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2051) 47: 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 #2051) doc: Cond -10/06 D08 -231 Printed: 07 -08 -2008 • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 48: Key box - When access to or within a structure or an area is unduly difficult because of secured openings or where immediate access is necessary for life- saving or fire- fighting purposes, the Chief may require a key box to be installed in an accessible location. The key box shall be a type approved by the Chief and shall contain keys to gain necessary access as required by the Chief. (IFC 506.1) 49: Fire alarm systems shall be maintained in an operative condition at all times. Fire alarm systems and their component parts shall be inspected and tested per manufacturer's specifications and N.F.P.A. 72 at a minimum frequency of every twelve months. A copy of inspection, test and maintenance records shall be forwarded to the Tukwila Fire Prevention Bureau. (NFPA 72 (10.2.1.1)) (City Ordinance #2051) 50: Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (4.4.1.4.2.1)) 51: The reset code for the fire alarm panel or keypad shall be 1- 2- 3 -4 -5. The reset code shall not be changed without approval of the Fire Marshal. The reset code should be permanently posted at the keypad. (City Ordinance #2051) 52: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 53: The Tukwila Fire Department has changed keybox manufacturers, from Supra to Knox. Install a fire department Knox keybox. Contact the Tukwila Fire Prevention Office at 206 - 575 -4407 for ordering information. 54: Call the Tukwila Fire Department at 206/575 -4407 for approval of any system shut down. Have job site address, name and the Tukwila Fire Department Job Number available to confirm shut down approval. (City Ordinance #2051) 55: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 56: 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 110.26(A) thru F(2)) 57: Each circuit breaker shall be legibly marked to indicate its purpose. (NEC 110 -22) 58: Doors into electrical control panel rooms shall be marked with a plainly visible and legible sign stating "ELECTRICAL ROOM" or similar approved wording. (IFC 605.3.1) 59: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 60: 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 width an approved turn- around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) 61: A mechanical ventilation system shall be provided in accordance with IMC 2006 edition. 62: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 63: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 64: These plans were reviewed by Inspector 0700. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: Cond -10/06 D08 -231 Printed: 07 -08 -2008 • City of Tukwila 65: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 66: Contractor shall notify Public Works Development Engineer / Project Inspector, Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 67: Work affecting traffic flows shall be closely coordinated with the Public Works Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 68: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 69: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 70: Any material spilled onto any street shall be cleaned up immediately. 71: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 72: 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. 73: The Land Altering Permit Fee is based upon an estimated 5 cubic yards of cut and 92 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the fmal quantity and pay the difference in permit fee prior to the Final Inspection. 74: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 75: 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. 76: Project shall comply with Geotechnical Evaluation/Report by Nelson Geotechnical Associates, Inc., dated February 11, 2008 and subsequent geotechnical evaluations /reports. 77: Demo existing storm drainage pipe along South side of S. 148th Street (adacent to North property line). 78: New street portion within S. 148th Street, shall comply with City of Tukwila standard detail RS-3 & street section standards and specifications. doc: Cond - 10/06 * *continued on next page ** D08 -231 Printed: 07 -08 -2008 Signature: Print Name: • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us The granting of this permit does not presume to give authority to violate or cancel the provision of any other work construction or the performance of work. I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and this work will be complied with, whether specified herein or not. D QI-LQ A l c-PC doc: Cond -10/06 D08 -231 Date: 7 ! ShcP ordinances governing or local laws regulating Printed: 07 -08 -2008 -. SITE LOCATION Site Address: I 4 i H 1 LATte, scj Tenant Name: CITY OF TUKWILA' Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.c.i.tukwila.wa.us Property Owners Name: V4-U -E. i V I EI4 5 V-EL5 L `P (S"j121 clT Mailing Address: -a Name: T AZ4+ PT 1-1 C - C o2-I Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** 0 E -Mail Address: IA► cc° rt.)-o_ _j' j l6 rat , c •>, GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Contact Person: E -Mail Address: Contractor Registration Number: Company Name: Mailing Address: Company Name: 1).(15/3 C,1 t--1 �- w,S /_f-- Mailing Address: i O 7- Jl^4(2 -e c 41 Contact Person: lF en 1 L L. i L-1- 0 E -Mail Address: J P c _ 6 �+•� Q:\Applieations\Foims- Applications On Line\3 -2006 - Permit Application.doe Revised 9 - 2006 bb Building Permit No. Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. King Co Assessor's Tax No.: 0 (;41 60 -0 OR 3 08 1 Po) Suite Number: City Mailing Address: ° 7 10 - 1"1 p 1 _ I6i2j1 t $ U City Fax Number: ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record (For office use only) New Tenant: 4( Floor: ❑ Yes A.No Alb U State Zip CONTACT PERSON - who do we contact when your permit is ready to be issued Day Telephone: 42.5"-.s-z 73s- State Zip sz7- 7 1 Company Name: U U J UHT] L fUCS V1 c- 1 Crank f Mailing Address: City State Zip Day Telephone: Fax Number: Expiration Date: ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Gt( 6 ).- Q21 -0 - s IGr g. c.41-a-40.) g( City State Zip Contact Person: 1) .A4 - L—Dr --- Day Telephone: ` 42 5 - c3 - `78 5 E -Mail Address: 4'� z c.o r),fz 41, a- a--- -1 J (. C,O +,+-. Fax Number: BLS - Z- z - - 7 o ) 44 1 p -K 1 ...4. r4 .0 w4 C; rg6 3 City State Zip Day Telephone: 4 ° z.--4 x 224 Fax Number: 1 -12 C • $ 2?- (., I' ) Page 1 of 6 BUILDING PERMIT INFORMOION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ ��d Oc Existing Building Valuation: $ 1 , 4 ?14 Scope of Work (please provide detailed information): 5c6.. PAS r -T t . 2 -i p' fl » 1 "64 4 - O. Q _ " lit i_o l r . . _ 4 - C ) A - ifI \ d (3,41z4 E / ( a E T 5 t 7 z " 1 / 1 r2o vcM J «.lcs:il�.�sr..� +�r��r��` s� �'�.ii�►7��"1if' � • L."1`7��j�CG►L:�L��c -yi: • —iwas l z� Will there be new rack storage? ❑ Yes • X . No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principaldwelling:: Floor area of accessory dwelling: • *Provide documentation that shows that the principal owner lives m one ofthe dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 1 k Compact: Z Handicap: Will there be a change in use? ❑ Yes No If `yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: ❑ Sprinklers Automatic Fire Alarm ❑ None Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11 "paper including quantities and Material Sa ty ata Sheets. SEPTIC SYSTEM ❑ On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q:Wpplications\Ponns- Applications On Line \3-2006 - Permit Application.doc Revised: 9 -2006 bh Other (specify) Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC l Floor q--CP 0 +ad V - 6 ., Z 2 °d Floor - - - . • 3` Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage 2s6 v-'h V Attached Carport Detached Carport , , . t t Covered Deck Uncovered Deck BUILDING PERMIT INFORMOION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ ��d Oc Existing Building Valuation: $ 1 , 4 ?14 Scope of Work (please provide detailed information): 5c6.. PAS r -T t . 2 -i p' fl » 1 "64 4 - O. Q _ " lit i_o l r . . _ 4 - C ) A - ifI \ d (3,41z4 E / ( a E T 5 t 7 z " 1 / 1 r2o vcM J «.lcs:il�.�sr..� +�r��r��` s� �'�.ii�►7��"1if' � • L."1`7��j�CG►L:�L��c -yi: • —iwas l z� Will there be new rack storage? ❑ Yes • X . No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principaldwelling:: Floor area of accessory dwelling: • *Provide documentation that shows that the principal owner lives m one ofthe dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 1 k Compact: Z Handicap: Will there be a change in use? ❑ Yes No If `yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: ❑ Sprinklers Automatic Fire Alarm ❑ None Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11 "paper including quantities and Material Sa ty ata Sheets. SEPTIC SYSTEM ❑ On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q:Wpplications\Ponns- Applications On Line \3-2006 - Permit Application.doc Revised: 9 -2006 bh Other (specify) Page 2 of 6 I I PUBLIC WORKS PERMIT INF TION — 206 - 433 -0179 Scope of Work (please provide detailed information): Half street improvements on south side of S. 148th, East of Military Water District ❑ ...Tukwila ®... Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate 12 ® ...Total Cut 5 .. .Total Fill 92 12 El Road to include curb, gutters, sidewalk. Please refer to Public Works Bulletin #1 for fees and estimate sheet. 13 ... ValVue El... Sewer Availability Provided Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ...Civil Plans (Maximum Paper $ize — 22" x 34 ") ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ...Construction /Excavation/Fill - Right -of -way x Non Right -of -way cubic yards cubic yards ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... 1 " ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public _ ❑ ...Water Main Extension Public 13 FINANCE INFORMATION Fire Line Size at Property Line ❑ ...Water ❑ ...Sewer Monthly Service Billing to: Name: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: City State Zip Day Telephone: City State Zip Q:\Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Call before you Dig: 1- 800 -424 -5555 If x .. Curb Cut .. Pavement Cut ❑ .. Looped Fire Line ❑ .. Highline ❑ .. Renton WO # WO # WO # Private Private Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use.— Potential Disturbance ❑ .. Work in Flood Zone ® .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor ❑ .. Channelization .. Trench Excavation ❑ .. Utility Undergrounding ❑ .. Renton ❑ .. Seattle p ...Deduct Water Meter Size " ❑ ...Traffic Impact Analysis ❑ ...Hold Hartless — (SAO) ❑...Hold Harmless — (ROW) Page 3 of 6 PERMIT APPLICATION NOTES — Applicable to all permits in this application 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. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. 13 ' DINGO OR AUTH Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). Print Name: �1..�� I�A 6 e_._ Mailing Address: q 51' Date Application Accepted: Q:Wpplications\Forms- Applications On Linel3 -2006 - Permit Application.doc Revised: 9 -2006 bh Date Application Expires: City Date: `'`G / 6 Day Telephone: 42'51 X21— — 7e)5 ts State Zip Staff Initials: Page 6 of 6 Parcel No.: 0041000083 Permit Number: D08 -231 Address: 14816 MILITARY RD S TUKW Status: APPROVED Suite No: Applied Date: 04/28/2008 Applicant: VALLEY VIEW SEWER DISTRICT Issue Date: Receipt No.: R08 -02463 Initials: WER User ID: 1655 Payee: VAL VUE SEWER TRANSACTION LIST: Type Method Descriptio Amount ACCOUNT ITEM LIST: Description Payment Check 795 3,753.79 PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http://www.ci.tukwila.wa.us Account Code Current Pmts 000/342.400 000/345.830 000/342.400 000/345.830 000/386.904 RECEIPT Payment Amount: $3,753.79 Payment Date: 07/08/2008 03:09 PM Balance: $0.00 37.00 23.50 3,178.00 510.79 4.50 Total: $3,753.79 4551 07/08 9711 TOTAL 4253.79 doc: Receiot -06 Printed: 07 -08 -2008 Parcel No.: 0041000083 Permit Number: D08 -231 Address: 14816 MILITARY RD S TUKW Status: PENDING Suite No: Applied Date: 04/28/2008 Applicant: VALLEY VIEW SEWER DISTRICT Issue Date: Receipt No.: R08 -01391 Initials: JEM Payment Date: 04/29/2008 10:51 AM User ID: 1165 Balance: $3,753.79 Payee: VAL VUE SEWER DISTRICT TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2813 2,583.99 ACCOUNT ITEM LIST: Description PW BASE APPLICATION FEE PW PLAN REVIEW • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http://www.ci.tukwila.wa.us Account Code Current Pmts 000/322.100 000/345.830 RECEIPT Payment Amount: $2,583.99 250.00 2,333.99 Total: $2,583.99 • 1773 04/29 9711 TOTAL 2583°99 dot: Receipt-06 Printed: 04 -29 -2008 Parcel No.: 0041000083 Permit Number: D08 -231 Address: 14816 MILITARY RD S TUKW Status: PENDING Suite No: Applied Date: 04/28/2008 Applicant: VALLEY VIEW SEWER DISTRICT Issue Date: Receipt No.: R08 -01369 Initials: JEM User ID: 1165 Payee: VAL -VUE SEWER DISTRICT TRANSACTION LIST: Type Method Descriptio Amount Payment Check 794 2,500.00 ACCOUNT ITEM LIST: Description BUILDING - RES PLAN CHECK - RES PW PLAN REVIEW • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http :• / /www.ci.tukwila.wa.us Account Code Current Pmts 000/322.100 000/345.830 000/345.830 RECEIPT 1,313.20 853.58 333.22 Total: $2,500.00 • Payment Amount: $2,500.00 Payment Date: 04/28/2008 12:55 PM Balance: $6,337.78 1704 04/28 9711 TOTAL 250000 doc: Receiot -06 Printed: 04 -28 -2008 Project Ii LAN' Seer Type of Inspection ,iw 5, - ;14.Q Address: HP (v f'lfIrtL -• M Date Called: , ' O t 9 Special Instructions: Date Wanted: Q ,/ /'? a.m. p Requester: `-- Phone No: 57 5t4 odd 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. 12 Corrections required prior to approval. COMMENTS: — Fivlated I vi0• to 4' - F•I oa (Pd Ft — f liekte al Flna(ed - VietAeJ Inspector: 175 Date: 3(1'24 01 ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: IDate: .y .,.a.- • Mares. • - - . ..... . -.. —� Project: y ,vim.- voy /l y� s : Type of Inspection: ; /.. 4 / Address: /yd/ IV/ Z :4f / ?0 Date Called: - Special Instructions: Date Wanted: Requester: Phone No: 3‘D- 7- V-26iZ / 7 - INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #1,00, Tukwila, WA,98188 t>8- PERMIT NO. f� � (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: pe.rei;+(lerriplaiok:Aiti/ Date: 60.00 REINSPECTION F OIRED. Prior to inspection, fee must be aid at 6300 Southcenter :lvd , Suite 100. Call to schedule reinspection. E RE Receipt No.: (Date: COMMENTS: It S .. (_ r G 4. ;. A 7e /. ( D a 'G i r a L/ l DA-is L{/''�/' 7 i J p ' v k! . 73 '� t C Da cLJ� a Jvt Ar,. ( ) rU PJ ' Mr P-�P t ,' ,)e A.: Of r . ; . o K i , S e XXr ! tAi /�J: e tit/ I eArer {yb J e 4-; A•? 7, p � (AS e�E tJ1`-,„ � LA-,b . A J /Do f- l e..� ( :.--` ,�,, 14:t72 rl (boc- J i f J I � ,1 Ju (4 -,' J 4 plod, fi�...1 a -4 1 - -,. .)/1 _So1n(�6Q 1 e:. 1 . mil 1 i*oe.a i /t dr,?'tu Project: Vil / //y to S ' Type of Inspection: , , 4/49 / fog G6 / /6 /' /iI/ / t C Da cLJ� a Jvt Ar,. Special Instructions: Date Wanted: Requester: Phone No: ,3‘ 4 - 73/ -2! /6 INSPECTION RECORD INSPECTION NO. Retain a copy with perLnit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 J Approved per applicable codes. Inspec r: ; + , /j' ` 1 t/ Date: 1 to823,1 PERMIT NO. (206)431 //L 6- orrections required prior to approval. 0 RF NSPECTION FEE REOUIR Prior to inspection, fee must be at - 6300 S ,otithcenter Blvd., Suite 100. Call to schedule reinspection. Rece`lpt Iko 0 !Date: e � COMMENTS: Type of Inspection: IN I il / a (713 1 Address: i 4616 kh i Lrh vi-/ t), T' pO Li .S p 0 . •mo . T, i t 1 : n es — coy e -T-1.--e "A. 2-) u P J, .S p ec' a i P � , ' .h..t ; Phone No: 373 1 -2 '/ 4 e... ii-,- f . / - F - 2) I C 0 E && X . -s UV" p/ 04 0/1 , - i 3 — b g Ti ;At 04- 1 -. 1 . 6(A - 2-- ( / - % — AV/ /kJ Pi I { -4_0 ¢ /� c ii- l c 31A e0 g It, Jc- f . -oJS A 1 1 Projecyt�: 1Jrf //i se WI' // , 5 -4. Type of Inspection: IN I il / a (713 1 Address: i 4616 kh i Lrh vi-/ Date Called: /if A2/1s 0r( . Special Instructions: Date Wanted: 2— 3 -09 a Requester: Phone No: 373 1 -2 '/ 4 t INSPECTION NO. J Approved per applicable codes. Inspect r: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. PERMIT NO. Date: _ i)q ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: !Date: Project: 0 M e.`'� Ul e ui Sewer Type of Inspecti Wan k. ( •� : a A Address: 1 j d � �� ate Called: A 0 -1- Ai - . )� Special nstructions: Date Wanted: a.m. 10 -2� Requester: Phone No: _ (4, 0 -`731 —2(0(C INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 )/x Ot1Y - z3 I PERMIT NO. (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Inspects or: Date: ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: ProJect: I/ VA Type of Inspection: � Address: Date Called: Special Instructions: Date Wanted: o - ‘ "3 -°t) �/ p.m. Requester: Phone No: C INSPECTION RECORD Retain a copy with permit INSPEO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 Approved per applicable codes. Corrections required prior to approval. 7 COMMENTS: - 11 Date: $60 ' 0 REINSPECTION FEE F3' Q UIRED. Pri r to inspection, fee must be p. d at 6300 Southcenter Blvd., uite 100. all to schedule reinspection. 'Date: Project Type of In pect Ad {dre s:: j\lv Date Called: .‘ f Special Inst uctions: i Date Wanted: (3 � �/ a.m. .YV() .P.: Requester: Phone No: INSPECTION RECORD Retain a copy with permit Ovt- -z3 PEFMIT NO. CITY OF TUKWILA BUILDING DIVISION F. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION NO. Approved per applicable codes. 'Receipt No.: Corrections required prior to approval. COMMENTS: roJilse{ Inspe or: Date: r, J )/ -3- ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. !Date: fit COMMENTS: I Az f .A - l J-', , ‘/,i f V , OK-- Tv 3 U T AS 1 s A' AS S 6 / t 151 r P "0/1 7'` G l' 0/ e4 .,1 (.1__ i 5.)L r ide - 14.4,e fr - /, ., ( !lam Q V 1 71 ('k 1 ,.,,, n l° r ''^ _ 7 ( _ d l/ a.m. Requester: Phone No: Project: : f, 4 V , 1 Type of Inspct)tn: S 6 Address: t Date Called: Special Instructions: j Date Wanted: / _ 7 ( _ d l/ a.m. Requester: Phone No: • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 0 Approved per applicable codes. DO&s- 2.31 ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: o rr ections required prior to approval. 1) n A -or rte- ,c' - _ - — - -�+- -- Project: (JA-ii R - T (11.e Li.) .�rtr�-t Type of Inspction: a ; Ai Address: ei r� ,(. j 2D Date Called: Special Instructions: Q 1 0 0 — 0 ( -F Date Wanted: Cl '' kW Qd p.m. Requester: Phone ( _ 0 —1 3 (- Z C. 40 F L. INSPECTION RECORD Retain a copy with permit Fr INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION F 6300 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 • Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: PAT 14 d d ie MQA S v J ) itA.'u u Inspector: 14 Date: q _ 7 ( _ 3,?),/ ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 Receipt No.: !Date: Project: . 1�P'fl2 11 1Q�?r of Inspection: ( er -t ' - er StA • Lt Address: • I. C', ( P1, 1 . IA/ � D Called: , Specie ll Instructions: Date Wanted: Z — p.m. Requester: Phone No: be), - 131 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (114- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Inspector" outs AX, A i Date: -2 4- or El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: FDate: Projects kite ` ' r t co Se T y pe of Inspection: (; _ Address: Date Called: Special nstructi 5 4..1L fil i i �°'`� i p h , A " s A p I -1 ' . � Date Wanted: 1 - / (» °5 a.m. } .m. Requester: .. hone P © r i 3 2 / 6 �3 06.g - 23 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. I.. COMMENTS: / A.rThId Alt/ v -�J v,.10 , `T I, s ee ' u Inspec Date: 4 _ ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: 1!� COMMENTS: t �kl ( '/I O J E• OA A Q& d '\ 5 Date Called: --br A-1( 3e e.)A-e . cppbth Date Wanted: (^ -e 6 — `�-� l / b . 4J 4 .{ .-. V � -' s . .S e e_A () r J 0;LS ate-Ai/Mt.( 1 .f ,.., Project: u .4(8 V;.nom v SP�G e, Type of Inspection: \ 6j-1�t o( Addres : 1o 7 - ( Date Called: Special Instructions: Date Wanted: d.nl - 0" C.) p.m. Requester: Phone '73(- 2-c f Inspect r: INSPECTION RECORD Retain a copy with permit DM -231 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.; #100, Tukwila, WA 98188 (206)31 -3 • El Approved per applicable codes. Corrections rgquired prior to approval. • El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. .e — fJ - – Receipt No.: 'Date: r Prod ef : I l V /T I E(4 l! iC , o co T of Inspection: pr e C'(k}S--(r. t bP i'r'e... Address: 1Li 81(0 Millt /lig Date Called: Special Instructions: 7 AO CO hJ AN ZS) l ` 4r14 Date Wanted: " — r 7 — (-9(42, : i. p.m. Requester: Phone . � No: �-U'C/J2 12-323 4' INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 4 6300 Southcenter Blvd., #100; Tukwila, WA 98188 . (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Insp-ctor:. Alfei\ Is T��;1110111111i y_7j INSPECTION RECORD Retain a copy with permit bc'23 PERMIT NO. Date: . _ l S .6 n . EJ $60.00 REINSPECTION FEE ' EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: f/ Pr ject t ' u��ev _fie �' Typ of Inspection: i t e_ - 61 At d Address: 11 <f co A' I . m1\ ILLI Called ;;� 1.;_.7.1 Spec a Instructions: ID"` 0n c_ t / r Date Wante - , I am. : Requester: Phone No: ,A*( INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ■ 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. ❑ Corrections required prior to approval. 0 $60.00 REINSPECTION FEE REQUIRED. Prior to inspction, fee must'be paid at 6300 Southcenter Blvd., Suite`'100. Call to schedule reinspection. COMMENTS: u 'Li - - o v -e r l ) -- 'A s a ,1 11'4 p e.' b w cite, ( Receipt No.: 'Date: P tl �'�y 1/ 11A d� Lll/`�`TYPeofIns�� � n Addres 1 Date Called: Special Instructions: Date Wanted: � JJ �� 0 g a.m_ �m. Requester Pho eo 7 3 ac? 1,S4;. , . bog INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. EJ Corrections required prior to approval. COMMENTS: CCA S 4o Pou - 1 0/z3 /a Inspector: VS -; Date: / 3 f og ,, r a El $60.00 REINSPECTION FEE R to inspec ion, fee must be �QUIRED. Prior ' paid at 6300 Southcenter Blvd., Suite 100. Call to schedtile reinspection. Receipt No.: IDate: i COMMENTS: PP Oil - .S;4 - e___ - fib s -ry _ C tiro . Address: 1141 (0 1' fi rda-S n an cl∎ j H - .S(41 cg r6n0(P _ ie t‘ c(3 Special Instructions: OK i Co ti-e U C-4 4 ,54' - Requester: W e" Phone /Tero..+r E Xp L +-e io°t&r- Cyr - - 15 I a I2-4 l 0 t . � On - s i i- -I o 10 peGf Si) S � s I I_c_ e_ �' [ o-F CBI S - P 04. -1-0 Loa ck -C(1 I . Project: ka /10/ ket r Type of Inspection: sD j cS Lt (CAS Address: 1141 (0 1' fi rda-S Date Called: 9 1 0 f 14' Special Instructions: Date Wanted: ion I ?‘ b Requester: W e" Phone No: 360 77/ - at /C o t's CD INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. 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: Date: 012 El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r eceipt No.: 'Date: ry COMMENTS: Type of Inspection: 1 (5 6( i I B..cA- (6,6%-1/4,‘" 1 M Lei t" lie 1 crt 61A i4 ( To SsiL SP SI • r 6 N T• c. Ch....--L (i )61.> A 5t..,t cz,,, .ar9 4-1 1 t , cbL s c- 5 !L. cl p.m. Requester: . t Phone No: f 73/-26/40 Proyjec�t: I I V/1 /k (/1(tA ) SeLde r Type of Inspection: Address_ ( � d S f'/ /Marl Date Called: ioh y/o k Special Instructions: Date Wanted: / p / /s /or p.m. Requester: . Phone No: f 73/-26/40 1,w 4=,Z Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit 2 1 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188" (206)431 -3670 Corrections required prior to approval. GIN IDate:'6 /6— LI $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: r sect / n � 14I I 4� V I..) Sk i# T of Inspectio 62 Ad r ate Called: Special Instructions: ,, 1 e Date Wanted: Ca m. jui& p.m. Requester gift Phone No: 9 (A - 73 - 0)1 uu )v INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. INSPECTION RECORD No Retain a copy with permit I PERMIT NO. 0 Corrections required prior to approval. COMMENTS: CC3 6 - TV ( - 1 3 c G Cost A Inspector — / /' 060. 'Date: LJ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: Project: ) 4 /k !lieu) Sewer Type of Inspection: • sp Address: 6 'iiiae`� i s 11 /n Date Called: 4a* /0 i - Special Instructions: Date Wanted: Cam. 0065 Requester: e cj, Phone No: 3/o - 73) - -A /t h INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd:, #100, Tukwila, WA 98188 • (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 940 51 G it7. 4't2 4 i.j'LC C 4y L4,4445201_ to Lce( - Inspector: ��J 'Date: 9,11/41 ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: Pr�oj / �ct� . at , N ( 1 V 1 ►�"�+ Type of Inspection Address: Date Called: 00 A Special Instructions: s Date Wanted: 7 7/), a.m. p.m. � Request . :J11 �l /! ,,. Phone o: D 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 b/- z3) PERMIT NO. (206)431 -3670 ❑ Corrections required prior to approval. COMMENTS: / l by (44) (1)41 , w• id Inspector: oti Date: El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: • • Pro'ect: \>a SoNM Type of Inspection: Address: 1w % U to M tit r Alps go S. Suite #: Contact Person: 0 °1' o OW) Special Instructions: Phone No.: Hood & #� Needs Shift Inspection: N4S �) Sprinklers: t r _ Fire Alarm: riccQ i u 2'' ft, Sv i 6Cfla. Hood & #� ( � * ` `' ' '' Monitor: *I kAtto I wtti.,* ,I Pre -Fire: Up#p , -D cek Permits: U ,iL Occupancy Type: 1 - 2- • �: . •T ,r "�= .,was{ •':. r ' 3:ef.�..i'�•F�Li: 9 + 1 INSPECTION NUMBER proved per applicable codes. INSPECTION RECORD Retain a copy with permit Word /Inspection Record Form.Doc 1/13/06 CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Corrections required prior to approval. r PERMIT NUMBERS $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from e City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 COMMENTS: ADro A - D 249 )1t ) ONAe.k. y t -°11.11) % - o / S ral) t s - DAL" E N 9 e, Sao _-�...... t 4Q tt0 tivt, Q+) - 8 4L 01 1)17-0V( Inspector: Date: 1 tuiloqb Hrs.: 1- CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 February 3, 2009 Cert No. 0809 -17 Valley View Sewer District Fax: 206 - 242 -1527 Reference: Valley View Sewer District 14816 Military Road S Tukwila Permit No. D08 -231 This is to advise you that the following inspections were completed per our reports for the above referenced project and permit. Please see the attached reports for actual details of the inspections performed. 1. Reinforced concrete footings, walls, slab on grade, curb and gutter 2. Structural steel bolting All inspections, only as inspected and reported, conformed to approved plans, specifications, UBCJIBC and related codes and/or verbal or written instructions from the Engineer of Record. Respectfully, CASCADE TESTING LABORATORY, INC_ Michele J. Guerrini Vice President KIRKLAND: (425) 823 -9800 SEATTLE: (206) 525 -6700 FAX: (425) 823 -2203 EVEFIETT: (425) 259 -0817 Z'd £OZZ £38 8Y1 ONIIS31 3adoSbo d90:Z1 60 CO qed to /Masonry Wall Requirements ilea " q �� I qiy - factor is 0.15 (R5.7 continuous ins) c :• ;I .loc with insulated cores comply 1 p ect qual 'es for Concrete /Masonry Option, list walls with C 9.0 Btu/ . °F below (other walls must meet Opaque Wall I& irement . Use descriptions and values from Table 10 -9 in the Cod ra afKleac ption l udind sulation R -value & position) U- factor IV All Other Roofs 2 .0 Opaque Walls' Below Grade Walls Page & Beard Architects Floors Over Unconditioned Space 910 Market Street, Kirkland Wa 98033 RECEIVE I-A Slabs -on -Grade ON OFTu 10.0 All( 2 S 'LUG ER PERMIT CEIt� Opaque Doors 0.600 Envelope Requirements (enter values as applicable) Project Address Minimum Insulation R -val s Roofs Over Attic Date -'" ":_ :: ' 4/24/08 All Other Roofs 2 .0 Opaque Walls' Below Grade Walls Page & Beard Architects Floors Over Unconditioned Space 910 Market Street, Kirkland Wa 98033 P i P' - !nit Slabs -on -Grade 425 - 827 -7850 10.0 Radiant Floors Maximum U- factors Opaque Doors 0.600 Vertical Glazing 0.550 Overhead Glazing Maximum SHGC (or SC) Vertical /Overhead Glazing I 0.450 Project Info Project Address 14816 Military Road So, Tukwila, WA 98168 Date -'" ":_ :: ' 4/24/08 For Building Department Use , , ...- it 0LE _ C*PY rc� ,- _ , . _ No. ' • Applicant Name: Page & Beard Architects Applicant Address: 910 Market Street, Kirkland Wa 98033 P i P' - !nit Applicant Phone: 425 - 827 -7850 2006 Washington State Nonresidential Energy Code QbstoilmiC eorref l` /'adopted Code Gi w•••: - =�- 3 Envelope Summary Climate Zone 1 ENV -SUM 2006 Washington State Nonresidential Energy Code Compliance Forms 1. Assemblies with metal framing must comply with overall U- factors Notes: Revised July 2007 Project Description X Jew Building n■ddition XAltdratiori - hinge of Used ('. DC:: ? :; Compliance Option X Prescriptive [Component Performance (See Decision Flowchart (over) for qualifications) eattle EnvStct {systems Analysis Space Heat Type 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. Concrete/Masonry Option Semi - Heated Path C Electric resistance OAII other (see over for definitions) Total Glazing Area (rough opening) (vertical & overhd) Electronic version: these values are automatically taken from ENV -UA -1. Gross Exterior Wall Area times 100 equals % Glazing divided by 90.0 1 3868.0 X100= 2.3% (Dyes O no 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 assembly below. O yes O no Check here if using semi - heated path and if project meets all requirements for semi - heated spaces as defined in section 1310. Requires other fuel heating and qualifying thermostat. Only wall insulation requiremenjis reduced (2006 change). Only available in prescriptive path. 2006 Washington State Nonresidential Energy Code Compliance Form Envelope Summary (back) Climate Zone 1 ENV -SUM 2006 Washington State Nonresidential Energy Code Compliance Forms Decision Flowchart for Prescriptive Option Use this flowchart to determine if project qualifies for the optional Prescriptive Option. If not, either the Component Performance or Systems Analysis Options must be used. 1302 Space Heat Type: For the purpose of determining building envelope requirements, the following two categories comprise all space heating types: Other: All other space heating systems including gas, solid fuel, oil, and propane space heating systems and those systems listed in the exception to electric resistance. (continued at right) All Insulation Installed? Below Grd Wall (ext) Below Grd Wall (oth) Roof Over Attic All Other Roof Raised Floor Slab -On -Grade Radiant Floor Opaque Door R -10 R -19 R -30 R -21 R -19 R -10 R -10 U -0.60 0 — Yes Mass Wal Criteria OK? (below) Glazing Criteria Met? Glazing Vert OH Area % UVaI UVaI SHGC 0 -30% 0.55 0.70 0.45 30-45% 0.45 0.60 0.40 >45% Not Allowed Component Performance Systems Analysis, or EnvStd Required Glazing Criteria Met? Mass Wal Criteria OK? (below) Yes FNo AG Mass Wall Insulation Req Mass Wall U0.15/R5.7ci CMU Block Ins. Cores Wood Frame R19 Metal Framed R19 1' Yes Yes I Glazing Area % 0-30% >30 Prescriptive Path Allowed Electric Resistance: Space heating systems which use electric resistance elements as the primary heating system including baseboard, radiant, and forced air units where the total electric resistance heat capacity exceeds 1.0 W/ft of the gross conditioned floor area. Exception: Heat pumps and terminal electric resistance heating in variable air volume distribution systems. Yes • Ye Vert OH UVaI UVaI SHGC 0.40 0.60 0.40 Not Allowed Yes f--- s All Insulation Installed? Below Grd Wall (ext) Below Grd Wall (oth) Roof Over Attic All Other Roof Raised Floor Slab-On -Grade Radiant Floor Opaque Door Wood R -10 R -19 R -38 R -30 R -30 R -10 R -10 U -0.60 Metal R -10 U -0.062 U -0.031 U -0.034 U -0.029 R -10 R -10 U -0,60 Yes No Yes • AG Mass Wall Insulation Req Mass Wall U0.15/R5.7ci CMU Block Ins. Cores Wood Frame R19 Metal Framed U0.062 Concrete/Masonry Option* Assembly Description Wall Heat Capacity (HC) Assy.Tag HC" Totals Area (sf) Area weighted HC: divide total of (HC x area) by Total Area HC x Area Revised July 2007 'If the area weighted heat capacity (HC) of the total above grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. **For framed walls, assume HC =1.0 unless calculations are provided; for all other walls, use Section 1009. Project Address 14816 Military Road So, Tukwila, WA 98168 Date 4/24/08 Space Heat Type (lectric resistance All other For Building Department Use Glazing Area as % gross exterior wall area 2.3% Prop. I 45.0% Max.Target Concrete/Masonry Option Des No Notes: If glazing area exceeds maximum allowed in Table, then calculate adjusted areas on back (over). 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) 6urzeIO U= 0.550 Plan ID wol . A - 2.1 U= 0.550 Plan ID W02. A -2.1 U= 0.550 Plan ID W03. A -2.1 U= 0.550 Plan ID W04 . A -2 U= 0.550 Plan ID W05. A -2.1 U= Plan ID: U= Plan ID: 0.550 18.0 9.9 0.550 18.0 9.9 0.550 18.0 9.9 0.55 18.0 9.9 0.550 18.0 9.9 0.550 90.0 49.5 Glazing % Electric Resist. Other Heating 0 -30% 0.40 0.55 >30 -45% see note above 0.45 . Overhead Glazing Over Attics' U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.700 0.700 Glazing % Electric Resist. Other Heating 0 -30% 0.6 0.7 >30 -45% see note above 0.6 Oth.Roofs U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.700 Opaque Doors U= 0.600 Plan ID A - 2.1 U= Plan ID: U= Plan ID: 0.600 706.0 423.6 0.600 706.0 423.6 Electric Resist. Other Heating 0.60 0.60 su [RV JOAO S10O)J R= Plan ID: R= Plan ID: R= Plan ID: 0.036 Electric Resist. Other Heating 0.031 0.036 Other Roofs R= 21.0 Plan ID A - 3.2 R= Plan ID: R= Plan ID: 0.046 2150.0 98.9 0.046 2150.0 98.9 Electric Resist. Other Heating 0.034 0.046 • Opaque Walls* R= Plan ID A - 2.1 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 3072.0 Target Opaque Wall Area (see back) 3072.0 ** ** Electric Resist. Other Heating Frame -Wd 0.062 0.062 Frame -Mtl 0.062 0.109 Mass Wall" 0.15 0.15 ++ see mass wall Criteria • rseiow Grade Wallc 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 Int Ins 0.062 0.062 Ext Ins 0.07 0.07 rioors Over 1 Inrnnri R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: 0.056 Electric Resist. Other Heating 0.029 0.056 • ciao -on- grade Rariiant R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: 0.540 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' 6018.0 572. 0 Totals' 6018. 0 572. 0 2006 Washington State Nonresidential Energy Code Compliance Form Envelope UA Calculations Climate Zone 1 ENV -UA 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 To comply: 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. OG= OG= SHGC VG= 90.0 ID: w01 0.250 2150.0 0.450 3072.0 Glazing List components by assembly ID & page # Proposed SHGC SHGC* x Area (A) = SHGC x A SHGC Target SHGC x Area (A) = SHGC x A 6uizeo ID: w01 0.250 18.0 4.5 0.450 90.0 40.5 ID: w02 0.250 18.0 4.5 Glazing % Electric Resist. Other Heating ID: W03 0.250 18.0 4.5 0 -30% 0.4 0.45 ID: W04 0.250 18.0 4.5 >30 -45% not allowed 0.4 ID: W05 0.250 18.0 4.5 ID: *Note: Manufacturer's SC may be used in lieu of SHGC. Totals' 90.0 22.5 Totals' 90.0 40.5 Climate Zone 1 ENV -SHGC 2006 Washington State Nonresidential Energy Code Compliance Forms For compliance: Proposed total SHGC x A shall not exceed Target total SHGC x A NOTE: Since 1997 SHGC compliance for vertical and overhead glazing is allowed to be calculated together. Target Area Adjustment Calculations Glazing Area Opaque Area dross txterior wau Area I 3868.0 I X I 45.0% 11 1 100 I= 1 1740.6 I 1740.6 I Roofs over Attics Other Roofs Walls) 2006 Washington State Nonresidential Energy Code Compliance Form If the total amount of glazing area as a % of gross exterior wail area (calculated on ENV -SUM1) exceeds the maximum allowed in Table 13 -1, then this calculation must be submitted Use the resulting areas In the Target UA and SHGC calculations above. Proposed Areas: Numbered values are used in calculations below. Roofs over Attics Other Roofs max tatazing Area (Table 13-1) Target OG Area in Roofs over Attics ($lesser 1740.6 Max OG Remaining = I 1740.6 I - 1j Pro••sed ••a•ue Area Proposed OG Area + Target OG Area in Other Roofs Walls maximum 1 argot Glazing Area calesser 1740.6 Target OG Area Tarr et O • . • ue Area Target VG Area = I 90.0 I Proposed Opaque Area Proposed VG Area Target VG Area Target Opaque Area 3072.0 I+ I 90.0 I- I 90.0 I= I 3072.0 Note: If there is more than one type of wall, the Target VG Area may be distributed among them, and separate Target Opaque Areas found. If the Target Areas for Opaque Walls listed on the front must equal the total calculated here Target values in shaded boxes are used In the applicable Target UA calculations on the front. Target VG Area and Total Target OG Area are also used in the applicable Target SHGC calculations above. Revised July 2007 Note: OG = overhead glazing VG = vertical glazing For Target OG's, the lesser values are used both here and below. ( Target Areas OK Building Permit Plans Checklist ENV -CHK 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Address 14816 Military Road So, Tukwila, WA 98168 Date 4/24/08 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 yes 1302 Space heat type: Other If "Other", indicate on plans that electric resistance heat is not allowed A - 2.1 yes 1310.2 Semi- heated spaces Semi - heated spaces identified on plans if allowed A - 2.1 1311 Insulation yes 1311.1 Insul. installation Indicate densities and clearances A - 3.2 yes 1311.2 Roof /ceiling insul. Indicate R -value on roof sections for attics and other roofs; Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face stapling of faced batts A - 3.2 A - 3.2 n.a. 1311.3 VVall insulation Indicate R -value on wall sections; Indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; Indicate loose -fill core insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option is used F73; A - 3.2 n.a. 1311.4 Floor insulation Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24" o.c.; Indicate that insulation does not block airflow through foundation vents yes 1311.5 Slab -on -grade floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 24" from top; Indicate above grade exterior insulation is protected A - 3.2 n.a. 1311.6 Radiant floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 36" from the top; Indicate above grade exterior insulation is protected; Indicate insulation also under entire slab where req'd. by Official yea 1312 Glazing and doors Provide calculation of glazing area (including both vertical vertical and overhead) as percent of gross wall area A - 11 yes 1312.1 U- factors Indicate glazing and door U- factors on glazing and door schedule (provide area - weighted calculations as necessary); Indicate if values are NFRC or default, if values are default then specify frame type, glazing layers, gapwidth, low-e coatings, gas fillings A - 11 yes 1312.2 SHGC & SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area - weighted calculations as necessary) A - 11 1313 Moisture control yes 1313.1 Vapor retarders Indicate vapor retarders on warm side A - 3.2 yes 1313.2 Roof /ceiling vap.ret. Indicate vapor retarder on roof section; Indicate vap. retard. with sealed seams for non -wood struc. A - 3.2 A - 0.0 n.a. 1313.3 Wall vapor retarder Indicate vapor retarder on wall section n.a. 1313.4 Floor vapor retarder Indicate vapor retarder on floor section n.a. 1313.5 Crawl space vap. ret. Indicate six mil black polyethylene overlapped 12" on ground 1314 Air leakage yes yes 1314.1 Bldg. envel. sealing Indicate sealing, caulking, gasketing, and weatherstripping A - 8.0 1314.2 Glazing/door sealing Indicate weatherstripping A - 8.0 n.a. 1314.3 Assemb. as ducts Indicate sealing, caulking and gasketing n.a. 1314.4 Recessed Lighting Fixture Indicate IC rating, ASTM E283 certification, and gasketing or caulking to ceiling PRESCRIPTIVE /COMPONENT PERFORMANCE (Sections 1320 -23 or 1330 -34) yes Envelope Sum. Form Completed and attached. Provide component performance worksheet if necessary If "no" is shown for any question, provide explanation: 2006 Washington State Nonresidential Energy Code Compliance Form Building Permit Plans Checklist ENV -CHK 20061Mashington State Nonresidential Energy Code Compliance Forms Revised July 2007 Envelope - General Requirement 1311lnsutat ion 1311.1 Installation Requirements: All insulation materials shall be installed according to the manufacturer's instructions b achieve proper densities, maintain clearances and maintain uniform R - values.To the maximum extent possible, insulation shall extend over the full component area to the intended R - value. 13112RoofCefng Insulation: Open -blown or poured loose - 511 insulation may be used in attic spaces where the slope ofthe ceiling is notmore than 3/12 and there is at least30 inches ofcl ear distance from the top ofthe bottom chord ofthe truss or ceiling joistto the underside ofthe sheathing atthe roof ridge. When eave vents are installed, baffling ofthe ventopenings shall be provided so as to deflectthe incoming air above the surf ace ofthe insulation. Where lighting fixtures are recessed into a suspended or exposed grid ceiling, the rootceiling assembly shall be insulated in a location other than directly on the suspended ceiling. EXCEPTION: Type C rated recessed lighting fol ures. Where installed in wood framing, faced battinsulation shall be face stapled. 13113WaUtnsulation: Exterior wall cavities isolated during framing shall be fully insulated to the levels ofthe surrounding walls. W hen installed in wood framing, fa bat insulation shall be face stapled. Above grade exterior insulation shall be protected. 1311AFbortnsutation: Floor insulation shall be installed in a permanent manner in substantial contactwilh the surface being insulated. Insulation support s shall be installed so spacing is notmore than 24 inches on center. Installed insulation shall notblock the airflow through foundation vents. 1311.5 Slab -On - GradeFbor. Slab - on - grade insulation installed inside the foundation wall shall extend downwa from the top ofthe slab a minimum distance of24 inches or to the top ofthe footing, whichever is less. Insulation installed outside the foundation shall extend downward a minimum of24 inches or to the frost line , whichever is greater.Above grade i nsulation shall be protected. EXCEPTION: For monolithic slabs, the insulation shall extend downward from the top ofthe slab to the bottom ofthe footing. 1311.6 RadiantFbors(on orbelow grade): grade insulation shall ex downward from the slab a minimum distance of 36 inches or downward to the top ofthe footing and horontal for an aggregate of not less than 36 inches. If required by the building official where soil conditions warrant such insulation, the entire area ofa radi shall be thermally isolated from the soil. Where a soil gas control system is provided below the radiantfloor,which results in increased convective flow below the radiantfloor, the radtantfloor shall be thermally isolated from the sub floor gravel layer. 1312 Glazing and Doors 1312.1 Standard Prox ed u re fo r D etenn !nation of G tazin g and D oor U - Factors: U - factors for glazing and doors shall be determined, certified and labeled in accordance with Standard R S - 31 by a certified independentagency by the N atonal Fenestration R ating C ouncil (N FR C ). C ompliance shall be based on the R esidential or the N onresidential Model Size. Productsamples used for U factor determinations shall be production line units or representative of units as purch ased by the consumer or contractor. U nlabeled glazing and doors shall be assigned the default -factor in Table 10 - 6. 2006 Washington State Nonresidential Energy Code Compliance Form Slab - on - top ofthe antfloor ced rd licensed 13122 Solar H eat Gain Coefficient and Shading Coefficient: Solar H eatGain C oettc,ent(SH GC ), shall be determined, certified and labels d in accordance with the N atonal Fenestration Rating C ouncil (N F R C) Standard by a certified, independent agency, licensed by the N F R C . EXCEPTION: Shading coefficients (SC) shall be an acceptable altrnato for compliance with solar heatgain coefficient equirements. Shading coefficients for glazin g shall be taken from Chapter 31 of Standard RS -1 or from the manufacturer's testdata. 1313MoistureControl 1313.1 Vapor Retarders: Vapor retarders shall be installed on the warm side (in winter) ofinsulati on as required by this section. EXCEPTION: Vapor retarder installed with notmore than 1/3 ofthe nominal R -value between itand the conditioned space. 13132RooffCeingAssembres: Rootfceilingassemblies where the ventilation space above the insulati on is less than an average of 12 inches shall be provided with a vapor retarder. (For enclosed attics and enclosed rafter spaces, see Section 12032 ofthe International Building C ode.) R ookeiling assemblies withouta vented airspace, allowed only where neither the roofdeck nor the roofstructure are made ofwood, shall provide a continuous vapor retarder with taped seams. EXCEPTION: Vapor retarders need not be provided where all ofthe insulation is installed between the roofmembrane and the structura 1 roofdeck. 13133 Walls: Walls separating conditioned space from unconditioned space shall be provided with a vapor retarder. 13134 F b o rs: Floors separating conditioned space from unconditioned space shall be provided with a vapor retarder. 13135 C raw tspaces: A ground cover ofsux mil (0.006 inch thick) black polyethylene or approved equal shall be laid over the ground within crawlspaces.The ground cover shall be overlapped 12 inches minimum atthe joints and shall extend to the foundation wall. EXCEPTION: The ground cover may be omitted in crawl spaces tithe crawlspace has a concrete slab floor with a minimum thickness of 3 -12 inches. 1314 Air Leakage 1314.1 Building Envelope: The requirements ofthis section shall apply to building elements separating conditioned from unconditioned spaces. Exterior joints around windows and door frames, openings between walls and foundation, between walls and roofand wall panels; openings atpenetrations of utility services through walls, floors and roofs; a nd all other openings in the building envelope shall be sealed, caulked, gasketed orweatherstripped to limitair leakage. 13142Glazing and Doors: Doors and operable glazing separating conditioned from unconditioned space shall be weatherstripped. F iced windows shall be tightfitting with glass retained by stops with sealantor caulking all around. EXCEPTION: Openings thatare required to bete resistant 13143Bulding Assem Ones Used asDuctsorPlenums: Building assemblies used as ducts or plenum s shall be sealed, caulked and gasketed to limitair leakage. 13144 Recessed Lighting F btu res: When installed in the building envelope, recessed lighting fixtures shall by Type IC rated, and certified underASTM E283 to have no more than 2.0 cfm air mov ementfrom the conditioned space to the ceiling cavity. The lighting fixture shall be tested at75 Pascals or 1.57 lbsAt 2 pressure difference and have a label attached, showing compliance with this test method. Recessed lighting fixtures shall be installe d with a gasket or caulk between the fixture and ceiling to prevent air leakage. Project Info Proj Addresvalley view sewer District Da 4/7/2008, 14816 Military Rd s For Build' p 1 No. ( � Tukwila, WA 98168 Name: AEA Electrical Consultants Inc. }-( I Name 1 9ols 36th Ave W, Suite E, APP • Lynnwood, WA 98036 - _ _._.._,__ • . _,. - • ,_ - AppI. Phon( (425) 775 -1799 r Project Description 0.15 W/ft2 7. New • Addition ■'i Alteration • Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. 'Compliance Option ' 0 Lighting Power Allowance 0 Systems Analysis Building Grounds (luminaires > 100 Watts) 1.25 W /ft2 motion Sensor • Efficacy > 60 lumens/VV ■ Controlled by • Exemption (list) Alteration Exceptions (check appropriate box - sec. 1132.3) _Ek • No changes are being made to the lighting &SSthag Aack installed wattage not increased, & space use not changed. Tradable Locations Description viem.rs.r"w "'°` ` "" "." ". `"- ?� �� , a ,�i ; Area (ft perimeter (If) or # of items Allowed Watts per ft or p er If Area (ft perimeter (If) or # of items Allowed Watts x ft (or x If) Uncovered Parking and drives 740.0 3700.0 New buliding canopy 0.15 W/ft2 25156 .0 3773 .4 Canopies and Overhangs JUL 0 7 2000 1.25 W /ft2 696.0 870.0 Non - Tradable Locations Description Allowed Watts per ft or per If Area (ft perimeter (If) or # of items Allowed Watts x ft2 (or x If) Bldg. Facade (by perim) (1) New Building, (2) Existing Buildings 5.0 W /If 740.0 3700.0 New buliding canopy Fluorescent Strip fixture, (2) 40W HO 4 160.0 640.0 Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Site lighting Pole mounted site lgt, full cut off, (1)MS32( 4 368.0 1472.0 New buliding canopy Fluorescent Strip fixture, (2) 40W HO 4 160.0 640.0 Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Bldg. Facade (by perim) Wall pack, full cut off, (1)175w MH 14 190.0 2660.0 Bldg. Facade (by perim) Wall pack, full cut off, (1)100w MH 6 115.0 690.0 1 w 2006 Washin• ton State Nonresidential Ener• Code Com•liance Form 2006 Washington State Nonresidential Energy Code Compliance Forms - _Revised..(uIy2007 Tradable Maximum Allo Tradable Proposed Light Total Proposed Watts may not exceed Total Allowed Watts for Exterior Non - Tradable Maximum Allowed Lighting Wattage Non - Tradable Proposed Lighting Wattage Proposed Watts may not exceed Allowed Wa CITY OF TUKWILA AH 2 81008 PERMIT CENTER Total Allowed Watts 4643 .4I aximum input wattage. For fixtures with hard -wired ballasts only, n the NREC Technical Reference Manual may also be used. Total Proposed Watts' 2112.0 VOS Mar- 12 05 04:35p SEISMIC (2003 IBC) n ZIP -COD 9 E 109 LATITUDE = 47.63 LONGITUDE _ - 122.34 • Ss = 1.515 g S1= 0.79g SITE CLASS "D" SDC = D SEIMIC USE GROUP =1 Fa = Flt = 1 1.5 Sms = Fax Ss = 1.515 g Sm1 FvxS1= 1.199 Sds = 2/3 Sms = 1.01 g Sd1 = 2/3 Sm1 = 0.79 g Fp = (0.4 Ap.Sds.Wpf(Rp /Ip)) / (1 + 2 Z/H) Ap = Ip =1 Rp =2.5 Sds =1.01 (EQ. 9.6.1:3 -1) 0 u e Projewsuled BY O sheet N � i 1 Jab N. �7sY- Esc, 1 Tradable Surfaces (Lighting power densities for uncovered parking areas, building grounds, building entrances and exits, canopies and overhangs and outdoor sales areas may be traded.) Uncovered Parking Areas Parking lots and drives 1 0.15 W /ft Building Grounds Walkways less than 10 feet wide 1.0 W /linear foot Walkways 10 feet wide or greater Plaza areas Special feature areas 0.2W /ft Stairways 1.0 W /ft Building Entrances and Exits Main entries 30 W /linear foot of door width Other doors 20 W /linear foot of door width Canopies and Overhangs Canopies (free standing and attached and overhangs) 1 1.25 W /ft Outdoor Sales Open areas (including vehicle sales lots) 0.5 W /ft Street frontage for vehicle sales lots in addition to "open area" allowance 20 W /linear foot Non - Tradable Surfaces (Lighting power density calculations for the following applications can be used only for the specific application and cannot be traded between surfaces or with other exterior lighting. The following allowances are in addition to any allowance otherwise permitted in the "Tradable Surfaces" section of this table.) Building Facades 0.2 W /ft for each illuminated wall or surface or 5.0W /linear foot for each illuminated wall or surface length Automated teller machines and night depositories 270 W per location plus 90 W per additional ATM per location Entrances and gatehouse inspection stations at guarded facilities 1.25 W /ft of uncovered area (covered areas are included in the "Canopies and Overhangs" section of "Tradable Surfaces ") Loading areas for law enforcement, fire, ambulance and other emergency service vehicles 0.5 W /ft of uncovered area (covered areas are included in the "Canopies and Overhangs" section of "Tradable Surfaces ") Material handling and associated storage 0.5 W /ft Drive -up windows at fast food restaurants 400W per drive through Parking near 24 -hour retail entrances 800 W per main entry 2006 Washin•ton State Nonresidential Ener• Code Com•Iiance Form Exterior Lighting Summary (back) LTG -EXT 2006 Washington State Nonresidential Energy Code Compliance Form TABLE 15 -2 LIGHTING POWER DENSITIES FOR BUILDING EXTERIORS Revised July 2007 Mar 12 05 04:35p p.11 ., ZJH =1 Wp =800 .. Ibs Fp = 388 lbs Fp (MAX) = 1.6 Sds.lp.Wp = 1,293 Ibs.> Fp O.K. Fp (MIN) = 0.3 Sds.lp.Wp = 242 Ibs_< Fp O.K. Fp (ASO) = Fp / 1.4 = 277 lbs == � - f7,1,47 .II . 77 ; (¢) 1. (WIND GOVERNS IN BOTH DIRECTIONS) ).< a2z_. - J 27 1Xj 7 -- ) 41" ) I 4 2/4 7, ./1: ./.lid`1 ( (1) - 1G� o x, O c) 4 ftlect/SOW '✓ J ,� n ,' Sheet No. Job No.. • By Date Project Info Project Address Valley View Sewer District Date - _ - 4/7/2 -008 14816 Military Rd s . For Building Department Use T F LE COPY it r o Tukwila, WA 98168 Applicant Name: AWA Electrical Consultants Inc. Applicant Address: 19015 36th Ave W, Suite 8, Lynnwood, WA 98036 pc rvp, 1 " f Applicant Phone: (425) 775- 1799 2720.0 Project Description Tans Included requirements. - • New Building • Addition ■ • Alleration Refer to WSEC Section 1513 for controls and commissioning Compliance Option 0 Prescriptive 0 Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Alteration Exceptions (check appropriate box - sec. 1132.3) - FOR • No changes are being made to the lighting • Less than 60% of the fixtures new, installed wattage not increased, & space use not changed. Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Workshop Fluorescent strip fixture, 2 -40w NO lamps 17 160.0 2720.0 iviiWEu - FOR tout LOHPLYANCE APPROVED '' JUL U 7 ZUU8 • City Of Tukwila ` BUILDING DIVISION , Location (floor /room no.) Occupancy Description Allowed Watts per fi " Area in ft Allowed x Area New Eulding Workshop 1.40 2012.0 2 816.8 Interior Lighting Summary LTG-INT 2006 Washington State Nonresidential Energy Code Compliance Forms Maximum Allowed Lighting Wattage 2006 Washin ton State Nonresidential Ener Code Com •liance Form " From Table 15 -1 (over) - document all exceptions on form LTG -LPA Proposed Lighting Wattage Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Allowed Watt Total Proposed Watt Revised July 2007 2816.8 2720.0 Notes: 1. For proposed Fixture Description, indicate fixture type, lamp type (e.g. T -8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. 2. For proposed Watts/Fixture, use manufacturer's listed maximum input wattage of the fixture (not simply the lamp wattage) and other criteria as specified in Section 1530. For hard -wired ballasts only, the default table in the NREC Technical Reference Manual may also be used. For track lighting, list the greater of actual luminaire wattage or length of track multiplied by 50, or the wattage of current limiting devices or of the transformer. 3. List all fixtures. For exempt lighting, note section and exception number, and leave Watts /Fixture blank. CITY OF TUKWILA APN 2 8 LUU8 PERMIT CENTER Mar 12 05 04:34p LATERAL DE X003. SCE 7-02) BASIC WIND SPEED = 85 MPH (FIG. 6 -1, ASCE 7 -02) . _..�.. _... EXP. Iw = 1.0 qz = 0.00256 x Kz x Kzt x Kd .x V ^2 x 1 (EQ. 6 qz = 13:5 PSF Cf = 1.3 (FIG. 6 -19, ASCE 7-02 HID < 1.0, FOR MECHANICAL UNIT) F = qz x Gf x Cf x Af (EQ. 6 F= 14.90 SHORT DIRECTION: LONG DIRECTION: Kd = C.9 TABLE 6-4, ASCE 7 -02) Kz= 0.81 UPTO50' Kzt= 1.0 TABLE 6-4, ASCE 7-02) Gf = 0.85 (GUST FACTOR) UNIT LENGTH (L) = 6.8 UNIT WIDTH (W) = 6.8 UNIT HIGHT (H) = 4.8 FT FT F wind = 632 Ibs: F wind = . 632 Ibs Project/Subject By ,4 Dab 0 Sheet N o. Job No 74— J') H p. • Use' LPA (W /sf) Use' LPA (W /sf) Automotive facility 0.9 Office buildings, office /administrative areas in facilities of other use types (including but not limited to schools hospitals, institutions, museums, banks, churches) 1.0 Convention center 12 Penitentiary and other Group 1 -3 Occupancies 1.0 Courthouse 1.2 Police and fire stations" 1.0 Cafeterias, fast food establishments restaurants/bars 1.3 Post office 1.1 Dormitory 1.0 Retail retail banking, mall concourses, wholesale stores (pallet rack shelving) 1.5 Exercise center 1.0 School buildings (Group E Occupancy only), school classrooms, day care centers 12 Gvmnasia assembly spaces 1.0 Theater. motion picture 1.2 Health care clinic 1.0 Theater, performing arts 1.6 Hospital, nursing homes, and other Group 1 -1 and 1 -2 Occupancies 1.2 Transportation 1.0 Hotel /motel 1.0 Warehouses ', storage areas 0.5 Hotel banquet/conference/exhibition hall 2.0 Workshops 1.4 Laboratory spaces (all spaces not classified "laboratory" shall meet office and other appropriate categories) 1.8 Parking garages 02 Laundries 1.2 Libraries 1.3 Plans Submitted for Common Areas Only' Manufacturing facility 1.3 Main floor building lobbies (except mall concourses) 1.2 Museum 1.1 Common areas, corridors, toilet facilities and washrooms. elevator lobbies 0.8 Prescriptive Spaces Occupancy: Warehouses, storage areas or aircraft storage hangers DOther Q ualification Checklist Note: If occupancy type is "Other" and fixture answer is checked, the number of fixtures in the space is not limited by Code. Clearly indicate these spaces on plans. If not qualified, do LPA Calculations. Lighting Fixtures: (Section 1521) • Check if 95% or more of fixtures comply with 1,2 or 3 and rest are ballasted. 1. Fluorescent fixtures which are non - lensed with a) 1 or 2 two lamps, b) reflector or louvers, c) 5-60 watt T -1, T -2, T-4, T -5, T-8 lamps, and d) hard -wired elec- tronic dimming ballasts. Screw -in compact fluorescent fixtures do not qualify. 2. Metal Halide with a) reflector b) ceramic MH lamps <= 150w c) electronic ballas 3. LED lights. 2006 Washin•ton State Nonresidential Ener. Code Com•liance Form Interior Lighting Summary (back) LTG -INT 2006 Washington State Nonresidential Energy Code Compliance Form TABLE 15 -1 Unit Lighting Power Allowance (LPA Revised July 2007 s Footnotes for Table 15 -1 1) In cases in which a general use and a specific use are listed, the specific use shall apply. In cases in which a use is not mentioned specifically, the Unit Power Allowance shall be determined by the building official. This determination shall be based upon the most comparable use specified in the table. See Section 1512 for exempt areas. 2) The watts per square foot may be increased, by two percent per foot of ceiling height above twenty feet, unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be increased by two percent per foot of ceiling height above twelve feet. 4) For all other spaces, such as seating and common areas, use the Unit Light Power Allowance for assembly. 5) Watts per square foot of room may be increased by two percent per foot of ceiling height above nine feet. 6) Reserved. 7) For conference rooms and offices less than 150ft with full height partitions, a Unit Lighting Power Allowance of 1.10 w /ft may be used. 8) Reserved. 9) For indoor sport tournament courts with adjacent spectator seating over 5,000, the Unit Lighting Power Allowance for the court area is 2.60 W/ft 10) Display window illumination installed within 2 feet of the window, provided that the display window is separated from the retail space by walls or at least three- quarter - height partitions (transparent or opaque). and lighting for free- standing display where the lighting moves with the display are exempt. An additional 1.5 w/ft of merchandise display luminaires are exempt provided that they comply with all three of the following: a) located on ceiling- mounted track or directly on or recessed into the ceiling itself (not on the wall). b) adjustable in both the horizontal and vertical axes (vertical axis only is acceptable for fluorescent and other fixtures with two points of track attachment). c) fitted with LED, tungsten halogen, fluorescent, or high intensity discharge lamps. This additional lighting power is allowed only if the lighting is actually installed. 11) Provided that a floor plan, indicating rack location and height, is submitted, the square footage for a warehouse may be defined, for computing the interior Unit Lighting Power Allowance, as the floor area not covered by racks plus the vertical face area (access side only) of the racks. The height allowance defined in footnote 2 applies only to the floor area not covered by racks. Mar 12 05 04:35p DEXTER PARKING T.I. MCE Ground Motion - Conterminous 48 States Zip Code - 98109 Central Latitude = 47.630792 Central Longitude = - 122.34422 Period MCE Sa (sec) ( %g) 0.2 151.5 MCE Value of Ss, Site Class B 1.0 052.7 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 151.5 Sa = FaSs, Fa = 1.00 1.0 079.0 Sa = FvS 1, Fv = 1.50 LT`yykir ...�: {� YvJ !42'5 9 Sa13 IS ®2ti9�s M ;ar u k a t +`4 ' Kesc,r��.✓ . khrkI WA' wA DIBBLE ENGINEERS FILE COPY .... Permit No. r • r -•. -.. VAL -VUE OPS & VEHICLE STORAGE. FACILITY' STRUCTURAL CALCULATIONS TUKWILA, WASHINGTON PREPARED FOR: Page & Beard Architects, PS 910 Market Street Kirkland, WA 98033 Structural Calculations Project #: 07 -391 Prepared by Dibble Engineers, Inc. April 23, 2008 --REVIEWED PLIANCE CODE COM APPROVED JUL 0 7 2008 RECEIVEQ CITY OF TIJ LA APR 2 8 7008 PE - IT CENTER 211" DIBBLE ENGINEERS,fNC. VAL -VUE OPS & VEHICLE STORAGE FACILITY STRUCTURAL CALCULATIONS TUKWILA, WASHINGTON TABLE OF CONTENTS Section Number DESIGN CRITERIA 1 BUILDING A REMODEL CALC BUILDING B FOUNDATION CA 3 DIBBLE ENGINEERS, INC. .k VAL -VUE OPS & VEHICLE STORAGE FACILITY STRUCTURAL CALCULATIONS TUKWILA, WASHINGTON SECTION 1 DESIGN CRITERIA DIBBLE ENGINEERS, INC. Project No. 07 -391 Project Val Vue S.D. Ops &Vehicle Storage Facility Subject Design Loads Sheet No. DC -1 Date 1/7/2008 By TSW Roof Dead Loads Roofing Material (Composition Shingle) 1/2" PIy Framing Member 2x12 at 24" o/c R -38 Insulation 5/8" Gyp Board Misc. Other Assume Roof DL of 15 psf Typical Floor Dead Loads Finish Flooring Material 3/4" PIy Framing Member 2x10 at 16" o/c R -30 Batt Insulation 5/8" Gyp Board Misc. Other Assume Floor DL of 15 psf 3.2 psf a�5 psf 2.2 psf 1.1 psf 2.8 psf 4.2 psf 15.0 psf 2.5 psf 0 psf 0 psf 2.3 psf 2.8 psf 1 psf 2.8 psf 3.6 psf 15.0 psf Typical Fxierior Wall Dead Loads . Beveled Siding 2.5 psf,/ (.3° 1/2" PIy 1.5 p 'f c -fjt'r Framing Member ,2.'3 psf (2x6 Studs @ 16" oc) 7 R -21 Batt Insulation / // 0.5 psf 1/2" Gyp Board / 2 psf Misc. Other ,r 1.2 psf z / 10.0 psf A ssume Wall DL of 10 psf Deck Dead Loads Deck Boards Trex Decking r' 0 psf 2.8 psf 2x10 @ 16" o.c /,d O psf 2 psf 0.8 psf 10.0 psf Framing Member Perimeter Railing Misc. Ot err r Assume DL of 10 psf 4 ypsf 3 Dibble Engineers, Inc. - Design Criteria Worksheet Gravity Design Loads: Snow: Job Name: Project #: Location: Building Code: Permitting Authority: Roof Dead Load Roof Live Load Floor Dead Load Floor/Mezzanine Live Load LL Reducible? Partition Load Composite Floor Foundation: Soil Bearing Press Pile Capacity Frost Depth Lateral Earth Pressures: Restrained Unrestrained: Passive Pressure: Friction Coefficient Ground Snow Load p Importance Factor I Snow Load lo Snow Exposure C Thermal Factor C Lateral Wind: Basic Wind Speed V (3-sec gust) Exposure Category Importance Factor l Internal Pressure Coefficient GCP Lateral Seismic: Site Class Ss S F F, Sos Val-View Op &Vehicle Storage:Facility 07-39 1481.61VIilitary Road' South RikWila, WA 98168 2006 IBC City of Tukwila, VVA 15 25 15 50 n/a 20 n/a 2000 n/a 18 n/a .n/a 200 0.35 20 25 1.00 1.00 85 8 1.00 psf psi psf psf psf psf psf tons inch pcf Pcf Pcf mph D 1.5 g 0.520 g 1.00 Interpolated 1.50 Interpolated 1.000 Concrete: Masonry: Structural Steel: Lumber : Footing: Slab-on-grade: Concrete Beams : Elevated Slabs: Concrete Columns: Concrete Walls: Piles: Reinforced Masonry W-shapes: ASTM A Gr_ Tube/Pipe: ASTM A Gr_ Bolt Type: ASTM A - Bolt Dia Item: Species & Grade 2x4: HF #2 2x6 & larger 2x 's : #2 4x Beams & Post: DF #2 6x Beams & Post : DF #2 Sill Plate Grade: PT HF #2 Engineered Wood Products: SWWJ / OWWJ PSL / LSL / LVL Giulam: 24F-V4; 24F-V8 Sheathing (roof) Sheathing (floor) Sheathing (walls) 3000 3000 . nla n/a n/a -3000 n/a 60 60 ri/a. nia n/a 60 n/a fc fy ksi ksi ksi ksi ksi ksi ksi fm fy n/a n/a nla n/a nia n/a Fy ksi ksi inch 850 856 850 750 850 150 150 180 .170 150 psi Fb Fv psi psi psi psi psi n/a 2900 2400 n/a 23/32 n/a psi psi inch inch inch Dibble Engineers, Inc. - Design Criteria Worksheet Job Name Val View Ops & Vehicle Storage Facility Project #: 07 - 391 Location: 14816 Military Road South, Tukwila, WA 98168 Building Code: 2006 IBC Permitting Authority: City of Tukwila, WA ........ ............................... Importance Category Importance Factor I Cs Seismic Design Cat. Basic LFR System R Cd Analysis Procedure 0.520 1.00 per mfr D per mfr per mfr per mfr per mfr per mfr 1 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 98168 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Centroid Sa (sec) (g) 0.2 1.501 (Ss, Site Class B) 1.0 0.518 (S1, Site Class B) Period Maximum Sa (sec) (g) 0.2 1.530 (Ss, Site Class B) 1.0 0.528 (S1, Site Class B) Period Minimum Sa (sec) (g) 0.2 1.425 (Ss, Site Class B) 1.0 0.488 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 98168 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class D - Fa= 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.501 (SMs, Site Class D) 1.0 0.777 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 98168 SDs = 2/3 x SMs and SD1 = 2 /3xSM1 Site Class D- Fa= 1,0 ,Fv =1.5 (sec) (g) 0.2 1.001 (SDs, Site Class D) 1.0 0.518 (SD1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 98168 MCE Response Spectra for Site Class B Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Period Sa Sd (sec) (g) (inches) 0.000 0.600 0.000 0.069 1.501 0.070 0.200 1.501 0.587 0.345 1.501 1.747 0.400 1.295 2.025 0.500 1.036 2.531 0.600 0.863 3.037 0.700 0.740 3.543 0.800 0.648 4.049 0.900 0.576 4.555 1.000 0.518 5.061 1.100 0.471 5.568 1.200 0.432 6.074 1.300 0.399 6.580 1.400 0.370 7.086 1.500 0.345 7.592 1.600 0.324 8.098 1.700 0.305 8.604 1.800 0.288 9.111 1.900 0.273 9.617 2.000 0.259 10.123 Design Spectrum Sa Vs Sd 1.05 1.00 0.95 0.90 0.85 0.80 0.75 0.70 0.65 0.60 0.55 as n 050 _ 0.45 .< 0.40 I 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 1 2 3 4 5 6 7 8 9; 10 Sd (in) X I DIBBLE ENGINEERS, INC. VAL -VUE OPS & VEHICLE STORAGE FACILITY STRUCTURAL CALCULATIONS TUKWILA, WASHINGTON SECTION 2 BUILDING A REMODEL CALCULATIONS 1 1 1 EXIST FOYER & STAIR EXIST OFFICE EXIST OPEN OFFICE r. NEW, WOME 'S TLT /SH �ST ST,ARWELL NEW MEN'S LOCKER RM 1 1 1 1 1 1 1 1 1 t l Ike 4 F.ke -' 1,A w c,l t. e PL/3 EXIST GARAGE EXIST EXIE IELEC RM SHOP / / 111 Member: , L: Trib: 1 7, 5 w: M: V: R1= L: Trib: w: M: V: R1= TYP HANGER ❑ TYP POST ❑ f TYP HANGER ❑ TYP POST ❑ DIBBLE ENGINEERS, INC. Project No: 07 -391 Project Val Vue S.D. Ops & Vehicle Storage Fac. Subject Gravity Sheet No: G --( Date 1/2008 By TSW ti PL ` (tz 5 i' Se)u_+ t Member: \ 3 vr 11+ C 2 FT FT PLF Wc. #' K l+C.l�D EiL # K R2= #' K' K" K L L # K R2= IK;CoS fc4F TYP HANGER ❑ TYP POST ❑ 1 TYP HANGER ❑ TYP POST ❑ # K # K ®. Simple span, uniform load ❑ Simple span, point load at centerline ❑ Other Use: L! x (o ✓' A . Ise Simple span, uniform load ❑ Simple span, point load at centerline ❑ Other Use: L1 ✓MA; I 1°1. v� A. en VeAcf Go #'K /1 #' K' #�K 0 j ) L 15 1.15 Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 Wood Beam Design Description : H1 & H2 Mezz. Headers Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Wood Species : Hem Fir Wood Grade : No.2 Beam Bracing : 30ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.1880, L = 0.8750 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.737 1 Section used for this span 4x6 fb : Actual = 813.21 psi FB : Allowable = 1,103.22 psi Load Combination +D +L +H Location of maximum on span = 1.490ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0.026 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 1408 Max Downward Total Deflection = 0.031 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 1159 Overall MAXinlum Envelope Length = 3.0 ft +D Length = 3.0 ft +D +L +H Length = 3.0 ft +D +Lr +H Length = 3.0 ft +D+0.750Lr+0.750L +H Length = 3.0 ft Title : Dsgnr: Project Desc.: Project Notes : Fb - Compr Fb - Tension Fc - Prll Fc - Perp Fv Ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Support Reactions ( kips ) D L +Lr Support #1 0.28 1.31 Support #2 0.28 1.31 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mactual fb- design Fb -allow 1 0.737 0.584 1.20 813.21 1,103.22 1 0.130 0.103 0.21 143.82 1,103.22 1 0.737 0.584 1.20 813.21 1,103.22 1 0.130 0.103 0.21 143.82 1,103.22 1 0.585 0.464 0.95 645.87 1,103.22 Calculations per IBC 2006, CBC 2007, 2005 NDS 850.0 psi E : Modulus of Elasticity 850.0 psi Ebend- xx 1,300.0 ksi 1,300.0 psi Eminbend - xx 470.0 ksi 405.0 psi 150.0 psi 525.0 psi Density 27.70pcf S W Job # � -2 Printed 22 APR 2008 ENERCALC, INC:1983- 2008,'Ver: 6.0.18 0.584:1 4x6 87.56 psi 150.00 psi +D +L +H 2.557 ft Span # 1 Summary of Shear Values Vactual fv- design Fv -allow 1.12 87.56 150.00 0.20 15,49 150.00 1.12 87.56 150.00 0.20 15.49 150.00 0.89 69.54 150.00 Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 Wood Beam Design Description : H1 & H2 Mezz. Headers Overall Maximum Deflections - Load Combination D +Lr +L Maximum Deflections for Load Load Combination D Only Lr +L Only D +Lr +L Maximum Reactions - Unfactored Load Combination Overall MAXimum Overall MAXimum D Only D Only Lr +L Only Lr +L Only D +Lr +L D +Lr+L Combinations - Unfactored Loads Span Max. Downward Defl Location in Span 1 0.0055 1.510 1 0.0256 1.510 1 0.0310 1.510 Support Support 1, (D +Lr +L) Support 2, (D + Lr + L) Support 1 Support 2 Support 1 Support 2 Support 1 Support 2 Vertical Reaction 1.595 1.595 0.282 0.282 1.313 1.313 1.595 1.595 Title Dsgnr: Project Desc.: Project Notes : Unfactored Loads Span Max. "" Defl Location in Span Load Combination 1 0.0310 1.510 Max. Upward Defl 0.0000 0.0000 0.0000 Location in Span 0.000 0.000 0.000 Job # Printed: 22 APR 2000 ENERCALC, INC.; 1983 -2008, Ver: 6.0.18 Max. " +" Defl Location in Span 0.0000 0.000 1:11W46 OO NGIiINEERV' ' INC Member: L: Trib: w: M: V: L: Trib: w: M: R1= DIBBLE ENGINEERS, INC. Project No: 07-391 Project Val Vue S.D. Ops & Vehicle Storage Fac. Subject Gravity Sheet No: G — Date 1/2008 By TSW Kg) 56 IC) FT 1 %2_ R1= 1cj # TYP HANGER 0 TYP POST 0 -‘) Member: p Lj r5 TYP HANGER 0 TYP POST 0 ck # K V: 1 ({A # K' K" 1 # K L .1^7'\./ #' L R2= 7)(, TYP HANGER 0 TYP POST 0 3'3 7LI • 1 TYP HANGER 0 TYP POST LI F7 # .e.70 ZC2 4?) VA: R2= # K VV: o Simple span, uniform load o Simple span, point load at centerline o Other f50Z--r- C.)t # K ( nit Simple span, uniform load o Simple span, point load at centerline o Other Use: G L 37L 1.01) 1.15 Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 Wood Beam Design Description : B1 Mezz Beam Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Wood Species Wood Grade Truss Joist Parallam 2.0E Applied Loads Load for Span Number 1 Uniform Load : D = 0.0830, L = 0.3850 k /ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.0830, L = 0.3850 k /ft, Tributary Width = 1.0 ft Point Load : D = 0.3720, L = 1.730 k a(�, 4.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Live Load Deflection Max Upward Live Load Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Overall MAXimum Envelope Length = 12.0 It Length = 4.0 0 +D Length = 12.0 ft Length = 4,0 ft +D +L +H 5.25x9.5 12.0 ft 0.637 1 5.25x9.5 1,846.60psi 2,900.00 psi +D +L +H 12.000ft Span # 1 0.226 in -0.020 in 424 0.275 in -0.024 in 348 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V 1 0.637 0.396 2 0.637 0.396 1 0.113 0.070 2 0.113 0.070 Support #1 Support #2 Title : Dsgnr: Project Desc.: Project Notes : ENERCALC, INC. 1983-2008, Vet': 6.0.18 Fb - Compr Fb - Tension Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Support Reactions ( kips ) D L +Lr 0.32 1.48 1.38 6.41 Summary of Moment Values 2,900.0 psi 2,900.0 psi 1,600.0 psi 650.0 psi 290.0 psi 1,000.0 psi Mactual fb- design Fb -allow 12.15 1,846.60 2,900.00 12.15 1,846.60 2,900.00 2.15 327.02 2,900.00 2.15 327.02 2,900.00 Calculations per IBC 2006, CBC 2007, 2005 NDS E : Modulus of Elasticity Ebend- xx 2,000.0ksi Eminbend - xx ksi Density D(0.372' L(1.73 D(0.083 L(0.385) 1 V 7 D(0.083) L(0.385) Service loads entered. Load Factors will be applied for calculations. Summary of Shear Values Vactual fv- design Fv -allow 3.82 114.91 290.00 3.61 114.91 290.00 0.68 0.64 5.25x9.5 4.0 ft Job # Printed: 22 APR 2008 34.150 pcf 0.396: 1 5.25x9.5 114.91 psi 290.00 psi +D +L +H 12.000 ft Span # 1 W E H 20.37 290.00 20.37 290.00 Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 [Wood Beam Design Description : B1 Mezz Beam Load Combination Segment Length Length = 12.0 ft Length = 4.0 ft +D +Lr +H Length = 12.0 ft Length = 4.0 ft +D+0.750Lr+0.750L+H Length = 12.0 ft Length = 4.0 ft D +Lr +L Load Combination D Only D Only Lr +L Only Lr +L Only D +Lr +L D +Lr +L Load Combination Overall MAXimum Overall MAXimum Overall MAXimum D Only D Only D Only Lr +L Only Lr +L Only Lr +L Only D +Lr +L D +Lr +L D+Lr-FL Span # 2 2 2 Overall Maximum ' Deflections - Unfactored Loads D + Lr + L 2 0.2745 4.000 Maximum Deflections for Load Combinations - Unfactored Loads Span Max. Downward Defl Location in Span 1 2 1 2 1 2 Maximum Reactions - Unfactored Support Support 1, Support 2. Support 3, Support 1 Support 2 Support 3 Support 1 Support 2 Support 3 Support 1 Support 2 Support 3 Max Stress Ratios M V 0.637 0.396 0.637 0.396 0.506 0.315 0.506 0.315 Title : Dsgnr: Project Desc.: Project Notes : Summary of Moment Values Mactual fb- design Fb -allow 12.15 1,846.60 2,900.00 12.15 1,846.60 2,900.00 0.113 0.070 2.15 327.02 2,900.00 0.113 0.070 2.15 327.02 2,900.00 1 0.0548 4.027 D + Lr + L (0 +Lr +L) (D +Lr +L) (D +Lr +L) 0.0098 4.027 0.0485 0.0450 0.2260 0.0548 0.2745 Vertical Reaction 1.795 7.795 0.319 1.381 1.477 6.413 1.795 7.795 9.65 1,466.71 2,900.00 9.65 1,466.71 2,900.00 Load Combination Span Max. " -" Defl Location in Span Load Combination 4.000 4.027 4.000 4.027 4.000 Max. Upward Defl - 0.0042 0.0000 - 0.0197 0.0000 - 0.0239 0.0000 Summary of Shear Values Vactual fv- design Fv -allow 3.82 114.91 290.00 3.61 114.91 290.00 0.68 0.64 3.03 2.87 Job # Location in Span 10.470 0.000 10.470 0.000 10.470 0.000 Printed: 22 APR 2008 ENERCALC, INC. 1983-2008, Vert 6.0.18 20.37 290.00 20.37 290.00 91.27 290.00 91.27 290.00 Max. " +" Defl Location in Span - 0.0239 10.470 0.0000 10.470 Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 Wood Beam Design Lief #;:iKVV 00 rinse owners : DIBBLE ENGINEERS INC„ ENERCALC, INC. 1983.2008,.Ver: 6.0.18 Description : Applied Loads Load Combination Segment Length Overall MAXimum Envelope Length = 11.0 ft +D Length = 11.0 ft +D +L +H Length = 11.0 ft +D +Lr+H Length = 11.0 ft +D+0.750Lr+0.750L+H Length = 11.0 ft B2 Mezz Beam Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr Fb - Tension Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Wood Species : DF /DF Wood Grade : 24F - V4 Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Load for Span Number 1 Uniform Load : D = 0.0680, L = 0.3150 k /ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Maximum Forces & Stresses for Load Combinations Max Stress Ratios Span # M V 0.373 in 0.000 in 353 1 0.687 0.367 1 0.122 0.065 1 0.687 0.367 1 0.122 0.065 1 0.545 0.292 11.0 ft Title : Dsgnr: Project Desc.: Project Notes : Summary of Moment Values 5.79 1,647.68 1.03 292.54 5.79 1,647.68 1.03 292.54 4.60 1,308.89 Calculations per IBC 2006, CBC 2007, 2005 NDS 2400 psi 1 850 psi 1650 psi 650 psi 265 psi 1100 psi 0.687: 1 Maximum Shear Stress Ratio 3.125x9 Section used for this span 1,647.68psi fv : Actual 2,400.00psi Fv : Allowable +D +L +H Load Combination 5.463ft Location of maximum on span Span # 1 Span # where maximum occurs Support Reactions ( kips ) 0.307 in D L +Lr 0.000 in 430 Support #1 0.37 1.73 Support #2 0.37 1.73 Mactual fb- design Fb -allow 1,850.00 1,850.00 1,850.00 1,850.00 1.850.00 Job # E : Modulus of Elasticity Ebend- xx Eminbend - xx Ebend- yy Eminbend - yy Density Service loads entered. Load Factors will be applied for calculations. S W Vactual fv- design Printed: 22 APR 2008 1800 ksi 930 ksi 1600 ksi 830 ksi 32.21 pcf 0.367 : 1 3.125x9 97.27 psi 265.00 psi +D +L +H 0.000 ft Span # 1 E Summary of Shear Values H Fv -allow 1.82 97.27 265.00 0.32 17.27 265.00 1.82 97.27 265.00 0.32 17.27 265.00 1.45 77.27 265.00 Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 Wood Beam 11A00 02 wner-41) Description : B2 Mezz Beam Overall Maximum Deflections - Unfactored Loads Load Combination D +Lr +L 1 0.3732 5.537 Maximum Deflections for Load Combinations - >Unfactored Loads Load Combination Support Vertical Reaction Overall MAXimum Support 1. (D + Lr + L) 2.107 Overall MAXimum Support 2, (D + Lr + L) 2.107 D Only Support 1 0.374 D Only Support 2 0.374 Lr +L Only Support 1 1.733 Lr +L Only Suppoil2 1.733 D +Lr + L Support 1 2.107 D +Lr +L Support 2 2.107 Title : Dsgnr: Project Desc.: Project Notes : Span Max. "- Defl Location in Span Load Combination Load Combination Span Max, Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0663 5,537 0.0000 0.000 Lr +L Only 1 0.3069 5.537 0.0000 0.000 D + Lr + L 1 0.3732 5.537 0.0000 0.000 Maximum Reactions - Unfactored Job # Print 22 APR 2008 ENERCALC, INC. 1983-2008, Ver: 6.0.18 Max. " +" Defl Location in Span 0.0000 0.000 Timber Column Capacity By: TSW Date: 11/28/2007 Codes Used: Member Dimensions: Design Assumptions: Equations: Factors: Adjustments: Analysis: let = lee = d1 _ d2 = (le / d)max = F',= F *C *C *C *C *Ci *Cp E' = E *CM * Ct * CI* CT F *= F *CD * CM * Ct * CF * Ci FcE= KcE *E' / (l /d) K = 0.510 - 0.839 *(COV CD = 1.15 Snow Load C = 1.00 Dry C 1.00 <100"F CF = 1.15 Size Ftr. C, = 1.00 No Incising Cp = see eqn Column Stability CT = 1.00 Only for 2" x 4" or smaller (COV = 0.25 0.15 0.10 USE: (COV = 0.25 2001 NDS and Supplement ' SCE FE = (FcE / F * ) _ Cp = F' _ 8.0 8.0 5.5 4.5 21.33 FT FT IN IN DF #2 F 1400 PSI E = 1,600,000 PSI Visually Graded Lumber Machine Evaluated Lumber Glulam F 1851.5 PSI E' = 1,600,000 PSI 0.300 1055.57 PSI 0.570 0.481 890.52 PSI Column Capacity = 22040.4 LBS Effective Col. Length Section Dimension (NDS Supplement Table 4A) (NDS Table 4.3.1) (NDS 4.3) (NDS 3.7) c = 0.80 0.85 0.90 USE: c = 0.80 `Nom.; Dim: (3) 2x6 Grade:. D O.L:: 00 .` Possible CD values: 0.90 Dead Load 1.00 Live Load 1.15 Snow Load 1.25 Construction Load 1.33 Wind /Eqk Load 1.33 Impact Load Sawn Lumber Round Timber Poles & Piles Glulam, Str. Composite Lumber ;!�w�nrwusnsrwn•cxx AIR Rev: 580000 User: KW -0606102, Ver 5.8.0. 1- Nov -2006 (c)1983 -2006 ENERCALC Engineering Software 0.41/1.1.£441..}.74.7...1....,, AI+CI1RFk'ti vTF�gIC:_l lR% M! !T�:�^fPlEbp♦.H:LY�.4R- ?.'SF?�. "�?FW .1.6i1J PMPJI.'UFL� Description Footing nsa+sxmctsts.�.me�eelew.�« _sav i[ �reaenar� ,raeoan:r'e�neixr...a +ez -a!w. iw�.�n. J General Information Note: Reinforcing Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension Rebar Requirement Actual Rebar "d" depth used 200 /Fy As Req'd by Analysis Min. Reinf % to Req'd Travis Welt, E.I.T. Project Engineer Dibble Engineers, Inc 25 Central Way, Suite 210 Kirkland, WA 98033 1.370 k 4.580 k 0.000 k 4 0.000 psf 145.00 pcf Title : Dsgnr: Description : Scope : Square Footing Design Job # Date: 2:26PM, 7 JAN 08 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy 3.000 ft 10.00 in 4 4 3.000 3,000.0 psi 40,000.0 psi 1.000 5.50 in Allowable Soil Bearing 1,500.00 psf Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 if 15.111!1NRIU.aiii...11 �IR`il+yiil�n riiHY"Ni 1A11 fI1R )i1'iliiNf.' 9!"... oief6/ IM' F2YKll tiMfYYl t-...! CRie'. t1l1YiR: AKSifllMf :<fffiG'!.101MI000ONtlE...110 IVi' . 4.41R'_'SY:Y 6.750 in 0.0050 0.0006 in2 0.0014 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.216 in2 0.648 in2 0.0014 Page 1 valvuesdcalcs.ecw:Calculations 3.00ft square x 10.0in thick with 4- #4 bars Max. Static Soil Pressure 781.94 psf Allow Static Soil Pressure 1,500.00 psf Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 781.94 psf 1,500.00 psf 1.01 k -ft / ft 5.26 k -ft / ft Vu : Actual One -Way 10.91 psi Vn *Phi : Allow One -Way 93.11 psi Footing OK Vu : Actual Two -Way 30.01 psi Vn*Phi : Allow Two -Way 186.23 psi Alternate Rebar Selections... 4 # 4's 3 # 5's 2 # 6's 2 # 7's 1 # 8's 1 # 9's 1 # 10's DIBBLE ENGINEERS, INC. Project A$ Subject , 1 Ca-r— Project No, Sheet No. Date By / L - te b ✓ oT L7V ° r4 GL k . = 72. C� sir p� ro & e . s t - (..455 X92- Pou cif DES' G4.uL 4 X M eix l = Z S ' pc /- ?- 7% P I Y z(,2,49, g os r FRA7itiae Sirci4oves Wfrei“ CE korrpc- SAMV (+D2- , ems, -j l c5 = ( l S + x 7 1po r tc r — r ( t6,2 -33 1 1 1 1 1 1 Lir tit 1 1 1 1 1 1 1 DIBBLE ENGINEERS, INC. Project 1 1 4 / � '1P4 � ces. Project No. Subject Sheet No. (� -fZ Date By Rua // ; 00 L.? 5 -4-ZS) Z1 7 e 3 I fi/V 0 ) cUP 6,041irr 7ztob &EliD Locc6s d z`` p ,2 774:0 / & s €(.. 7/ 5 cb r o s -/b /z s CFS Version 4.14 Section: Section 1.sct Double Channel 6x1.625x0.5 -20 Gage Rev. Date: 4/22/2008 1:37:25 PM Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 3.0885 in'6 Torsion Constant Override, J 0 in ^4 Connector Spacing 0 in Page 2 Right Channel, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 270.000 0.093750 Norie 0.000 0.0000 0.2500 2 1.6250 180.000 0.093750 Single 0.000 0.0000 0.8125 3 6.0000 90.000 0.093750 Double 0.000 0.0000 3.0000 4 1.6250 0.000 0.093750 Single 0.000 0.0000 0.8125 5 0.5000 - 90.000 0.093750 None 0.000 0.0000 0.2500 Left Channel, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 - 90.000 0.093750 None 0.000 0.0000 0.2500 2 1.6250 0.000 0.093750 Single 0.000 0.0000 0.8125 3 6.0000 90.000 0.093750 Double 0.000 0.0000 3.0000 4 1.6250 180.000 0.093750 Single 0.000 0.0000 0.8125 5 0.5000 270.000 0.093750 None 0.000 0.0000 0.2500 g-3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CFS Version 4.14 Page 3 Section: Section 1.sct 6 - Double Channel 6x1.625x0.5 -20 Gage Rev. Date: 4/22/2008 1:37:25 PM Member Check - 2001 AISI Specification - US (ASD) Design Parameters: Lx 3.0000 ft Ly 3.0000 ft Lt 3.0000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k -in) (k) (k -in) (k) Entered 0.0000 2.700 0.3000 0.000 0.0000 Applied 0.0000 2.700 0.3000 0.000 0.0000 Strength 6.7372 22.563 1.2836 4.052 2.3435 Effective section properties at applied loads: Ae 0.68653 in ^2 Ixe 3.5671 in ^4 Iye 0.3472 in ^4 Sxe(t) 1.1890 in ^3 Sye(1) 0.2136 in ^3 Sxe(b) 1.1890 in ^3 Sye(r) 0.2136 in ^3 Interaction Equations AISI Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.120 + 0.000 = 0.120 <= 1.0 AISI Eq. C5.2.1 -2 (P, Mx, My) 0.000 + 0.120 + 0.000 = 0.120 <= 1.0 AISI Eq. C3.3.1 -1 (Mx, Vy) 0.014 + 0.055 = 0.069 <= 1.0 AISI Eq. C3.3.1 -1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0 CFS Version 4.14 Section: Section 1.sct Double Channel 6x1.625x0.5 -20 Gage Rev. Date: 4/22/2008 1:37:25 PM Page 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Section Inputs CFS Version 4.14 Section: Section 2.sct Double Channel 6x1.625x0.5 -20 Gage Rev. Date: 4/22/2008 1:43:23 PM ?Ili Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 3.0885 in ^6 Torsion Constant Override, J 0 in ^4 Connector Spacing 0 in Right Channel, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 270.000 0.093750 None 0.000 0.0000 0.2500 2 1.6250 180.000 0.093750 Single 0.000 0.0000 0.8125 3 6.0000 90.000 0.093750 Double 0.000 0.0000 3.0000 4 1.6250 0.000 0.093750 Single 0.000 0.0000 0.8125 5 0.5000 - 90.000 0.093750 None 0.000 0.0000 0.2500 Left Channel, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 - 90.000 0.093750 None 0.000 0.0000 0.2500 2 1.6250 0.000 0.093750 Single 0.000 0.0000 0.8125 3 6.0000 90.000 0.093750 Double 0.000 0.0000 3.0000 4 1.6250 180.000 0.093750 Single 0.000 0.0000 0.8125 5 0.5000 270.000 0.093750 None 0.000 0.0000 0.2500 Page 2 CFS Version 4.14 Section: Section 2.sct Double Channel 6x1.625x0.5 -20 Gage Rev. Date: 4/22/2008 1:43:23 PM Member Check - 2001 AISI Specification - US (ASD) Loads: Entered Applied Strength P Mx Vy My Vx (k) (k -in) (k) (k -in) (k) 0.0000 14.400 0.5100 0.000 0.0000 0.0000 14.400 0.5100 0.000 0.0000 3.6639 17.543 1.2836 4.052 2.3435 Page 3 Design Parameters: Lx 8.0000 ft Ly 8.0000 ft Lt 8.0000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Effective section properties at applied loads: Ae 0.68653 in ^2 Ixe 3.5671 in ^4 Iye 0.3472 in ^4 Sxe(t) 1.1890 in ^3 Sye(1) 0.2136 in ^3 Sxe(b) 1.1890 in ^3 Sye(r) 0.2136 in ^3 Interaction Equations AISI Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.821 + 0.000 = 0.821 <= 1.0 AISI Eq. C5.2.1 -2 (P, Mx, My) 0.000 + 0.821 + 0.000 = 0.821 <= 1.0 AISI Eq. C3.3.1 -1 (Mx, Vy) 0.407 + 0.158 = 0.565 <= 1.0 AISI Eq. C3.3.1 -1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CFS Version 4.14 Section: Section 2.sct Double Channel 6x1.625x0.5 -20 Gage Rev. Date: 4/22/2008 1:43:23 PM Section Inputs Page 1 are 1 1 DIBBLE ENGINEERS, INC. 1 1 I VAL-VUE OPS & VEHICLE STORAGE FACILITY 1 STRUCTURAL CALCULATIONS I TUKWILA, WASHINGTON 1 1 1 SECTION 3 1 BUII,I3ING B FOUNDATION CALCULATIONS 1 1 1 1 Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 ASCE 7 -05 Sect 6.4, MWFRS:Simplified Forces Description : Wind Loads Review Analytical Values V : Basic Wind Speed per Sect 6.5.4 & Figure 1 Roof Slope Angle Occupancy per Table 1 -1 Importance Factor per Sect. 6.5.5, & Table 6 -1 Exposure Category per 6.5.6.3, .4 & .5 Mean Roof height Lambda : per Figure 6.2, Pg 40 Effective Wind Area of Component & Cladding Roof pitch for cladding pressure User specified minimum design pressure Topographic Factor Kzt per 6.5.7.2 Design Wind Pressures Horizontal Pressures .. . Zone: A = Zone: B = Vertical Pressures .. Zone: E = Zone: F = Overhangs... Zone: Eoh = Component & Cladding Design Wind Pressures Design Wind Pressure = Lambda * Importance * Table 1609.6.2.1(2) & (3) Pressures Roof Zone 1 : Roof Zone 2 : Roof Zone 3 : Wall Zone 4 : Wall Zone 5 : Roof Overhang Zone 2: Roof Overhang Zone 3: Positive : Negative : Positive : Negative : Positive : Negative : Positive : Negative : Positive : Negative : -10.00 psf -10.00 psf -10.00 psf -19.30 psf 85.0 mph 20 degrees I I 1.00 Exposure B 14.0 ft 1.00 10.0 ft >7 to 27 degrees 10.0 psf 1.00 15.90 psf Zone: C = Zone: D = Zone: G = Zone: H = Zone: Goh = 13.000 psf - 17.400 psf 13.000 psf - 17.400 psf 13.000 psf - 17.400 psf 13.000 psf - 17.400 psf 13.000 psf - 17.400 psf - 10.000 psf - 10.000 psf Title : Dsgnr: Project Desc.: Project Notes : All Buildings and other structures except those listed as Category I, III, and IV 10.60 psf -10.00 psf -10.00 psf -10.00 psf -15.10 psf Calculatiollr; per IE3C 2006 & ASCE 7 -05 Job # Prinked: 22 APR 2008 Ftle: j:12007 Projects107 -391 Val -VueSQ Ops & Veh Storage FacllitylCalcslstruct calcs,ec6 ENERCALC, INC 1983 -2008, Ver. 6.0.18 Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 mse uvner ; DIBBLE NEARS INC i ENERCALC, INC. 1983-2008, Ver: 6.0.18 ASCE 7 -05 Seismic Factor Determination Description : Seismic Review Description : Seismic Review Occupancy Category Occupancy Category of Building or Other Structure : Occupancy Importance Factor Ground Motion, Using USGS Database values Max. Ground Motions, 5% Damping : S = 1.50109 g, 0.2 sec response 1 = 0,51809 g, 1.0 sec response Site Class, Site Coeff. and Design Category Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec Site Coefficients Fa & Fv (using straight -line interpolation from table values) Maximum Considered Eartquake Acceleration Design Spectral Acceleration Seismic Design Category Resisting System Basic Seismic Force Resisting System ... Response Modification Coefficient " R " System Overstrength Factor " Wo " Deflection Amplification Factor " Cd " S DS : Short Period Design Spectral Response " R " : Response Modification Factor " I " : Occupancy Importance Factor Moment Resisting Frame Systems Special steel moment frames NOTE! See ASCE 7 -05 for all applicable footnotes. "II" : All Buildings and other structures except those listed as Category I, III, and IV ACSE 7 -05, Page 3, Table 1 -1 1 Fa Fv S MS = Fa *Ss S =Fv *S1 SDS =SM*2 13 S =S M1 *2/3 8.00 3.00 5.50 Redundancy Factor Seismic Design Category of D, E, or F therefore Redundancy Factor " p " = 1.3 Lateral Force Procedure Structure Type for Building Period Calculation : All Other Structural Systems " Ct " value = 0.020 " hn " : Height from base to highest level = " x " value = 0.75 " Ta " Approximate fundemental period using Eq. 12.8 -7 : Building Period " Ta " Calculated from Approximate Method selected ", Cs " Response Coefficient Longitude = Latitude = Title : Dsgnr: Project Desc.: Project Notes Location : SEATTLE, WA 98168 ▪ D 1.00 • 1.50 • 1.501 = 0.777 = 1.001 • 0.518 Ta= Ct *(hn ^x) = 0.145 sec D (SDS is most severe ) Building height Limits : Category "A & B" Limit: No Limit Category "C" Limit: No Limit Category 'D" Limit: No Limit Category "E" Limit: No Limit Category "F" Limit: No Limit Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7 -05 9.5.5 Determine Building Period 14.0 ft 0.145 sec 122.299 deg West 47.495 deg North 1.001 From Eq. 12.8 -2, Preliminary Cs 8.00 From Eq. 12.8 -3 & 12.8 -4 , Cs need not exceed 1 From Eq. 12.8 -5 & 12.8 -6, Cs not be less than Cs : Seismic Response Coefficient = S Ds ! (RII) * 0.70 Job # Z Printed 22 APR 2008 Calculations per IBC 2006 & ASCE 7 -05 ACSE 7 -05, Page 116, Table 11.5 -1 ASCE 7 -05 9.4.1.1 ASCE 7 -05 Table 20.3 -1 ASCE 7 -05 Table 11.4 -1 & 11.4 -2 ASCE 7 -05 Table 11.4 -3 ASCE 7 -05 Table 11.4 -4 ASCE 7 -05 Table 11.6 -1 ASCE 7 -05 Table 12.2 -1 ASCE 7 -05 Section 12.3.4 ASCE 7 -05 Section 12.2.2 Use ASCE 12.8 -7 ASCE 7 -05 Section 12.8.1.1 • 0.125 ▪ 0.447 • 0.010 • 0.0876 Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 Printed 22 APR 200E :$ 1' ENERCALC, INC. 1983-2008, Ver: 6.0.18 RS INCA ASCE 7 -05 Seismic Factor Determination Description : Seismic Base Shear Load Description Seismic Review Cs = 0.0876 from 12.8.1.1 Vertical Distribution of Seismic Forces " k " : hx exponent based on Ta = Table of building Weights by Floor Level... 1.00 Level # Wi : Weight Hi : Height (Wi * Hi) Ak Cvx Fx =Cvx * V Sum Story Shear Sum Story Moment Sum Wi = 66.50 k Sum Wi * Hi = 931.00 k -ft Total Base Shear = Diaphragm Forces Seismic Design Category "D ", "E" & "F" Level # Wi Fi Sum Fi 1 66.50 5.82 5.82 Title : Dsgnr: Project Desc.: Project Notes : Calculated for Allowable Stress Design Load Combinations W ( see Sum Wi below) = 66.50 k Seismic Base Shear V = Cs *W = 5,82 k Sum Wi 66.50 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level 0.20 *S * I * Wpx MAX Req'd Force @ Level 0.40 * S Ds * 1 * Wpx Fpx : Design Force @ Level Wpx * SUM(x - >n) Fi / SUM(x - >n) wi, x = Current level, n = Top Level Wall Anchorage Concrete & Masonry Wall Normal Force : Minimum Force per ACSE 7 -05 12.11 .1 Minimum Factor : 0.40 * SDS * Importance * Weight Fp : Anchorage Design Force ... Rigid Diaphragm Design Force = 0.40 * SDS * I * Trib. Weight Flexible Diaphragm Design Force = 0.80 * SDS * I * Trib. Weight Combination of Load Effects 0.4003 * Weight Concrete & Masonry Wall Anchorage : Seismic Design Category "C" & "D" per ACSE 7 -05 12.11.2.1 Actual Wall Weight Tributary to Anchor = Ibs/ lin. ft 0.00 Ibs / foot 0.00 Ibs / foot Job # 3 ASCE 7 -05 Sectio 12.8.3 ASCE 7 -05 12.4.2.3 D Qe E Dead Load Seismic Load H & V Load Effect 0.000 0.000 E = p * Qe +0.20 * SDS * D = 0.000 0.000 0.000 E = p * Qe +0.20 * SDS * D = 0.000 0.000 0.000 t = p - ue +u.zu - 5ub - u = 0.000 0.000 0.000 E = p * Qe +0.20 * SDS * D = 0.000 0.000 0.000 E = p * Qe +0.20 * SDS * D = 0.000 0.000 0.000 E = p * Qe + 0.20 * SDS " D = 0.000 0.000 0.000 E = p * Qe +0.20 * SDS * D = 0.000 0.000 0.000 E =p *Qe +0.20 * SDS *D = 0.000 5.82 k Base Moment = 81,5 k - ft ASCE 7 -05 9.5.2.6.4.4 Fpx 13.31 DIBBLE ENGINEERS, INC. Project y4 -Vo f S7 Subject Project No. Sheet No. Date By Sr71(7az -s vr,1 1 4 1?(__ ` / Zs' (IO,69 FV-Fx1 b6 x 13.05 4 05 -, x 6 13, z5 ) ICp 6 40 P‘ 6c),c Ps /, }f 65.5 PsFK 6g 'c13.Z5') 5 faiC. i ■,.) f! - s e at * bru - C, Pe 6. s) 64a- cA7at, : 1 0te = `53 x 1?- = (..Zz4-1-.1 7- V 1 , g,c, eti- Z, c99c x�y l �9 zs C Z � + z z z5 z /( zS K61-' 4- ) zi = Z . 3 6 x 1 1 6 z 1 1 1 1 1 1 1 z)' 1 1 Qz_le 1 1 1 1 1 3 ,W 95440- 1 1 1 1 c6..t 1.42 1 1 1 DIBBLE ENGINEERS, INC. Project No. D1--32/ Project — Vof es?/' V 76,rzy4-4E Subject Sheet No. Date By 3- 1 - tf 7MC S -rt 0 Qo ** -c S. 4u •Cr) OgiztFlk �/ & i t ) Cam' mac.) ZZ.3 % V, o, ERRE SIZE RECRIFOR NO REMARKS --1 � V 1' -0'S0 . 1}A' Of P O .o.. R'1R ...1%.....r ] -BSO . i:11 ,•f r• O •.• .rt rE. ZrMUE 1 0/5-1 V I — L. 2 W any 10401 01 SL.O. . 11, 1 r, O h • 09004 1, S W fl • ^P 0 1111 ) Tr? - -01 • E140547 81.04 175' 5/5-1 MOL BY..210' xis ERWE IOC CNA L.5 1 -0T 29 _0 0 /EORC R4E PE. M0 FOUNDATION PLAN spa . 1 - d a r SPREAD FOOTING SCHEDULE –L -101S 0 SLAB. 4r Of cure 1, R RE. LW 0 ERR F2 I _ —SU5 Bloc.0 *1 m CIR PLAN NOTES: - r—erraara. PINE rN ALL O.IMb5 • E3N414.4 r CO01R4:102 TO gORO ul RU*BOO. 1001•744. 4S *00[1004 R,OREMEREs RPOR 10 RAM: c(.ia<R 5 4d/ 102 uS R001(0 FLOOR • FMK PUNS PER .PCR 4 RE0440 • 41 100045 •0 SIMS OR 01001 L441 BEM ON RO.RTMO OR (5(0100 5055 „ R atOE . � INP1. 040- 0YR.V4OR 10 1481 REORREO r1R RIRMSfu R0 i 5,1711C11104 RL 054 0R0L1O. 00 020Eft. O. -0111 Atoe E LS1 c..ror• 51.9 CO{ 51A-W -0:410 CO*0.40 K9 90025 10*, L • P .RC. COMM 1 RR. 50510,15 FBI CJ I I {-v <.a 1J - - • - - • - - - • - - • - • • - - - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • X Loads: LC 4, d + s + w Solution: Envelope -.963k/ft -3.081k 1- Apr 23, 2008 at 8:16 AM thrust calc.r2d 1 N1 max 4.352 OW" 4 1 15.786 2 2 • snow • 0 1 .2 .min: . ... :1 :285 1 wind :5;921 . •1 • 1 ® ®11111111 -'' 3 N3 max 1.383 1 3 16.359 6 1 3 2 0 1 .4 4 min ' =3:426 52 . •. :1.247;1 ; • 8 - .4- , 5 Totals: max 4.108 3 32.145 2 6 . • min 0 1 • 7:235 .3 • — 1 dead None 1 1 2 .2 • snow • None ffill 3 2' 3 wind None . •1 • 1 ® ®11111111 1 dead Yes 1 1 ffill 3 dead + snow dead + wind , I MINE . •1 • ® ®11111111 -'' 11111111111111111 . • :- .. . , : -.1311111111111111 Yes Y 1 6 1 3 1 ®111111111111111111®11111111N1111151 4 .d +.s +:w 16211111111111111 `1 111811111111 .75 111111figi Company Designer Job Number Joint Coordinates and Temperatures Basic Load Cases Label X [ft] 1 N1 2 i 3 4 5 N2 N3 N4 N5 0 25 25 16.5 0 12:33 • 0 1.4;3 :3 19.75 0 0 0 Joint Loads and Enforced Displacements (BLC 3 : wind) Joint Label 1 N4 Member Distributed Loads (BLC 1 : dead) L,D,M X Gravit Y Gravit Direction X Direction Start Magnituderk /ft,... End Magnitude[k /ft,d,.. Start Location[ft %o] -.428 -.428 0 Apr 23, 2008 8:17 AM Checked By: Y [ft] Temp IF] Joint Point -4.108 Distributed Magnitude[k,k -ft in,rad k's ^2 /ft] End Location[ft,%o]_ 0 M2 :2 3 . Y • -442 Member Label Member Distributed Loads (BLC 2 : snow) Member Label M2 •M3 . Load Combinations Envelo • e - • int Reactions Direction Start Magnitude[k/ft,... End Magnitude[k/ft,d... Start Location[ft. %] End Locationrft, %] Y -.713 -.713 0 ...- 713 "0 ' Y rkl Moment Fk-ftl 0 LC Factor BLC Factor BLC Factor BLC Factor BLC Factor lc 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 I General Footing Design Description : Grid 1 & 5 Frame Footings General Information Material Properties fc : Concrete 28 day strength Fy : Rebar Yield Concrete Density Ec : Concrete Elastic Modulus cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. _ .00140 Min Allow % Temp Reinf. _ .00180 Min. Overturning Safety Factor = 1.50: 1 Min. Overturning Safety Factor = 1.50 : 1 AutoCalc Footing Weight as DL Yes AutoCalc Pedestal Weight as DL : No Dimensions Width along X -X Axis Length along Z -Z Axi Footing Thicknes Load location offset from footing center... ex : Along X -X Axis = ez : Along Z -Z Axis = Pedestal dimensions... px : Along X -X Axis = pz : Along Z -Z Axis Height Rebar Centerline to Edge of Concrete.. at Top of footing = at Bottom of footing = Reinforcing Bars along X -X Axis Reinforcing Bar Size Number of Bars Bars along Z -Z Axis Reinforcing Bar Sizl Number of Bars Applied Loads P : Column Load OB : Overburden M -xx M -zz V -x V -z = 3.0 ksi = 60.0 ksi = 145.0 pcf 3,122.0 ksi = 0.90 0.850 3.0 ft 3.0 ft 12.0 in _ # 4.0 4.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone = n/a # Bars required on each side of zone n/a D 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 3.0 in 3.0 in # 4.0 4.0 Title : Dsgnr: Project Desc.: Project Notes : Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil /Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than Lr L S 2.910 0.0 0.0 4.8430 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 File: j:12007 Projects107391 Val- Vue.SD Ops & Veh Storage FacilitylCalcslstruct calcs.ec6 ENERCALC, INC. 1983 - 2008, Vera 6.0.18 ;a1cL1t ttions per IBC 2006, CBC 2007, ACI 31£1 - X -X Section Looking to +Z Z W E 1.170 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Job # Prinleu: 23 APR 2008 2.0 ksf No 200.0 pcf 0.350 0.0 ft 0.0 ksf 0.0 ft 0.0 ksf 0.0 ft Z -Z Section Looking to +X H 0.0 k 0.0 ksf 0.0 k -ft 0.0 k -ft 0.O k 0.0 k Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 General Footing Design .t;ic:.W -060th ENERCALC, INC. 1983-2008, Uer 6.0.18 ;,i�wr�er pt86ti: einis�r�s.tNe Description : Grid 1 & 5 Frame Footings DESIGN SUMMARY PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS Detailed Results Soil Bearing Rotation Axis & Load Combination... Rotation Axis & Load Combination... Min. Ratio Item 0.50322 Soil Bearing n/a Overturning - X -X n/a Overturning - Z -Z n/a Sliding - X -X n/a Sliding - Z -Z n/a Uplift 0.24480 Z Flexure ( +X) 0.24480 Z Flexure ( -X) 0.24480 X Flexure ( +Z) 0.24480 X Flexure ( -Z) 0.17248 1 -way Shear ( +X) 0.17248 1 -way Shear ( -X) 0.17248 1 -way Shear ( +Z) 0.17248 1 -way Shear ( -Z) 0.31857 2 -way Punching X -X. +D X -X, +D +L +H X -X, +D +Lr +H X -X, +D +S +H X -X. +D+0.750L+0.750S +H X -X. +D +W +H X -X. +D+0.750Lr+0.750L+0.750W +H X -X. +D+0.750L+0.750S+0.750W +H X -X. +D+0.750L+0.750S+0.5250E +H X -X. +0.60D +W +H Z -Z, +D Z -Z, +D +L +H Z -Z. +D +Lr +H Z -Z. +D +S +H Z -Z. +D+0.750L+0.750S +H Z -Z. +D +W +H Z -Z. +D+0.750Lr+0.750L+0.750W +H Z -Z. +D+0.750L+0.7505+0.750W +H Z -Z. +D+0.750L+0.750S+0.5250E +H Z -Z. +0.60D +W +H Overturning Stability X -X. +D X-X. +D+L+H X -X. +D +Lr +H X -X. +D +S +H X -X. +D+0.750L+0.750S +H X -X. +D +W +H X -X. +D+0.750Lr+0.750L+0.750W +H X -X. +D+0.750L+0.7505+0.750W +H X -X. +D+0.750L+0.7505+0.5250E +H X -X. +0.60D +W +H Z -Z. +D Z -Z, +D +L +H Z -Z. +D +Lr +H Z -Z. +D +S +H Gross Allowable Xecc Zecc 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf Applied 1.0064 ksf 0.0 k -ft 0.0 k -ft 0.0 k 0.0 k 0.0 k 2.5670 k -ft 2.5670 k -ft 2.5670 k -ft 2.5670 k -ft 16.0598 psi 16.0598 psi 16.0598 psi 16.0598 psi 59.3256 psi n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Overturning Moment None None None None None None None None None None None None None None Title Dsgnr: Project Desc.: Project Notes : +z 0.46833 ksf 0.46833 ksf 0.46833 ksf 1.0064 ksf 0.87192 ksf 0.59833 ksf 0.56583 ksf 0.96942 ksf 0.87192 ksf 0.4110 ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf Printed: 2.3 APR 2008 File: j:12007 Projects107.391 VaI-Vue SD Ops & Veh Storage Facility\Calcslstruct calcs.ec6 Capacity Governing Load Combination 2.0 ksf +D +S +H 0.0 k -ft No Overturning 0.0 k -ft No Overturning 0.0 k No Sliding 0.0 k No Sliding 0.0 k No Uplift 10.4863 k -ft +1.20D+0.50L +1.605+0 10.4863 k -ft +1.20D+0,50L +1,60S+0 10.4863 k -ft +1.20D+0.50L +1.60S+0 10.4863 k -ft +1.20D+0.50L +1.605+0 93.1128 psi +1.20D+0.50L +1.60S+0 93.1128 psi +1.20D+0.50L +1.605+0 93.1128 psi +1.20D+0.50L +1.60S+0 93.1128 psi +1.20D+0.50L +1.605+0 186.226 psi +1.200+0.50L +1.60S+0 Actual Soil Bearing Stress +Z -X 0.46833 ksf 0.46833 ksf 0.46833 ksf 1.0064 ksf 0.87192 ksf 0.59833 ksf 0.56583 ksf 0.96942 ksf 0.87192 ksf 0.4110 ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf Job # Actual I Allowable •X Ratio n/a ksf n/a ksf 0.234 n/a ksf n/a ksf 0.234 n/a ksf n/a ksf 0.234 n/a ksf n/a ksf 0.503 n/a ksf n/a ksf 0.436 n/a ksf n/a ksf 0.299 n/a ksf n/a ksf 0.283 n/a ksf n/a ksf 0.485 n/a ksf n/a ksf 0.436 n/a ksf n/a ksf 0.206 0,46833 ksf 0.46833 ksf 0.234 0.46833 ksf 0.46833 ksf 0.234 0.46833 ksf 0.46833 ksf 0.234 1.0064 ksf 1.0064 ksf 0.503 0.87192 ksf 0.87192 ksf 0.436 0.59833 ksf 0.59833 ksf 0.299 0.56583 ksf 0.56583 ksf 0.283 0.96942 ksf 0.96942 ksf 0.485 0.87192 ksf 0.87192 ksf 0.436 0.4110 ksf 0.4110 ksf 0.206 Resisting Moment Stability Ratio Status 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 [- General Footing Design Description : Grid 1 & 5 Frame Footings Overturning Stability Rotation Axis & Load Combination... Z -Z. +D+0.750L+0.750S +H Z -Z. +D +W +H Z -Z. +D+0.750Lr+0.750L+0.750W +H Z -Z, +D+0.750L+0.750S+0.750W +H Z -Z. +D+0.750L+0.750S+0.5250E +H Z -Z. +0.60D +W +H Sliding Stability Force Application Axis Load Combination... X -X, +0.60D +W +H X -X, +0.60D +W +H X -X, +0.60D +W +H X -X, +0.60D +W +H X -X. +0.60D +W +H X -X. +0.60D +W +H X -X. +0.60D +W +H X -X, +0.60D +W +H X -X. +0.60D +W +H X -X, +0.60D +W +H Z -Z, +0.60D +W +H Z -Z. +0.60D +W +H Z -Z, +0.60D +W +H Z -Z, +0.60D +W +H Z -Z, +0.60D +W +H Z -Z, +0.60D +W +H Z -Z, +0.60D +W +H Z -Z. +0.60D +W +H Z -Z, +0.60D +W +H Z -Z. +0.60D +W +H Footing Flexure Footing Flexure Load Combination... X -X, +1.40D X -X, +1.40D X -X, +1.20D+0.50L+0.50S +1.60H X -X, +1 .20 D+0.50 L+0.50 S +1.60 H X -X, +1.20D +1.60Lr+0.50L+0.80W X -X, +1.20D +1.60Lr+0.50L+0.80W X -X, +1.20D+0.50L +1.60S X -X, +1.20D+0.50L +1.60S X -X, +1 .20 D+0.50 L +1.60 S+0.80 W X -X, +1.20D+0.50L +1.60S+0.80W X -X. +1.20D+0.50Lr+0.50L +1.60W X -X, +1 .20 D+0.50 L r+0.50 L +1,60 W X -X. +1.20D+0.50L+0.50S +1.60W X -X. +1 .20 D+O.50 L+0.50 S +1.60 W X -X, +1.20D+0.50L+0.20S +E X -X. +1.20D+0,50L+0.20S +E X -X. -'0.90D+1 .60 W +1.60 H X -X. 40.90D+1 .60 W +1.60 H Z -Z. +1.40D Z -Z. +1.40D Z -Z. +1.20D+0.50L+0.50S +1.60H Z -Z. +1 .20 D+0.50 L+O.50 S +1.60 H Z -Z, +1.20D +1.60Lr+0.50L+0.80W Z -Z, +1.20D +1.60Lr+0.50L+0.80W Z -Z, +1.20D+0.50L +1.60S Z -Z. +1 .20 D+0.50 L +1.60S Z -Z. +1,20D+0,50L +1.605+0.80W Z -Z, -1 .20 D+0.50 L +1.60 S+0.80 W Z -Z, +1.20D+0.50Lr+0.50L +1.60W Overturn_ ing Moment None None None None None None Sliding Force Which Tension @ Bot. Mu Side ? or Top ? 1.7285 k -f +Z 1.7285 k -f -Z 1.7842 k -f +Z 1.7842 k -f -Z 1.5986 k -f +Z 1.5986 k -f -Z 2.450 k -f +Z 2.450 k -f -Z 2.5670 k -f +Z 2.5670 k -f -Z 1.7156 k -f +Z 1.7156 k -f -Z 2.0182 k -f +Z 2.0182 k -f -Z 1.6027 k -f +Z 1.6027 k -f -Z 1.3452 k -f +Z 1.3452 k -f -Z 1.7285 k -f -X 1.7285 k -f +X 1.7842 k -f -X 1.7842 k -f +X 1.5986 k -f -X 1.5986 k -f +X 2.450 k -f -X 2.450 k -f +X 2.5670 k -f -X 2.5670 k -f +X 1.7156 k -f -X Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Title : Dsgnr: Project Desc.: Project Notes As Retied 0.0570 in2 /f 0.0570 in2 /f 0.0589 in2 /f 0.0589 in2 /f 0.0527 in2 /f 0.0527 in2 /f 0.0810 in2 /f 0.0810 in2 /f 0.0849 in2 /f 0.0849 in2 /f 0.0566 in2 /f 0.0566 in2 /f 0.0666 in2 /f 0.0666 in2 /f 0.0529 in2 /f 0.0529 in2 /f 0.0443 in2 /f 0.0443 in2 /f 0.0570 in2 /f 0.0570 in2 /f 0.0589 in2 /f 0.0589 in2 /f 0,0527 in2 /f 0.0527 in2 /f 0,0810 in2 /f 0.0810 in2 /f 0.0849 in2 /f 0.0849 in2 /f 0.0566 in2 /f File: j.12007 Proiects107.391 Val-Vue SD Ops & Veh Storage Facility \Calcslstruct calcs.ec6 ENERCALC, INC. 1983-2008, Ver: 6.0.18 Resisting Moment Stability Ratio Status Gvrn. As Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bendina Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft Actual As 0.2667 in2 /ft 0.2667 in2 /ft 0.2667 in2 /ft 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f 0.2667 in2 /f nfinitv nfinitv nfinitv nfinitv nfinitv nfinitv Resisting Force Sliding SafetyRatio 0.0 k 1.4753 k No Slidina 0.0 k 1.4753 k No Slidina 0.0 k 1.4753 k No Slidina 0.0 k 3.1703 k No Sliding 0.0 k 2.7465 k No Sliding 0.0 k 1.8848 k No Slidina 0.0 k 1.7824 k No Slidina 0.0 k 3.0537 k No Slidina 0.0 k 2.7465 k No Slidina 0.0 k 1.2947 k No Slidina 0.0 k 1.4753 k No Slidina 0.0 k 1.4753 k No Slidina 0.0 k 1.4753 k No Slidina 0.0 k 3.1703 k No Slidina 0.0 k 3.0537 k No Slidina 0.0 k 2.7465 k No Slidina 0.0 k 1.2947 k No Slidina 0.0 k 2.7465 k No Slidina 0.0 k 1.8848 k No Slidina 0.0 k 1.7824 k No Slidina Job # Printed: 23 APR 2008 OK OK OK OK OK OK Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Phi *Mn Status 10.4863 k -ft OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -ft OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -ft OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK 10.4863 k -f OK Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 General Footing Design Description : Footing Flexure Footing Flexure Load Combination... Load Combination... Load Combination... +1.40D +1 .20 D+0 , 50 L+O.50 S +1.60 H +1.20 D +1.60Lr+0.50L+0.80W +1.20D+0.50L +1.60S +1 .20 D+0.50 L +1.60S--0.80 W +1 .2 0 D+O.50 L r+0.50 L +1.60 W +1.20 D+0.50 L+0.50 S +1.60 W +1 .20 D+0.50 L+O.20 S +E +0.90D +1.60W +1.60H Grid 1 & 5 Frame Footings Vu Title Dsgnr: Project Desc.: Project Notes : Job # 11- Printed: 23 APR 2008 'ceinse lbw r DI i Bi: E NGfNE RS INC. File:I:12007 Prolects107- 391 'Val•Vue SD Ops & Veh Storage FacllitylCalcslstruct calcs.ec6 ENERCALC, INC. 1983-2008, Ver: 6.0.18 Which Tension @ Bot. Mu Side ? or Top ? As Req'd Gvrn. As Actual As Phi *Mn Status Z -Z, +1.20D+0,50Lr+0.50L +1,60W 1.7156 k -ft +X Bottom 0.0566 in2 /f Calc'd Bendino 0.2667 in2 /ft 10.4863 k -ft OK Z -Z, +1,20D+0.50L+0.50S +1.60W 2.0182 k -ft -X Bottom 0.0666 in2 /f Calc'd Bendino 0.2667 in2 /ft 10.4863 k -ft OK Z -Z. +1.20D+0.50L+0.505 +1.60W 2.0182 k -ft +X Bottom 0.0666 in2 /f Calc'd Bendina 0.2667 in2 /ft 10.4863 k -ft OK Z -Z, +1.20D+0.50L+0.20S +E 1.6027 k -ft -X Bottom 0.0529 in2 /f Calc'd Bendino 0.2667 in2 /ft 10.4863 k -ft OK Z -Z. +1.20D+0.50L+0.20S +E 1.6027 k -ft +X Bottom 0.0529 in2 /f Calc'd Bendino 0.2667 in2 /ft 10.4863 k -ft OK Z -Z, +0.90D +1.60W +1.60H 1.3452 k -ft -X Bottom 0.0443 in2 /f Calc'd Bendino 0.2667 in2 /ft 10.4863 k -ft OK Z -Z, +0.900 +1.60W +1.60H 1.3452 k -ft +X Bottom 0.0443 in2 /f Calc'd Bendina 0.2667 in2 /ft 10.4863 k -ft OK One Way Shear Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Phi *Vn / Vu Status +1.400 10.8141 10.8141 10.8141 10.8141 10.8141 93.1128 0.11614 OK +1.20D+0.50L+0.50S +1.60H 11.1626 11.1626 11.1626 11.1626 11.1626 93.1128 0.11988 OK +1.20D +1.60Lr+0.50L+0.80W 10.0011 10.0011 10.0011 10.0011 10.0011 93.1128 0.10741 OK +1.20D+0.50L +1.605 15.3280 15.3280 15.3280 15.3280 15.3280 93.1128 0.16462 OK +1.200+0.50L +1.60S+0.80W 16.0598 16.0598 16.0598 16.0598 16.0598 93.1128 0.17248 OK +1.200+0.50Lr+0.50L +1.60W 10.7330 10.7330 10.7330 10.7330 10.7330 93.1128 0.11527 OK +1.200+0.50L+0.50S +1.60W 12.6263 12.6263 12.6263 12.6263 12.6263 93.1128 0.13560 OK +1.200+0.50L+0.20S +E 10.0266 10.0266 10.0266 10.0266 10.0266 93.1128 0.10768 OK +0,90D +1.60W +1.60H 8.4156 8.4156 8.4156 8.4156 8.4156 93.1128 0.090381 OK Punching Shear Phi *Vn Phi *Vn / Vu Status 39.9477 186.226 0.21451 OK 41.2350 186.226 0.22143 OK 36.9444 186.226 0.19839 OK 56.6221 186.226 0.30405 OK 59.3256 186.226 0.31857 OK 39.6479 186.226 0.21290 OK 46.6420 186.226 0.25046 OK 37.0386 186.226 0.19889 OK 31.0877 186.226 0.16694 OK Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 General Foot Des Description : Grid 2, 3 & 4 Frame Footings General Information Material Properties f'c : Concrete 28 day strength Fy : Rebar Yield Concrete Density Ec : Concrete Elastic Modulus = cp Values Flexure = Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Overturning Safety Factor = AutoCalc Footing Weight as DL AutoCalc Pedestal Weight as DL : Dimensions Width along X -X Axis Length along Z -Z Axi Footing Thicknes Load location offset from footing center... ex : Along X -X Axis = ez : Along Z -Z Axis = Pedestal dimensions... px : Along X -X Axis pz : Along Z -Z Axis Height Rebar Centerline to Edge of Concrete.. at Top of footing = at Bottom of footing = # Bars required within zone = # Bars required on each side of zone Applied Loads P : Column Load OB : Overburden M -xx M -zz V -x V -z 3.0 ksi 60.0 ksi 145.0 pcf 3,122.0 ksi 0.90 0.850 .00140 .00180 1.50 : 1 1.50 :1 Yes No 3.50 ft 3.50 ft 12.0 in 3.0 in 3.0 in Reinforcing Bars along X -X Axis Reinforcing Bar Size Number of Bars Bars along Z -Z Axis Reinforcing Bar Sizl = # 4.0 Number of Bars # 4.0 5.0 5.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a n/a n/a D 5.3440 in in in in in Lr Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil /Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than X -X Section Looking to +Z L Title : Dsgnr: Project Desc.: Project Notes : Job # l3 Prince::: 23 APR 2008 File: j:\2007 Projects107391 Val•Vue SD Ops & Veh Storage Facility \Calcslstructcalcs.ec6 ENERCALC, INC.1983.2008, Ver: 6.0.18 Gal call«tions per IBC 2006, CBC 2007, ACI 310 -06 Z s w 8.9070 2.30 2.0 ksf = No 200.0 pcf = 0.350 ft = ksf = ft ksf ft Z -Z Section Looking to +X E 1 k ksf k -ft k -ft k k Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 1 <. :{ W+ OO6102 General Footing Description : Grid 2, 3 & 4 Frame Footings DESIGN SUMMARY Soil Bearing Min. Ratio PASS 0.65417 PASS n/a PASS n/a PASS n/a PASS n/a PASS n/a PASS 0.35039 PASS 0.35039 PASS 0.35039 PASS 0.35039 PASS 0.25005 PASS 0.25005 PASS 0.25005 PASS 0.25005 PASS 0,49418 Detailed Results Rotation Axis & Load Combination... X -X. +D X -X. +D +L +H X -X. +D +Lr +H X -X. +D +S +H X -X, +D+0.750L+0.750S +H X -X. +D +W +H X -X, +D+0.750Lr+0.750L+0.750W +H X -X. +D+0.750L+0.7505+0.750W +H X -X, +D+0.750L+0.750S+0.5250E +H X -X, +0.60D +W +H Z -Z. +D Z -Z. +D +L +H Z -Z, +D +Lr +H Z -Z. +D +S +H Z -Z. +D+0.750L+0.750S +H Z -Z. +D +W +H Z -Z, +D+0.750Lr+0.750L+0.750W +H Z -Z. +D+0.750L+0.750S+0.750W +H Z -Z. +D+0.750L+0.750S+0.5250E +H Z-Z, +0.60D +VV +H Overturning Stability Rotation Axis & Load Combination... X -X. +D X -X. +D +L +H X -X. +D +Lr +H X -X. +D +S +H X -X, +D+0.750L+0.750S +H X -X. +D +W +H X -X. +D+0.750Lr+0.750L+0.750W +H X -X. +D+0.750L+0.7505+0.750W +H X -X. +D+0.750L+0.750S+0.5250E +H X -X, +0.60D +W +H Z -Z, +D Z -Z. +D +L +H Z -Z, +D +Lr +H Z -Z. +D +S +H Item Applied Soil Bearing Overturning - X -X Overturning - Z -Z Sliding - X -X Sliding - Z -Z Uplift Z Flexure ( +X) Z Flexure ( -X) X Flexure ( +Z) X Flexure ( -Z) 1 -way Shear ( +X) 1 -way Shear ( -X) 1 -way Shear ( +Z) 1 -way Shear ( -Z) 2 -way Punching Gross Allowable Xecc Zecc 2.0 ksf 2.O ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.0 ksf 2.O ksf 2.O ksf 2.0 ksf 2.O ksf 2.0 ksf 2.0 ksf 2,0 ksf 2.0 ksf 1.3084 ksf 0.0 k -ft 0.0 k -ft 0.0 k 0.0 k 0.0 k 3.9284 k -ft 3.9284 k -ft 3.9284 k -ft 3.9284 k -ft 23.2832 psi 23.2832 psi 23.2832 psi 23.2832 psi 92.0292 psi n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.O in 0.O in 0.O in 0.O in 0.0 in 0.O in 0.O in 0.O in 0.0 in 0.O in 0.O in 0.O in 0.0 in 0.O in 0.0 in 0.0 in 0.O in 0.0 in 0.O in 0.O in n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Overturning Moment None None None None None None None None None None None None None None Title : Dsgnr: Project Desc.: Project Notes : +Z 0.58125 ksf 0.58125 ksf 0.58125 ksf 1.3084 ksf 1.1266 ksf 0.7690 ksf 0.72206 ksf 1.2674 ksf 1.1266 ksf 0.53650 ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf Prinlea. 23 APR 2C38 Ale: j:12007 Projectsl07 -391 Val -Vue SD:Ops & Veb Storage Facility \Calcslstruct calcs.ec6 ENERCALC, INC. 1983-2008, Ver. 6.0.18 Capacity 2.0 ksf 0.0 k -ft 0,0 k -ft 0.0 k 0.0 k 0.0 k 11.2113 k -ft 11.2113 k -ft 11.2113 k -ft 11.2113 k -ft 93.1128 psi 93.1128 psi 93.1128 psi 93.1128 psi 186.226 psi Actual Soil Bearing Stress Actual / Allowable 0.58125 ksf 0.58125 ksf 0.58125 ksf 1.3084 ksf 1.1266 ksf 0.7690 ksf 0.72206 ksf 1.2674 ksf 1.1266 ksf 0.53650 ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf +z -x Resisting Moment Job # Governing Load Combination +D +S +H No Overturning No Overturning No Sliding No Sliding No Uplift +1.20D+0.50L +1.605+0 +1.20D+0.50L +1.605+0 +1.200+0.50L +1.60S+0 +1.20D+0.50L +1.60S+0 +1 .20 D+0.50 L +1.60 S+0 +1 .20 D+O.50 L +1.60 S+0 +1 .20 D+0 , 50 L +1.60 S+0 +1 .20 D+0.50 L +1.60 S+0 +1 .20 D+0.50 L +1.60 S+0 -X Ratio n/a ksf n/a ksf 0.291 n/a ksf n/a ksf 0.291 n/a ksf n/a ksf 0.291 n/a ksf n/a ksf 0.654 n/a ksf n/a ksf 0.563 n/a ksf n/a ksf 0.385 n/a ksf n/a ksf 0.361 n/a ksf n/a ksf 0.634 n/a ksf n/a ksf 0.563 n/a ksf n/a ksf 0.268 0.58125 ksf 0.58125 ksf 0.291 0.58125 ksf 0.58125 ksf 0.291 0.58125 ksf 0.58125 ksf 0.291 1.3084 ksf 1.3084 ksf 0.654 1.1266 ksf 1.1266 ksf 0.563 0.7690 ksf 0.7690 ksf 0.385 0.72206 ksf 0.72206 ksf 0.361 1.2674 ksf 1.2674 ksf 0.634 1.1266 ksf 1.1266 ksf 0.563 0.53650 ksf 0.53650 ksf 0268 Stability Ratio Status 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK 0.0 k -ft nfinitv OK Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 General Footing Design Lie Mt Description : Grid 2, 3 & 4 Frame Footings Overturning Stability Rotation Axis & Load Combination... Z -Z. +D+0.750L+0.750S +H Z -Z. +D +W +H Z -Z. +D+0,750Lr+0.750L+0.750W +H Z -Z. +D+0.750L+0.750S+0.750W +H Z -Z, +D+0.750L+0.750S+0.5250E +H Z -Z. +0.60D +W +H Sliding Stability Force Application Axis Load Combination... X -X. +0.60D +W +H X -X. +0.60D +W +H X -X. +0.60D +W +H X -X, +0.60D +W +H X -X, +0.60D +W +H X -X, +0.60D +W +H X -X, +0.60D +W +H X -X. +0.60D +W +H X -X. +0.60D +W +H X -X. +0.60D +W +H Z -Z. +0.60D +W +H Z -Z. +0.60D +W +H Z -Z. +0.60D +W +H Z -Z, +0,60D +W +H Z -Z. +0.60D +W +H Z -Z, +0.60D +W +H Z -Z, +0.60D +W +H Z -Z, +0.60D +W +H Z -Z, +0.60D +W +H Z -Z. +0,60D +W +H Footing Flexure Footing Flexure Load Combination... X -X, +1,40D X -X. +1.40D X -X, +1 .20 D+0.50 L+0.50 S +1.60 H X -X. +1.20D+0.50L+0.50S +1.60H X -X, +1 .20 D +1.60 L r+0.50 L+0.80 W X -X. +1.20D +1.60Lr+0.50L+0.80W X -X, +1 .20 D+0.50 L +1.60 S X -X. -1 .20 D+0.50 L +1.60S X -X. +1 .20 D+0.50 L +1.60S+0.80 W X -X. +1.20D+0.50L +1.60S+0.80W X -X. +1.20D+0.50Lr+0.50L +1.60W X -X. +1 .20 D+0.50 L r+0.50 L +1.60 W X -X. +1 .20 D+0.50 L+0.50 S +1.60 W X -X. +1 .20 D+0.50 L+0.50 S +1.60 W X -X. +1.20D+0.50L+0.20S +E X -X. +1.20D+0.50L+0.20S +E X -X. +0.90D +1.60W +1.60H X -X, +0.90D +1.60W +1.60H Z -Z, +1.40D Z -Z. +1.40D Z -Z, +1.20D+0.50L+0.50S +1.60H Z -Z, +1.20D+0.50L+0.50S +1.60H Z -Z, +1.20D +1.60Lr+0.50L+0.80W Z -Z, +1.20D +1.60Lr+0.50L+0.80W Z -Z, +1.20D+0.50L +1.60S Z -Z, +1 .200+0.50 L +1.60 S Z -Z, +1.20D+0.50L +1.60S+0.80W Z -Z, +1.20D+0.50L +1.60S+0.80W Z -Z, +1.20D+0.50Lr+0.50L +1.60W Sliding Force 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k Which Tension @ Bot. Mu Side ? or Top ? As Req'd 2.2369 k -ft 2.2369 k -ft 2.4739 k -ft 2.4739 k -ft 2,1473 k -ft 2.1473 k -ft 3.6984 k -ft 3.6984 k -ft 3.9284 k -ft 3.9284 k -ft 2.3772 k -ft 2.3772 k -ft 2.9338 k -ft 2.9338 k -ft 2.1399 k -ft 2.1399 k -ft 1.8979 k -ft 1.8979 k -ft 2.2369 k -ft 2.2369 k -ft 2.4739 k -ft 2.4739 k -ft 2.1473 k -ft 2.1473 k -ft 3.6984 k -ft 3.6984 k -ft 3.9284 k -ft 3.9284 k -ft 2.3772 k -ft +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z -X +X -X +X -X +X -X +X -X +X -X Overturning Moment Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom None None None None None None 0.0739 in2 /f 0.0739 in2 /f 0.0818 in2 /f 0.0818 in2 /f 0.0709 in2 /f 0.0709 in2 /f 0.1227 in2 /f 0.1227 in2 /f 0.1304 in2 /f 0.1304 in2 /f 0.0786 in2 /f 0.0786 in2 /f 0.0971 in2 /f 0.0971 in2 /f 0.0707 in2 /f 0,0707 in2 /f 0.0626 in2 /f 0.0626 in2 /f 0.0739 in2 /f 0.0739 in2 /ft 0.0818 in2 /f 0.0818 in2 /f 0.0709 in2 /f 0.0709 in2 /f 0.1227 in2 /f 0.1227 in2 /f 0.1304 in2 /f 0.1304 in2 /f 0.0786 in2 /f Title : Dsgnr: Project Desc.: Project Notes : Fruited: 23 APR 2008 File: j:12007 Prolects107 -391 Val•VueSD Ops S Veh Storage FacilitylCalcslstruct calcs.ec6 ENERCAt.C, INC. 1983 -2008, Ver. 6.0.18 eq Resisting Moment 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft Resisting Force 2.4921 k 2.4921 k 2.4921 k 5.6095 k 4.8302 k 3,2971 k 3.0958 k 5,4339 k 4.8302 k 2.3003 k 2.4921 k 2.4921 k 2.4921 k 5.6095 k 5.4339 k 4.8302 k 2.3003 k 4.8302 k 3.2971 k 3.0958 k Gvrn. As Calc'd Bending Calc'd Bending Calc'd Bendina Calc'd Bending Calc'd Bending Calc'd Bendina Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Actual As 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft Stability Ratio nfinitv nfinitv nfinitv nfinitv nfinitv nfinitv Job # 15 Status OK OK OK OK OK OK Sliding SafetyRatio Status No Sliding OK No Sliding OK No Slidina OK No Slidina OK No Slidina OK No Slidina OK No Sliding OK No Sliding OK No Slidina OK No Slidina OK No Slidina OK No Slidina OK No Slidina OK No Slidina OK No Slidina OK No Slidina OK No Slidina OK No Slidina OK No Slidina OK No Slidina OK Phi *Mn Status 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK 11.2113 k -f OK Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 General Footing Design Description : Footing Flexure Footing Flexure Load Combination... Z -Z, +1.20D+0.50Lr+0.50L +1.60W Z -Z, +1.20D+O.50L+0.50S +1.60W Z -Z, +1.20D+0.50L+0.50S +1.60W Z -Z, +1.20D+0.50L+0.20S +E Z -Z. +1.20D+0.50L+0.20S +E Z -Z. +0.90D +1.60W +1.60H Z -Z, +0.900 +1.60W +1.60H One Way Shear Load Combination... +1.40D +1 .20 D+0.50 L+0.50 S +1.6 0 H +1.200 +1.60Lr+0.50L+0.80 W +1.20D+0.50L +1.60S +1 , 20 D+0.50 L +1.60 S+0.80 W +1 .20 D+0.50 L r+0.50 L +1.6 0 W +1 .20 D+O. 50 L+0.50 S +1.60 W +1 .20 D+0.50 L+0.20 S +E +0,90D +1.60W +1.60H Punching Shear Load Combination... +1.40D +1.20D+0.50L+0.50S +1.60H +1.20D +1.60 Lr+0.50L+0.80W +1.20D+0.50L +1.60S +1.20D+0.50L +1.60S+0.80 W +1.20D+0.50Lr+0.50 L +1.60W +1.20D+0.50L+0.50S +1.60 W +1 .20 D+0.50 L+0.20 S +E +0.90D +1.60W +1.60H Grid 2, 3 & 4 Frame Footings Title : Dsgnr: Project Desc.: Project Notes : Which Tension @ Bot. Mu Side ? or Top ? As Req'd Gvrn. As Actual As 2,3772 k -ft 2.9338 k -ft 2.9338 k -ft 2.1399 k -ft 2.1399 k -ft 1.8979 k -ft 1.8979 k -ft +X -X +X -X +X -X +X 13.2578 13.2578 13.2578 14.6627 14.6627 14.6627 12.7268 12.7268 21.9203 21.9203 23.2832 23.2832 14.0898 14.0898 17.3887 17.3887 12,6834 12.6834 11.2488 11.2488 Vu Bottom Bottom Bottom Bottom Bottom Bottom Bottom 0.0786 in2 /ft 0.0971 in2 /ft 0.0971 in2 /ft 0,0707 in2 /ft 0.0707 in2 /ft 0.0626 in2 /ft 0.0626 in2 /ft Phi *Vn Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft 0.2857 in2 /ft Job # Printed: 23 APR 2008 o.,* , *KW 116402 t DIB NGfNEER File: j:12007 Projects107.391 Val -Vue SO Ops & Veh Storage FacilitylCalcslstructcalcs.ec6 ENERCALC, INC. 1983- 2008,;Ver. 6.0.18 Phi *Mn Status 11.2113 k -ft OK 11.2113 k -ft OK 11.2113 k -ft OK 11.2113 k -ft OK 11,2113 k -ft OK 11.2113 k -ft OK 11.2113 k -ft OK Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Phi *Vn / Vu Status 13,2578 13.2578 93,1128 0.14238 OK 14.6627 14.6627 93.1128 0.15747 OK 12.7268 12.7268 12.7268 93.1128 0.13668 OK 21.9203 21.9203 21.9203 93.1128 0.23542 OK 23.2832 23.2832 23.2832 93.1128 0.25005 OK 14.0898 14.0898 14.0898 93.1128 0.15132 OK 17.3887 17.3887 17.3887 93.1128 0.18675 OK 12.6834 12.6834 12.6834 93.1128 0.13622 OK 11,2488 11.2488 11.2488 93.1128 0.12081 OK Phi *Vn I Vu Status 52.4027 186.226 0.28139 OK 57.9558 186.226 0.31121 OK 50.3038 186.226 0.27012 OK 86.6419 186.226 0.46525 OK 92.0292 186.226 0.49418 OK 55.6911 186.226 0.29905 OK 68.7302 186.226 0.36907 OK 50.1323 186.226 0.26920 OK 44.4619 186.226 0.23875 OK Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828-4200 425.827.6131 Title Block Line 6 Printee 23 APR 2C0e File: 3:12007 Projects107-391 Val-Vue SD Ops & Veh Storage Facility1CalcsIstruct calcs.ec6 ENERCALC, INC. 1983-2008, Ver; 6.0.18 ticenseDvvnert General Footing Design Description : Portal Frame Footings General Information Material Properties fc : Concrete 28 day strength Fy : Rebar Yield Concrete Density Ec : Concrete Elastic Modulus = jj Values Flexure Shear Analysis Settings Min Steel `)/0 Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Overturning Safety Factor AutoCalc Footing Weight as DL AutoCalc Pedestal Weight as DL Dimensions Width along X-X Axis Length along Z-Z Axi Footing Thicknes Applied Loads P : Column Load OB : Overburden M-xx M-zz V-x V-z Load location offset from footing center... ex : Along X-X Axis ez : Along Z-Z Axis Pedestal dimensions... px : Along X-X Axis pz : Along Z-Z Axis Height Rebar Centerline to Edge of Concrete.. at Top of footing at Bottom of footing 3.0 ksi 60.0 ksi 145.0 pcf 3,122.0 ksi 0.90 0.850 .00140 .00180 1.50 :1 1.50 :1 Yes No 4.0 ft 4.0 ft 12.0 i in in in in in 3.0 in 3.0 in Reinforcing Bars along X-X Axis Reinforcing Bar Size Number of Bars Bars along Z-Z Axis Reinforcing Bar Sizt = # 4.0 Number of Bars # 4.0 6.0 6.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone = n/a # Bars required on each side of zone n/a D Lr 5.3440 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than Title : Dsgnr: Project Desc.: Project Notes : X-X Section Looking to +Z Calculations per IBC 2006, CDC 2007, ACI 318-05 8.9070 2.30 E Job # 2.0 ksf No 200.0 pcf 0.350 ft ksf ft ksf ft Z-Z Section Looking to +X H k ksf k-ft k-ft k Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 General Footing Description : Portal Frame Footings DESIGN SUMMARY PASS 0.51784 Soil Bearing PASS n/a Overturning - X -X PASS n/a Overturning - Z -Z PASS nla Sliding - X -X PASS n/a Sliding - Z -Z PASS n/a Uplift PASS 0.34118 Z Flexure ( +X) PASS 0.34118 Z Flexure ( -X) PASS 0.34118 X Flexure ( +Z) PASS 0.34118 X Flexure ( -Z) PASS 0.24461 1 -way Shear ( +X) PASS 0.24461 1 -way Shear ( -X) PASS 0.24461 1 -way Shear ( +Z) PASS 0.24461 1 -way Shear ( -Z) PASS 0.51049 2 -way Punching Detailed Results Soil Bearing Rotation Axis & Load Combination... Min. Ratio Item Applied 1.0357 ksf 0.0 k -ft 0.0 k -ft 0.0 k 0.0 k 0.0 k 4.0099 k -ft 4.0099 k -ft 4.0099 k -ft 4.0099 k -ft 22.7763 psi 22.7763 psi 22.7763 psi 22.7763 psi 95.0663 psi Title : Dsgnr: Project Desc.: Project Notes : Job # Capacity Governing Load Combination 2.0 ksf +D +S +H 0.0 k -ft No Overturning 0.0 k -ft No Overturning 0.0 k No Sliding 0.0 k No Sliding 0.0 k No Uplift 11.7529 k -ft +1.20D+0.50L +1.60S+0 11.7529 k -ft +1.20D+0.50L +1.60S+0 11.7529 k -ft +1.200+0.50L +1.60S+0 11.7529 k -ft +1.20D+0.50L +1.60S+0 93.1128 psi +1.20D+0.50L +1.60S+0 93.1128 psi +1.200+0,50L +1.605+0 93.1128 psi +1.20D+0.50L +1,60S+0 93.1128 psi +1.20D+0.50L +1.605+0 186.226 psi +1.20D+0.50L +1.60S+0 Printed: 23 APR 2008 te. 1011- 060:0 :4' .a? e k FV C38rise£ ENGINEERS ;INC File; j:12007 Projects107-391 Val -Vue SD Ops & Veil Storage FacilitylCalcslstruct calcs..ec6 ENERCALC, INC. 1983-2008, Ver 6.0.18 Actual Soil Bearing Stress Actual / Allowable Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X -X, +D 2.0 ksf n/a 0.0 in 0.4790 ksf 0.4790 ksf n/a ksf n/a ksf 0.240 X -X. +D +L +H 2.0 ksf n/a 0.0 in 0.4790 ksf 0.4790 ksf n/a ksf n/a ksf 0.240 X -X. +D +Lr +H 2.0 ksf n/a 0.0 in 0.4790 ksf 0.4790 ksf n/a ksf n/a ksf 0.240 X -X, +D +S +H 2.0 ksf n/a 0.0 in 1.0357 ksf 1.0357 ksf n/a ksf n/a ksf 0.518 X -X. +D+0.750L+0.750S +H 2.0 ksf n/a 0.0 in 0.89652 ksf 0.89652 ksf n/a ksf n/a ksf 0.448 X -X. +D +W +H 2.0 ksf n/a 0.0 in 0.62275 ksf 0.62275 ksf n/a ksf n/a ksf 0.311 X -X. +D+0.750Lr+0.750L+0.750W +H 2.0 ksf n/a 0.0 in 0.58681 ksf 0.58681 ksf n/a ksf n/a ksf 0.293 X -X. +D+0.750L+0.7505+0.750W +H 2.0 ksf n/a 0.0 in 1.0043 ksf 1.0043 ksf n/a ksf n/a ksf 0.502 X -X, +D+0.750L+0.7505+0.5250E +H 2.0 ksf n/a 0.0 in 0.89652 ksf 0.89652 ksf n/a ksf n/a ksf 0.448 X -X, +0.600 +W +H 2.0 ksf n/a 0.0 in 0.43115 ksf 0.43115 ksf n/a ksf n/a ksf 0.216 Z -Z. +D 2.0 ksf 0.0 in n/a n/a ksf n/a ksf 0.4790 ksf 0.4790 ksf 0.240 Z -Z. +D +L +H 2.0 ksf 0.0 in n/a n/a ksf n/a ksf 0.4790 ksf 0.4790 ksf 0.240 Z -Z, +D +Lr +H 2.0 ksf 0.0 in n/a n/a ksf n/a ksf 0.4790 ksf 0.4790 ksf 0.240 Z -Z, +D +S +H 2.0 ksf 0.0 in n/a n/a ksf n/a ksf 1.0357 ksf 1.0357 ksf 0.518 Z -Z, +D+0.750L+0.750S +H 2.0 ksf 0.0 in n/a n/a ksf n/a ksf 0.89652 ksf 0.89652 ksf 0.448 Z -Z, +D +W +H 2.0 ksf 0.0 in n/a n/a ksf n/a ksf 0.62275 ksf 0.62275 ksf 0.311 Z -Z, +D+0.750Lr+0.750L+0.750W +H 2.0 ksf 0.0 in n/a nla ksf nla ksf 0.58681 ksf 0.58681 ksf 0.293 Z -Z, +D+0,750L+0.750S+0.750W +H 2.0 ksf 0.0 in n/a n/a ksf n/a ksf 1.0043 ksf 1.0043 ksf 0.502 Z -Z, +D+0.750L+0,7505+0.5250E +H 2.0 ksf 0.0 in n/a n/a ksf n/a ksf 0.89652 ksf 0.89652 ksf 0.448 Z -Z, +0.60D +Nr +H 2.0 ksf 0.0 in n/a n/a ksf n/a ksf 0.43115 ksf 0.43115 ksf 0.216 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X -X, +D None 0.0 k -ft nfinitv OK X -X. +D +L +H None 0.0 k -ft nfinitv OK X -X, +D +Lr +H None 0.0 k -ft nfinitv OK X -X, +D +S +H None 0.0 k -ft nfinitv OK X -X. +D+0.750L+0.750S +H None 0.0 k -ft nfinitv OK X -X. +D +\,n/ +H None 0.0 k -ft nfinitv OK X -X, +D+0.750Lr+0.750L+0.750W +H None 0.0 k -ft nfinitv OK X -X. +D+0.750L+0.7505+0.750W +H None 0.0 k -ft nfinitv OK X -X. +D+0.750L+0.750S+0.5250E +H None 0.0 k -ft nfinitv OK X -X. +0.60D +W +H None 0.0 k -ft nfinitv OK Z -Z, +D None 0.0 k -ft nfinitv OK Z -Z. +D +L +H None 0.0 k -ft nfinitv OK Z -Z. +D +Lr +H None 0.0 k -ft nfinitv OK Z -Z. +D +S +H None 0.0 k -ft nfinitv OK Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 General Foot Design -KW " O Description : Portal Frame Footings Overturning Stability Rotation Axis & Load Combination... Z -Z. +D+0.750L+0.750S +H Z -Z, +D +W +H Z -Z, +D+0.750Lr+0.750L+0.750W +H Z -Z. +D+0.750L+0.7505+0.750W +H Z -Z. +D+0.750L+0.750S+0.5250E +H Z -Z. +0.60D +W +H Sliding. Stability Force Application Axis Load Combination... X -X. +0.60D +W +H X -X. +0.60D +W +H X -X. +0.60D +W +H X -X. +0.60D +W +H X -X, +0.60D +W +H X -X, +0.60D +W +H X -X. +0.600 +W +H X -X. +0.60D +W +H X -X. +0.60D +W +H X -X, +0.60D +W +H Z -Z, +0.60D +W +H Z -Z. +0.600 +W +H Z -Z, +0.60D +W +H Z -Z, +0.600 +W +H Z -Z. +0.60D +W +H Z -Z. +0.60D +W +H Z -Z, +0.60D +W +H Z -Z. +0.60D +W +H Z -Z, +0.60D +W +H Z -Z. +0.60D +W +H Footing Flexure Footing Flexure Load Combination... X -X. +1.40D X -X. +1.400 X -X. +1.20D+0.50L+0.50S +1.60H X -X. +1.20D+0.50L+0.50S +1.60H X -X, +1.200 +1.60Lr+0.50L+0.80W X -X, +1 .20 D +1.60 L r+0.50 L+0.80 W X -X, +1.20D+0.50L +1.60S X -X, +1.20D+0.50L +1.60S X -X, +1.20D+0.50L +1.60S+0.80W X -X. +1 .20 D+0.50 L +1.60 S+0.80 W X -X, +1.20D+0.50Lr+0.50L +1.60W X -X, +1.20D+0.50Lr+0.50L +1.60W X -X. +1 .20 D+O.50 L+O.50 S +1.60 W X -X. +1.20D+0.50L+0.50S +1.60W X -X. +1.20D+0.50L+0.20S +E X -X. +1.20D+0.50L+0.20S +E X -X, +0.90D+1 .60 W +1.60 H X -X. +0.900+1 .60 W +1.60 H Z -Z. +1.400 Z -Z. +1.40D Z -Z, +1.20D+0.50L+0.505 +1.60H Z -Z. +1.20D+0.50L+0.50S +1.60H Z -Z. +1.20D +1.60Lr+0,50L+0.80W Z -Z, +1.20D +1.60Lr+0.50L+0.80W Z -Z, +1 .20 D+O.50 L +1.60 S Z -Z. +1 .20 D+0.50 L +1.60 S Z -Z. +1.20D+0.50L +1.60S+0.80W Z -Z. +1 .20 D+O.50 L +1.60 S+0.80 W Z Z. +1.20D+ +1.60W 2.3320 k -f 2.3320 k -f 2.5554 k -f 2.5554 k -f 2.2288 k -f 2.2288 k -f 3.7799 k -f 3.7799 k -f 4.0099 k -f 4.0099 k -f 2.4588 k -f 2.4588 k -f 3.0154 k -f 3.0154 k -f 2.2215 k -f 2.2215 k -f 1.9591 k -f 1.9591 k -f 2.3320 k -f 2.3320 k -f 2.5554 k -f 2.5554 k -f 2.2288 k -f 2.2288 k -f 3,7799 k -f 3,7799 k -f 4.0099 k -f 4.0099 k -f 2.4588 k -f +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z -X +X -X +X -X +X -X +X -X +X -X Overturning Moment None None None None None None Sliding Force 0.0 k 0.0 k 0.0 k 0.0 k 0.O k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k Which Tension @ Bot. Mu Side ? or Top ? As Req'd Gvrn. As Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom 0.0771 in2 /ft 0.0771 in2 /f 0.0845 in2 /f 0.0845 in2 /f 0.0736 in2 /f 0.0736 in2 /f 0.1254 in2 /f 0.1254 in2 /f 0.1331 in2 /f 0.1331 in2 /f 0.0813 in2 /f 0.0813 in2 /f 0.0998 in2 /f 0.0998 in2 /f 0.0734 in2 /f 0.0734 in2 /f 0.0647 in2 /f 0.0647 in2 /f 0.0771 in2 /f 0.0771 in21f 0.0845 in2 /f 0.0845 in2 /f 0.0736 in2 /f 0.0736 in2 /f 0.1254 in2 /f 0.1254 in2 /f 0.1331 in2 /f 0.1331 in2 /f 0.0813 in2 /f Title : Dsgnr: Project Desc.: Project Notes : Ftle; j:12007`Projects1o7 -391 Val -Vue SD Ops & Veh Storage Facility\Calcslstruct calcs.ec6 ENERCALC, INC. 1983 -2008, Ver. 6.0.18 Resisting Moment 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft Resisting Force Sliding SafetyRatio Status 2.6824 k 2.6824 k 2.6824 k 5.7999 k 5.0205 k 3.4874 k 3.2862 k 5.6242 k 5.0205 k 2.4144 k 2.6824 k 2.6824 k 2.6824 k 5.7999 k 5.6242 k 5.0205 k 2.4144 k 5.0205 k 3.4874 k 3.2862 k Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bending Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bending Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bending Calc'd Bendina Calc'd Bendina Calc'd Bendina Actual As Job 4 19 Printed 23 APR 2098 Stability Ratio Status nfinitv nfinitv nfinitv nfinitv nfinitv nfinitv No Slidina OK No Sliding OK No Sliding OK No Slidina OK No Sliding OK No Sliding OK No Sliding OK No Sliding OK No Slidina OK No Slidina OK No Sliding OK No Slidina OK No Slidina OK No Sliding OK No Slidina OK No Slidina OK No Slidina OK No Slidina OK No Slidina OK No Slidina OK 0.3000 in2 /ft 1.7529 k -ft 0.3000 in2 /ft 1.7529 k -ft 0.3000 in2 /ft 1.7529 k -ft 0.3000 in2 /ft 1.7529 k -ft 0.3000 in2 /ft 1.7529 k -ft 0.3000 in2 /ft 1.7529 k -ft 0.3000 in2 /ft 1.7529 k -ft 0.3000 in2 /ft 1.7529 k -ft 0.3000 in2 /ft 1.7529 k -ft 0.3000 in2 /ft 1.7529 k -f 0.3000 in2 /ft 1.7529 k -f 0.3000 in2 /ft 1.7529 k -f 0.3000 in2 /ft 1.7529 k -f 0.3000 in2 /ft 1.7529 k -f 0.3000 in2 /ft 1.7529 k -f 0.3000 in2 /ft 1.7529 k -f 0.3000 in2 /ft 1.7529 k -f 0.3000 in2 /ft 1.7529 k -f 0.3000 in2 /ft 1.7529 k -f 0.3000 in2 /ft 1.7529 k -f 0.3000 in2 /ft 1.7529 k -f 0.3000 in2 /ft 1.7529 k -f 0.3000 in2 /ft 1.7529 k -f 0.3000 in2 /ft 1.7529 k -f 0.3000 in2 /ft 1.7529 k -f 0.3000 in2 /ft 1.7529 k -f 0.3000 in2 /ft 1.7529 k -f 0.3000 in2 /ft 1.7529 k -ft 0.3000 in2 /ft 1.7529 k -ft OK OK OK OK OK OK Phi *Mn Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 (425) 828 -4200 425.827.6131 Title Block Line 6 General Footing Design Description : Footing Flexure Footing Flexure Load Combination... Portal Frame Footings Title : Dsgnr: Project Desc.: Project Notes : Job # Printed: 23 APR 200 8 File: j:12007 Projects107.391 VaI•Vue SD Ops 8 Veh Storage Facility\Calcststruct calcs.ec6 ENERCALC, INC. 1983-2008, Ver, 6.0.18 K W- {j6nQ6 ') tY2 8 . a .;, ,, �, ,,,s,�,�,f , ,.',� ., �1 � ,.. Ef"� �, �. �;, F ..r ,, <. , .. ; ,,, »� a ., , ..�. ? st :tcsr�rt,�'s�.olnrnel`'r'?!8R' 1..E'NGtt+[EF.it2rSe f NC Which Tension @ Bot. Mu Side ? or Top ? As Req'd Gvrn. As Actual As Phi *Mn Status Z -Z. +1.20D+0.50Lr+0.50L +1.60W 2.4588 k -ft +X Bottom 0.0813 in2 /ft Calc'd Bendina 0.3000 in2 /ft 11.7529 k -ft OK Z -Z, +1.200+0,50L+0.50S +1.60W 3.0154 k -ft -X Bottom 0.0998 in2 /ft Calc'd Bendina 0.3000 in2 /ft 11.7529 k -ft OK Z -Z, +1.20D+0.50L+0.50S +1.60W 3.0154 k -ft +X Bottom 0.0998 in2 /ft Calc'd Bending 0.3000 in2 /ft 11.7529 k -ft OK Z -Z, +1.20D+0.50L+0.20S +E 2.2215 k -ft -X Bottom 0.0734 in2 /ft Calc'd Bending 0.3000 in2 /ft 11.7529 k -ft OK Z -Z. +1.20D+0.50L+0.20S +E 2,2215 k -ft +X Bottom 0.0734 in2 /ft Calc'd Bendina 0.3000 in2 /ft 11.7529 k -ft OK Z -Z. +0.90D +1.60W +1.60H 1.9591 k -ft -X Bottom 0.0647 in2 /ft Calc'd Bendina 0.3000 in2 /ft 11.7529 k -ft OK Z -Z. +0.90D +1.60W +1.60H 1.9591 k -ft +X Bottom 0.0647 in2 /ft Calc'd Bending 0.3000 in2 /ft 11.7529 k -ft OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Phi *Vn 1 Vu Status +1.40D 13.2458 13.2458 13.2458 13.2458 13.2458 93.1128 0.14226 OK +1.20D+0.50L+0.505 +1.60H 14.5150 14.5150 14.5150 14.5150 14.5150 93.1128 0.15589 OK +1.200 +1.60Lr+0.50L+0.80W 12.6597 12.6597 12.6597 12.6597 12.6597 93.1128 0.13596 OK +1.20D+0.50L +1.60S 21.4701 21.4701 21.4701 21.4701 21.4701 93.1128 0.23058 OK +1.20D+0.50L +1.605+0.80W 22.7763 22.7763 22.7763 22.7763 22.7763 93.1128 0.24461 OK +1.200+0.50Lr+0.50L +1.60W 13.9659 13,9659 13.9659 13.9659 13.9659 93.1128 0.14999 OK +1.200+0.50L+0.505 +1.60W 17.1273 17.1273 17.1273 17.1273 17.1273 93.1128 0.18394 OK +1.200+0.50L+0.205 +E 12.6181 12.6181 12.6181 12.6181 12.6181 93.1128 0.13551 OK +0.90D +1.60W +1.60H 11.1275 11.1275 11.1275 11.1275 11.1275 93.1128 0.11951 OK Punching Shear Load Combination... Vu Phi *Vn Phi *Vn 1 Vu Status +1.400 55.2868 186.226 0.29688 OK +1.200+0.50L+0.505 +1.60H 60.5842 186.226 0.32533 OK +1.20D +1.60Lr+0.50L+0.80W 52.8405 186.226 0.28375 OK +1.20D+0.50L +1.60S 89.6144 186.226 0.48121 OK +1.200+0.50L +1.60S+0,80W 95.0663 186.226 0.51049 OK +1.20D+0.50Lr+0.50L +1.60W 58.2924 186.226 0.31302 OK +1.200+0.50L+0.50S +1.60W 71.4879 186.226 0.38388 OK +1.20D+0.50L+0.20S +E 52.6669 186.226 0.28281 OK +0.90D +1,60W +1.60H 46.4452 186.226 0.24940 OK r { FILE COPY Permit No. dials°._._.• • r r r�.. t. - -a' REVVED R O COMPLIANC PROVE 1UL 0 1 008 RECENEQ CITY OF TU LA APR 2 81008 PERMIT CENTER 1 00S - 1 ELSON GEOTECHNICAL NGA ' - INC. GEOTECHNICAL ENGINEERS 8c GEOLOGISTS GEOTECHNICAL ENGINEERING EVALUATION VALLEY VIEW SEWER DISTRICT OPERATIONS BUILDING EXPANSION TUKWILA, WASHINGTON PREPARED FOR R. DANA DICK • February 11, 2008 Dear Dana: NC7A Main Office 17311 — 135 Avenue NE, A -500 Woodinville, WA 98072 (425) 486 -1669 FAX (425) 481 -2510 (425) 337 -1669 Snohomish County Ms. Dana Dick Valley View Sewer District 14816 Military Road South Tukwila, WA 98168 Geotechnical Engineering Evaluation Valley View Sewer District Operations Building Expansion Tukwila, Washington NGA Job No. 780908 N ELSON GEOTECH N ICAL ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Engineering- Geology Branch 437 East Penny Road Wenatchee, WA 98801 (509) 665 -7696 FAX (509) 665 -7692 We are pleased to submit the attached report titled "Geotechnical Engineering Evaluation — Valley View Sewer District — Operations Building Expansion - Tukwila, Washington." This report summarizes our observations of the existing surface and subsurface conditions within the site and provides general recommendations for the proposed site development. Our services were completed in general accordance with our proposal, which you signed on January 8, 2008. The property is currently occupied by an existing office building, a shop, and paved parking areas. The remainder of the property is covered with grass and scattered trees. The northwestern portion of the property, where the planned improvements will be located, will be the focus of this report. The proposed project plans include the development of the western portion of the site for the construction of a new vehicle storage building with associated pavement and utilities. Final stormwater plans have not been determined at this time. We monitored the excavation of four test pits in the planned development area, and one test pit in the proposed infiltration area. Our explorations indicated that the site is generally underlain by competent glacial till soils. However, we encountered approximately four feet of fill near the center of the site, in the planned building area. We have concluded that the site is generally compatible with the planned development. Foundations should be advanced through loose material and undocumented fill down to the competent glacial till material interpreted to underlie the site, for bearing capacity and settlement considerations. These soils should generally be encountered one to four feet below the existing ground surface, based on our explorations. Based on the field tests, we do not recommend on -site infiltration of stormwater generated on this site. In the attached report, we have included recommendations for site grading, foundation support, and drainage. Geotechnical Engineering Evaluation Valley View Sewer District Operations Building Expansion Tukwila, Washington February 11, 2008 NGA File No.780908 Summary - Page 2 We appreciate the opportunity to provide service to you on this project. Please contact us if you have any questions regarding this report or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Kh Principal Shawish, PE Three Copies Submitted TABLE OF CONTENTS INTRODUCTION 1 SCOPE 1 SITE CONDITIONS 2 SURFACE CONDITIONS 2 SUBSURFACE CONDITIONS 2 HYDROLOGIC CONDITIONS 3 SENSITIVE AREA EVALUATION 4 SEISMIC HAZARD 4 EROSION HAZARD 4 CONCLUSIONS AND RECOMMENDATIONS 4 GENERAL 4 EROSION CONTROL MEASURES 5 SITE PREPARATION AND GRADING 6 TEMPORARY SLOPES 7 FOUNDATION SUPPORT 8 STRUCTURAL FILL 9 SLAB -ON -GRADE 10 PAVEMENTS 10 ON -SITE INFILTRATION 11 SITE DRAINAGE 12 USE OF THIS REPORT 12 LIST OF FIGURES Figure 1 — Vicinity Map Figure 2 — Site Plan Figure 3 — Soil Classification Chart Figures 4 and 5 — Test Pit Logs NELSON GEOTECHNICAL ASSOCIATES, INC. INTRODUCTION This report presents the results of our geotechnical engineering investigation and evaluation of the Operations Building Expansion project for Valley View Sewer District in Tukwila, Washington. The property is located on the southeastern corner of Military Road South and South 148 Street, and consists of three tax parcels, known as Tax Parcels 0041000083, 0041000088, and 0041000089, as shown on the Vicinity Map in Figure 1. The purpose of this study is to explore and characterize the site's surface and subsurface conditions and to provide geotechnical recommendations for the planned site development. For our use in preparing this report, we have been provided with a site plan showing existing conditions titled "Valley View Sewer District — Operations Building Expansion — Soil Analyses — Boring Locations," dated January 2008, prepared by Pace Engineering. We were also provided with a site plan showing the planned improvements titled "Valley View Sewer District," dated November 7, 2007, prepared by Page and Beard Architects. The southern and eastern portions of the site are currently occupied by an existing office building and a shop. Paved parking is located to the west and north of the existing buildings, accessed from both Military Road South and South 148` Street. The northwestern portion of the site is currently unoccupied. The northwest portion is relatively level and is covered with grass and gravel. The planned development will be located in the northwestern portion of the site. Development plans consist of a new vehicle storage building, and associated pavement and utilities. Final stormwater handling plans have not been determined at this time. The proposed site layout is shown on the Site Plan in Figure 2. SCOPE Geotechnical Engineering Evaluation Valley View Sewer District Operations Building Expansion Tukwila, Washington The purpose of this study is to explore and characterize the site surface and subsurface conditions, and provide general recommendations for the planned development. Specifically, our scope of services includes the following: 1. Review available soil and geologic maps of the area. 2. Explore the subsurface soil and groundwater conditions within the site with backhoe- excavated test pits. The backhoe was provided by the client. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Valley View Sewer District Operations Building Expansion Tukwila, Washington February 11, 2008 NGA File No.780908 Page 2 3. Perform grain -size sieve analysis on soil samples, as necessary. 4. Provide recommendations for earthwork and foundation support. 5. Provide recommendations for temporary slopes. 6. Provide recommendations for slab and pavement subgrade preparation. 7. Provide estimates of the infiltration capacity of the soils based on the 2005 King County Surface Water Design Manual_ 8. Provide recommendations for infiltration system installation. 9. Provide recommendations for site drainage and erosion control. 10. Document the results of our findings, conclusions, and recommendations in a written geotechnical report. SITE CONDITIONS Surface Conditions The property is a roughly rectangular shaped area covering approximately 1.12 acres, and is relatively level. The property is bounded to the north by South 148` Street, to the east by residential property, to the south by vacant property, and to the west by Military Road South. An existing office building is located on the south - central portion of the site, and a shop is located in the southeast corner of the property. Paved parking occupies the southwestern corner and the northeastern portion of the property. The remainder of the property is covered with grass, and a few scattered trees. This report focuses on the planned development area of the northwestern portion of the property. We did not observe any surficial water during our site visit on January 16, 2008. Subsurface Conditions Geology: The geologic units for this area are shown on the Preliminary Geologic Map of Seattle and Vicinity, Washington, by Howard H. Waldron, et al. (USGS, 1962). The site is mapped as Vashon Till (Qvt). The Vashon till deposits are described as a compact, non - sorted mixture of clay, silt, sand, and gravel. Our explorations generally encountered silty fine to medium sand with gravel and cobbles, generally consistent with the description of the Vashon till. Explorations: The subsurface conditions within the site were explored on January 16, 2008 by excavating five test pits to depths ranging from 5.5 to 11.8 feet below the existing ground surface using a NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Valley View Sewer District Operations Building Expansion Tukwila, Washington February 11, 2008 NGA File No.780908 Page 3 backhoe. The approximate locations of our explorations are shown on the Site Plan in Figure 2. A geologist from NGA was present during the explorations, examined the soils and geologic conditions encountered, obtained samples of the different soil types, and maintained logs of the test pits. The soils were visually classified in general accordance with the Unified Soil Classification System, presented in Figure 3. The logs of our test pits are attached to this report and are presented as Figures 4 and 5. We present a brief summary of the subsurface conditions in the following paragraphs. For a detailed description of the subsurface conditions, the logs of the test pits should be reviewed. Below a surficial layer of grass in Test Pits 1, 3, and 4 we encountered approximately 1.0 to 4.3 feet of loose to medium dense, dark brown to gray, silty fine to medium sand with gravel, trace roots, and plastic and concrete, which we interpreted to be undocumented fill. Below the undocumented fill in Test Pits 1 and 4, we encountered approximately 1.1 to 5.1 feet of medium dense to dense, orange- brown, silty fine to medium sand with varying amounts of gravel, which we interpreted to be weathered native glacial till. Below the weathered native soils in Test Pits 1 and 4, and below the undocumented fill in Test Pit 3, we encountered dense to very dense, brown -gray, silty fine to medium sand with gravel and some iron -oxide staining, which we interpreted to be native glacial till. Test Pits 1, 3 and 4 were terminated in the glacial till at depths of 11.5, 11.0, and 10.0 feet below the existing ground surface, respectively. Below a surficial layer of grass in Test Pit 2, and a surficial layer of landscaping bark in Test Pit 5, we encountered approximately 0.8 to 0.9 feet of medium dense, orange -brown to light brown, silty fine to medium sand with of gravel, cobbles and trace roots, which we interpreted to be weathered native glacial till. Below the weathered till, we encountered dense to very dense, brown -gray, silty fine to medium sand with gravel and cobbles, which we interpreted to be native glacial till. Test Pits 2 and 5 were terminated in the glacial till at depths of 11.8 and 5.5 feet below the existing ground surface, respectively. Hydrologic Conditions Moderate groundwater seepage was encountered in Test Pit 1 between the depths of 4.1 and 6.7 feet below the existing ground surface. We interpreted the groundwater encountered to be perched water. Perched water occurs when surface water infiltrates through less dense, more permeable soils, and NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Valley View Sewer District Operations Building Expansion Tukwila, Washington February 11, 2008 NGA File No.780908 Page 4 accumulates on top of a relatively low permeability material such as the dense silty sand. Perched water does not represent a regional groundwater "table" within the upper soil horizons. Perched water tends to vary spatially and is dependent upon the amount of rainfall. We would expect the amount of perched groundwater to decrease during drier times of the year and increase during wetter periods. SENSITIVE AREA EVALUATION Seismic Hazard We reviewed the 2006 International Building Code (IBC) for seismic site classification for this project. Since medium dense to very dense glacial till soils were encountered at depth in our explorations, the site conditions best fit the description for Site Class D. Hazards associated with seismic activity include liquefaction potential and amplification of ground motion by soft deposits. Liquefaction is caused by a rise in pore pressures in a loose, fine sand deposit beneath the groundwater table. The medium dense to very dense glacial material interpreted to underlie the site has a low potential for liquefaction or amplification of ground motion. Erosion Hazard The erosion hazard criteria used for determination of affected areas includes soil type, slope gradient, vegetation cover, and groundwater conditions. The erosion sensitivity is related to vegetative cover and the specific surface soil types, which are related to the underlying geologic soil units. The Soil Conservation Service (SCS) does not list soils in the Tukwila area. Based on our experience in the area and our observations in the field, we interpret the site to have a slight to moderate erosion hazard for areas where the soils are exposed. The erosion hazard for site soils should be low in areas where vegetation is not disturbed. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion from a geotechnical standpoint that the site is compatible with the planned development. Our explorations indicated that the majority of the improvement are is underlain by approximately one to four feet of undocumented fill. The undocumented fill and loose soils are generally underlain by medium dense to very dense glacial soils. The native soil should provide adequate support for foundations, slab, NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Valley View Sewer District Operations Building Expansion Tukwila, Washington February 11, 2008 NGA File No.780908 Page 5 and pavement loads. We recommend that any planned structures be designed utilizing shallow foundations. Footings should extend through any organic topsoil, any undocumented fill or loose soil, and be founded on the underlying medium dense or better native soil, or structural fill extending to these soils. The fill found in the slab and pavement areas could be left in place provided that this fill is compacted to a non - yielding condition using a heavy roller. The resulting subgrade should be proof - rolled using a loaded dump truck and repaired as directed by NGA. Some long -term settlement and cracking of the pavement and slab should still be anticipated if any of the undocumented fill is left in place. We conducted field infiltration testing on site. The obtained infiltration rates were very low and, for all practical purposes, we consider the on -site soils to be impermeable and not feasible for infiltration. We recommend that an alternative system be developed. The on -site testing is further discussed in the On- Site Infiltration subsection of this report. The soils encountered on this site are considered moisture - sensitive and may disturb easily when wet. We recommend that construction take place during the drier summer months, if possible. If construction is to take place during wet weather, the soils may disturb and additional expenses and delays may be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of rock spalls to protect exposed subgrades and construction traffic areas. The non - organic on -site soils could be used as structural fill provided they could be compacted to specifications. This will depend on the moisture content of the soils at the time of construction. NGA should be retained to determine if the on -site soils can be used as structural fill material during construction. Erosion Control Measures The erosion hazard for the on -site soils is generally considered low, but will be dependent on how the site is graded and how water is allowed to concentrate. Best Management Practices (BMPs) should be used to control erosion. Areas disturbed during construction should be protected from erosion. Erosion control measures may include diverting surface water away from the stripped areas and erecting silt fences and/or straw bales to prevent muddy water from leaving the site. We also recommend that stockpiles and excavation walls be covered with plastic sheeting. The erosion potential of areas not disturbed should be low. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Valley View Sewer District Operations Building Expansion Tukwila, Washington February 11, 2008 NGA File No.780908 Page 6 Site Preparation and Grading After erosion control measures are implemented, site preparation should consist of stripping the topsoil and loose soils from the building, pavement areas, and other structural areas to expose medium dense or better native soils.' The stripped soil should be removed from the site or stockpiled for later use as a landscaping fill. Based on our observations, we anticipate stripping depths of approximately one to four feet across the site. After site stripping, if the exposed subgrade is loose, it should be compacted to a non - yielding condition and then proof - rolled with a heavy rubber -tired piece of equipment. Areas observed to pump or weave during the proof -roll test should be reworked to structural fill specifications or over - excavated and replaced with properly compacted structural fill or rock spalls. If loose soils are encountered in the pavement areas, the loose soils should be removed and replaced with rock spalls or granular structural fill. If significant surface water flow is encountered during construction, this flow should be diverted around areas to be developed, and the exposed subgrades should be maintained in a semi -dry condition. As an alternative to complete removal of the undocumented fill from slab and pavement areas, the fill surface could be compacted to a non - yielding condition using heavy vibrating rollers and then proof - rolled with a loaded dump truck. Depending on the proof -roll test, the subgrade should then be repaired as directed by NGA. The slab should be additionally reinforced to reduce the impacts of fill settlement. Even with these measures, some long -term settlement and cracking of the slab and pavement should be anticipated, and if the undocumented fill is not entirely removed. In any case, the building foundations should be supported on the native competent glacial till. If wet conditions are encountered, alternative site stripping and grading techniques might be necessary. These could include using large excavators equipped with wide tracks and a smooth bucket to complete site grading and covering exposed subgrade with a layer of crushed rock for protection. If wet conditions are encountered or construction is attempted in wet weather, the subgrade should not be compacted as this could cause further subgrade disturbance. In wet conditions it may be necessary to cover the exposed subgrade with a layer of crushed rock as soon as it is exposed to protect the moisture sensitive soils from disturbance by machine or foot traffic during construction. The prepared subgrade should be protected from construction traffic and surface water should be diverted around areas of prepared subgrade. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Valley View Sewer District Operations Building Expansion Tukwila, Washington February 11, 2008 NGA File No.780908 Page 7 The site soils are considered to be moisture - sensitive and may disturb easily when wet. We recommend that construction take place during the drier summer months if possible. However, if construction takes place during the wet season, additional expenses and delays should be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of rock spalls on exposed subgrades, construction traffic areas, and paved areas prior to placing structural fill. Wet weather grading will also require additional erosion control and site drainage measures. Some of the on -site soils may be suitable for use as structural fill, depending on the moisture content of the soil at the time of construction. NGA should be retained to evaluate the suitability of all on -site and imported structural fill material during construction. Temporary Slopes Temporary cut slope stability is a function of many factors, including the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface or groundwater. It is exceedingly difficult under these variable conditions to estimate a stable, temporary, cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations since he is continuously at the job site, able to observe the subsurface materials and groundwater conditions encountered and able to monitor the nature and condition of the cut slopes. The following information is provided solely for the benefit of the owner and other design consultants and should not be construed to imply that Nelson Geotechnical Associates, Inc. assumes responsibility for job site safety. Job site safety is the sole responsibility of the project contractor. For planning purposes, we recommend that temporary cuts in the on -site soils be no steeper than 1.5 Horizontal to 1 Vertical (1.5H:1V). If significant groundwater seepage or surface water flow were encountered, we would expect that flatter inclinations would be necessary. We recommend that cut slopes be protected from erosion. The slope protection measures may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than four feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to appropriate OSHA /WISHA regulations. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Valley View Sewer District Operations Building Expansion Tukwila, Washington February 11, 2008 NGA File No.780908 Page 8 Foundation Support Conventional shallow spread foundations for the planned building should be placed on medium dense or better native soils, or be supported on structural fill or rock spalls extending to those soils. Medium dense soils should be encountered approximately one to four feet below ground surface based on our explorations. Where undocumented fill or less dense soils are encountered at footing bearing elevation, the subgrade should be over - excavated to expose suitable bearing soil. The over - excavation may be filled with structural fill, or the footing may be extended down to the native bearing soils. If footings are supported on structural fill, the fill zone should extend outside the edges of the footing a distance equal to one -half of the depth of the over - excavation below the bottom of the footing. Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection and bearing capacity considerations. Foundations should be designed in accordance with the 2006 IBC. Footing widths should be based on the anticipated loads and allowable soil bearing pressure. Water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of not more than 2,000 pounds per square foot (psf) be used for the design of footings founded on the medium dense or better native soils or structural fill extending to the competent native material. The foundation bearing soil should be evaluated by a representative of NGA. We should be consulted if higher bearing pressures are needed. Current IBC guidelines should be used when considering increased allowable bearing pressure for short-term transitory wind or seismic loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than one -inch total and 'h -inch differential between adjacent footings or across a distance of about 20 feet, based on our experience with similar projects. Lateral loads may be resisted by friction on the base of the footing and passive resistance against the subsurface portions of the foundation. A coefficient of friction of 0.35 may be used to calculate the base friction and should be applied to the vertical dead load only. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent fluid density of 200 pounds per cubic foot (pcf) should be used for passive resistance design for a level ground surface adjacent to the footing. This NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Valley View Sewer District Operations Building Expansion Tukwila, Washington February 11, 2008 NGA File No.780908 Page 9 level surface should extend a distance equal to at least three times the footing depth. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive resistance, respectively. To achieve this value of passive resistance, the foundations should be poured "neat" against the native medium dense soils or compacted fill should be used as backfill against the front of the footing. We recommend that the upper one -foot of soil be neglected when calculating the passive resistance. Structural Fill General: Fill placed beneath foundations, pavement, or other settlement- sensitive structures should be placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional or soils technician. Field monitoring procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction. The area to receive the fill should be suitably prepared as described in the Site Preparation and Grading subsection of this report prior to beginning fill placement. Materials: Structural fill should consist of a good quality, granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about three inches. All- weather structural fill should contain no more than five - percent fines (soil finer than U.S. No. 200 sieve, based on that fraction passing the U.S. 3/4 -inch sieve). The use of some of the on -site soils as structural fill will be highly dependent on organic and moisture contents of the material at the time construction takes place. The undocumented fill should not be used as structural fill. We should be retained to evaluate proposed structural fill material prior to placement. Fill Placement: Following subgrade preparation, placement of structural fill may proceed. All fill placements should be accomplished in uniform lifts up to eight inches thick. Each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas and pavement subgrade should be compacted to a minimum of 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D -1557 Compaction Test procedure. The moisture content of the soils to be NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Valley View Sewer District Operations Building Expansion Tukwila, Washington February 11, 2008 NGA File No.780908 Page 10 compacted should be within about two percent of optimum so that a readily compactable condition exists. It may be necessary to over - excavate and remove wet soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Slab -on -Grade Slabs -on -grade should be supported on subgrade soils prepared as described in the Site Preparation and Grading subsection of this report. We recommend that all floor slabs be underlain by at least six inches of free - draining gravel with less than three percent by weight of the material passing Sieve #200 for use as a capillary break. We recommend that the capillary break be hydraulically connected to the footing drain system to allow free drainage from under the slab. A suitable vapor barrier, such as heavy plastic sheeting (6 -mil minimum), should be placed over the capillary break material. An additional 2- inch -thick moist sand layer may be used to cover the vapor barrier. This sand layer may be used to protect the vapor barrier membrane and to aid in curing the concrete. Pavements Pavement subgrade preparation and structural filling where required, should be completed as recommended in the Site Preparation and Grading and Structural Fill subsections of this report. The pavement subgrade should be proof - rolled with a heavy, rubber -tired piece of equipment, to identify soft or yielding areas that require repair. We should be retained to observe the proof - rolling and recommend repairs prior to placement of the asphalt or hard surfaces. We have reviewed the Asphalt Institute Information Series No. 91 Publication "Full -Depth Asphalt for Parking Lots, Service Stations, and Driveways." Based on this publication, and an anticipated medium dense to dense pavement subgrade, we recommend that in light traffic and parking lot areas, the pavement section consist of four inches of crushed rock base - course, overlain by 2.5 inches of Class B asphaltic concrete. For parking lot entrances and truck access areas, we recommend that the pavement section consist of six inches of crushed rock base - course, overlain by 3.0 inches of Class B asphaltic concrete. The pavement subgrade must be in a firm non - yielding condition for these recommended sections to perform adequately. NELSON GEOTECHNICAL ASSOCIATES, INC. Test No. Approximate depth [ft.] Duration of Test [min.] Head Loss [in.] Measured Infiltration [inch/min] Inf -1 3.2 105 1.25 0.01 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Geotechnical Engineering Evaluation Valley View Sewer District Operations Building Expansion Tukwila, Washington February 11, 2008 NGA File No.780908 Page 11 The pavement subgrade should be prepared as described earlier, including the removal and/or compaction of the existing fill, proof - rolling the subgrade with a loaded dump truck, and repairing areas observed to pump or weave during the proof -roll test. Also, all fill placed within the pavement areas, including utility trench backfill, should be compacted to 95% of the Maximum Dry Density (Modified Proctor). We should be retained to observe the proof -roll test. Any areas observed to pump or weave under the wheels of the loaded dump truck would be over - excavated and replaced with crushed rock. On - site Infiltration We conducted an on -site infiltration test in the north- central portion of the site based on the 1998 King County Surface Water Design Manual. The test location is labeled as Inf -1 on the Site Plan in Figure 2. The test was conducted at an approximate depth of 3.2 feet below the existing ground surface. For the infiltration test, we placed a six -inch diameter PVC pipe into the native soil at the test location. Approximately two inches of pea gravel was placed over the native soil in the bottom of the tube to limit disturbance of the native soil when water was introduced into the apparatus. We pre- soaked the exposed soils for one hour while maintaining a six -inch head of water in the tube. After the pre -soak, we made measurements of the time it took for the infiltration of water into the native soil. The infiltration test results are shown in Table 1. We have not applied a factor of safety to the in -place infiltration test results. Table 1. In -place infiltration test results The Manual recommends a three -foot separation between the base of the infiltration system and the seasonal high groundwater and relatively impermeable layer. Based on the above results and our observations, it is our opinion that the underlying soils are essentially impermeable. We do not recommend infiltration for this site. We have been informed that alternative forms of stormwater handling are being determined. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Valley View Sewer District Operations Building Expansion Tukwila, Washington February 11, 2008 NGA File No.780908 Page 12 Site Drainage Surface Drainage: The finished ground surface should be graded such that runoff is directed to an appropriate stormwater collection system. Water should not be allowed to collect in any areas where footings, slabs, or pavements are to be constructed. Final site grades should allow for drainage away from the structures. We suggest that the finished ground be sloped at a minimum gradient of three percent, for a distance of at least 10 feet away from the structures. Surface water should be collected by permanent catch basins and drain lines, and be routed into an appropriate discharge system. Subsurface Drainage: If groundwater is encountered during construction, we recommend that the contractor slope the bottom of the excavation and collect the water into ditches and small sump pits where the water can be pumped from the excavation and routed to a suitable discharge point. We recommend the use of footing drains around structures. Footing drains should be installed at least one foot below planned finished floor elevation. The drains should consist of a minimum four - inch - diameter, rigid, slotted or perforated, PVC pipe surrounded by free - draining material wrapped in a filter fabric. We recommend that the free - draining material consist of an 18- inch -wide zone of clean (less than three - percent fines), granular material placed along the back of walls. Washed rock is an acceptable drain material, or a drainage composite may be used instead. The free - draining material or the drainage composite should extend up the wall to one foot below the finished surface. The top foot of backfill should consist of low permeability soil placed over plastic sheeting or building paper to minimize the migration of surface water or silt into the footing drain. Footing drains should discharge into tightlines leading to an appropriate collection and discharge point with convenient cleanouts to prolong the useful life of the drains. Roof drains should not be connected to wall or footing drains. USE OF THIS REPORT NGA has prepared this report for Valley View Sewer District and their agents, for use in the planning and design of the development planned on this site only. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions between the NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Valley View Sewer District Operations Building Expansion Tukwila, Washington February 11, 2008 NGA File No.780908 Page 13 explorations and also with time. Our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. We recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. We should be contacted a minimum of one week prior to construction activities and could attend pre - construction meetings if requested. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this report was prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. o -O -o NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Valley View Sewer District Operations Building Expansion Tukwila, Washington February 11, 2008 NGA File No.780908 Page 14 It has been a pleasure to provide service to you on this project. If you have any questions or require further information, please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Anna Jordan Staff Geologist Bala Dodoye -Alali Project Geologist EXPIRES Khaled M. Shawish, PE Principal AJJ:BD:KMS:pkw Five Figures Attached NELSON GEOTECHNICAL ASSOCIATES, INC. Figure 1 ..,... ,... : V 1 — .__S 135th'St 1 I ' 'II_ . 'L.__ Ig .J. 1 t southat 1 ger . . .. _ IJ1 - 0.:'.. • 4 , 200 f t ---: , • .k S I II , . RIM I - - ,..1: ( . , . - __I 1 : • t•\ t ,..! L'. 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GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311-135th Aye. NE. A-500 Woodinville. WA 98072 (425) 488-1869 / Fax 181-2510 Snohorntsh County (125) 337 -1689 Wenatchee/Chelan (509) 885-7898 may/ nolaonpootatt. cora No. Date 1/25/08 Revision Original By JRW CK BD 0 C/) • cC 0 c0 Project Number 780908 Figure 2 • • + • • Inf -1 TP-4 —0— Planned Parking TP -3 LEGEND Property line TP -1 Number and approximate location of test pit lnf-1 Number and approximate location of infiltration test Valley View Sewer District Operations Building Expansion Site Plan South 148th Steet TP -2 TP -5 Existing Building Reference: Site Plan based on a site plan dated January 2008, titled "Valley View Sewer District," prepared by PACE Engineering. NELSON GEOTECHNICAL NGA ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311 -135th Ave NE. A-500 Woodinville. WA 98072 (425)486- 1889 /Fax 481.2510 0 Snohomish County (425) 337 -1669 Wenetchee/Chelan (509) 685 -7696 www neleonpeotech com Existing Parking Scale: 1 inch = 40 feet No. Date 2/6/08 40 80 Revision Original By JRW CK -8 BD c m 0 7 COARSE - GRAINED SOILS MORE THAN 50 % RETAINED ON NO. 200 SIEVE FINE - GRAINED SOILS MORE THAN 50 % PASSES NO. 200 SIEVE NOTES: Project Number 780908 Figure 3 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GRAVEL MORE THAN 50 % OF COARSE FRACTION RETAINED ON NO. 4 SIEVE SAND MORE THAN 50 % OF COARSE FRACTION PASSES NO. 4 SIEVE SILT AND CLAY LIQUID LIMIT LESS THAN 50 % SILT AND CLAY LIQUID LIMIT 50 % OR MORE HIGHLY ORGANIC SOILS 1) Field classification is based on visual examination of soil in general accordance with ASTM D 2488 -93. • 2) Soil classification using laboratory tests is based on ASTM D 2488 -93. 3) Descriptions of soil density or consistency are based on interpretation of blowcount data, visual appearance of soils, and/or test data. Valley View Sewer District Operations Building Expansion Soil Classification Chart CLEAN GRAVEL GRAVEL WITH FINES CLEAN SAND SAND WITH FINES INORGANIC ORGANIC INORGANIC ORGANIC 17311 -135th Ave NE. A-500 Woodinville, WA 98072 (425)498 -1889 / Fax 481 - 2510 GROUP SYMBOL GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT WELL - GRADED, FINE TO COARSE GRAVEL POORLY - GRADED GRAVEL SILTY GRAVEL CLAYEY GRAVEL SILTY SAND CLAYEY SAND SILT CLAY NELSON GEOTECHNICAL NGA ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS GROUP NAME WELL - GRADED SAND, FINE TO COARSE SAND POORLY GRADED SAND ORGANIC SILT, ORGANIC CLAY SILT OF HIGH PLASTICITY, ELASTIC SILT CLAY OF HIGH PLASTICITY, FLAT CLAY ORGANIC CLAY, ORGANIC SILT PEAT SOIL MOISTURE MODIFIERS: Dry - Absence of moisture, dusty, dry to the touch Moist - Damp, but no visible water. Wet - Visible free water or saturated, usually soil is obtained from below water table Snohomish County (425) 337 -1669 Wenatchee/Chelan (509) 784.2756 wan/ neleongootech.com No. Date 2/6/08 Revision Original By JRW CK o BD `4 0 Z DEPTH (FEET) LOG OF EXPLORATION USC SOIL DESCRIPTION TEST PIT ONE 0.0 - 0.1 GRASS 0.1 - 0.5 DARK BROWN, SILTY FINE SAND WITH ROOTS (LOOSE, MOIST) (TOPSOIL) 0.5 - 1.4 SP -SM GRAY, FINE MEDIUM SAND WITH SILT (MEDIUM DENSE, MOIST) (FILL) 1.4 - 6.5 SM GRAY- BROWN, SILTY FINE SAND WITH GRAVEL AND TRACE ROOTS (MEDIUM DENSE, MOIST TO WET) 6.5 - 11.5 SM BROWN -GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL AND TRACE IRON -OXIDE STAINING (MEDIUM DENSE, MOIST TO WET) TEST PIT TWO 0.0 - 0.1 0.1 - 0.9 TEST PIT THREE 0.0 - 0.1 0.1 - 4.3 TEST PIT FOUR 0.0 - 0.1 GRASS AJJ:JRW SAMPLES WERE COLLECTED AT 1.0, 3.1, 4.6, 7.2, 9.1, AND 11.5 FEET MODERATE/HEAVY GROUNDWATER SEEPAGE WAS ENCOUNTERED AT 4.1 AND 6.7 FEET MINOR/MODERATE CAVING WAS ENCOUNTERED AT 10.8 FEET TEST PIT WAS COMPLETED AT 11.5 ON 1/16/08 GRASS AND GRAVEL SM ORANGE- BROWN, SILTY FINE TO MEDIUM SAND WITH GRAVEL, COBBLES, AND TRACE ROOTS (MEDIUM DENSE TO DENSE, MOIST) 0.9 - 11.8 SM BROWN -GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL, COBBLES, AND IRON -OXIDE STAINING (DENSE TO VERY DENSE, MOIST) SAMPLES WERE COLLECTED AT 0.7, 2.8, 7.8, AND 11.7 FEET MINOR GROUNDWATER SEEPAGE WAS ENCOUNTERED AT 9.5 AND 11.8 FEET MINOR TEST PIT CAVING WAS ENCOUNTERED BETWEEN 9.5 TO 11.8 FEET TEST PIT WAS COMPLETED AT 11.8 FEET ON 1/16/08 GRASS SM DARK BROWN, SILTY FINE TO MEDIUM SAND WITH GRAVEL, ASPHALT, PLASTIC, COBBLES, AND CONCRETE (LOOSE TO MEDIUM DENSE, MOIST) (FILL) 4.3 - 11.0 SM BROWN -GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL, COBBLES, AND IRON -OXIDE STAINING (DENSE TO VERY DENSE, MOIST) SAMPLES WERE COLLECTED AT 4.1 AND 11.0 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 11.0 FEET ON 1/16/08 0.1 - 1.0 SM DARK BROWN, SILTY FINE TO MEDIUM SAND WITH ROOT AND TRACE GARBAGE (LOOSE TO MEDIUM DENSE, MOIST) (FILL) 1.0 - 2.1 SM LIGHT ORANGE- BROWN, SILTY FINE TO MEDIUM SAND (MEDIUM DENSE, MOIST) 2.1 - 10.0 SM BROWN -GRAY, SILTY FINE TO MEDIUM SAND (MEDIUM DENSE TO DENSE, MOIST) SAMPLES WERE COLLECTED AT 0.6, 3.4, AND 9.0 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 10.0 FEET ON 1/16/08 NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 780908 FIGURE 4 DEPTH (FEET) AJJ:JRW LOG OF EXPLORATION USC SOIL DESCRIPTION TEST PIT FIVE 0.0 - 0.1 LANDSCAPING BARK AND FABRIC 0.1 - 1.0 LIGHT BROWN, SILTY FINE TO MEDIUM SAND WITH ROOTS (MEDIUM DENSE, MOIST) (TOPSOIL) 1.0 - 5.5 SP -SM BROWN -GRAY, FINE TO MEDIUM SAND WITH GRAVEL, SILT, IRON -OXIDE STAINING, AND ROOTS (MEDIUM DENSE, MOIST) SAMPLES WERE COLLECTED AT 5.5 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 5.5 FEET ON 1/16/08 NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 780908 FIGURE 5 July 1, 2008 Brandt McCorkle 910 Market St Kirkland WA 98033 RE: CORRECTION LETTER #1 Development Application Number D08 -231 Valley View Sewer District —14816 Military Rd S Dear Mr. McCorkle: 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 Planning Department. At this time the Building, Fire, and Public Works Departments have no comments. Planning Department: Stacy MacGregor at 206 433 -7166 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) 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 Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messener service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, encl ifer Marshall it Technician File No. D08 -231 • City of Tukwila P:Wermit Center\Cor ection Letters \2008\D08 -231 Correction Ltr #1.DOC wer Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 1 DATE: APPLICANT: RE: ADDRESS: • PLANNING DIVISION COMMENTS May 27, 2008 Brandt McCorkle D08 -231 Valley View Sewer District 14816 Military Road S • Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Stacy MacGregor is the planner assigned to the file and can be reached at 206 -433 -7166. 1. Revise sheet L2.0 to mirror clouded plans submitted and approved as a part of design review (L08 -005). 2. Include in the landscape plan a tree or shrub between and beside each window along the south side of the new garage building. This was a condition of design review (L08 -005). 3. Before planning can approve, bring in your final recording documents for the lot consolidation L08 -004. Return Address: ,:,:,,::. City of Tukwila ' � Department of Ci: mnnunity 6300 Southcenter Boulevard, Suite` 00 1 Grantor(s): .VALEY.VIEW SEWER DISTRICT Additional granttirs page ..of document. If needed Grantee(s): The: Pubiic Legal Descriptions: r FILE COPY rr -rn11 No., I I 111 1111 20080515000752 e VAL VUE MSC 46.00 P 0 OF 005 0 / %2008 12:49 :'KING ; UNTY, !JA LOT CONSOLIDATION NUMagR LO 8-005 CITY OF TUKWILA, WASHINGTON 1 1 1 11 Assessor's Property. Parcel or`AccoLrtf Number(s): 004100008905, 004100008806 & 004100008301 Before the Lot Consolidation:: SEE 'ATTACHMENT 4 A " Lc After the Lot Consolidation: SEE ATTACHM "B • AFFIDAVIT OF OWNERSHIP FOR LOT CONSOLIDATION DECLARATION: •• Know:all men by these presents that we, the undersigned, owner(s) in fee simple of the land herein desoribed.•:do hreYm a lot consolidation. The undersigned further declare this lot consolidation to .: the graphic representation of said and the same is made with the free consent and in Occordance with thedesir0 of#16 own§f(s). Name: seats Name: CC) .fi Zi l witriess: eafwe,hav6's‘.. d .... • STATE OF WASHINGTON )SS COUNTY OF KING On thisl day,of Nt.) 2008 Olotary Public, personaqappeared C (-4 1-b.Q...,..N\V:1\ t1 • . . yz y41: ?CAL ,to rhe known to be the dOrrkenissioners of Valley pistrict, the corporation that executed itie within and forgoing instrument, and .:.:acknowledged t: that it was signed as a free and vdiuneary . act deed of said corporatibn. ..::: ,•:' I.N WITNESS W.HEAEOF l'have hereunto above Wiliten.,: :: ..,..-,.., .... .., i iit '' : 0 . 0 .ii.nr.. :: m,,..4; , i . .. ,.. $1.: 9':, ( 1 . 1i 1; *eik•Not ,:.! . • :, .1. : 1.." OIANe ` 1 1....• ; ,,..*- S-: 1 - 1 ... .: •'...i. • POO i• $ ..- eLt & _4' • -1,1:••i--by I 12. - - ' op instn, ti f 111 t 110' hand • • • )‘ Reviewed and approved by he Short Sub this day of , 2009 . • • ffiKai seal the day and year first . 8ignat,re of Notary *V-Dt.`bVL1 .• pro (*Vamp name of Notary NotOry:' Public for the State of Washington, residing at My 1/4141- . •:: „ IQ • . . itteecand hereby certified for filing h ot Committee • ATTACHMENT "A" EXISTING LEGAL DESCRIPTIONS PARCE . A: (1)Q41000830i) . '.. LOT 4 BLQQ( 2, OF'TJRST ADDITION lb ADAM'S HOME TRACTS, ACCORDING TO THE PLAT ... .:RECORDED. :1N VOLUME 12 OF PLATS;. PAGE KING COUNTY, WASHINGTON; EXCEPT THE EAST 166 I EET"THE .EOF; (CEPT i.E WEST 100 THEREOF; EXCEPT THE SOUTH 60 FEET THEREOF; AND EPTTHE''NORTII.40 ET FE.. `HEREOF AS CONVEYED TO KING COUNTY FOR ROAD PURPOSES BY DEED D UNDER KINC•COUNTY RECORDING NO 2978342. PARCEL B: (0041b00830 .) THE WEST 106 FEET 0t THE EASE' 166:VEEr OF SOT 4,..PLOCK 2, OF ADDITION TO ADAM'S HOME TRACTS, ACCORDING TO THE PLAT IN VOLUME 12 OF PLATS, PAGE 50, IN KING COUNTY, WASHINGTON; • C: (00410008301) THE SOUTH 60 FEET OF LOT 4, BLOCK'2, FIRST ADDITION:TO ADAMS'HOME TRACTS, ACCORDING TO PLAT RECORDED IN VOLUME:1.2 OF- PLATS, AGE'50, KING'COUNTY, WASHINGTON, : XCEPTTHE EAST 166 FEET THEREOF. D: (00400008905): THEWESTERLY 100 FEET OF LOT 4, BLOCK 2, FIRST ADDITION TO ADAMS HOME;TRACTS, AC TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE If KING COUNTY, WASHINGTON; . EXCEPT THE NORTH 73.FEET; ;:*EXCEPT T( SOUTH 60 FEET, b.:00410000806 THE: NORM 73. FEET OF WEST 1 T00:.FEET OF LOT 4, BLOCK 2, FIRST ADDITION TO ADAM'S HOME TRACTS %ACORDING :'TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 50, IN KING CbtJNTYy WASHINGTON; EXCEPT THE NORTH 10 F ['E7' RECONVEYED TO KING COUNTY FOR ROAD. PACE Engineers, Inc. VALLEY VIEW SEWER DISTRICT PROJECT NO. 07040.10 1/29/2008 JRD • • • • PAGE 3 OF 5 . . ... • ... , . . . . :..: ATINORMENT"B" LOT 4 2, OF FIRST Apprrrop TO ADAM'S HOME TRACTS, ACCORDING TO THE Pi..AT,RECoRDEVINIVOt.UME'12 OEYPLATS, PAGE 50, IN KING COUNTY, WASHINGTON. ExdiEr TOE EAsT6o .0EET; EXCEPT TI4E..NORTI.e1Q.::FEEi REQNvEilEp1TikING COUNTY FOR ROAD. • ..... • PACE Engineers, Inc. VALLEY VIEW SEWER DISTRICT PROJECT NO. 07040.10 1/29/2008 3RD • •• • • • • .• • • •• .‘• , • • „... PAGE 5 • • .• . . •• • •.• •• • • • • • •••••••■■,•■••••■••• . , . •.: .... • -,„ : 11.:00400008905 •.. An Engineering Services Company EXHIBIT MAP VALLEY VIEW SEWER DISTRICT LOT CONSOLIDATION ............. 148TH ST. C ibvrTO ■cir REA101 — • 000 onondi PARCEL • I 0, TL: 0'04100008301 / • 30 PARCEL 't :..: .. .: .:. .. .:... .:,., .- .. TL 004100008806 PARCEL A :: • 1 Y : • - -::: .-. ..... :-., ..-: . ...- Tl......: 0040000830ff .:.. :: ,..• •:„.. •: :. .... ..• LINE TO 8£ REMOVED IP : : PARCEL D C m .. s. ... • . , . Lo T 3 0 11255 KirklaniiWay, iiIte 300 Kirkland, WA 98033 p. 425,827.20141 f. 425:87.5o4 . . Civil1 Structural 1 Planning 1 Sukic: paceengrs.com SCALE: 1" = 60' FILE: \7040—LOT—CONSOL DATE: 01/29/08 JRD 60' 60' NO 070401 P.AdE ACTIVITY NUMBER: D08 -231 DATE: 07 -02 -08 PROJECT NAME: VALLEY VIEW SEWER DISTRICT SITE ADDRESS: 14816 MILITARY RD Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Building Division Public Works Complete Comments: REVIEWER'S INITIALS: • PERMIT COORD COP PLAN REVIEW /ROUTING SLIP APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28-02 Fire Prevention Structural n 5A4 i oK Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 07 -03 -08 Incomplete Approved with Conditions DATE: DATE: Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS R T ING: Please Route Structural Review Required n No further Review Required DUE DATE: 07 -31 -08 Not Approved (attach comments) n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D08 - 231 DATE: 04 - - PROJECT NAME: VALLEY VIEW SEWER DISTRICT SITE ADDRESS: 14816 MILITARY RD S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: 'vision Print ublic Works Complete Comments: APPROVALS OR CORRECTIONS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Documents/routing slip,doc 2 -28-02 • PLAN REVIEW /ROUTING SLIP AlA V1t'o ,410/ V198 Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete n TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: Planning 'vision n Permit Coordinator DUE DATE: 0501-08 DATE: Bldg ❑ Fire ❑ PIng' PW ❑ Staff Initials: Not Applicable No further Review Required Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: DUE DATE: 0529-08 Approved ❑ Approved with Conditions n Not Approved (attach comments) M Notation: REVIEWER'S INITIALS: DATE: • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206- 431 -3665 Web site: http: / /www.cl.tukwila.wa.us itv Y_.3: ir., Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 7 /?i 7ef'S Plan Check/Permit Number: C=9 ❑ Response to Incomplete Letter # Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: V41(42. V,,.a a oar 1:)( S" C� Project Address: 14 1 £, fr1 , r. . R S. Contact Person: "Tz.Y (--6.0rl&(e Phone Number: gS-D Summary of Revision: 1 iC 42 . L- r Qir - PQ c, e." - Spy :-h t 'bra - S ude r �c. -.�h. in" \.?< , -CU ` ,/.-Sr // one. d I m-.-? 4t: p r r- L- Z Sheet Number(s): L. - r "Cloud" or highlight all areas of revision including date of rev, Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 1 8 1applications\forms- applications on Iinelrevision submittal Created: 8 -13 -2004 Revised: ton RECEIVED C'DY OF 71.1"WIiA i JUL 0 RS301,1 _ r'FNTE6 ..' �••'' ..,,�..,.. h d�tl,.� '''' 4; �- • _ �,'d`.. �` Y'�.. �. 14104 DS�51�'i`r.! a': 1�.? 'Ur Name: yey li v1e -14/ sC, asf r1L ., 0 } � rQ m ....,• . O w .. Mi - . J •. '.. �. .�� .:..v7e�r 3 �•�.ak yc ?:irfi �� ii�< $yv {�C"` c Name: Dcioci Dt c k Address: poop 6 7 cr o s 187 64 Address: S o m e Phone: �t"1�• Zzt2, - 3 2 3G J Phone: 2176 — ..2y2. - 3 2.1 (, CITY Ok TUKWILA Communityl Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center /Building Division: 206 - 431 - 3670 Public Works Department: 206-433-0179 Planning Division: 206 -431 -3670 1 M ,ft UeyL,� 1}i,:l ^V bq::v:�i .IpLhO' 4 ,` rl,' .00:.�M .1 1 *'�" 4; t «,Tn,�U .'ai -er a 4�Jh-%' a tpl' : _ , • . .3 s, , 1. Site address (attach map and legal description showing hydrant r locationand size of main): This certificate is for the purposes of 0 Residential Building Permit Commercial/Industrial Building Permit ❑ Rezone ner ' gent Signature �1 n K n v ipJrrTEf2 ,t1i, i _ 125 Agency hone 2- - 2-g2- -95'7 1applications1water availability (7 -2003) Printed: 9 -16-03 CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district ❑ Preliminary Plat Estimated number of service connections and water meter size(s): e Vehicular distance from nearest hydrant to the closest point of structure is rL 1 cO ft. Area is served by (Water Utility District): W i f� 1) �s +v c-+ �t# la .- - x:. am The proposed project is within TcZ �J t. t &, / K 2. ■o improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of .3_,S6a gpm at 20 psi residual for a duration of 2 hours at a velocity of 1 j fps as documented by the attached calculations. 5. Water vailabiiity: Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item 13 are met. El System is not capable of providing service to this projectO OF TECEIVED 1KWILA I hereby certify that the above information is true and correct. APR 2 8 7008 PERMIT NO.: ❑ Short Subdivision ❑ Other Date PERMIT CENTER B �tri� tail Y ITSV $7 Mgr ' .11Wa „TVA 4 114 This certificate is not valid without Water District #125's attachment entitled "Attachment to Certificate of Water Availablity" (City/County) Pa 12. -1 Date End; ► °es License Information License BEISLI *027LC Licensee Name BEISLEY INC Licensee Type CONSTRUCTION CONTRACTOR UBI 601846685 Ind. Ins. Account Id 85299101 Business Type CORPORATION Address 1 PO BOX 2355 Address 2 City BELFAIR County MASON State WA Zip 98528 Phone 3602755783 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 6/3/1998 Expiration Date 10/1/2009 Suspend Date Separation Date Parent Company Previous License BILLBC *100JR Next License AERLIHL947M7 Associated License Business Owner Information Name Role Effective Date Expiration Date BEISLEY, WILLIAM J Cancel Date 01/01/1980 Bond Amount BEISLEY, PAULA V #4 01/01/1980 08774975 Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #4 FIDELITY & DEP CO OF THE WEST 08774975 08/29/2008 Until Cancelled $12,000.00 06/18/2008 Look Up a Contractor, Electrician or Plumber License Detail • Washington State Department of Labor and Industries GeneraUSpecialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. • Page 1 of 2 https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= BEISLI *027LC 07/08/2008 ABV ABOVE AFF ABOVE FINISHED FLOOR ADJ ADJUSTABLE AB ANCHOR BOLT ALT ALTERNATE ALUM ALUMINUM ANOD ANODIZED APPROX APPROXIMATE BM BENCH MARK BLK BLOCK BLKG BLOCKING BLDG BUILDING BO BOTTOM OF CB CATCH BASIN CLG CEILING CT CERAMIC TILE CL CENTER LINE CLR CLEAR COL COLUMN COMP COMPOSITE CONC CONCRETE CMU CONCRETE MASONRY UNIT CONT CONTINUOUS OR CONTINUE CONST CONSTRUCTION CJ CONTROL JOINT CPT CARPET DBL DOUBLE DEMO DEMOLISH /DEMOLITION DIA DIAMETER DIM DIMENSION DISP. DISPENSER DR DOOR DW DISHWASHER DWG.S DRAWINGS DWR DRAWER DF DRINKING FOUNTAIN DS DOWN SPOUT EA EACH ELEC ELECTRIC EL ELEVATION EQ EQUAL EXIST EXISTING EX EXISTING EB EXPANSION BOLT EMB EMBED EJ EXPANSION JOINT EXT EXTERIOR EN END NAIL EIFS EXTERIOR INSULATION FINISH SYSTEM EQUIP EQUIPMENT EXP EXPOSED FO FACE OF FOC FACE OF CONCRETE FOF FACE OF FRAMING FIN FINISH FE FIRE EXTINGUISHER FF FINISH FLOOR FEC FIRE EXTINGUISHER AND CABINET FD FLOOR DRAIN FLR FLOOR OR FLOORING FTG FOOTING FN FIELD NAIL FND FOUNDATION FOIC FURNISHED BY OWNER INSTALLED BY CONTRACTOR GA GAGE GALV GALVANIZED GB GRAB BAR GEN GENERATOR GL GLASS GLB GLU -LAM BEAM GR GUARD RAIL W/ WITH GWB GYPSUM WALL BOARD GYP GYPSUM HB HOSE BIB HC HANDICAPPED HD HOLD DOWN HDR HEADER HDW HARDWARE HR HAND RAIL HVAC HEATING /VENTILATING/ AIR CONDITIONING HM HOLLOW METAL HORIZ. HORIZONTAL HT HEIGHT HWH HOT WATER HEATER INSUL INSULATION INT INTERIOR JT JOINT LAV LAVATORY LT WT LITE WEIGHT MAX MAXIMUM MECH MECHANICAL MH MANHOLE MFR MANUFACTURER MAT MATERIAL MTL METAL MIN MINIMUM MLD MOLDING NOM NOMINAL NIC NOT IN CONTRACT NTS NOT TO SCALE 0/ ON 0/C ON CENTER OPG OPENING OPP OPPOSITE OH OVERHEAD PTD PAPER TOWEL DISP. PVMT PAVEMENT PERF PERFORATED PLAM PLASTIC LAMINATE PVC POLYVINYL CHLORIDE PT PRESSURE TREATED PL PROPERTY LINE OR PLATE PLY PLYWOOD REFR REFRIGERATOR REINF REINFORCED REQ'D REQUIRED ROW RIGHT OF WAY RM ROOM RO ROUGH OPENING RB RUBBER BASE RS ROUGH SAWN SIM SIMILAR SHT SHEET SAT SUSPENDED ACOUSTICAL. TILE STL STEEL SPEC SPECIFICATION SF SQUARE FEET STOR STORAGE SUSP SUSPENDED SYS SYSTEM TEL TELEPHONE T &G TONGUE & GROOVE THK THICK TB TOWEL BAR TOB TOP OF BEAM TOS TOP OF SILL TOW TOP OF WALL TPD TOILET PAPER DISP. TPL TO TOP PLATE TOP OF TYP TYPICAL UNO UNLESS NOTED OTHERWISE UR URINAL VB VAPOR BARRIER VENT. VENTILATION VERT VERTICAL VG VERTICAL GRAIN W/ WITH W/0 WITHOUT WP WATERPROOF(ING) WWF WELDED WIRE FABRIC WR WATER RESISTANT WND WINDOW WD WOOD PERMIT SET JOB NO: 07.15 DATE: 4/24/2008 REVISIONS: 2352 SECOND- BUILDING C 0 0 0 THIS DOCUMENT REPRESENTS A PROPRIETARY DESIGN OWNED BY THE ARCHITECT AND SHALL NOT BE USED ON OTHER PROJECTS FOR ADDITIONS TO THIS PROJECT OR FOR COMPLETION OF THIS PROJECT 0Y OTHERS EXCEPT BY PRIOR ARRANGEMENT IN WRITING O PAGE & BEARD ARCHITECTS, PS 5329 REGIS • -R._ .A RCHITECT 'i . �_, . GALEN C. P ■ " E STATE OF WASH INGTO GROUND - BUILDING C 2352 0 2352 SECOND- BUILDING C 0 0 0 GROUND- BUILDING B 0 2850 2850 SECOND- BUILDING B 0 0 0 PROPOSED BUILDING AREAS: (SF) EXISTING PROPOSED NEW TOTAL GROUND- BUILDING A 2690 0 2690 SECOND - BUILDING A 1340 0 1340 DRAWING ABBREVIATIONS NOTE: IF AN ABBREVIATION IS FOUND IN THE SET OF PLANS, IS NOT LISTED ABOVE, AND THERE IS ANY QUESTION AS TO ITS' INTENDED MEANING, NOTIFY THE ARCHITECT IMMEDIATELY. Thesc plans have been reviewed by the Public Works 1)Lapartment for conformance with current Cite standards. Acceptance is subject. to errors and nttlI 1()ns which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the ,lk:■igncr. Additions, deletions or revisions to these d r i i ngs after this date will void this acceptance ,In,f will require a resuhmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by ilie Public Works utilities inspector. Date: By: -- 7/1/og 0 411 REVISIONS _N0 nhannes s h tl e ma to scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may Include additional plan review fees, NE BIRD'S EYE PERSPECTIVE VIEW SCALE: 10 8 r „ FILE WO NE PERSPECTIVE VIEW 0 mar revts* app all ls' sublettto orals and ohs. Approval of construction documents does not authorize the violation adopted code o ordin . Recipt of approved Copy and a>cknowlected: Permit No B oploppli ., 1VZSION SW PERSPECTIVE VIEW 0 SEPARATE PERMIT REQUIRED FOR: rmechanical Electrical 'Plumbing Gas Piping City of Tukwila BUILDING DIVISION Valley view sewer district is constructing a new 2150 sf enclosed parking garage with an attached 700 sf covered carport north of their existing operations building. The building is needed to house the district's various maintenance vehicles. The two vacant lots at the northwest corner of the site are being consolidated into the existing facility to complete the proposed site configuration. The site currently has two structures occupying the southern half of the site, with associated storage bins and operations yard in the northeast corner. The structures are pre- engineered steel buildings with painted steel siding and wood shingle accent panels on the office building. The site will require minor grading to join the vacant lot contours to the existing site contours. A new storm system will be installed to handle the new impervious surface generated storm water. The water will be pumped to a new "bio- swale" that will run along the north property line towards military road. A new 6' tall security fence will be installed along the north and west sides of the yard, as well as between the existing office building and new garage, and the office building and existing fence on the south lot line. An existing asphalt driveway south of the existing office building will be removed and replaced with landscaping and an employee lunch patio. New landscape buffers will be installed as required along the north, west and south property lines. The existing parking lot west of the office building will be left in place with some minor reconfiguration of the curb cut and layout to allow parking for 14 vehicles. New curbing and striping will be required to bring the lot up to city and ADA standards. New frontage improvements will be installed along south 148th street as required by the City of Tukwila. South military road will be left un- improved as required by the City of Seatac. New shielded site lighting will be installed, consisting of both pole mounted as well as building mounted light fixtures. These are required for security as well as the possible nighttime emergency operations. All fixtures will be screened to eliminate light and glare off site. The new building will also be a pre - engineered steel building. The floor will be a concrete slab on grade. The steel siding and roofing colors will be similar to the existing facility to help create continuity between the three structures. The building has been oriented on the site to facilitate vehicular circulation and to help screen the yard activities from the public right of way. A bid alternate is planned to add 3 rainwater cisterns. 1500 gallons may be harvested and stored for later irrigation use. The existing office building will have minor interior remodeling done. This will be primarily to bring the first floor toilet /shower rooms up to current ADA standards. Locker rooms will also be incorporated into the new layout. A -0.0 A -0.1 C -0.0 C -0.1 C -1.0 C -2.0 C -2.1 C -3.0 C -3.1 C -4.0 C -4.1 C -4.2 C -5.0 C -5.1 C -6.0 C -6.1 L -1 L -2 L -3 A -1.0 A -1.1 A -1.2 A -2.0 A -2.1 A -3.0 A -3.1 A -3.2 A -3.3 A -4.0 A -5.0 A -6.0 A -8.0 A -9.0 A -11.0 S -0 S -1 S -2 S -3 M -1.0 M -2.0 P -1.0 MP -1.0 E -1.0 E -2.0 E -3.0 PROJECT DESCRIPTION SHEET INDEX PROJECT DATA, INDEX, VICINITY MAP & ABBREVIATIONS GEN NOTES, MECH, ELEC, PLMB'G NOTES, ADA NOTES e\NED Folk cORTht^PukN APPROVE® JUL 0 1 Noe COVER SHEET SURVEY GENERAL NOTES TESCP TESCP DETAILS GRADING PLAN GRADING DETAILS STORM DRAINAGE PLAN STORM DRAINAGE DETAILS STORM DRAINAGE DETAILS WATER AND SANITARY SEWER PLAN WATER AND SANITARY SEWER DETAILS ROAD FRONTAGE IMPROVEMENTS ROAD FRONTAGE IMPROVEMENT DETAILS LANDSCAPE IRRIGATION PLAN & DETAILS LANDSCAPE PLANTING PLAN LANDSCAPE SPECS & DETAILS EX SITE / DEMO PLAN SITE PLAN SITE DETAILS FLOOR PLANS -BLDG A FLOOR PLAN -NEW BLDG B EXTERIOR ELEVATIONS -BLDG A BUILDING SECTIONS -BLDG A EXTERIOR ELEVATIONS -BLDG B BUILDING SECTIONS -BLDG B PARTIAL ENLARGED PLANS INTERIOR ELEVATIONS REFLECTED CLG PLANS EXTERIOR DETAILS INTERIOR DETAILS SCHEDULES & KEY PLANS STRUCTURAL NOTES, INSPECTION SCHED BUILDING "A" FRAMING PLAN FOUNDATION PLAN, SCHEDULE, NOTES SECTIONS & DETAILS HVAC PLAN -BLDG A HVAC PLAN -BLDG B PLUMBING PLANS -BLDG A SCHEDULES & DETAILS ELECTRICAL SITE PLAN BLDG B POWER & LIGHTING PLANS, SCHEDULES, ONE -LINE DIAGRAM BLDG A -POWER & LIGHTING PLANS VICINITY MAP SITE: 14816 MILITARY ROAD SO N PROJECT ADDRESS: TAX PARCEL NO.: LEGAL DESCRIPTION: AUTHORITY HAVING JURISDICTION (AHJ): OTHER PERMITS: PRE - APPLICATION #: MUP /ACUP #: OWNER: ARCHITECT: STRUCTURAL ENGINEER: CIVIL ENGINEER: SURVEYOR: ELECTRICAL ENGINEER: MECHANICAL ENGINEER: LANDSCAPE ARCHITECT: FIRE DISTRICT: WATER DISTRICT: SEWER DISTRICT: CONSTRUCTION TYPE: SPRINKLER SYSTEM: FIRE ALARM: STANDPIPE: OCCUPANCY GROUPS: USE: BUILDING CODES: ENERGY CODE & COMPLIANCE OPTIONS: TOTAL BUILDING A TOTAL BUILDING B TOTAL BUILDING C COVERED ENTRY ETC TOTAL BLDG LOT COVERAGE GROUP U: GARAGE OFFICE TOTAL OCCUPANCY: NEW BLDG B: PROJECT INFORMATION 14816 Military Road So. Tukwila, Washington, 98168 004100 -0083; 0088; 0089 LOT 4, BLK 2, OF FIRST ADDITION TO ADAM'S HOME TRACTS, ACCORDING TO THE PLAT RECORDED IN VOLUME 12 OF PLATS, PAGE 50, IN KING COUNTY, WASH; EXC THE EAST 60 FT; EXC THE NORTH 10 FEET RECONVEYED TO KING COUNTY FOR ROAD. CITY OF TUKWILA L08 -004 PRE -07 -021 VALLEY VIEW SEWER DISTRICT PAGE & BEARD ARCHITECTS: DIBBLE ENGINEERS, INC PACE ENGINEERS PACE ENGINEERS AWA ELECTRICAL CONSULTANTS, INC Fsi CONSULTING ENGINEERS LAUCHLIN BETHUNE LANDSCAPE CITY OF TUKWILA K.C. WD # 125 VALLEY VIEW SD BUILDING INFORMATION EXIST BUILDING A BUILDING B V -B V -B NO NO YES YES NO NO B, S -2 U Public Utility Operations & Yard (18.24.020,33,c; 46) 2006 IBC, 2006 WAC 51 -50, 51 -1 1, 51 -13 2006 WASHINGTON STATE NON- RESIDENTIAL ENERGY CODE (REFER TO ENERGY NOTES ON A -0.0) 5,500 SF (TABLE 503 200 100 GARAGE 200 TOTAL OCCUPANCY: 4030 2352 (206) 242 -3236 (425) 827 -7850 (425) 828 -4200 (425) 827 -2014 (425) 827 -2014 (425) 775 -1799 (206) 622 -3321 (425) 432 -9877 (206) 575 -4404 (206) 242 -9547 (206) 242 -3236 1160 2870 2850 Total Parking req'd: Parking Provided: Loading berth(s) req'd: 1 loading berth 3,000 - 100,000 SF Bicycle Parking req'd: 1 / 50 stalls; 2 min 0 2850 0 306 3,000 SF (IBC 406.1.2; SITE & ZONING INFORMATION PROJECT ADDRESS: 14816 Military Road So. Tukwila, Washington, 98168 TAX PARCEL NO: 004100 -0083; 0088; 0089 LEGAL DESCRIPTION: SEE "PROJECT INFORMATION" ABOVE ZONING: RC- Regional Commercial LOT SIZE AND COVERAGE: LOT AREA: ALLOWABLE LOT COVERAGE: N/A NON -PGIS (ROOF AREA): PGIS (ROOF AREA): PGIS (DRIVEWAY, PARKING): NON -PGIS (WALKS, CONC PADS): TOTAL LOT COVERAGE: TOTAL PGIS USE CLASSIFICATION: Public Utility Operations & Yard BUILDING SETBACKS: Tukwila Municipal Code 18.24.080 Front: 20 feet Second front: 10 feet Side: 10 feet Rear: 10 feet BUILDING HEIGHT: Tukwila Municipal Code Max. allowable height: 3 stories or 35 feet Additional height: N/A REQ'D LANDSCAPING: Tukwila Municipal Code 18.24.080 Front: 10 feet: Type I Second front: 10 feet: Type I Side: 5 feet: Type II Rear: none Parking Lot: Per Design Review req'mnts PARKING STALL SIZES: Tukwila Municipal Code Figure 18 -6 Large: 9' & 9.5' X 19 24' 2 -way aisle Medium: 8.5' x 19' 25' 2 -way aisle Compact: 8' x 16' 25' 2 -way aisle Loading berth (TMC 10' x 30' 18.56.060): PARKING REQUIRED: Tukwila Municipal Code 18.24.080 & Figure 18 -7 Office use: 3/1000 SF 2870 Warehousing: 1/2000 SF 6362 No yard is within 50' of LDR, No yard is within 50' of LDR, 18.24.080 NOTE: SEE SHEET S - 0.0 FOR REQUIRED SPECIAL INSPECTIONS. @ 90 @ 90 @ 90° 30% max EXIST BUILDING C V -B NO YES NO B, S -2 USE 406.1.2 MDR, HDR MDR, HDR No yard is within 50' of LDR, MDR, HDR No yard is within 50' of LDR, MDR, HDR 4030 2850 2352 306 8198 (ALLOWABLE BLDG SIZE -NEW BLDG B: PER IBC TABLE 503 OCCUPANCY TYPE EX. BLDG. A: FACTOR (1 / "X" SD I AREA (SF) (OCCUPANCY LOAD 5.8 28.7 35 14.25 14 48,884 6198 2504 31940 1124 41766 RECEMED CITY OF TUKWILA APR 2 81008 PERMIT CENTER 8.61 3.18 12 14 1 2 PAGE & BEARD ARCHITECTS pia 910 MARKET STREET KIRKLAND, WA 98033 TEL: 425.827.7850 FAX: 425.827.7014 I NFOONAGEANDBEARD.COM PROJECT DATA, INDEX, VICINITY MAP & ABBREVIATIONS SNOT A -0.0 Floors N/A Ceilings /Vaulted R -21 Ceilings W/ Vented Attic N/A Exterior Walls R -8 (CONDENSATION BATTS); EXCEEDS R -VALUE REQ'D PER 1310.2 Below Grade Wall, Int. Insul. N/A Below Grade Wall, Ext. Insul N/A Slab On Grade R -10, LOCATED ON EXTERIOR Glazing, Vertical DOUBLE-U-0.55 MAX; R -1.8 MIN Glazing, Overhead N/A Glazing Area 0% TO 30% Opaque Openings (Doors) U =0.60 MAX; R -1.67 MIN PERMIT SET JOB NO: 07.15 DATE: 4/24/2008 REVISIONS: THIS DOCUMENT REPRESENTS A PROPRIETARY DESIGN OWNED BY THE ARCHITECT AND SHALL NOT BE USED ON OTHER PROJECTS FOR ADDITIONS TO THIS PROJECT OR FOR COMPLETION OF THIS PROJECT BY OTHERS EXCEPT BY m PAGE PRIOR ARRANGEMENT IN WRITING & BEARD ARCHITECTS, PS 5329 REGISTERED GALEN . ' -+ Erl STATE OF WASHINGTON MECHANICAL & ENERGY NOTES 1) All mechanical work is to be BIDDER DESIGNED. The final design shall be based on the mechanical drawings and specifications contained in this set, and shall comply with all applicable CODES, including but not limited to: Chapters 1 1- 20 of the 2006 WSEC /Chapter 51-11 WAC (Washington State Nonresidential Energy Code) 2) The mechanical work must adhere to all requirements of the construction documents. See additional notes provided on mechanical drawings. 3) Shop drawings are required to be produced and submitted to the Engineer for review prior to commencing work. 4) It shall be the responsibility of each Contractor to check with the Architectural drawings before installation of their work. Any discrepancy between the Architectural drawings and the consulting engineer(s) or other supplementary drawings shall be brought to the Architect's attention in writing. 5) Each Contractor shall obtain his /her ancillary permit(s) as required. 6) Ventilation of all areas shall be in conformance with the 2006 WAC 51-11 and WAC 51 -13. 7) All exterior joints around windows and doors, openings between walls and roof or foundations, openings at penetrations, and all other such openings shall be sealed, caulked, gasketed or weather stripped to limit air leakage per the Washington State Energy Code. 8) Vapor retarders installed in non -wood framed buildings shall be completely taped and sealed per WSEC Section 1313.2. 9) Exterior doors are to be 1 -3/4" insulated core with full weather strip and threshold. All glazing in exterior doors is to be insulating doubled glazed units with safety glass. 10) All exterior glazing is to be insulating double glazed units. 1 1) King County is in CLIMATE ZONE 1. 12) Building envelope compliance option per figure 13A: PRESCRIPTIVE. 13) New BUILDING "B" is designed for "future semi - heat ". Envelope requirements and exceptions per Section 1310.2 are to be installed under this permit, unless indicated to exceed requirements. 14) Comply with Section 1320- PRESCRIPTIVE building envelope option requirements and TABLE 13 -1. Insulation "R" & "U" values shall comply with TABLE 13 -1 unless noted otherwise in the table below: SPACE HEAT TYPE 2 (SEMI- HEATED PER 1310.2) COMPONENT: REQUIRED INSULATION VALUE: 15) Slab on grade floors shall have R -10 perimeter rigid insulation. See plans for location, either interior or exterior. All insulation indicated on the exterior of the foundation, and exposed to the elements, shall by flashed from the top of the insulation to 4" below grade with 24 galv stl, painted to match adjacent wall, UNO. 16) All further calculations are to be provided by the Mechanical Contractor when application for a mechanical permit is made. 17) Provide combustion, ventilation, and dilution air for the forced air furnace and other gas appliances per IFGC SEC. 304. Show on plan submittal to City /County. 18) Provide venting for all gas heating appliances in accordance with the mechanical plans, with the heating appliance manufacturer's recommendations, the vent manufacturer's recommendations, and the IBC. 19) Heating design temperatures for new building "B" (per SECTION 1310.2) heating: 45 °F max. 20) Provide duct insulation as required by the WSEC as may apply. 21) Contractor to verify, prior to ordering light fixtures, that the "unit lighting power allowance (Ipa)" per WSEC TABLE 15.1 has not been exceeded. Calculation shall be confirmed using areas given on the plans and the actual light fixtures to be provided. PLUMBING NOTES 1) All plumbing work is to be BIDDER DESIGNED. The final design shall be based on the mechanical drawings and specifications contained in this set, and shall comply with all applicable CODES, including but not limited to the CODES referenced in General Notes. 2) The plumbing work must adhere to all requirements of the construction documents and performance specifications. Additional notes are contained in the drawings. 3) It shall be the responsibility of each Contractor to check with the Architectural drawings before installation of their work. Any discrepancy between the Architectural drawings and the consulting engineer(s) or other supplementary drawings shall be brought to the Architect's attention in writing. 4) Each Contractor shall obtain his /her ancillary permit(s) as required. 5) Provide pressure relief valve for hot water tank. Drain to the outside of the building with drain end not more than two feet nor less than 6" above the ground, pointing down. 6) Hot water tanks having flexible pipe connections and over four feet tall shall be strapped down to prevent overturn in an earthquake 7) Provide an approved back flow prevention device at all hose bibs. 8) Contractor shall provide a DWV and water distribution riser diagram for City and Architect review. 9) Each horizontal drainage pipe shall be provided with a cleanout at its upper terminal. 10) Contractor to provide horizontal drainage piping that meets the UPC for slope requirements ELECTRICAL NOTES 1) All electrical work is to be BIDDER DESIGNED. The final design shall be based on the electrical drawings and specifications contained in this set, and shall comply with all applicable CODES, including but not limited to the CODES referenced in general notes. 2) The electrical work must adhere to all requirements of the construction documents. Additional notes are provided on electrical drawings. 3) It shall be the responsibility of each Contractor to check with the Architectural drawings before installation of their work. Any discrepancy between the Architectural drawings and the consulting engineer(s) or other supplementary drawings shall be brought to the Architect's attention in writing. 4) Each Contractor shall obtain his /her ancillary permit(s) as required. 5) Wiring methods shall be as permitted by "CODE" and installation per "NECA" standards. 6) All devices to be specification grade. 7) All receptacles shall be at 15" from finished floor to bottom of box unless noted otherwise. 8) All switches shall be at 42" from finished floor to bottom of box unless noted otherwise. 9) Verify all receptacle, switch, and fixture locations with OWNER prior to installation. BARRIER FREE NOTES SJT_E. 1. All construction shall comply with all applicable codes including but not limited to: Chapter 11 of the IBC w /WAC 51 -50 WA state amendments, the ICC a 117.1, and the American With Disabilities Act. 2. An accessible route of travel to all accessible facilities shall be provided per IBC sec.1104, and ICC a 117.1, chapter 4, and as indicated on the plans. The walking surface, in the direction of travel, shall be no steeper than 1:20 (except ramps) and the cross slope shall be no steeper than 1:48. 3. Parking and passenger loading facilities shall be provided per IBC section 1106, ICC al 17.1 chapter 5, and as indicated on the plans. Parking spaces and access aisles shall be at the same level and the surface shall be no steeper than 1:48. Identification of accessible parking spaces shall include a van accessible sign and shall comply with WAC 51 -50 sec.1 101.2.4. 4. Ramp runs shall have a running slope not steeper than 1:12. The cross slope of ramps shall not be steeper than 1:48. Outdoor ramps and approaches to ramps shall be constructed so that water will not accumulate on walking surfaces. 5. The min clear width of an exterior ramp shall be 44 ". 6. Ramps within the accessible route of travel shall have landings at the top and the bottom. The rise of any ramp run shall be 30" max. Landings shall be level and have a min dimension measured in the direction of the run not less than 60 ". Where a ramp changes direction, the min landing size shall be 60" x 60 ". The width of any landing shall not be less that the width of the ramp. 7. Ramps having a rise greater than 6" shall have handrails complying with ICC a 117.1, section 505. Both sides of the ramp shall have continuous handrails except at access points and shall extend at least 12" beyond the top and the bottom of any ramp run. Intermediate handrails are not required. A curb or edge barrier is required at the ramp and landings or a 12" extension of the floor or groung surface may be used per ICC a 117.7 sec405.9. 8. The accessible route of travel, whether crossing or adjoining a vehicular way, is to be separated from the path of vehicular travel by means of a curb, railing or other elements that are detectable by persons having a severe vision impairment. When the aforementioned means are undesirable the boundary between the two areas shall be defined by a continuous detectable warning of not less than 24" in width and complying with ICC a 1 17.1 sec.705 9. Curb ramps shall have detectable warnings the full depth of curb ramp and shall also comply with ICC a -117.7 sec. 406. BUILDING 10. Fire doors shall have a minimum opening force allowable by the appropriate administrative authority. The maximum force for pushing open or pulling open doors other than fire doors shall be 5.0 pounds. At exterior doors where environmental conditions require a closing pressure greater than 8.5 pounds, power operated doors shall be used within the accessible route of travel. 11. Provide a floor or landing not more than 1 /2" lower than the threshold on each side of the accessible doors. 12. Provide an unobstructed floor space extending at least 18" beyond the latch on the pull side of the door for all accessible doors. See chart 404.2.4.1 of ICC a 117.1 13. Provide an unobstructed floor space extending at least 12" beyond the latch on the push side of the door for all accessible doors which are equipped with both closer and latch. See chart 404.2.4.1 of ICC a 117.1 14.1n group b occupancies, key - locking hardware may be used on the main exit when the main exit consists of a single door or pair of doors if there is a readily visible, durable sign on or adjacent to the door stating " this door to remain unlocked during business hours ". The sign shall be in letters not less than 1" high on a contrasting background. When unlocked, the single door or both leaves of a pair of doors must be free to swing without operation of a latching device. 15. Handles, pulls, latches, locks, and other operable parts on accessible doors shall have a shape that is easy to grasp with one hand and does not require tight grasping, pinching, or twisting of the wrist to operate. Such hardware shall be mounted 34" to 48" above the floor or ground. See door schedule & hardware specification. 16. Provide knurled knobs or handles on doors leading to loading platforms, stages, mechanical equipment rooms, electrical rooms, or other areas hazardous to the blind. See door schedule & hardware specification for locations. 17. All vision panels in any door, the bottom of the shall be a maximum of 43" above the floor. See door schedule for types and locations. 18. Where toilet facilities are provided on any floor of a multi -story building, toilets shall be accessible. See floor plans for locations. 19. Accessible toilet rooms; the water closet shall be positioned with a wall or partition to the rear and to one side. The centerline of the water closet shall be 16" min. to 18" max. from the side wall or partition. Clearance around the water closet shall be 60" min. From the side wall, and 56" min., measured perpendicular from the rear wall. No other fixtures or obstructions shall be within the water closet clearance. The clearance around the water closet shall be permitted to overlap clear floor or ground space or clearances at other fixtures and the wheelchair turning space. 20. Flush controls shall be mounted for use from the wide side of the water closet area and not more than 44" above the floor. 21.Operating devices on plumbing fixtures shall be operable with one hand and shall not require tight grasping, pinching or twisting of the wrist. The force required to activate operable parts shall be 5 pounds maximum. 22. Faucet control handles shall be located not more that 17" from the front of the lavatory, sink or counter. 23. Controls and operating mechanisms including switches that control lighting, ventilation or electrical outlets; in accessible spaces, along accessible routes or as part of accessible elements, shall be between 36" and 54" for an unobstructed side reach and 48" maximum for an unobstructed front reach. See ICC a 117.1 sec 308 for obstructed reach ranges. 24. Electrical and communication system receptacles on walls shall be mounted a min of 15" above the floor. 25. Hardware: 1) handles, pulls, latches, locks and other operating devices on doors and windows shall have lever or the shape which will permit operation which does no require tight grasping, pinching or twisting of the wrist 2) door hardware s mounted at 36" to 48" above the floor. GENERAL NOTES 1. The GENERAL CONDITIONS of the contract and TECHNICAL SPECIFICATIONS are contained in the PROJECT MANUAL. The contractor(s) and subcontractor(s) are responsible for all items contained in all the contract documents including but not limited to the DRAWINGS and the PROJECT MANUAL. All items marked "N.I.C." are not part of this contract, but will be coordinated by the contractor. 2. It is the responsibility of the contractor to become fully aware of any and all conditions related to the site and existing conditions that may affect the cost of scheduling construction activities, prior to submitting a bid. 3. Do not scale drawings or details - use given dimensions. Check details for location of all items not dimensioned on plans. Dimension on plans are to face of framing or centerline of columns typically. Door and cased openings without dimensions are to be three (3) inches from face of adjacent wall or centered between walls. 4. Contractor shall verify all dimensions and conditions at the job site including but not limited to: soil conditions, and conditions related to the existing utilities and services before commencing work and be responsible for the same. All discrepancies shall be reported to the Architect immediately and prior to submitting a bid. 5. The drawings indicate general and typical details of construction. Where conditions are not specifically indicated but are of similar character to details shown, similar details of construction shall be used, subject to review and approval by the Architect and Structural Engineer. 6. The Contractor is to verify the location of all utilities and services to the site prior to beginning any site improvements and shall protect them from damage. The contractor shall bear all expense of repair or replacement of utilities or other property damaged by operations in conjunction with the execution of his work. The contractor will verify and conform to all requirements of all utility companies, unless otherwise noted in the plans and specifications. 7. No materials from the work are to be stock piled on public right - of - ways. All rubbish and debris is to be removed from the site. 8. Adjacent properties, streets and walks are to be protected from damage at all times. 9. The contractor shall take all necessary precautions to ensure the safety of the occupants and workers at all times during the course of the project. 10. Building systems and components not specifically detailed shall be installed, as per minimum manufacturer's recommendations. Notify the Architect of any resulting conflicts. 11. Where devices or items or parts thereof are referred to in singular, it is intended that such shall apply to as many such devices, items, or parts as are required to properly complete the work. 12. Install dust barriers and other protection as required to protect installed finishes and facilities. 13. Plumbing, mechanical and electrical drawings, etc. Are supplementary to the architectural drawings. Each contractor shall obtain his /her ancillary permit as req'd. It shall be the responsibility of each contractor to check with the architectural drawings before installation of their work. Any discrepancy between the architectural drawings and the consulting engineer(s) or other supplementary drawings shall be brought to the architect's attention in writing. 14. This project contains glazing that will be subject to federal and local glazing standards and the glazing subcontractor shall be responsible for adherence to these requirements. If the glazing subcontractor finds anything in the documents not in compliance with the standards, he /she shall bring discrepancies to the attention of the architect before proceeding. 15. All glazing in hazardous locations, defined by the 2006 IBC, sec. 2406, shall by safety glazing, including but not limited to the safety glazing identified in the construction documents. 16. There shall be no exposed pipe, conduits, ducts, vents, etc. All such lines shall be concealed or furred and finished, unless noted as exposed construction on drawings. Offset studs where required, so that finished wall surface will be flush. 17. Contractor shall provide temporary bracing for the structure and structural components until all final connections have been completed in accordance with the plans. 18. Carry all footings to solid, undisturbed original earth. Remove all unsuitable material under footings and slab and replace with concrete or with compacted fill as directed by architect. 19. All wood framing details not shown otherwise shall be constructed to the minimum standards of the IBC. 20. All wood in direct contact with concrete or exposed to weather shall be pressure treated with an approved preservative unless decay resistant heartwood of cedar or redwood is used. Fasteners for pressure treated wood shall be hot dipped galvanized steel, stainless steel, silicon bronze, or copper. 21. Provide flreblocking vertically at ceiling and floor levels and horizontally at intervals not exceeding 10 feet, and as required for concealed spaces under IBC sec. 717.2. 22. Provide galvanic insulation between dissimilar metals. 23. All downspouts and roof drains to be connected to storm sewer by tight line unless (permitted by local jurisdiction) site conditions allow for drywells or surface drainage and unless noted otherwise in construction documents. 24. The contractor and /or the sub - contractors shall apply for, obtain and pay for all required permits and fees except for the building permit. 25. Approved plans shall be kept in a plan box and shall not be used by any workmen. All construction sets shall reflect the same information. The contractor shall also maintain in good condition, one complete set of plans with all revisions, addenda and changes orders on the premises at all times. Said plans are to be under the care of the job superintendent. 26.The contractor shall secure permits required by the fire department prior to building occupation. 27. Construction shall comply with all applicable local and municipal codes, ordinances and standards. In case of any conflict wherein the methods or standards of installation or the materials specified do no equal or exceed the requirements of the laws or ordinances, the laws or ordinances shall govern. 28. Construction hours, per local jurisdiction, are to be observed for all phases of the project. 29. Contractor shall provide for coordination and scheduling of structural tests and special inspections required under section 1704 of the IBC. See also structural notes. 30. The contractor shall verify all door and window rough- opening dimensions with the door and window manufacturers prior to framing such openings. 31. All required fire assemblies shall bear a label from a recognized agency showing the specific rating as required by code. 32. Electrical rough -in and reflected ceiling plans are for the general information of he contractor. The exact locations of fixtures shall be verified by the contractor. 33. Sound insulate all plumbing walls and additional walls indicated on plans. RECEIVED CITY OF TUKWILA APR 2 8 2008 PERMIT CENTER ' PAGE & BEARD ARCHITECTS P.S. 910 MARKET STREET KIRKLAND, WA 98033 TEL: 425.827.7850 FAX: 425.827.7014 INFOOPAGEANDBEARD.COM U u 2 '11 v) w a w� ww � z W J � w D O ›- 2 W o J oc J O Q z > 2 4J 0 Cr) 0 GEN NOTES, MECH, ELEC, PLMB'G NOTES, ADA NOTES SHEET A -0.1 Ravi . x r ,: ....<..<. >=5:..::.... !►r..:. ,. PARCEL A: (00410008301) LOT 4, BLOCK 2. PF FIRST ADDITION TO ADAM'S HOME TRACTS, ACCORDING TO THE PLAT RECORDED IN VOLUME 12 OF PLATS, PAGE 50, IN KING COUNTY, WASHINGTON; EXCEPT THE EAST 166 FEET THEREOF; EXCEPT THE WEST 100 FEET THEREOF; EXCEPT THE SOUTH 60 FEET THEREOF; AND EXCEPT THE NORTH 10 FEET THEREOF AS CONVEYED TO KING COUNTY FOR ROAD PURPOSES BY DEED RECORDED UNDER KING COUNTY RECORDING NO. 2978342. PARCEL B: (00410008301) THE WEST 106 FEET OF THE EAST 166 FEET OF LOT 4, BLOCK 2, OF FIRST ADDITION TO ADAM'S HOME TRACTS, ACCORDING TO THE PLAT RECORDED IN VOLUME 12 OF PLATS, PAGE 50, IN KING COUNTY, WASHINGTON. C: (00410008301) THE SOUTH 60 FEET OF LOT 4, BLOCK 2, ADAMS HOME TRACTS FIRST ADDITION, ACCORDING TO PLAT RECORDED IN VOLUME 12 OF PLATS, PAGE 50, IN KING COUNTY, WASHINGTON, EXCEPT THE EAST 166 FEET THEREOF. D (00400008905) THE WESTERLY 100 FEET OF LOT 4, BLOCK 2, FIRST ADDITION TO ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 50, IN KING COUNTY, WASHINGTON; EXCEPT THE NORTH 73 FEET; EXCEPT THE SOUTH 60 FEET. E (004100008806) THE NORTH 73 FEET OF THE WEST 100 FEET OF LOT 4, BLOCK 2, FIRST ADDITION TO ADAM'S HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 50, IN KING COUNTY, WASHINGTON; EXCEPT THE NORTH 10 FEET RECONVEYED TO KING COUNTY FOR ROAD. HORIZONTAL DATUM: KCAS NAD 27, AS REFERENCED FROM JOB 98600.00, 99161.10 AND 01153.10 VERTICAL DATUM: NAVD 88 AS ESTABLISHED FROM CITY OF TUKWILA PT# 1(4001) P.K. W /TAG ON PACIFIC HIGHWAY AND S. 152ND ST. ELEVATION-- 331.56 WATER: KING COUNTY WATER DISTRICT 125 3460 S 148th St, Suite 110 TUKWILA, WA 98168 206 -242 -9547 POWER: PUGET SOUND ENERGY 22828 68TH AVENUE SOUTH KENT, WA 98031 1-- 888 --225 -5773 GAS: PUGET SOUND ENERGY 22828 68TH AVENUE SOUTH #102 KENT, WA 98031 1 --888- 225 --5773 VICINITY MAP PARCEL LEGAL DESCRIPTION NOTES UTILITY TABLE SEWER: VALLEY VIEW SEWER DISTRICT 3460 S 148TH ST, SUITE 100 TUKWILA, WA 98168 206-242-3236 TELEPHONE: QWEST COMMUNICATIONS #102 P.Q. BOX 12480 SEATTLE, WA 98111 1-800-244-1111 PORTION OF SW Y4, NW Y4 SECTION 22, T. 23N., R. 4E., W.M. IN KING COUNTY, WASHINGTON An Engineering Services Company FOR: PREPA RED BY: 11255 Kirkland Way, Suite 300 Kirkland, WA 98033 p. 425.827.20141 f. 425.827.5043 Civil 1 Structural 1 Planning !Survey paceengrs.com "{'ORK�1YG TOWARD A Im i FER ENVIROMENT ". Yet_ V1 SE WER DISTRICT VA LEY IEW SEW R iJ TICT OPE . A TIONS = UIL DING 1 110h11.1111 Owner Valley View Sewer District 3460 S 148th St, Suite 100 Tukwila, WA 98168 -- - (206) 242 3236 CONTACT: Dana Dick Architect .� Page & Beard Architects 910 Market Street Kirkland, WA. 98033 (425) 827 -7850 CONTACT: Brandt S. McCorkle GO.:0 C0.1 C1.0 C2.0 C2.1 C3.0 C3.1 C4.0 C4.1 C4.2 C5.0 C5.1 C6.0 C6.1 Civil CONTACTS SHEET INDEX COVER SHEET SITE SURVEY GENERAL NOTES TEMPORARY EROSION AND SEDIMENT CONTROL PLAN TEMPORARY EROSION AND SEDIMENT CONTROL DETAILS GRADING PLAN GRADING DETAILS STORM DRAINAGE PLAN STORM DRAINAGE DETAILS STORM DRAINAGE DETAILS WATER AND SANITARY SEWER PLAN WATER AND SANITARY SEWER DETAILS ROAD FRONTAGE IMPROVEMENTS ROAD FRONTAGE IMPROVEMENTS DETAILS Call before you Dig. 1 -800 -424 -5555 UNDERGROUND SERVICE (USA) Civil Engineer PACE Engineers, Inc. 11255 Kirkland Way, Suite 300 Kirkland, WA. 98033 (425) 827 2014 CONTACT: Robert D Stanton, P.E. Geotechnical Engineer Nelson Geotechnical Associates, Inc. 17311 -135th Ave NE, Suite A - 500 Woodinville, WA 98072 Tel (425)- 486 -1669 CONTACT: Khaled M. Shawish, P.E. REVIEVV CODE COMPLIANCE APPROVED JUL 0 7 2008 City Of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 2 8 2008 PERMIT CENTER PERM' SURITTAL FEBRUARY, 2008 JOB NO. 07040.00 SHEET C0.0 OF 14 400008905 HEDG IE 12 "CO C.= 343.45 "GONG.= 343.18 IE '" •NC.= 342.42 E 12 341.98 SS RIM = 343.72 00.75' GRAVEL DRIVE 004100008806 CL CHNL 8 "PVC(S)= 337.83 , N (True NORTH) S87'56'05 "E 100.74' TEL VAULT 'C AINLINK C.O. RIM = 344.45 SD S. 148TH ST. S87'53'O9 "E F.F. = 345.20 F.F. = 345.24 3' DOOR SD RIM - 344.51 IE 18 "CMP = 341.83 PARCEL A F.F. = 345.03 3' DOOR E.O.M. PER GAS MAPS - -348 172.60' Q0410# *8301 SD IE 18 "C IE 1 =" CB RIM = 343.39 IE 12 "HDPE(NE)= 340.89 IE 12 "HDPE(S)= 340.89 CB RIM = 342.96 lE 12 "CMP(SW)=340.91 IE 12 "HDPE(N) =34O 91 • IE 4'PVC(E)= 341.76 349- � RI - 43.98 W)= 341.38 MP(E)= 341.38 TRENCH DRAIN PARCEL B SD RIM = 345.33 IE 12 "CMP(W) =341.20 C.O. TOP OF RESTRICTOR= 343.73 \ IE RESTRICTOR= 340.83 • F .F. =343.79 AO EXPIRES 12/21/2008 DATE 11/15/2007 SCALE 1" = 20' SURVEY TEAM BL /NM /DS FIELD BOOK 554B & ELEC. PROJECT NO. 07040.10 -6 CAD /CALC BLE DRAWN DAB PLAT CHK XXX CB RIM = 346.34 IE 12 "CONC(N)= 344.44 IE 12 "CONC(W) =344.84 IE 12 "CONC(S)= 344.79 f' i SS RIM= CL CHNL 8'PVC(E,W SYM P CB RIM = 345.87 IE 12 "CONC(N)= 344.02 IE 12 "CONC(S)= 343.82 5S RIM = 343.79 CL CHNL 8 "CONC(S)= 335.34 (STUB NORTH) 1 i i i i i i J CB RIM = 342.83 IE 12 "CONC(N)= 340.93 IE 12 "CONC(S)= 340.93 i i i i REVISION U i i i 347 CB RIM= 346.28 IE 12 "CONC(N)= 344.53 IE 12 "CONC(S)= 344.53 IE 12'CONC(E)= 344.63 SS RIM= 346.19 CL CHNL 8 "PVC(E,W)= 337.37 IE fi "PVC(N)= 338.39 . {3T t..w. .- -APP'D SD CB RIM = 342.27 IE 12'CMP(N)= 340.52 IE 12 "CONC(S)= 340.47 IE 12 "CONC(E)= 340.47 (PI nruFn unxi- SSTEEL PLATE) PORTION OF: SW1 /4, NW1 /4 SECTION 22, T. 23N., R. 4E., W.M. SD 4' AINUNK An Engineering Services Company CB RIM- 348.93 IE 12 "CONC(W)= 344.73 IE 12"CONC(E)= 344.83 S87 "E 11255 Kirkland Way, Suite 300 Kirkland, WA 98033 p. 425.827.20141 f . 425.827.5043 Civil 'Structural 1 Planning !Survey paceengrscom - -- - CB RIM = 344.19 IE 12 "CMP(W) =339.29 IE 12 "CMP(NE)= 339.39 254.17' so w ss CB RIM = 348.80 IE 12 "CONC(W)= 345.65 1E 12 "CONC(S)= 345.3D IE 12 "CONC(E)= 345.70 CB RIM =348.38 IE 12 "CONC(N)= 346.48 FOUND 5/8" R &C LS #10957 OPERATIONS BUILDING EXPANSION 14816 MILITARY ROAD SOUTH GRAPHIC SCALE 20 0 10 20 40 00410000850 CO Ut O SD RIM=344.00 IE 6"PVC(N)= 341.15 IE 4 "PVC(SW)= 341.95 TOP OF WAD(12 1PVC) = 343.44 CL CHNL---341.04 (IN FEET) 1 inch = 20 feet SD-- -. -z w SPILL CONTAINMENT RIM=344.39 IE 4 "PVC(SW)= 341.57 BOTTOM OF PLASTIC COVER= 342.19 BOTTOM OF PLASTIC STRUCTURE= 338.04 1 SS RIM = 348.61 CL CHNL 8 "PVC(E,W)= 335.66 DWG FILE : \7040-SRV.dwg RECORD LEGAL DESCRIPTION: PARCEL A: (00410008301) LOT 4, BLOCK 2. OF FIRST ADDITION TO ADAM'S HOME TRACTS, ACCORDING TO THE PLAT RECORDED IN VOLUME 12 OF PLATS, PAGE 50, IN KING COUNTY, WASHINGTON; EXCEPT THE EAST 166 FEET THEREOF; EXCEPT THE WEST 100 FEET THEREOF; EXCEPT THE SOUTH 60 FEET THEREOF; AND EXCEPT THE NORTH 10 FEET THEREOF AS CONVEYED TO KING COUNTY FOR ROAD PURPOSES BY DEED RECORDED UNDER KING COUNTY RECORDING NO. 2978342. PARCEL 8: (00410008301) THE WEST 106 FEET OF THE EAST 166 FEET OF LOT 4, BLOCK 2, OF FIRST ADDITION TO ADAM'S HOME TRACTS, ACCORDING TO THE PLAT RECORDED IN VOLUME 12 OF PLATS, PAGE 50, IN KING COUNTY, WASHINGTON. QL (00410008301) THE SOUTH 60 FEET OF LOT 4, BLOCK 2, ADAMS HOME TRACTS FIRST ADDITION, ACCORDING TO PLAT RECORDED IN VOLUME 12 OF PLATS, PAGE 50, IN KING COUNTY, WASHINGTON,' EXCEPT THE EAST 166 FEET THEREOF. Q;_ (00400008905) THE WESTERLY 100 FEET OF LOT 4, BLOCK 2, FIRST ADDITION TO ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 50, IN KING COUNTY, WASHINGTON; EXCEPT THE NORTH 73 FEET; EXCEPT THE SOUTH 60 FEET. Ems. (004100008806) THE NORTH 73 FEET OF THE WEST 100 FEET OF LOT 4, BLOCK Z FIRST ADDITION TO ADAM'S HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 50, IN KING COUNTY, WASHINGTON; EXCEPT THE NORTH 10 FEET RECONVEYED TO KING COUNTY FOR ROAD. LEGEND 14 -b- 00 0 -0- F PM m X .[L 0 P B FOUND CASED MONUMENT X SET PK NAIL /ALUMINUM WASHER STAMPED "PACE CONTROL" SET 5/8" IRON REBAR W/ YELLOW Q PLASTIC CAP STAMPED LS. # UNLESS OTHERWISE STATED. w ss so NOTE: KCAS CENTER SECTION I5 NOT TRUE THEOETICAL CENTER. TRUE THEOETICAL CENTER IS (2.01' NORTH). MERIDIAN: KCAS NAD 27, AS REFERENCED FROM JOB 98600.00, 99161.10 AND 01153.10 mod: NAVD 88 AS ESTABUSHED FROM CITY OF TUKWILA PT# 1(4001) P.K. W/TAG ON PACIFIC HIGHWAY AND 5. 152ND ST. ELEVATION= 331.56 THE LOCATION AND DESCRIPTION OF ALL SURVEY MARKERS SHOWN HEREON ARE BASED ON FIELD OBSERVATIONS TAKEN IN NOVEMBER, 2007, UNLESS OTHERWISE INDICATED. WORK PERFORMED IN CONJUNCTION WITH THIS SURVEY UTILIZED THE FOLLOWING EQUIPMENT AND PROCEDURES: (A) 2" GEODIMETER 600 SERIES ELECTRONIC TOTAL STATION, MAINTAINED TO THE MANUFACTURER'S SPECIFICATIONS PER W.A.G. 332 - 130 -100. (B) FIELD TRAVERSE, EXCEEDING REQUIREMENTS SET FORTH IN W.A.C. 332 -130 -090. THIS SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF A TITLE REPORT AND DOES NOT PURPORT TO SHOW ALL EASEMENTS. THIS TOPOGRAPHIC SURVEY DRAWING ACCURATELY PRESENTS SURFACE FEATURES LOCATED DURING THE COURSE OF THIS SURVEY. UNDERGROUND UTIUTIES SHOWN HEREON ARE BASED SOLELY UPON INFORMATION PROVIDED BY OTHERS AND PACE ENGINEERS, INC. DOES NOT ACCEPT RESPONSIBILITY OR ASSUME LIABILITY FOR THEIR ACCURACY OR COMPLETENESS. CONTRACTOR /ENGINEERS SHALL VERIFY EXACT SIZE AND LOCATION PRIOR TO CONSTRUCTION. CALL FOR LOCATE: UTILTY LOCATION SERVICE: 1- 800 -425 -5555. WATER VALVE HYDRANT FIRE DEPT. CONNECTION WATER METER POST INDICATOR VALVE MANHOLES (SS /SD) CB POWER /UTILITY POLE GUY ANCHOR JUNCTION BOX POWER TRANSFORMER POWER/TELEPHONE VAULT POWER METER TELEPHONE/TV RISER GAS VALVE GAS METER STREET UGHT LUMINAIRE SPOT ELEVATION SIGN MAILBOX ROCKERY CONIFEROUS TREE DECIDUOUS TREE G SUBDIVISION LINES CENTER LINES PROPERTY LINES RIGHT -OF -WAY LINES LOT UNES DITCH LINE FLOW UNE WATER UNE SANITARY SEWER UNE STORM DRAIN UNE GAS LINE UNDERGROUND POWER LINES UNDERGROUND TELEPHONE UNES UNDERGROUND POWER /TELEPHONE LINES UNDERGROUND CABLE TV UNES OVERHEAD POWER LINES OVERHEAD UTILITY LINES CHAIN UNK FENCE WIRE FENCE WOOD FENCE RECEIVED CITY OF TUKW ILA APR 2 81008 PERMIT CENTER TOPOGRAPHIC SURVEY FOR VALLEY VIEW SEWER DISTRICT SHEET CO.1 OF 14 M 0 . 0 0 :yam X mm Dy NJ 0 W -o'er D �c SEWER NOTES 1. ALL WORK SHALL CONFORM TO THE RULES AND REGULATIONS OF VALLEY VIEW SEWER DISTRICT. 2. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF VALLEY VIEW SEWER DISTRICT AND OTHER PROJECT PERMIT REQUIREMENTS AS APPLICABLE. 3. THE CITY OF TUKWILA SHALL BE NOTIFIED PRIOR TO COMMENCEMENT OF CONSTRUCTION. ALL TESTING AND CONSTRUCTION SHALL BE INSPECTED BY VALLEY VIEW SEWER DISTRICT. 4. LOCATIONS SHOWN ON EXISTING UTIUT1ES ARE APPROXIMATE. IDENTIFICATION, LOCATION MARKING AND RESPONSIBILITY FOR UNDERGROUND FACILITIES OR UTILITIES IS GOVERNED BY PROVISIONS OF CHAPTER 19.122 REVISED CODE OF WASHINGTON. 5. SEWER MAIN SHALL BE PVC AS NOTED ON PLANS UNLESS OTHERWISE NOTED. SEWER MANHOLES SHALL BE 48" DIAMETER UNLESS OTHERWISE NOTED. 6. MINIMUM SEPARATION OF POTABLE WATER MAINS AND SANITARY SEWER LINES SHALL BE TEN (10) FEET HORIZONTALLY FOR PARALLEL PIPE, AND EIGHTEEN (18) INCHES VERTICALLY FOR PERPENDICULAR OR OBLIQUE CROSSINGS, MEASURED FROM OUTSIDE EDGE TO OUTSIDE EDGE. SITUATIONS OCCURING WITH LESS THAN MINIMUM SEPARATION WILL REQUIRE CONSTRUCTION IN ACCORDANCE WITH SECTION C1-9 OF THE "CRITERIA FOR SEWAGE WORKS DESIGN" PUBLISHED BY THE WASHINGTON STATE DEPARTMENT OF ECOLOGY AS REVISED DECEMBER 1998. 7. CAUTION -- EXTREME HAZARD -- OVERHEAD ELECTRICAL SERVICE LINES ARE GENERALLY NOT SHOWN ON THE DRAWINS. ELECTRICAL UNES SHOWN ON THE DRAIIMNGS ARE LOCATED BY POINT -TO- POINT, POWER POLE -TO POWER POLE CONNECTION. THE CONTRACTOR IS REPSONSIBLE FOR DETERMINING THE EXTENT OF ANY HAZARD CREATED BY OVERHEAD ELECTRICAL POWER IN ALL AREAS AND SHALL FOLLOW PROCEDURES DURING CONSTRUCTION AS REQUIRED BY LAW AND REGULATION. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL MEET WITH UTILITY OWNERS AND DETERMINE THE EXTENT OF HAZARD AND REMEDIAL MEASURES AND SHALL TAKE WHATEVER PRECAUTIONS MAY BE REQUIRED. 8. WHERE IT IS NECESSARY TO REMOVE AND OTHERWISE DISTURB EXISTING MAILBOXES AND /OR NEWSPAPER BOXES WITHIN THE LIMITS OF THIS PROJECT, THE CONTRACTOR SHALL INSTALL THE BOXES TEMPORARILY IN SUCH POSITION THAT THEIR USEFULNESS WILL NOT BE IMPAIRED. AFTER CONSTRUCTION WORK HAS BEEN COMPLETED, RELOCATED MAIL AND NEWSPAPER BOXES SHALL BE REINSTALLED AT THEIR ORIGINAL LOCATION OR RELOCATED BEHIND WALKWAY SO THAT THE FRONT OF THE MAILBOX IS 12" TO 18" FROM EDGE OF WALKWAY AND 36" TO 42" ABOVE GRADE AT EDGE OF WALKWAY. 9. THE CONTRACTOR SHALL PREPARE A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL BY THE CITY OF ] UKWILA. TRAFFIC CONTROL PLAN SHALL BE PREPARED AND IMPLEMENTED BY THE CONTRACTOR IN ACCORDANCE WITH THE REQUIREMENTS OF THE CITY OF TUKWILA RIGHT -OF -WAY PERMIT. 10. THE CONTRACTOR SHALL PROVIDE EROSION AND SEDIMENTATION CONTROL FACILITIES AS REQUIRED IN ACCORDANCE WITH THE REQUIREMENTS OF PROJECT PERMITS. SUCH FACILITIES SHALL INCLUDE SILT FENCING, FILTER FABRIC PROTECTION OF CATCH BASIN, PROTECTION OF DRAINAGE DITCHES, AND OTHER MEASURES AS MAY BE REQUIRED. CONSTRUCTION SEQUENCE: 1. BEFORE ANY CONSTRUCTION OR DEVELOPEMENT ACTIVITY, A PRE - CONSTRUCTION MEETING SHALL BE HELD BETWEEN THE CITY OF TUKWILA, THE APPLICANT, AND THE APPLICANT'S CONSTRUCTION REPRESENTATIVE. 2. VERIFY VERTICAL AND HORIZONTAL LOCATIONS OF ALL EXISITING UNDERGROUND UTILITIES. CONTACT ALL UTILITY COMPANIES THAT MAY BE AFFECTED BY THE PROPOSED CONSTRUCTION. THE ONE CALL NUMBER IS 1-800-424-5555. 3. MAINTAIN ALL EXISTING UTILITY SERVICES DURING CONSTRUCTION. 4. VERIFY GRADES PRIOR TO CONSTRUCTION. FLAG CLEARING LIMITS. 5. INSTALL ROCKED CONSTRUCTION ENTRANCE, FILTER FABRIC FENCE, TEMPORARY CHAIN LINK FENCE, TREE PROTECTION /ORANGE CONSTRUCTION FENCE, SEDIMENT TRAP, INTERCEPTOR SWALES AS INDICATED ON PLAN. DESIGNED TK DRAWN FPH CHECKED RDS INSTALL CB INSERTS ON NEW CB'S -PER DETAIL 3 SHEET C2.1 6. 7. CLEAR & GRUB AREAS OF THE SITE TO BE ROUGH GRADED, OR FILLED. 8. REMOVE UNSUITABLE BEARING MATERIAL AS REQUIRED. 9. 10. GRADE SITE. CONSTRUCT ASPHALT PAVING AND ACCESS DRIVES. 11. STABILIZE DISTURBED AREAS TO PREVENT EROSION AND SEDIMENT TRANSPORT. 12. REMOVE EXCESS EXCAVATED MATERIALS, TRASH DEBRIS, AND WASTE MATERIALS. DISPOSE OF IN AN AUTHORIZED LOCATION AT NO COST TO THE OWNER. 13. CLEAN STORM DRAINAGE SYSTEM. 14. REMOVE TESC MEASURES ONCE WHEN SITE IS COMPLETELY STABLE. INSTALL REMAINING NEW U11LI11ES. GRADING NOTES: 1. PRIOR TO PAVING, ALL SUBGRADE SHOULD BE 95% COMPACTED PER DETAIL 2. THE CONTRACTOR MUST USE CARE DURING SITE PREPARATION AND EXCAVATION OPERATIONS SO THAT THE UNDERLYING SOILS ARE NOT SOFTENED. SOFTENED SOILS SHOULD BE REMOVED AND THE AREA BROUGHT TO GRADE WITH STRUCTURAL FILL 3. STRUCTURAL FILL SHALL BE PREPARED, PLACED, AND COMPACTED PER GEOTECHNICAL ENGINEER'S REPORT. 4. FILL PLACED ON SLOPES STEEPER THAN 5H:1V SHALL BE TIED TO FIRM, STABLE SUBSOIL BY APPROPRIATE KEYING AND BENCHING AS REVIEWED AND APPROVED BY THE GEOTECHNICAL ENGINEER. 5. PROPOSED GRADES SHALL BE NO STEEPER THAN 3H:1V UNLESS OTHERWISE NOTED ON PLANS. PORTION OF SW Y4, N W. M. IN KING STORM DRAINAGE NOTES 1. NO PART OF THE DRAINAGE SYSTEM SHALL BE COVERED, CONCEALED USE UNTIL IT HAS BEEN TESTED, INSPECTED, AND ACCEPTED BY THE TUKWILA. 2. A PRECONSTRUCTION MEETING AND A 24 -HOUR NOTICE SHALL BE R TO STARTING NEW CONSTRUCTION. IT 15 THE CONTRACTOR'S RESPON ARRANGE THE PRECONSTRUCTION MEETING WITH ALL CONCERNED PAR OBTAIN ANY AND ALL REQUIRED PERMITS FROM TUKWILA AND OTHER PRIOR TO STARTING CONSTRUCTION. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE CITY OF TUKWILA CONSTRUCTION INSP MINIMUM OF 24 HOURS IN ADVANCE OF BACKFILLING ALL CONSTRUCT] 3. THE CONTRACTOR MUST HAVE A SET OF PLANS, APPROVED BY THE TUKWILA, ON -SITE AT ALL TIMES DURING THE COURSE OF PROJECT C 5. MINIMUM COVER OVER STORM DRAINAGE PIPES AND FACILITIES SHALL UNLESS OTHERWISE SHOWN AND APPROVED. 6. TEST OBSERVATIONS AND INSPECTIONS FOR STORM DRAINAGE SYSTEM BY THE CITY OF TUKWILA CONSTRUCTION INSPECTOR. 8. NO PART OF THE STORM DRAINAGE SYSTEM SHALL BE PUT INTO USE BEEN TESTED, INSPECTED, AND APPROVED BY THE CITY OF TUKWILA INSPECTOR. 10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE VERIFICATION OF UTILITY LOCATIONS WHETHER OR NOT THESE UTILITIES ARE SHOWN 01 THE CONTRACTOR SHALL EXERCISE ALL CARE TO AVOID DAMAGE TO IF CONFLICTS WITH EXISTING UTILITIES ARISE DURING CONSTRUCTION, CONTRACTOR SHALL NOTIFY THE CITY OF TUKWILA CONSTRUCTION IN ANY CHANGES REQUIRED SHALL BE APPROVED BY THE CITY ENGINEE COMMENCEMENT OF RELATED CONSTRUCTION ON THE PROJECT. 11. ALL REQUESTS FOR INSPECTIONS AND FOR WITNESSING TESTS SHALL WITH THE PUBLIC WORKS INSPECTOR A MINIMUM OF 24 HOURS IN AD NO GREATER THAN 7 DAYS IN ADVANCE. FAILURE TO GIVE ADEQUA NOTICE MAY RESULT IN DELAYS TO THE CONTRACTOR FOR REQUIRED 12. ALL STORM DRAINAGE MAIN EXTENSIONS WITHIN THE PUBLIC RIGHT -0 EASEMENTS MUST BE STAKED FOR LINE AND GRADE PRIOR TO STAR CONSTRUCTION. 15. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING APPROVED PLANS, WHICH ARE ON FILE WITH THE CITY OF TUKWILA. FROM THE APPROVED PLANS WILL REQUIRE WRITTEN APPROVAL FROM TUKWILA DEPARTMENT OF PUBLIC WORKS. 17. ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PRE FOUNDATION IN ACCORDANCE WITH SECTION 7- 02.3(1) OF THE CURR WASHINGTON STANDARD SPECIFICATION FOR ROAD AND BRIDGE CONS THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OF THE FOUNDATION MATERIAL AS WELL AS PLACEMENT AND COMPA REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTI THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE UNYIELDING B PIPE BEDDING SHALL BE APWA CLASS "C ", WITH THE EXCEPTION OF PIPE. 18. ALL TRENCH BACKFILL SHALL BE COMPACTED TO MINIMUM 95% FOR STRUCTURAL FILL AND 90% OTHERWISE PER ASTM D- 1557 -00. PEA BEDDING SHALL BE PLACED 6" OVER AND UNDER PVC AND ALL CATC GRATES SHALL BE DEPRESSED 0.10 FEET BELOW PAVEMENT LEVEL 0 SURFACE. 20. ISSUANCE OF THE BUILDING OR CONSTRUCTION PERMIT BY THE CITY DOES NOT RELIEVE THE OWNER OF THE CONTINUING LEGAL OBLIGATIO LIABILITY CONNECTED WITH STORM SURFACE WATER DISPOSITION. FU CITY OF TUKWILA DOES NOT ACCEPT ANY OBLIGATION FOR THE PROP FUNCTIONING AND MAINTENANCE OF THE SYSTEM DURING OR FOLLOW! CONSTRUCTION EXCEPT AS OUTLINED IN THE TUKWILA STANDARDS. 11255 Kirkland Way, Suite 300 Kirkland, WA 98033 PAC E p. 425.827.2014 1 f. 425.827.5043 C iv il St ruc t ura l Pl ann i ng Su rve y CVA prximirthl n A T7 RY APP n An Enaineerina Services Comaanv 7. ALL DAMAGES INCURRED TO PUBLIC AND /OR PRIVATE PROPERTY BY THE CONTRACTOR DURING THE COURSE OF CONSTRUCTION SHALL BE PROMPTLY REPAIRED TO THE SATISFACTION OF THE CITY OF TUKWILA CONSTRUCTION INSPECTOR BEFORE PROJECT APPROVAL AND /OR THE RELEASE OF THE PERFORMANCE BOND. naceenars.com %4 SECTION 22, T. 23N., R. 4E., COUNTY, WASHINGTON OR PUT INTO CITY OF QUIRED PRIOR SIBILITY TO TIES AND TO AGENCIES ECTOR A ON. CITY OF ONSTRUCTION. 4 . BEFORE ANY CONSTRUCTION MAY OCCUR, THE CONTRACTOR SHALL HAVE PLANS WHICH HAVE BEEN SIGNED AND APPROVED BY THE CITY OF TUKWILA PUBLIC WORKS DEPARTMENT, OBTAINED ALL CITY, COUNTY, STATE, FEDERAL AND OTHER REQUIRED PERMITS, AND SHALL HAVE POSTED ALL REQUIRED BONDS AND HAULING TRUSTS. BE 2 FEET, SHALL BE UNTIL IT HAS CONSTRUCTION 9. THE CONTRACTOR SHALL CALL AND NOTIFY DIAL- A--DIG AT 1- 800 -424 -5555 A MINIMUM OF 2 DAYS BEFORE DIGGING OR GRADING OPERATIONS OCCUR. EXISTING w THE PLANS. ANY UTILITY. THE PECTOR AND R PRIOR TO BE SCHEDULED VANCE, AND E ADVANCE INSPECTIONS. F--WAY OR IN ING 13. BEFORE THE CITY OF TUKWILA ACCEPTS STORM DRAINAGE IMPROVEMENTS, THE CONTRACTOR SHALL SUPPLY THE CITY CONSTRUCTION INSPECTOR WITH PHOTOSTATIC MYLAR AS-BUILTS OF THE STORM DRAINAGE SYSTEM BEARING THE STAMP AND SIGNATURE OF A REGISTERED PROFESSIONAL ENGINEER OR LAND SURVEYOR. IF THE PLANS WERE GENERATED USING CADD, THE CONTRACTOR SHALL SUPPLY A FLOPPY DISK OF THE CONSTRUCTION PLANS IN ADDITION TO THE MYLAR AS- BUILTS. THE CITY OF TUKWILA CONSTRUCTION INSPECTOR MUST REVIEW AND APPROVE ALL AS- BUILTS. THE CONTRACTOR SHALL MAKE ALL CHANGES TO THE AS- BUILTS AS DIRECTED BY THE CITY CONSTRUCTION INSPECTOR BEFORE THE CITY WILL APPROVE AND ACCEPT THE AS- BUILTS. 14. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITION OF THE CITY OF TUKWILA DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS AND THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION PREPARED BY WSDOT AND THE AMERICAN PUBLIC WORKS ASSOCIATION (APWA), AS AMENDED BY THE CITY OF TUKWILA. TO THE NY DEVIATION THE CITY OF 16. ALL RETENTION /DETENTION FACILITIES MUST BE INSTALLED AND IN OPERATION PRIOR TO OR IN CONJUNCTION WITH ALL CONSTRUCTION ACTIVITY UNLESS OTHERWISE APPROVED BY THE CITY OF TUKWILA DEPARTMENT OF PUBLIC WORKS. PARED ENT STATE OF TRUCTION. OR THE TOP ]ION OF RE LENGTH OF ASE. ALL PVC AND LCPE PAVEMENT AND GRAVEL H BASIN GROUND 19. ALL BUILDING DOWNSPOUTS AND FOOTING DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS APPROVED BY THE CITY OF TUKWILA DEPARTMENT OF PUBLIC WORKS. OF TUKWILA N AND /OR RTHER, THE ER NG EROSION AND SEDIMENT CONTROL NOTES: 1. APPROVAL OF THIS EROSION AND SEDIMENT CONTROL (ESC) PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.G., SIZE AND LOCATION OF ROADS, PIPES, RESTRICTORS, CHANNELS, RETENTION FACILITIES, UTILITIES, ETC.). 2. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF THE APPLICANT /ESC SUPERVISOR UNTIL ALL CONSTRUCTION IS APPROVED. 3. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED BY A CONTINUOUS LENGTH OF SURVEY TAPE (OR FENCING, IF REQUIRED) PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPLICANT /ESC SUPERVISOR FOR THE DURATION OF CONSTRUCTION. 4. THE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED PRIOR TO OR IN CONJUNCTION WITH ALL CLEARING AND GRADING SO AS TO ENSURE THAT THE TRANSPORT OF SEDIMENT TO SURFACE WATERS, DRAINAGE SYSTEMS, AND ADJACENT PROPERTIES IS MINIMIZED. 5. THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE ESC FACILITIES SHALL BE UPGRADED AS NEEDED FOR UNEXPECTED STORM EVENTS AND MODIFIED TO ACCOUNT FOR CHANGING SITE CONDITIONS (E.G., ADDITIONAL SUMP PUMPS, RELOCATION OF DITCHES AND SILT FENCES, ETC.). 6. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT /ESC SUPERVISOR AND MAINTAINED TO ENSURE CONTINUED PROPER FUNCTIONING. WRITTEN RECORDS SHALL BE . KEPT OF WEEKLY REVIEWS OF THE ESC FACILITIES DURING THE WET SEASON (OCT. 1 TO APRIL 30) AND OF MONTHLY REVIEWS DURING THE DRY SEASON (MAY 1 TO SEPT. 30). 7. ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON OR SEVEN DAYS DURING THE DRY SEASON SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC METHODS (E.G., SEEDING, MULCHING, PLASTIC COVERING, ETC.). 8. ANY AREA NEEDING ESC MEASURES NOT REQUIRING IMMEDIATE ATTENTION SHALL BE ADDRESSED WITHIN FIFTEEN (15) DAYS. 9. THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN FORTY -EIGHT (48) HOURS FOLLOWING A STORM EVENT. 10. AT NO TIME SHALL MORE THAN ONE (1) FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE UNES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT -LADEN WATER INTO THE DOWNSTREAM SYSTEM. 11. STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS WASH PADS, MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. 12. ANY PERMANENT FLOW CONTROL FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE FACILITY IS TO FUNCTION ULTIMATELY AS AN INFILTRATION SYSTEM, THE TEMPORARY FACILITY MUST BE GRADED SO THAT THE BOTTOM AND SIDES ARE AT LEAST THREE FEET ABOVE THE FINAL GRADE OF THE PERMANENT FACILITY. 13. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 2 TO 3 INCHES. 14. PRIOR TO THE BEGINNING OF THE WET SEASON (OCT. 1), ALL DISTURBED AREAS SHALL BE REVIEWED TO IDENTIFY WHICH ONES CAN BE SEEDED IN PREPARATION FOR THE WINTER RAINS. DISTURBED AREAS SHALL BE SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. A SKETCH MAP OF THOSE AREAS TO BE SEEDED AND THOSE AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE CITY OF TUKWILA INSPECTOR. THE CITY OF TUKWILA INSPECTOR CAN REQUIRE SEEDING OF ADDITIONAL AREAS IN ORDER TO PROTECT SURFACE WATERS, ADJACENT PROPERTIES, OR DRAINAGE FACILITIES. VALLEY VIEW SEWER DISTRICT 3460 S. 148th Street, Suite 100 Tukwila, Washington 98168 DATE FEBRUARY 2008 SCALE N TS 3 WATER DISTRICT NO.125 STANDARD NOTES: 1. APPROXIMATE LOCATIONS OF EXISTING UTUTIES HAVE BEEN OBTAINED FROM AVAILABLE RECORDS AND ARE SHOWN FOR CONVENIENCE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF LOCATION SHOWN AND FOR DISCOVERY OF POSSIBLE ADDITIONAL UTILITIES NOT SHOWN SO AS TO AVOID DAMAGE OR DISTURBANCE. THE CONTRACTOR SHALL CONTACT THE U11LI11ES UNDERGROUND LOCATION CENTER (1- 800 - 424 -5555) PRIOR TO CONSTRUCTION. THE OWNER OR HIS. REPRESENTATIVE SHALL BE CONTACTED IF A UTILITY CONFLICT EXISTS. 2. CONTRACTOR SHALL NOTIFY DISTRICT ENGINEER A MINIlvtUh* OF 48 HOURS IN ADVANCE OF ALL REQUESTS FOR STAKING, TESTING OR INSPECTION. 3. CONTRACTOR IS RESPONSIBLE FOR CONTROL AT THE TIME OF STAKING. 4. CONTRACTOR SHALL FURNISH SHOP DRAWINGS FOR APPROVAL WHERE REQUIRED BY THE DETAIL SPECIFICATIONS AND FOR VARIATION FROM THE ENGINEER'S DESIGN. 5. CONTRACTOR SHALL INSTALL EQUIPMENT IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS, AND WD #125 SPECIFICATIONS. 6. CONTRACTOR SHALL FURNISH ALL MATERIALS. 7. ALL WATERMAIN PIPE SHALL BE DUCTILE IRON CLASS 52, PUSH -ON JOINT OR MECHANICAL JOINT, CEMENT LINED (ANSI A21.4), EXTERIOR COATED WITH COAL TAR VARNISH. INSTALLATION TO BE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. ALL FITTINGS SHALL BE CAST IRON AND SHALL CONFORM TO APPLICABLE PORTIONS OF ANSI STANDARD A21.10, A21.11, 816.2, B16.4 AND A21.53, WITH A MINIMUM PRESSURE RATING OF 150 PSI AND WILL BE CEMENT LINED. 8. ALL GATE VALVES TO BE MUELLER... ALL HYDRANTS TO BE MUELLER. 9. CUT -INS AND LIVE TAPS TO BE MADE BY CONTRACTOR. WD #125 SUPERINTENDENT AND ENGINEER MUST BE NOTIFIED 48 HOURS IN ADVANCE. 10. CAST IRON MECHANICAL JOINT SLEEVE COUPUNGS REQUIRED. 11. TAPPING SLEEVES SHALL BE MUELLER CAST IRON, JCM EPDXY COATED STEEL, OR ROMAC SST WITH STAINLESS STEEL FLANGE. 12. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL EXISTING PIPE TYPES AND SIZES FOR COUPUNGS, CONNECTIONS, CUT-INS, AND LIVE TAPS. 13. 3 1/2 FOOT MINIMUM COVER OVER ALL WATERMAIN PIPES. 14. DEVELOPER TO PAY FOR STATE, COUNTY AND CITY INSPECTION FEES. 15. ALL METER LOCATIONS TO BE COORDINATED WITH WATER DISTRICT NO. 125 SUPERINTENDENT. 16. ALL EXISTING FIRE HYDRANTS AND MAINS TO BE OPERATIONAL PRIOR TO COMMENCEMENT OF CONSTRUCTION. 17. NO CHANGES ARE TO BE MADE WITHOUT WRITTEN APPROVAL BY THE WD #125 SUPERINTENDENT OR DISTRICT ENGINEER. 18. REFER TO WD #125 CONDITIONS AND STANDARDS, FOR ALL REMAINING NOTES AND DETAILS. 19. MAXIMUM ALLOWABLE. OPEN TRENCH SHALL BE 80'. 20. STOCK PILES SHALL BE COVERED DURING ALL PERIODS OF PRECIPITATION. 21. MODIFIED PROCTOR COMPACTION AND MOISTURE CONTROL TEST REQUIRED AND COPIES OF TEST REPORTS SUBMITTED TO THE DISTRICT ENGINEER. ALL COMPACTION UNDER PAVED AND TRAFFIC AREAS SHALL BE 95% MAXIMUM DENSITY MODIFIED PROCTOR PER ASTM D -1557. ALL OTHER AREAS TO BE 90% MAXIMUM DENSITY MODIFIED PROCTOR. 22. ALL VALVES, FIRE HYDRANTS AND SERVICES TO THE METER STOP TO BE INCLUDED AS PART OF ALL PRESSURE AND PURITY TESTS. NO EXCEPTIONS. 23. TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH CITY OF TUKWILA REQUIREMENTS. 24. ALL PIPE AND APPURTENANCES TO BE TESTED WITHIN 10 FEET OF ANY CONNECTION POINTS UNLESS OTHERWISE APPROVED BY ENGINEER. 25. CONCRETE THRUST BLOCKING SHALL BE PROVIDED AT ALL BENDS, TEES, VALVES OR OTHER APPURTENANCES WHERE INTERNAL FORCES REQUIRE RESTRAINT. BLOCKING SHALL BE IN ACCORDANCE WITH WATER DISTRICT NO. 125 STANDARDS. . THE TESTING AND DISINFECTION OF THE WATER SYSTEM SHALL BE WITNESSED BY WATER DISTRICT NO 125. VALLEY VIEW SEWER DISTRICT OPERATIONS BUILDING EXPANSION CITY OF TUKWILA GENERAL NOTES RECEIVED CITY OF TUKWILA APR 2 81008 PERMIT CENTER 6 1 EX?IRES 01/18 /0 tj► JOB NUMBER 07040.00 SHEET NAME NOTES C1.0 SHEET CID OF 14 TEMPORARY CONSTRU611O ENTRANCE. SEE NOTE; 6 12 STANDPIPE 16" 0 04100008806 -1 SS RIM 343.72 CL CHNL 8 "PVC(5)= 337.83 " (STUB NORTH) S87`56'05 "E 100.74' - 'CHRINLINK "- c• F.F. =345.24 3' DOOR SD RIM 4.51 E 18 "CMP. = 341.83 f F.F.= 345.03 3' DOOR CB RIM = 343.39 ▪ IE 12"HDPE(NE)= 340.89 1E 12 "HDPE(S)= 340.89 CB RIM= 342.96 ./ II[ 12"CMP(SW)=340.91 IE 12 "HDPE(N)= 340.91 " 1\j IE 4 "PVC(E)= 341.76 HEDGE 1 172.60' TR ENCH DRAIN PARCEL B SO RI = 343.98 1E 18 "CMP 1'I)= 341.38 IE 1 MP(E)= 341.38 SD RIM= 345.33 IE 12 "CMP(W)= 341.20 C.O. TOP OF RESTRICTOR= 343.73 IE RESTRICTOR = 3400.83 -- BLOCK WALL F.F.= 343.62 0- F.F. = 343.58 GRAVEL 147- ' SS RIM= 6.70 ` / CHNL 8 "PVC(E.W ..337.70 DESIGNED TK DRAWN FPH CHECKED RDS CB RIM= 346.34 1E 12"CONC(N) =344.44 IE 12 "CONC(W)=344.84 IE 12 "CONC(S)= 3444.79 CP #17 328- 61.3PK /W 1‘1=-.-175164.689 _\\ E=1640151.005 ELEVr 346.41 P SD SYM i , __.,47____ 1 . \ _\ ' // /\\ \ \ • 7. r CB RIM= 345.87 IE 12 "CONC(N)= 344.02 IE 12 "CONC(S)= 3433.82 i i SS RIM= 343.79 CL CHNL 8 "C©NC(S)= 335.34 (STUB NORTH) i i CB RIM =342.83 IE 12 "CONC(N)=340 93 IE 12 "CONC(S)= 340.93 i i i i UTILITY CONFLICT NOTE:, CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE U11U11ES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CAWNG UTILITY LOCATE 0 1- 800 -424 -5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT ENGINEER TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. REVISION 3 CB RIM = 346.26 lE 12 "C0NC(N)= 344.53 IE 12 "CONC(S)= 344.53 IE 12 "C014C(E)= 344.83 SS RIM= 346.19 CL CHNL 8 "PVC(E,W)= 337.37 IE 66"PVC(N)= 338,39 41, r r / - DATE BY CP F23 554B- -67.23R3rC N= 174887.546 E=1640222.958 ELEV = 342.00 APP D • CB RIM= 342.27 IE 12 "CMP(N)= 340.52 IE 12 "CONC(S)= 340.47 IE 12 "CONC(E)= 340.47 (BLOCKED WITH STEEL PLATE) w PACE An Engineering Services Company SD S. 148TH ST AINLINK 226 LT SILT FENCE w UT 11255 Kirkland Way, Suite 300 Kirkland, WA 98033 p. 425.827.2014 f. 425.827.5043 PORTION OF SW Y4, NW Y4 SECTION 22, T. 23N., R. 4E., W.M. IN KING COUNTY, WASHINGTON Civil 'Structural 1 Planning 1 Survey paceengrs.cam CB RIM= 348.93 1E 12 "CONC(W)= 344.73 IE 12 "CONC(E)= 344.83 S87'53'09 "E -w E.O.M. PER GAS MAPS 587'56'05 "E 254.1 Co RIM= 344.19 IE 12"CMP(4`d) =339.29 IE 12'CMP(NE)= 339.39 7 - CP #24 5548- 68.24PK /W N= 174933.535 E= 1640384.538 ELEV = 344.17 CP;26 5540- 53.26PK/W N= 175112.485 E »»1640403.395 7 ELEV = 348.60 SS CB RIM=34 -8.80 IE 12 "CONC(W)= 345.65 IE 12 "CONC(S)=345.30 1E 12 ° CONC(E) =345.70 SD CB RI = 348.38 IE 12 "CONC(N)= 345.48 ss 0 0 3 c1 (. SD RIM =344.417 " IE 6"PVC(N) =341.15 �� E 4 "PVC(sW)= 341.95 r (I) 0 VALLEY VIEW SEWER DISTRICT 3460 S. 148th Street, Suite 100 Tukwila, Washington 98168 FOUND 5/8" R &C LS #10957 CP #25 5543- 68,25H/1' 1617.3 7E0 16 646 415 r7..EV-- 347.47 SD 00 4100008509 SPILL CONTAINMENT RiM= 344.39 1E 4 "PVC(SW)- 341.57 BOTTOM OF PLASTIC COVER= 342.19 BOTTOM OF PLASTIC STRUCTURE= 338.(34 TOP OF WAD(12 "PYv)= 343.44 CL CHNL = 341.04 SS o ci DATE FEBRUARY 2008 SCALE 1"=20' H GRAPHIC SCALE 0 10 20 20 ( IN FEET ) 1 inch W 20 feet LEGEND ASPHALT CONCRETE WATER VALVE . . HYDRANT WATER METER 40 MANHOLES NHOLES (SS /SD) POWER /UTILITY POLE GUY ANCHOR POWER TRANSFORMER POWER /TELEPHONE VAULT TELEPHONE /TV RISER GAS VALVE STREET LIGHT SPOT ELEVATION SIGN MAILBOX ROCKERY CONIFER TREE DECIDUOUS TREE FOUND CASED MONUMENT SET 5_/8" IRON REBAR W/ YELLOW PLASTIC CAP STAMPED L.S. #11691 UNLESS OTHERWISE STATED. SET PK & WASHER STAMPED LS. #11691 SITE BENCH MARK UNLESS OTHERWISE NOTED CENTER LINES PROPERTY LINES RIGHT ---OF -WAY LINES DITCH LINES/ FLOW SAN UNE STORM I DRAIN LINE GAS UNDERGROUND POWER ONES UNDERGROUND TELEPHONE LINES CHAIN LINK FENCE SILT FENCE WOOD FENCE CURBING 7 /t/ov VALLEY VIEW SEWER DISTRICT OPERATIONS BUILDING EXPANSION TENFORARY EROSION SEDIMENT CONTROL PLAN EXISTING MEN ist w - SS SD G - n RECEIVED CITY OF TUKWILA APR 2 81008 PERMIT CENTER REMOVE T# it# X PROJECT NOTES: 1. CONTRACTOR SHALL HAVE A COPY OF THE MOST RECENT CITY OF' TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS ON SITE AT ALL TIMES. 2. COVER MEASURES SHALL BE PROVIDED TO PROTECT AREAS CLEARED OR GRADED FOR THE PROJECT THAT ARE LEFT UNWORKED FOR MORE THAN TWO DAYS. COVER MATERIALS WILL BE PLASTIC SHEETING OR MULCHING. ANY AREA UNWORKED FOR MORE THAN 30 DAYS SHALL BE SEEDED. 3. CLEARING LIMITS SHALL BE INSTALLED PRIOR TO THE CLEARING AND OR GRADING OF THE SITE. CLEARING LIMITS SHALL BE DELINEATED USING FILTER FABRIC FENCE (WHERE INDICATED) IN COMBINATION WITH TEMPORARY OR PERMANENT CHAINUNK FENCE. CLEARING LIMITS SHALL BE MAINTAINED THROUGHOUT THE DURATION OF THE PROJECT. 4. IF PROPERTY CORNERS ARE REMOVED OR DAMAGED DURING CONSTRUCTION THE CONTRACTOR SHALL BE RESPONSIBLE FOR COSTS INCURRED FOR RESETTING PROPERTY CORNERS, 5. CONTRACTOR SHALL OVER EXCAVATE 18" IN DEPTH WHERE EXISTING ASPHALT IS LOCATED WITHIN FUTURE PLANTER STRIPS. SEE LANDSCAPE PLANS FOR MORE INFORMATION. 6. LOCATE CONSTRUCTION ENTRANCE AT EXISTING DRIVEWAY AND UTIUZE THE FIRST 25' OF EXISTING GRAVEL FOR TEMPORARY ENTRANCE. 7. SEE SHEET C1.0 FOR CITY OF IUKWILA GENERAL NOTES AND CONSTRUCTION SEQUENCE. 8 CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ABANDONMENT & RELOCATION OF FRANCHISE UTILITIES. SEE ELECTRICAL PLAN FOR FURTHER DETAILS. 9. OWNERS ARE RESPONSIBLE FOR ALL PERMIT FEES AND UTILITY COSTS TO BRING SERVICES TO THE PROPERTY. • , PROTECT C•� • t a1 /i8 /0t 1 JOB NUMBER 07040.00 • SHEET NAME TESC C2.0 SHEET 02.0 OF 14 0 0 x dd J t•. 00 1-x -t;.i < Z ww UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSII3LE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING 'ME UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE @ 1-- 800 -- 424 -5555 AND THEN POTHOLING ALL OF THE EXISTING UT1U'I1ES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT ENGINEER TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. DESIGNED TK DRAWN FPH CHECKED RDS LM 1 DATE BY APP'D An Engineering Services Company 12y MIN DEPTH 4 " -8" QUARRY SPALLS PORTION OF SW Y4, NW Y4 SECTION 22, T. 23N., R. 4E., W.M. IN KING COUNTY, WASHINGTON 11255 Kirkland Way, Suite 300 Kirkland, WA 98033 p. 425.827.20141 f. 425.827.5043 Civil 1 Structural 1 Planning 1 Survey paceengrs.com PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA ROCKED CONSTRUCTION ENTRANCE N.T.S. DESIGN AND INSTALLATION SPECIFICATIONS 1. THE GEOTEXTILE USED MUST MEET THE STANDARDS LISTED BELOW. A COPY OF THE MANUFACTURER'S FABRIC SPECIFICATIONS MUST BE AVAILABLE ON SITE. AOS (ASTM D -4751) = 30 -100 SIEVE SIZE (0.60 -0.15 50 -100 SIEVE SIZE (0.30 -0.15 WATER PERMITTIVITY (ASTM D -4491) = 0.02 SEC MIN. GRAB TENSILE STRENGTH (ASTM 0 -4632) = 180 LBS MIN. 100 LBS MIN. GRAB TENSILE ELONGATION (ASTM D -4632) = 30% MAX. ULTRAVIOLET RESISTANCE (ASTM 0 -4355) = 70% MIN. 2. STANDARD STRENGTH FABRIC REQUIRES WIRE BACKING TO INCREASE THE STRENGTH OF THE FENCE. WIRE BACKING OR CLOSER POST SPACING MAY BE REQUIRED FOR EXTRA STRENGTH FABRIC IF FIELD PERFORMANCE WARRANTS A STRONGER FENCE. 3. WHERE THE FENCE IS INSTALLED, THE SLOPE SHALL BE NO STEEPER THAN 2H;1V. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED NOTE: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS. OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2"x2" BY 14 Ga. WIRE OR QUIVALENT, W STANDARD STRENGTH FABRIC USED. FILTER FABRIC TEMPORARY SILT FENCE N.T.S. BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" -1.5" WASHED GRAVEL VALLEY VIEW SEWER DISTRICT 3460 S. 148th Street, Suite 100 Tukwila, Washington 98168 2 "x4" WOOD POSTS. STEEL FENCE, POSTS, .. - -- REBAR, . OR EQUIVALENT mm) FOR SLIT FILM mm) FOR OTHER FABRICS FOR EXTRA STRENGTH FABRIC FOR STANDARD STRENGTH FABRIC MAINTENANCE STANDARDS 1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY 2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. 3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCE CLOGGING AND ACTING AS A BARRIEIR TO FLOW AND THEN CAUSING CHANNELIZA11ON OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCURS, REPLACE THE FENCE AND /OR REMOVE THE TRAPPED SEDIMENT. 4. SEDIMENT MUST BE REMOVED WHEN IT IS 6" HIGH. 5. IF THE FILTER FABRIC HAS DETERIORATED DUE TO THE ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. 2' MIN. MIN. DATE FEBRUARY 2008 SCALE NTS DIREQ_ FOR USE (2 1) REMOVE DRAIN GRATE ) INSERT FILTFR) (3) REPLACE GRATE TO HOLD IN POSITION SPECIFICATIONS (1) FILTERS TO BE A MIN 3' DEEP (2) CONSTRUCTED OF WOVEN POLYPROPYLENE (3) ALL SEAMS DOUBLE STITCHED (4) PERMEABILITY — 40 GAL PER MIN \ SQ FT (5) REUSEABL E v THROW- -AWAY MAINTENANCE (1) REMOVE WHEN FILLED TO 1/2 WAY MARK USE FRONT END LOADER OR OTHER EQUIPMENT FOR REMOVAL (2) CLEAN AND REUSE OR REPLACE tas aEDIMENT FILTER N.T.S. VALLEY VIEW SEWER DISTRICT OPERATIONS BUILDING EXPANSION TEMPORARY EROSION AND SEDIMENT CONTROL DETALS RECEIVED CITY OF TUKWILA APR 2 8 2008 PERMIT CENTER SHEET C2.1 OF 14 ' 01/18/ 57 JOB NUMBER 07040.00 SHEET NAME TESC DET C2 REVISION 0 • 0 IN Icn ce . 1 IZ 0 IX•it 0 0 L < _.1 Z rt w Cf) SYM 1111MINI■■• DATE BY ......... ...... - CL DESIGNED TK DRAWN FPH CHECKED RDS UTILITY CONFI CAUTION: THE CONTRACTOR S DIMENSION, AND DEP THESE PLANS OR NO HORIZONTAL AND itf SHALL INCLUDE CA POTHOLING ALL OF CROSSINGS TO PHYS IF CONFLICTS SHOU ENGINEER TO RESOL CONSTRUCTION. 337.37 y, .1•04,a111 Mig.ani`•00- 40:2M4R1` - 1& , alt . .710,,,r-4 , Wilbrr IMININICI timmo r Emma 345.74 345.73 3 :5, , 4 ■-lr..4.:-11;41...:2..$ Apt 1 _L; Yr ;13(5. Q3 ..... .. ' ..... • 74 • • 1 ik e.412111111 II 1 I Y , i r ,. PR TAR. Tic " , 1/4" -- ' IE 1 2'CONer'=-454=:•82 ErCHAIM INK I _ 1-' - - .."'' mmmill."1"1"21311W-i'. ,___,... s:4F_ Am morminni 1 ...,. .. ,1 ,) . 342.82 WV. LE ‘: VI it, •el $ )fl:f IC ,R1M 342. (7 #23 554. - 2.3R &C N.174-887, F V=34.2.00 APP'D ••••■••■■•••mimp..4. CB RI:I:4 IE 1 2"CMP(N) 140.52 IE 1 2"CONC(S)z.34 0.4-7 IE. I 2 (BLOCKED Wfli STEEL PLATE) / , , , , S. 148TH ST. S87`53'09"E ------ - ' 7:•.= - .' '•-. ert. ±....±. ::,.......:-._._.,:..____4::===.7-11-7 1 ::: '•. , X' 1/ 1 ,O.M. 1 f E PER cps MAPS ---,,,, - RQYJDE CECK DAVS Rp TE '......vki,,:, . i „.„..., :77 ""-- --- -- - K -. .. 1,,„. ,,,...,.... ..17.1,/,.....:)::.'',:"`>;X:;---/-___----- ....... "•••^:.:-.:>- v --.....? 2 , ...._. R 91 11P „ .-,:.('''.. k-i ():- ..... - . ..L.= :: . 1" T L - . ..... -."..1.1":1;,,. -;.:. 1,13:7,.. _-;;;Z:;...J.-..77,■:- PI r ...../ 1 -1. k OU TI ALL - PAC An Engineering Services Company 4!CHAINLINK. PORTION OF SW Y4, NW / /4 SECTION 22, T. 23N., R. 4E., W.M. IN KING COUNTY, WASHINGTON Q3 RIM=3 4/8 . - rfC0I - 4C344,73 ' f,ONC L +rw,de■■ • 11255 Kirkland Way, Suite 300 Kirkland, WA 98033 p. 425.827.20141 f. 425.827.5043 Civil 1 Structural 1 Planning !Survey paceengrs.com „ 387 6:1'1 34602, . N-4 CR RIM I E 1 2'0M P (W),339.29 E 12'CMP(NE)-339.39 HI: DOE co, 2,54.1 7" F, '343.62 /.2 2 ri - • " R1M-345.33 E 1 :2CNIP(W. ), ;3 41.20 'OP OE RES I'M TOR T.3 IE CTORt - SD RM-- 3.93 BL WALL 18tMPr.y)-.3 1E 1 E;I:CMP(II:). CB RIM 34-3.39 . IE 12"1-11..IPE(NE)340,1-Y-) ▪ IF 1 2"11DPE:(S)=340,89 . 1 Fy CE1 RI M =342.915 DRAIN 1 2'OMP(3W)1 - 1E, 1 2'110PE(N).-- 340.91 IE (.3E#26 C2 Rim-348.80 -gt 554c "..25PK/W F IVCONCr.,W)=45.65 ,,,,- "- W1111 -1 -751'-r-'2.485 / 1-- IE 12'CONC(S)%v3430 / = I 640403.395 1 IE 1 2"CONC(E)=345.70 / "r' LEY - ' - ' 3-4 8.50 / ----...../. ..• ••••• --_-_. .........._- ..__ -____-- ii■•■•■•••■•■■• ,■■■■■,......■......... / •••••••••■• • •••,..-.• .. •••••{1........•.* ■•.,..••••••••••••.. sD -.-.....- _..- ......-_- so _ __ _.---- • , • CP-#2 4: 5541--.$8. 14=17 49Z)138 E.--- 64-0384r538 ELE.V. 7 • 'LL.3 t • 12CC+Jc,--340,? th RG 500.11;if1;11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ,,,,,,, I I 0 I 47.• CB RIM=348.38 1 C.5 I (7.) VALLEY VIEW SEWER DISTRICT 3460 S. 148th Street, Suite 100 Tukwila, Washington 98168 EOM 5/8* R&C Ls 10957 CP (125 554E3 W.:175032,7Tj IF.116 415 („e') (x) ()I SD RIM. I E 6 IE 4"PV0(SW) c,2o4l000cE35na") SPILL CONTAINMENT RIM44.39 E •PVC(SW)..-341.57 BOTTOM OF PLASTIC COVER=342.1 BOTTOM OF PLASTIC SIRLICTURE.--43-5.04 TOP 1)F WAD(12"PVC)=343. 44 CL. CliNL=341.04 o I y DATE FEBRUARY 2008 SCALE 1"=20' H GRAPHIC SCALE 20 0 10 20 40 ( IN FEET ) 1 inch = 20 feet PROJECT NOTES: 1. CONTRACTOR SHALL HAVE A COPY OF THE MOST RECENT CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS ONSITE AT ALL TIMES. 2. SEE SHT C1.0 FOR CITY OF TUKWILA GENERAL NOTES. 3. SPOT ELEVATIONS SHOWN REPRESENT PROPOSED FINISHED GRADE AT BOTTOM OF CURB. TOP OF CURB IN 0.5' ABOVE BOTTOM UNLESS OTHERWISE NOTED. 4. SEE ARCH. FOR PARKING LOT STRIPING AND WHEEL STOP LOCATIONS AND ADDITIONAL INFORMATION GRADING NOTES: O INSTALL CONCRETE WALK 6) NEW ASPHALT PAVING SEE PLAN AND LEGEND FOR WHERE TO \:-"Y USE EACH PAVEMENT SECTION. ® NEW CONCRETE PAVING (TYP) 0 GRASS LINED SWALE O PROVIDE OUTFALL PROTECTION GENERAL GRADING NOTES: LEGEND WATER VALVE IIYDRANT wATER METER MANHOLES (SS/SD) CB POWER/UTILITY POLE GUY ANCHOR POWER TRANSFORMER POWER/TELEPHONE VAULT TELEPHONE/TV RISER GAS VALVE STREET LIGHT SPOT ELEVATION SIGN MAILBOX ROCKERY CONIFER TREE DECIDUOUS TREE FOUND CASED MONUMENT SET 5/8" IRON REBAR W/ YELLOW PLASTIC CAP STAMPED L.S. # UNLESS OTHERWISE STATED. SET PK & WASHER STAMPED LS. # SITE BENCH MARK UNLESS OTHERWISE CENTER LINES PROPERTY LINES RIGHT-OF-WAY LINES DITCH LINES/ FLOW WATER UNE SANITARY SEWER LINE STORM DRAIN LINE GAS LINE UNDERGROUND POWER UNES UNDERGROUND TELEPHONE UNES CHAIN LINK FENCE SILT FENCE WOOD FENCE EXTRUDED CURB VERTICAL CURB GENERAL ASPHALT PAVING HEAVY ASPHALT PAVING CONCRETE PAVING (47) INSTALL EXTRUDED CURB SEE PLAN AND LEGEND FOR WHERE TO USE 0 INSTALL VERTICAL CURB SEE PLAN AND LEGEND FOR WHERE TO USE r' CONTACTOR TO PROTECT AND COORDINATE THE TELEPHONE \- CONDUIT WITH PROPOSED STORM PUMP STATION (24" STORM PIPE TO CROSS UNDER THE CONDUIT.) 0 SAWCUT ASPHALT (NEAT LINE) GRIND AND OVERLAY TO PROVIDE SMOOTH TRANSITION FROM PROPOSED GRADE TO EXISTING GRADE VALLEY VIEW SEWER DISTRICT OPERATIONS BUILDING EXPANSION GRADING PLAN 3gt NOTED Qs) 1. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN THE EVENT OR DISCOVERY OF POOR SOILS, GROUNDWATER OR DISCREPANCIES IN THE EXISTING CONDITIONS AS NOTED ON THE PLANS, OR IN THE SOILS REPORT. 2. MAXIMUM SLOPE SHALL BE 2:1 HORIZONTAL: VERTICAL FOR CUT AND FILL SLOPES. 3. UNLESS OTHERWISE SPECIFIED, ALL EMBANKMENTS IN THE PLAN SET SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION 2-03.3(14)8 OF THE WSDOT STANDARD SPECIFICATIONS. EMBANKMENT COMPACTIONS SHALL CONFORM TO SECTION 2-03.3(14)C, METHOD B OF SAID STANDARD SPECIFICATIONS. 4. EMBANKMENTS DESIGNED TO IMPOUND WATER SHALL BE COMPACTED TO 95% MAXIMUM DENSITY PER SECTION 2-03.3(14)C, METHOD C OF WSDOT STANDARD SPECIFICATIONS. 5. ALL AREAS RECEIVING FILL MATERIAL SHALL BE PREPARED BY REMOVING VEGETATION, NONCOMPLYING FILL, TOPSOIL AND OTHER UNSUITABLE MATERIAL, BY SCARIFYING THE SURFACE TO PROVIDE A BOND WITH THE NEW FILL, AND WHERE SLOPES ARE STEEPER THAN 3 HORIZONTAL TO 1 VERTICAL AND THE HEIGHT IS GREATER THAN 5 FT., BY BENCHING INTO SOUND COMPETENT MATERIAL AS DETERMINED BY A SOILS ENGINEER. 6. SEED AS REQUIRED IN AREAS OF 5% OR LESS SLOPE AND IN STEEPER AREAS (<1O% SLOPE) FOR A MAXIMUM HORIZONTAL DISTANCE OF 100'. USE MULCH OR NETTING OR OTHER TREATMENTS FOR STEEPER AND LONGER SLOPES. SEED SHALL NOT BE USED IN AREAS SUBJECT TO WEAR BY CONSTRUCTION TRAFFIC. EXISTING 0 @ A Nil REVIEWED FOR CODE COMPLIANCE APPROVED .1111. MB City Of Tukwila ILDIN DIVISION •••■•••• PROPOSED 3E( eS) w •=iss SD - UGT- - 0 X - u 4.+1+.44..i...immm•mammor 0 40 1 /i/o RECEIVED CITY OF Tuovu • APR 2 8 nUd PERMIT CENTER S I 1 EXPIRES 01/18/ JOB NUMBER 07040.00 SHEET NAME C3.0 SHEET C3.0 , OF 14 O n 0 iz 0 0 w • ww DESIGNED TK DRAWN FPH CHECKED RDS 3" HMA (PG 58 -22) 4" CRUSHED ROCK COMPACTED TO 95% MAXIMUM DENSITY SUBGRADE COMPACTED TO 95% MAXIMUM DENSITY CRUSHED ROCK ALTERNATIVE r f P A O: / /// 4" ATB PAVEMENT NOTES: 3" HMA (PG 58 -22) SUBGRADE COMPACTED TO 95% MAXIMUM DENSITY ATB ALTERNATIVE STANDARD ASPHALT PAVING SECTION SCALE: NTS 1" R (TYP 2PL) EXTRUDED CEMENT CONCRETE CURB SYM k. 4,k ,: a"4, e r; }LS .YL ` .. 1 1/2" R (TYP 2PL) SPACING OF ANCHOR BARS 1. CONTROL JOINTS SHALL BE PLACED NOT TO EXCEED 10' O.C.. THRU JOINTS SHALL BE PLACED ONLY AT POINTS OF TANGENCY ON STREET ALLEY AND DRIVEWAY RETURNS AND WHERE EXPANSION JOINTS OCCUR IN THE PAVEMENT SLAB. 2. CONCRETE SHALL BE CLASS 3000 OR COMMERCIAL WITH AIR — ENTRAINMENT. 2 1/2" #4 BARS 10" CUT /SAWED JOINT EXTRUDED CURB SCALE: NTS REVISION 2 1/2" 2 1/2" rt MIN. CEMENT CONCRETE CURB DATE BY L AS SPECIFIED APP'D 3" HMA (PG 58 -22) 6 CRUSHED ROCK COMPACTED TO 95% MAXIMUM DENSITY SUBGRADE COMPACTED TO 95% MAXIMUM DENSITY CRUSHED ROCK ALTERNATIVE 3" HMA (PG 58 -22) SUBGRADE COMPACTED TO 95% MAXIMUM DENSITY ATB ALTERNATIVE HEAVY VEHICLE ASPHALT ° PAVING SECTION SCALE: NTS PACE An Engineering Services Company FILTER FABRIC LINER UNDER ROCK PORTION OF SW %4, NW Y4 SECTION 22, T. 23N., R. 4E., W.M. IN KING COUNTY, WASHINGTON EQ. EQ. t PLACE ROCK 1' ABOVE CROWN BOTH SIDES • 11-Ft 11255 Kirkland Way, Suite 300 Kirkland, WA 98033 p. 425.827.20141 f. 425.827.5043 Civil 1 Structural 1 Planning 1 Survey paceengrs.com SECTION A —A OUTFALL — 8' OUTFALL QUARRY SPALLS NTS CONCRETE SIDEWALK — PEDESTRIAN ONLY • • • ' � X X 4" CONCRTE PAVEMENT • CONCRETE WALKS SCALE: NTS 1' ROCK THICKNESS SEE GRADATION TABLE � WWF 6x6 W1.4xW1.4 4" CRUSHED SURFACING TOP COURSE SUBGRADE COMPACTED TO 95% MAXIMUM DENSITY OR AS DIRECTED BY GEOTECHNICAL ENGINEER DISCHARGE PIPE PER PLANS ROCK LINING GRADATION TABLE ROCK LINING SHALL BE QUARRY SPALL WITH GRADATION AS FLOLLOWS: PASSING 8 —INCH SQUARE SIEVE: PASSING 4—INCH SQUARE SIEVE: PASSING 3/4 —INCH SQUARE SIEVE: 100% 40 -60% MAXIMUM 0 -10% MAXIMUM 1/4" R VALLEY VIEW SEWER DISTRICT 3460 S. 148th Street, Suite 100 Tukwila, Washington 98168 1" R •• : ~ •d 6" VERTICAL CURB SCALE: NTS I1 ' DATE FEBRUARY 2008 SCALE NTS oto III REBAR — (2) #3 CONT. BETWEEN EXPANSION JOINTS n • VALLEY VIEW SEWER DISTRICT OPERATIONS BUILDING EXPANSION GRADING DETALS cop CCM p1 N cope CITY OF RECEIVED APR 2 8 2008 PERMIT CENTER IEXPTFtES o1/16/t JOB NUMBER 07040.00 SHEET NAME GR DET C3.1 SHEET O3.1 OF 14 0 0 0 0 0 0 : 0 NI ' 0 I N. :0 11:1- • z0 00 eri MIA Z tJW CI) .I.M••■■•■■1■., . . . . DESIGNED TK DRAWN FPH CHECKED RDS \ 1 , , , -.. i .. t ., CR f ?..M. 3445.34 • 8 1 1 E I ti .1 E I 2.'..XN Ci:N 344,44. 1 ' IE 12 1,E. in ONC(*344. 7:7:: \ ()P17 \ I 1 1 • 3 28- P Ki/V1 \ E - N,,,=175164.689 I ffl 51 .005 \ „.2 1 1 - ' I ELE.V 34 \ 6,41 \ 1 al 1 C.B M 345,81 IE 2"CONL(N)344., 02 - F. VOONC(:.3)=343.52 E1 1 t 1 , • ••, ••■••• 5 I I „.„...- 5 I • / Lola % %ft) 8"PVC(ETr ,, 3.3 „I; Ea, ; E 1 'I -•,. SS RIM =.14ii.70 .. / kl ' ti .- . i . , 1 . ...-.,' 0 .. 1 Eis 1 RIM.: 6.1 it I c•& TPVC(E,W)=3,37.537 z vE 1 It \ .1 t 1„/ 1 5 ' 1 A ["" „ •.1 1 ' 1 i I I ;,; ; I 1 ; i 1 1 / 1 1 • i i,„,11 • .5 id 12'CON 2(S)= :140,93 UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING U11U11ES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOUNG THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTIUTY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. IF CONFUCTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT ENGINEER TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. SYM REVISION 'A' ,Li 111 .,\ \/ t ; , ,,... /, !. 1 ,/ ,--- 1 , CI :-. -,„.; 0 i s I 1, 1 I ,.,. 1 ; 111 I k I 1 ( . ' 1 1 I 1 i t 1 , I 11 , , _ , 1 i '(\i 1 . 15 1 1 III fl, 5 51 . .5 ,• III . i 1 t t 1 , ,. :: , 1 1 lit a t 1 , 1 1 1 qli R I 1 1 i a , il i 3 i 1 I 1 III ' 5. • 5,, 11 It 1 1 1 -1-•-th 1 30' I \ 1 4 ' 1 1 13/4il'' 11 , i ,-, ' 1 . 4 1 I i. i 4., li • I ; 1 1 • 4 ., 11 I , ..,t! 1 , .1 g 1.. ..,._, ‘ j •-•• il 1 n t i 1 1 1 1 a • 1 i I i ft 1 i 4-,• 1.1 ' I It 1 t. i 1 1 L_1 1 \ \j i A i s. 11' 014 55 7. t .., ) I I - .5 ,...• 5 1 1 ! r NORTH) \ I c ill C e 1 4 \ i 11,1 1■31 \ 1 ... ' i i 0 i\ 1 1 ‘1 1 1 1 1 i 55 • i 5 1 \ 1 . t 11 1 ' ' ' -, • :' 1 1 • i \ j' -• l i 1111 • .0 • V III 1 I / C; P t . "- -- i 1 C..9 RIM in f.,,' , 1 III I ,. • , 1 t (1) 5 ; 12'CONC-(N) \ 1 tli 1 \ri 1 5 . '> \ 1 1 . zi t 5 1i. • • ; l7 1". I • ---- 11 1 1 '. I 1 • 1 1 CB RiM lE 2'CONC;;N) 344.53 I IF 7fi '4 53 - 12 ‘p ' 5 CONC(E • . ;f- / • • .. - / • 343.1 C. 5( 5 tTTC1i.: 0;8 ; ; V a l " 52 CB 4 TYPE I RIM 344.97 sa37-53 . • . - Ir341.72 0( 75 0 113)..E 2 STORM FOR MAIN „ RIM 34&87 4.111"41 CB 2 TYPE II 48"0 \ ' 4 1 RIM 345.42 • IE 341.05 L ,.,PROV1DE ATED PARCEL A 1 TH )0 7 4 "0.: ,i I CB#7 TYPE I :; RIM 342.65 \*-•• IE 340.47 v 55, NS TRICT ' B.8 E I _. -57,4 INST M PI 0 a -Ildi. 111,‘ 'OC Kr Ade,.......,4 rMMMUMEMMM ..• .2 %..., 1 ' ii gt 4 LF 6"--.pvc 26 LF 8" DI 4 S=0010 --'- . % .. S=0.021 . 14 LF' LCPE ,Ic .312,42 - ...... . _ VC • F.F.= 345.24 AREA DRAIN #1 RIM 345.02 IE 342.52 1 7; 1:51 II 1 A 1, 1 OE I \ 111 o €1 1-` E E 342.00 r : 2 7 2 . 2: 3(A AI 0 : , 1h N 7 546 i• CP #23 • 1 I .1. 1. 1 • DATE BY APP'D S87'53'09"E " • I .- 1- ( GAT' .... • • • i • I E.O.M. PER CAS MAPS iNK -- ••,1 ..... 5 ,1 1 8 ChAI t_•5-. •t: • r ,,• r szz, , ' ; 1 \ IE 347 65 \ FOUND 5/8- Rt LS fi 5057 1IM=.342.27 1E: .. 52rMPW5 , •340.52 , 5,0N-..)(S). , ,, , 40.47 12CONe(F.).--340.47 (.LOCKED 41'5-1 STEEL PL..: E.) ul • PACE An Engineering Services Company .■1 =y,..■mY17. ; M■ M E N. 1 . 1 ■....1■FM PORTION OF SW 1 /4 1 NW I /4 SECTION 22, T. 23N., R. W.M. IN KING COUNTY, WASHINGTON S. 148TH ST. • . C.O. filM344.45 INSTALL SOUD LID 11255 Kirkland Way, Suite 300 Kirkland, WA 98033 p. 425.827.20141 f. 425.827.5043 Civil 1 Structural 1 Planning 1 Survey paceengrs.com 013 R1M=348.93 IE 1 2.' IE 1TCONC(E)=:344.83 .....••••••■•1m1m, •■•■••11.11M , TOP OF .r. 1E -4 j11 Ei5 , \ BLOCK IE 1 8tkiP(W,) . 38 -,-.-, . SD RIM 98 \ \ 1 ' • ,: . .--„, 4.'1'11- .0. . , / IE 341.83 (N,Wi - ..,.. \ , . „,? 1 ajL _----. CONNECT TO EX. SD IE 1 B:CMP(E>341.3a , ( I 3 Ri 4 m 1 . . 3 8 4,3 3 3 (E EXIST.) • ''''777:-.1:111-44----.'1--°.-11-7.--f-(rAvF3:-----ic: "-45 : 12 '1-11.5PE(Nr1= N ' . I .3,2 --,----; :: ! .." • IE 1 21-IIIIPE(S)=340 TR C -V , I CFI RIM442,83 1: 2'CMP(SW:)..---340.91 • IE. 1 rHOPE(N)340.91 ••• • IE 4'PVCk 17= 587 \ C8 RIM=344.19 12"CMP(W);=339.29 IE 1 2'C'MP(1.4 E)-- M■.••=1■•../. 254.17 . MliNE11.1=1■ DOWN.. • TYP .•••■• PARCEL 13 41 LF 12" LCPE ``, S =0.015 i I 1,1 , N Y:A '41 sr; RIM.-• 34.5,33 2'CMP(,.V0=341 . 20 C.O. R'ESTRICTOR 343,73 \ RESTRICTOR=340.53 ,. 3, • ., c. 0 CP#24 \ 554B-- BB. 21-PK PH \.... N=174933.535 E 840384-G38 ELE.W 344.1 7 CP #26 96P KM Ni 75112. 485 E =1154-G403.395 EV:.; 34 B. Ci ///,/,/,/ F.F, 343. 58 C13 RiM =348.B0 IE 1 2CONC(W)345.6.5 / IF. 1 2XONC(S)=345.30 IE 2CONC(E)=345.70 7-1 CB R1f IE I eC.ONO( N)=345.4B ••• //".• •./ VALLEY VIEW VIEW SEWER DISTRICT 3460 S. 148th Street, Suite 100 Tukwila, Washington 98168 4E. CP#25 554B-M2511/T /- 3•4:47 E-4640 w:/A d 01 , 01 S1,1 R:M=N-4,00 CPVC(N).= 41.15 IE eVC(E-4- 0000is5di SPILL CONTAINMENT RIM IE -1.PVC,19:0=341.57 BOTTOM OF PLASTIC COVER.=342,1 9 BOTTOM Oir PLASTIC S•RUCTURE=338.04 17c ,„; IOP OF WAD(12'PVC)=343.44 CL CHNL. • • ••■■••■.N. • • • • SCALE 1"=20' H GRAPHIC SCALE 20 0 10 20 40 IN FEET ) 1 inch = 20 feet LEGEND WATER VALVE HYDRANT WATER METER MANHOLES (SS/SD) CB POWER/UTILITY POLE GUY ANCHOR POWER TRANSFORMER POWER/TELEPHONE VAULT TELEPHONE/TV RISER GAS VALVE STREET LIGHT SPOT ELEVATION SIGN MAILBOX ROCKERY CONIFER TREE DECIDUOUS TREE FOUND CASED MONUMENT SET 5/8 IRON REBAR W/ YELLOW PLASTIC CAP STAMPED LS. # UNLESS OTHERWISE STATED. SET PK & WASHER STAMPED LS. # SITE BENCH MARK UNLESS OTHERWISE CENTER LINES PROPERTY LINES RIGHT-OF-WAY LINES DITCH LINES/ FLOW WATER LINE SANITARY SEWER UNE STORM DRAIN UNE GAS LINE UNDERGROUND POWER LINES UNDERGROUND TELEPHONE LINES CHAIN LINK FENCE SILT FENCE WOOD FENCE EXTRUDED CURB VERTICAL CURB GENERAL ASPHALT PAVING HEAVY ASPHALT PAVING CONCRETE PAVING VALLEY VEW SEWER DISTRICT • OPERATIONS BUILDING EXPANSION STORM DRAINAGE PLAN EXISTING 0 )71 ccaa NOTED CD- 12 - RECEIVED CITY OF TI JKWILA APR 28 Y008 PERMIT CENTER PROPOSED GI r1 SS u cr - G - DOT- - 0 x r STORM PIPE SCHEDULE PVC: ASTM D-3034 SDR 35, GASKET JOINT - ALL SIZES, BEDDING CLASS B, TYPE I OR II. MINIMUM COVER = 2' LCPE: (LINED CORRUGATED POLYETHYLENE PIPE) SMOOTH BORE - TYPE III, CATEGORY 4 OR 5 GRADE P33 OR P34, CLASS C PER ASTM p-1248, AND SHALL MEET AASHTO M-294. MINIMUM COVER = 2 NOTE: TYPE OF MATERIALS USED SHALL BE AS INDICATED ON THE CONSTRUCTION DOCUMENTS. JOB NUMBER 07040.00 SHEET NAME C4.0 SHEET C4.0 OF 14 CATCH BASIN DIMENSION TABLE DIA WALL THICKNESS BASE THICKNESS THICKNESS SIZE MINIMUM DISTANCE BETWEEN KNOCKOUTS BASE REINFORCING STEEL 2 1N /FT IN EACH DIRECTION INTEGRAL BASE SEPARATE BASE 48" 4" 6" 36" 8" 0.15 0.23 54" 4 1/2" 8" 42" 8" 0.19 0.19 0 • d 0 IY ▪ X 1 Z c6 1 p d' 1J 0 til )" Q -.1 z iz Iww 1 rnrr DESIGNED TK DRAWN FPH CHECKED RDS 48" DIA -6" 54" DIA -8" 8" agi MORTAR FILLET CATCH BASIN FRAME AND GRATE OR MANHOLE RING AND COVER 16" MAX 4" MIN 6 N 111111111=MIN W 5 } 20" x 24" 0 r • 24" DIAMETER : • 48" OR 54" :s SEPARATE CAST IN PLACE BASE 12" (TYP) 1" MIN 2 1/2" MAX GRAVEL BACKE1LL FOR PIPE ZONE BEDDING 6" MIN COMPACTED DEPTH FOR PRECAST BASES ONLY. 1 PRECAST BASE WITH INTEGRAL RISER REINFORCING STEEL (FOR SEPARATE BASE ONLY) 0.23 SQ IN /FT IN EACH DIRECTION FOR 48" DIA 0.19 SQ IN /FT IN EACH DIRECTION FOR 54" DIA DESIGN ASSUMPTION: SOIL BEARING VALUE EQUALS 3300 # /FT (MIN) 4 FLAT SLAB COVER " MORTAR (TYP) "0" RING 6" HANDHOLD SEPARATE PRECAST BASE JOINT Drlti RISER OR ADJUSTMENT SECTION RECTANGULAR ADJUSTMENT SECTION OR CIRCULAR ADJUSTMENT SECTION STEPS AND HANGING LADDER (AS MANUFACTURED W REh1B BY LANE(POLY PROPYLENE /GRADE 60 12" MAX REINFORCING STEEL 0.15 SQ E IN/ /F FT IN EACH INTEGRAL I ECCTION FOR 48" DIA 0.19 SQ IN /FT IN EACH DIRECTION FOR 54" DIA NOTE: 2. THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE ROUNDED. CATCH BASIN TYPE 2 48" & 54w NTS 1. NO STEPS ARE REQUIRED WHEN HEIGHT IS 4' OR LESS. 3. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO ADJUSTMENT SECTION. 4. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM TO 2 1/2" MAXIMUM. 5. GROUT ALL JOINTS INSIDE AND OUTSIDE. NOTES: CATCH BASINS TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C 478 (AASHTO M 1991) & ASTM C 890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE STANDARD SPECIFICATIONS. HANDHOLDS IN RISER OR ADJUSTMENT SECTION SHALL HAVE A 3" MINIMUM CLEARANCE. STEPS IN CATCH BASIN SHALL HAVE A 6" MINIMUM CLEARANCE. NO STEPS ARE REQUIRED WHEN "B" IS 4' OR LESS. ALL REINFORCED CAST IN PLACE CONCRETE SHALL BE CLASS A. NON-REINFORCED CONCRETE IN CHANNEL AND SHELF SHALL BE CLASS C. ALL PRECAST CONCRETE SHALL OBTAIN 4000 PSI @ 28 DAYS. PRECAST BASES SHALL BE FURNISHED WITH CUTOUT OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM. KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. MAXIMUM HOLE SIZE IS 36" FOR 48" CATCH BASIN, 42" FOR 54" CATCH BASIN. MINIMUM DISTANCES BETWEEN HOLES IS 8 ". FRAME AND GRATE OR RING AND COVER SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR -F -6210. MATING SURFACES SHALL BE FINISHED TO ASSURE NON - ROCKING FIT. ALL BASE REINFORCING STEEL SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000PSI AND BE PLACED IN THE UPPER HALF OF THE BASE WITH 1" MINIMUM CLEARANCE. THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE ROUNDED. FOR DETAILS SHOWING FRAME AND GRATE, RING AND COVER SEE STANDARD PLAN D -3 AND D-4. FOR DETAIL SHOWING LADDER, STEPS, HANDRAIL AND TOP SLAB SEE STANDARD PLAN D -6. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. IATr' RV ADE7'f1 An Fnninnnrinn Snrvin s C.mmnanv `i DQD • `�{cl.lr: u r . A0=0=0=0=11= =0f 0f 0r OIL. 4agitril n f� p ©0 =0 =o =o =o©0=0 ' f0, 0=0=11 =0=0= 0=0= 0 =0 =0= 1=0= 0=0=x• 11 . 17 1 1/2" _t[ T A k 10" 26 3/4" 1 25 1/4" 24" � 25 1/4" 34 1/8" FRAME AND COVER ELEVATION (Raised Traffic Pattern Not Shown) k INSTALL FRAME AS TO CENTER BOLT - DOWN ABOVE STEPS INSTALL CAP NOT PLUG FLUSH WITH FG 6 "x6" WYE nacppnnrs -cnm TOP OF COVER FRAME PLAN FINISHED GRADE "Ill11=1Hll Ilf` 6" PVC 11255 Kirkland Way, Suite 300 Kirkland, WA 98033 1" LIFTING HOLE 2" FROM EDGE OF COVER (1 REQUIRED) 3/8" HIGH RAISED TRAFFIC PATTERN 3" LETTERS, 3/8" HIGH, 1/2" WIDE AT TOP, 3/4" WIDE AT BASE 3/4" RIBS AT 90 SPACING MIN. 2 WRAPS OF #10 WIRE FOR MAGNETIC LOCATION FINDER TYPICAL STORM CLEANOUT DETAIL NTS 0 . / :, '111121 3/ BOLT -DOWN DETAIL (Raised Traffic Pattern Not Shown) 1 SECTION A -A 1 1/2" NOTES: 0 COVER SHALL BE LOCKED DOWN WITH (3) 5/8" STAINLESS STEEL SOCKET HEAD CAP SCREWS. DRILL (3) 11/16" HOLES IN COVER SPACED AT 120 DEGREES AND 3/4" IN FROM EDGE OF COVER WHEN REQUIRED. Q MATERIAL IS DUCTILE IRON ASTM A536 GRADE 80- 55 -06. 2 TYPICAL STORM MANHOLE COVER DETAIL NTS PORTION OF SW %4, NW 1 /4 SECTION 22, T. 23N., R. 4E., W.M. IN KING COUNTY, WASHINGTON Cy 7L. # 3 4" R =1/8" OR CHAMFER (TYP) 41/11M1 % /IM/!.A% NOTES: 1 8 14422 " � SECTION B -B VALLEY VIEW SEWER DISTRICT CV 0 I -- #3 BAR HOOP 2 - #3 BAR HOOP #3 BAR EACH CORNER #3 BAR EACH SIDE #3 BAR EACH WAY R =26" 41/4" SECTION C -C DATE FEBRUARY 2008 1 1 2 1 /2 " SECTION A -A 2' -5 1 4" 2 , -2 " 2'--0 1/4" 2' -0" O1 FOUNDARY NAME, THIS SIDE TO CURB W /ARROW AND (_DI) FOR DUCTILE IRON SHALL BE EMBOSSED ON TOP OF THE GRATE WITH 1/16" RECESSED O2 SEATING OF GRATE SHALL BE ACCOMPLISHED BY ONE OF THE FOLLOWING: A. 8 INTEGRALLY CAST PADS (1 -1/2"X 3/4 " X 1/8"). B. MACHINE BOTTOM SURFACE OUTSIDE A 17 " DIA. a MATERIAL USED SHALL BE DUCTILE IRON PER ASTM -A536 GRADE 80- 55 -06. ALL CASTINGS SHALL HAVE A BITUMINOUS COATING. O WHEN LOCKING GRATE IS REQUIRED HOLES WILL BE PROVIDED IN THE CASTING TO ALLOW FOR TWO 5/8" DW. STAINLESS STEEL SOCKET HEAD CAP SCREWS SO THAT NO PART OF HEAD PROTRUDES ABOVE TOP OF CASTING. TYPICAL STORM CB COVER DETAIL NTS "Po. TYPE I CATCH BASIN N.T.B. 1/8" /4" -4/8" y co 1 A 1' -10 12" u FRAME AND GRATE (SEE STANDARD PLAN FOR DETAILS) 6" RISER SECTION 12" RISER SECTION PRECAST BASE SECTION (MEASUREMENT AT THE TOP OF THE BASE) 12 15/16" 11 VALLEY VIEW SEWER DISTRICT NOTES: CATCH BASINS TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C 478 ( AASHTO M 1991) & ASTM C 890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE STANDARD SPECIFICATIONS. AS AN ACCEPTABLE ALTERNATE TO REBAR, WELDED WIRE FABRIC HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A 497 ( AASHTO M 221). WIRE FABRIC SHALL NOT BE PLACED IN THE KNOCKOUTS. THE BOTTOM OF THE PRECAST BASE SECTION MAY BE ROUNDED. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAXIMUM DIAMETER OF 20". KNOCKOUTS MAY BE EITHER ROUND OR "D" SHAPE. PIPE TO BE INSTALLED IN FACTORY SUPPLIED KNOCKOUTS. KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. THE MAXIMUM DEPTH FROM THE FINISHED GRADE TO THE PIPE INVERT IS 5'-O ". THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED I /2 " /FT. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR- F -62ID. MATING SURFACES SHALL BE FINISHED TO ASSURE NON- ROCKING FIT. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 12 5/16" 10 1/8" YARD DRAIN DETAIL NTS RISER (OR EQUAL) NDS #1216, 6" EXTENSION NDS #1200, 1203 OR 1204, TAPERED • CATCH (0R EQUAL) RECEIVED CITY OFTUKWILA APR 2 8 2008 PERMIT CENTER 7/V 1 EXPIRES 01/15/ TO 9 1 JOB NUMBER 07040.00 SHEET NAME SD DET C4.1 SHEET C4.1 OF 14 DESIGNED DRAWN CHECKED 11< FPH RDS CONTROL PANEL LOCATED IN PARKING GARAGE, LOCATED PER ARCHITECTS DIRECTION. PANEL AND INSTALLATION PER HYDR—MATIC SPECIFICATIONS. LIFT STATION SHALL BE 230V, SINGLE PHASE. SYM REVISION CONDUIT SEAL TO BE SUPPLIED BY CONTRACTOR TO MEET CODES & PREVENT SURFACE WATER FROM ENTERING J. BOX DATE BY APP'D 24 "0 LCPE IE 340.91 48" DIA. TYPE II MANHOLE 1Y4" PVC BEND PAS: GROUT ALL PENETRATIONS - . :. a` PUMP 2 ON ELEV. 342.41 PUMP 1 ON ELEV. 341.41 IE 340.91 PUMP OFF ELEV. 339.41 ELEV. 338.41 An Engineering Services Company paceengrs.com PORTION OF SW %4, NW 1 /4 SECTION 22, T. 23N., R. 4E., W.M. IN KING COUNTY, WASHINGTON SEE SITE PLAN FOR CONTINUATION. 1Y2" PE 1Y2" x1Y2" COUPLING 1) 1 2" PVC WYE 2- 1Y4 "x1Y2" INCREASER 1Y" PVC DISCHARGE PIPE. CEMENT DISCH. PIPE IN POSITION LINK SEAL (TYP.) X6" GAP P UMPS s um p 4"0 LCPE ‘61, 11255 Kirkland Way, Suite 300 Kirkland, WA 98033 p. 425.827.20141 f. 425.827.5043 Civil 1 Structural 1 Planning 1 Survey xv -= r/ 12Y4 /f 1f 3'—O" x 3'-0" METAL HATCH MODEL J-2AL H-20 BY BILCO OR APPROVED EQUAL GATE VALVE EXTENSION PROVIDED FOR DISCH. GREATER THAN 2' FROM TOP OF BASIN INTERMEDIATE BRACE REQ'D. FOR EXTENSIONS LONGER THAN 10' -0" GUIDE RAILS — 1Y2" GALVANIZED STEEL PIPE STAINLESS STEEL SUPPORT BRACKET HYDRAULIC SEALING FLANGE BALL CHECK VALVE 1 Y4." N.P.T. GATE VALVE ELEV. 341.41 DUPLEX GRINDER PUMPS HYDROMATIC HPGLX --200 OR APPROVED EQUAL IMPELLAR SIZED FOR 17.36 FT. TDH AND 33 GPM 1.2' OF CONC. .:•,.:... :.. ...: FOR BALLAST RECOMMENDED HOPPER— BOTTOM /l // 7/ 5 /8" STUDS (4) HOLES 1Y2" GUIDE RAILS NOTES: SEE SITE PLAN FOR PIPE ORIENTATION. FLANGES MUST BE SQUARE, AND SPACING AROUND FLANGES MUST BE EVEN. 2 HOLES /8" DIA IN EACH BASE PLATE FOR ANCHOR BOLTS (4 HOLES TOTAL). VALLEY VIEW SEWER DISTRICT 3460 S. 148th Street, Suite 100 Tukwila, Washington 98168 DATE FEBRUARY 2008 SCALE NTS 356 352 • 348 344 340 FINISH GRADE FILTER FABRIC PER 336 LANDSCAPE PLANS d- ro —2.0% L_0.6% FINISH GRADE - EX. GRADE 6" DEEP; AMENDED . TOP SOIL SEE LANDSCAPE PLANS FOR MORE INFORMATION S" DEEP 3/4" WASHED ROCK 356 352 348 344 340 336 0 +00 SWALE SECTION GRASS LINED SWALE SECTION A -A NTS VALLEY VIEW SEWER DISTRICT OPERATIONS BUILDING EXPANSION STORM DRAINAGE DETALS RECEIVED CITY OF TUKWILA APR 2 8 ?OM PERMIT CENTER 1 EXPIRES o1 /15/ 6 9 JOB NUMBER 07040.00 SHEET NAME SD DET C4.2 SHEET 04.2 OF 14 0 t- o 0 0 cri (/) 0 0 0 0 X 1Y X 0 0 0 X (f) 0 • 0 1 r•-• 0 = X 10- _ ce or) ... 1 o .0 o z Er_ u_ Lind Wry DESIGNED TK DRAWN FPH CHECKED RDS C•VI, A SO t • 1 28-- 81,3PK,A1 111713164.389 E=1640151.005 ELI-W=348,41 \ \\ • CB RIM= 346.3 4 It7. 1 2" CON C(14).-.- 344.4 4 1E 12"COHC(W.•344.84 Th, 1E 1 2"CONC(S) n \ CP #1 7 C,8 R1M LE 1 2"CONC(N) 344. 02. E q 1 i \ 1 1 6 1 Ilt 1 1 1 1 I ._. • ta .••• 1 t 1 CB RiM=346•28 I . ... • • 1 i i .. F.: 2CONC(N)=344.5;,S h 1 I I 1 iF. 1 ntjNC(S)=344.5-3 I I 1 cS 't 1E: 1 2'CONCif.E)=.344.63 1 11 S , 1 I 1 4 ' , RIM=.34 6.1 9 i 11 1 i 1 ; • 1 3 1 i 1 . it 1 1 ' ..........1. (v.pvui.o. 338.39 Ci CHM K`PV_______CCE rii•- ,, _____ J 1 , 1 r e . 2. -..,,.: , li ti • x I. ” I ., . .S .. 03 2 1/ 11 1 1;4 L 1.3.--14---,-- , , ',. i / I ,---, , CB RiM iF 1 2'CONC(N) 12.'CONC(S)=340.93 4 ,........(0 ‘'....) - -- '• ••• , , ,..1..*• ' .....-----------. --. •-, ...----'''''''' t 1 i 'i 9 %,-----------,.'-'..-^-'''-f—Td e 1 i 1 1 ,1 I 1 1. 1 i_ ,, I A I s'' ' ,4---.... .........., ,„... 1 . I...., ...., , ,....... ., .._ , , .............._ s,,............._ .... , ,... 1 i. 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IL . • -..... •-- i l . 1 1 III 11 1 i 1 Iti 1 1 ill i 1 :: r 1 1 III 1 il 1 i kJ I t 1 1 1 il A t `i 1. k 11 1 it „ c , I , 11 '1 1 , N 1 1 i 1 1 .1i 1 i i 1 1 1 7 1 1 tb 1 i 1 iti t i 1 1 l ii 5 ! 1 a it / i v .1 1 , 30 1 si ' f / / ,. 1 , \, 1 : / 0 Ali , 1; @ 1 1., . 3 1 til, 1 1? -- --:;4,_ --, , 1 .1 _ 1 1 I 1 1 ; 1 - • 1 - - , t UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CAWNG UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT ENGINEER TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING W1'111 CONSTRUCTION. n A TP 0 VALLFI,Y 1. •< 1 1F 1 .14 4.1-• SEWER DisTRIOT R Y CP 0,3 554.... 6 N 174387. EA-6 1 t3 4 958 ELE V- 342,00 pp'n c ••■1=■•••••• PACE An Enaineerina Services Company CB RIm. 34227 .. .. 4'CliAININK 1E i 2" (tei PO4) , --:540.52 JR: 1 2' i.s.ONC(5) IE 12”CONC(E) -, -.340., 47 (BLOCI-',ED 1 M11-1 STEEL PLAT.) 11255 Kirkland Way, Suite 300 Kirkland, WA 98033 p. 425.827.20141 f 425.827.5043 Civil 1 Structural 1 Planning 1 Survey Daceenars.com PORTION OF SW Y4, NW 1 /4 SECTION 22, T. 23N., R. 4E., W.M. IN KING COUNTY, WASHINGTON CB R11=348.93 1 IE 12'cowc(E)344. ■•• •••■■,=•■■MM, (g4 ".:ONC,=343.t 8 — 35 LF 1" • PE, SERVICE •• „ • r■■■ • • •••■•■ • • f Q.). YARD HYDRANT ZURN MODEL Z1396 OR EQUAL CAPPED TEE ' / // / • / F. F. , •. 345 . 20 - 1,L41,r4ACII FUTURE j- Aigiwt , rin it BUILDING. CAP DID.•-.SEE MECHANICAL FOR BUILDING =34-2 CONNECT1 F. 0.3 3' DOOR \ 2 //.. ./ / j 6 05 4 : C.O. RIM 344.45 ,132 LF TRENCH DRAIN) AEMROR tAPPROVED-EQUAL GRATE EL. 345.62 IE 345.12 IN IE 354.62 OUT s87 P.P.1-344.19 IE 12 1E 12 S R1M-.345.33 IT:: 1 2'OMP(0)341.20 '-zr TOP OF RES1R:CTOR=343.73 It IE RES1R1CTOR..340.83 ti• • • OXIMATEilL0bAllo0 , zDRy SEE SD R1M343.98 TRICAL AND 18"CMP(W)=,341.38 HANICAL PUANSWOR-341.38 : MORE I FORMAT)ON. .• •; • L.,. - _Pk ;T. • • C8 RIM 43,.39 . 1F 12'1 • tE 1 211.3PE:(S).= 40.39 C13 RIM=.342.9e TRNC DRA1H 11: 2CM P(SW)=340.91 1E 121-1DPE(H)340.01 1E 4”PVC(E). / \1 / 4 ‘.. `N, 254i • PARCEL. B CP #26 E =,., 1 6'404013M I , 1 70: 48 (;):345.70 554-C - 53. 2,E;PK /"Vi IE VrCONC(W).-- ' i ..." 75112 485 i IE 12'CONC(S)= „f ELEV..34 S. 6 0 i , i -----__ , -----_ -----_ 1 / / r " . ) L. \ 5548- 58. 24P1‹,tii N=174933.535 1.:=="1 6 4038 4..6 33 EIEV-34-4.1 7 1131 :t aap , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I TABLE 1 LOCK WALL e.) 2„4) FOCEICK / ///- /// F. E34313 VALLEY VIEW SEWER DISTRICT 3460 S. 148th Street, Suite 100 Tukwila, Washington 98168 CP #25 55453-C'5. 25H/i• ,f•- 1 -- 7 13332 7 f E--4840•1-ea415 EIBP.- ° 004 00008b09 ) cc , • VI SD Riki= 344400 1E 6'PVC(N)=341:15 4'PVC(SW)=341,95 CONTAINMENT RiM. 1E P VO( SW) 341 .5 7 BOTTOM Of RASA,' COVF.R=342,19 BOTTOM OF ?LAS STRUCTURE=338,04 TOP OF WAD(12"PVC) a. CHNIL=341. cAa c?. . • . DATE FEBRUARY 2008 SCALE 1 "= 20' H GRAPHIC SCALE 20 0 10 20 40 ( IN FEET ) 1 inch = 20 feet LEGEND WATER VALVE HYDRANT WATER METER MANHOLES (SS/SD) CB POWER/UT1LITY POLE GUY ANCHOR POWER TRANSFORMER POWER/TELEPHONE VAULT TELEPHONE/7V RISER GAS VALVE STREET LIGHT SPOT ELEVATION SIGN MAILBOX ROCKERY CONIFER TREE DECIDUOUS TREE FOUND CASED MONUMENT SET vs. IRON REBAR W/ YELLOW PLASTIC CAP STAMPED L.S. # UNLESS OTHERWISE STATED. SET PK & WASHER STAMPED LS. # SITE BENCH MARK UNLESS OTHERWISE NOTED CENTER LINES PROPERTY LINES RIGHT-OF-WAY LINES DITCH UNES/ FLOW WATER UNE SANITARY SEWER LINE STORM DRAIN UNE GAS NE UNDERGROUND POWER UNES UNDERGROUND TELEPHONE UNES CHAIN LINK FENCE SILT FENCE WOOD FENCE EXTRUDED CURB VERTICAL CURB GENERAL ASPHALT PAVING HEAVY ASPHALT PAVING CONCRETE PAVING VALLEY VIEW SEWER DISTRICT OPERATIONS BUILDING EXPANSION WATER AND SANITARY SEWER PLAN RECEIVED CITY OF TUKVVILA APR 2 8 /OW PERMIT CENTER EXISTING . PROPOSED EB O © P C) w —ss- -SD 0 UGT- 0 — C:3*) 7/1/p8 1 EXPIRES I 3sr rmr•.• •• miwi■N W ■Num • ss so — UOT- - 0 JOB NUMBER 07040.00 SHEET NAME C5.0 ovien 1 SHEET C5.0 • OF 14 DESIGNED TK DRAWN FPH CHECKED RDS EACH TRENCH DRAIN IS TO CONSIST OF TWO POLYDRAIN CHANNELS AN END PLATE AND A CATCH BASIN SET FACE OF TRENCH DRAIN PER ARCHITECTURAL PLANS CENTER BETWEEN SIDES OF WALLS POLYDRAIN MODEL 422 CLASS C GRATE NTERLOCKING JOINT TRENCH DRAIN DETAIL, NTS SECTIONS APPROX. 3' -3" LONG POLYDRAIN CHANNEL 4" PREFORMED CUTOUT OUTLETS 6" PREFORMED CUTOUT OUTLETS HOSE CONNECTION GROUND LINE I.P. DRAIN PORT FEMALE I.P. OPTIONAL GRAVEL GUARD (--AC) RECOMMENDED CONCRETE PROTECTIVE BASE (BY OTHERS) YARD HYDRANT DETAIL NTS An Engineering Services Company 11255 Kirkland Way, Suite 300 Kirkland, WA 98033 p. 425.827.2014 f. 425.827.5043 PORTION OF SW Y4, NW l4 SECTION 22, T. 23N., R. 4E., W.M. IN KING COUNTY, WASHINGTON Civil 1 Structural 1 Planning' Survey paceengrs.com POLYDRAIN NO. 900 SERIES SMALL CATCH BASIN A 1 s 9 6 NOTE: 1. CLEANOUT COVER & FRAME TO BE PROVIDED FOR CLEANOUTS IN RIGHT —OF -WAY AND DRIVEWAYS. CLEANOUTS ON PRIVATE PROPERTY TO BE 6" BELOW SURFACE WITH #5 FERROUS SCRAP ATTACHED. SEWER MAI PER PLAN 2. ALL FITTINGS TO BE SHOP FABRICATED BY SPECIFIED FITTINGS INC. OR EQUAL. • LIMIT OF PAY ITEM FOR PIPE SEWER MAIN PER PLAN wE- FINISH GRADE 12 PIPE SECIIO 8" LIMIT OF PAY ITEM FOR CLEANOUT 2' -6" i y ..;� .s ,f i 1. 2' - 6 " • 2' -6" SQUARE •: CONCRETE PAD BEDDING MATERIAL INSTALL WATERTIGHT PLUG FLOW OLYMPIC FOUNDRY CO. SERIES IV # M -1025 W/ TWO STAINLESS STEEL BOLTS 45' BEND SIZE PER PLAN W/ CHERNE PVC PLUG 15" 15" CLEANOUT COVER AND FRAME DETAIL 15 NOT TO SCALE 2" DEPTH P.C.C. VAL VUE SEWER DISTRICT 6 IN. OR 8 IN. DIA. CLEANOUT VALLEY VIEW SEWER DISTRICT 3460 S. 148th Street, Suite 100 Tukwila, Washington 98168 DATE FEBRUARY 2008 SCALE NTS EXISTING OIL MAT AW CUT rii.rrit ► II; , ... CLASS "B" ASPHALT Arfitrit=7"' ;II : 6" MIN. SAW CUT & SEAL EDGES W/ TWO COATS OF TAR w5" COMPACTED CRUSHED ROCK 95% COMPACTION CI I: M Englneaing UnicaDarryary Engineering Surveying Plaraftiug Consulting TRENCH WALL NOTE: PATCHING IN THE CITY OF TUKWILA TO BE 1.5 TIMES THICKNESS OF EXISTING PAVEMENT UP TO A MAXIMUM 6" DEPTH ASPHALT PATCH AND WATER TRENCH DETAIL PLOT DATE 10/25/05 PLOT SCALE NTS NOTE: ANY DISTURBED ASPHALT EDGES WILL REQUIRE 1.5' MIN. WIDTH PATCH AND A 6" BASE OF %" COMPACTED CRUSHED ROCK. 1.5' DRAIN MAA DESIGN CHECKED DES/ OS FILE NAME \P95 \45162 \CAD \51625T15 DISTRICT APPROVED DATE APPROVED SAW CUT & SEAL EDGES W/ TWO COATS OF TAR PIT RUN GRAVEL PLACED IN 1' LIFTS AND COMPACTED TO 95% DENSITY WHERE REQ'D AND /OR AS DIRECTED BY THE ENGINEER OR THE CITY OF TUKWILA /SEATAC/KING COUNTY 1 STD. DETAIL No 15 King County Water District No. 125 PAVEMENT REPAIR TO MATCH EXISTING, 2" MIN. CITY OF SEATAC PAVEMENT PATCHNG DETAL NOT TO SCALE NOTES: 1. FOR ROAD, BRIDGE, AN MUNICIPAA . 1ON..D SPECIFICATIONS 2. A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON AU. PAVEMENT PATCHING AND OVERLAYS. 3. MACONTROLLED REQUIRED IN CAS IN REIN PAVEMENT OVERLAY, OR R AS DIRECTED BY CITY ENGINEER. CLEANOUT FRAME & COVER. EXISTING ASPHALT PAVEMENT • 4' — 5/8" MINUS COMPACTED CSTC UNLESS OTHERWISE ORDERED BY THE CITY.. (TYP.) VALLEY VIEW SEWER DISTRICT OPERATIONS BUILDING EXPANSION WATER AND SAMTARY SEWER DETALS REVIENN CODE COMPLIANCE APPRO VC JUL el 2006 City Of Tukwila BUILDIN DIVISION RECEIVED CITY OF T UKV'JILA APR 28 ZUU8 PERMIT CENTER ckm EXPIRES o f /ls/ 0 ? 1 JOB NUMBER 07040.00 SHEET NAME WASS DET C, SHEET C5.1 OF 14 0 d 0 0 DESIGNED TK DRAWN FPH CHECKED RDS CB € 1 ;-- 34$,34 1 K, CCN f 1E: 12 "C €, 4s',(YO 344, '34- m ic C:Pgl I7 , 328.".4,1 3P-1‹ ,E W. W ..' 71 64. :139 --•N. -. 1 6401 51.00 5 V 341341 SYM : i .,,'. -cmc( ) -3 4.02 !F 12'".V:':c(s) 343.82 1 / C t. C:Him.. F3f- V- kr . „10:•":,KjJ -:u E u __........ '<,.� ' ! ' ..s.^-, - - -• I I i l UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1- 800 -424 -5555 AND THEN POTHOLING ALL OF THE EXISTING U11U11ES AT LOCATIONS OF NEW U11UTY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT ENGINEER TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. REVISION 356 • $ } re .t • 4 I: • IE 11 •fy IE 343. CB R,M .34 .2 IE 3 eCONC 0-34 .53 IE 12 3 11. 32"C 01,11-..h5 i 344,63 r SS RIM-346'.i9 f CL CH 4E. , :r(' )" - : ?...37.3'. g S87'53'0 'E �.. -. - . '9, F m�..,L'�a�i:IA�� . iG•"a�Sna '' .m `/;a rE 12`C0 v • IF t t DATE BY • APP'D ( Ui}:1 w SGd - 1 .- i • 1+00 PACE An Engineering Services Company VC S CAM)PPE i0' 1•as" . . PORTION OF SW r4, NW %4 SECTION 22, T. 23N., R. • 4E., W.M. IN KING COUNTY, WASHINGTON CS RIM 348.93 72CONC('W)344.a3 S. 148TH, /`'`ST !� 11255 Kirkland Way, Suite 300 Kirkland, WA 98033 p. 425.827.2014 I f. 425.827.5043 Civil 1 Structural 1 Planning 1 Survey paceengrs.com PARCEL A 2 +00 GUTTER PROFILE ! ,.72.60 d' s 1 ,._ ;, ;`1 j �� I: '� it �+ `.s. PARCEL ;35�IC- g 53.26�PK /W N.:1 :1751 Sty 16404.03.31 3 f ELL': 1.1=348,60 7 g\o' 1 0 r C13 1E 12 5.55 1E 12 "COI C() 345,30 12 "COI C(E» 348.70 14: •12 "C NC fl .3 6.4 {Z 1 1 Ild# AE 3 +00 VALLEY VIEW SEWER DISTRICT 3460 S. 148th Street, Suite 100 Tukwila, Washington 98168 FOUND 8" Fa t° lie.l'il� f v ru {N LS #10.957 7 ,u&*( `Co ss ■ SCALE 1 " = 20' H 356 352 348 344 .4- 0 O M + 0 0 Lii II > co co . c0 Q � LrJ to m W II CB TYPE I RIM 346.00 IE.343.70 HIGH PT STA: 1+15.00 HIGH PT ELEV: 348.36 PVI STA:•0 +75.00 PVI ELEV:347.75 K: 28.64 LVC: 80.00 EXIST. GRADE. @ CENTER LINE EXIST. GRADE @ CENTER LINE- a Oro • • Q� + 0�0 .006 r • + 0 > • 0 0 >w . > m EXIST. GRADE •@ FLOW LINE - PROPOSED GRADE : @ FLOW LINE HIGH PT STA: 1+84.34 HIGH PT ELEV: 349.00 PVI STA:•1 +75.00 PVI ELEV:349.27 K: 35.66 LVC: 90.00 - 0 0 O N w ..■■••■•■ � LOW 'PT STA: 2+92.41 LOW PT ELEV: 348.33 PVI STA: 2+62.41 PVI ELEV:348.40 . K: 76.70 • LVC:60.00 PROPOSED GRADE . . : . . . • . 0 m 6 FLOW LINE w> LOW PT STA: '3 +14.59 • LOW PT ELEV:. 348.30 PVI STA:3 +20.74 PVI ELEV: 3:48.27 K: 40.61 LVC: 30.00 EXIST. GRADE @ SAWCUT LINE • N U) re) r+ LL1 o3 F') CZ, w re) co II 0, W fx m w .Q 0 352 348 344 0 00 to N 0) 0 L) (v v) r7 co c0 0) 0() n 00 r7 00 00 • DATE FEBRUARY 2008 GRAPHIC SCALE 20 0 10 20 40 ( IN FEET ) 1 inch = 20 feet V7 I LEGEND H WATER VALVE ATER M W METER MANHOLES /SD) POWER/UTILITY POLE GUY ANCHOR POWER TRANSFORMER POWER/TELEPHONE VAULT TELEPHONE/TV RISER GAS VALVE STREET LIGHT SPOT ELEVATION SIGN MAILBOX ROCKERY CONIFER TREE DECIDUOUS TREE FOUND CASED MONUMENT SET 5/8" IRON REBAR W/ YELLOW PLASTIC CAP ER ' AP STAMPED AT SET PK & WASHER STAMPED L.S. # SITE BENCH MARK UNLESS OTHERWISE CENTER UNES PROPERTY LINES RIGHT -OF -WAY UNES DITCH LINES / FLOW WATER LINE SANITARY SEWER LINE STORM DRAIN LINE GAS LINE UNDERGROUND POWER LINES UNDERGROUND TELEPHONE LINES CHAIN LINK FENCE SILT FENCE WOOD FENCE EXTRUDED CURB VERTICAL CURB GENERAL ASPHALT PAVING HEAVY ASPHALT PAVING CONCRETE PAVING 2. SEE SHEET C1.0 FOR CITY OF TUKWILA GENERAL NOTES. C FULL DEPTH ASPHALT PAVEMENT RESTORATION SEE TYPICAL ROADWAY SECTION, VALLEY VIEW SEWER DISTRICT OPERATIONS BUILDING EXPANSION ROAD FRONTAGE IMPROVEMENTS RECEIVED CITY OF TUKWILA APR 2 8 zuu8 PERMIT CENTER EXISTING O © 0 COCG E NOTED w SS $c G x 0 ROAD NOTES 1. CONTRACTOR SHALL HAVE A COPY OF MOST RECENT CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS ON SITE AT ALL TIMES. ROAD NOTES 1 SAWCUT EXISTING ASPHALT PAVEMENT (NEAT LINE) 0.5 FEET MIN. INSIDE EXISTING EDGE OF PAVEMENT. TACK COAT AND HOT TAR SEAL JOINT DURING PAVING. @ INSTALL COMMERCIAL DRIVEWAY APPROACH. Q BLEND NEW ASPHALT TO MATCH EXISTING GRADE. 0 6'--0" WIDE CONCRETE SIDEWALK. SEE DETAIL . Rs RELOCATE TELEPHONE BOX CONTRACTOR TO COORDINATE WITH UTILITY FRANCHISE. ® PROVIDE 6 FEET LONG RAMP AND MATCH EXISTING GRADE TO TRANSITION TO NEW ASPHALT. Q PROVIDE GRAVEL SHOULDER TO THE SATISFACTION OF COT. 7 PROVIDE 6" MIN CLEARANCE BETWEEN LIGHT POLE AND CONCRETE SIDEWALK. oictm PROPOSED P■ -1- . E-- "r .n. 1© ••■1w SS SD -■ - G -Luz- 0 - X ffa I EITIRES 01/18/ b 9 JOB NUMBER 07040.00 SHEET NAME C6.0 SHEET C6.0 Of 14 TYPE OF STREET RIGHT-OF-WAY (FEET) PAVEMENT WIDTH (FEET) PUBLIC 6' 6' ARTERIAL PRINCIPAL 80 -100 48-84 MINOR 60-80 38-64 COLLECTOR COMMERCIAL 60 48 RESIDENTIAL 60 28-38 ACCESS COMMERCIAL 60 36 RESIDENTIAL 50 28 ALLEY 20 15 CUL- DE-SAC ROADWAY 40 28 TURNAROUND 92 (DIA) 81 (DIA) PRIVATE COMMERCIAL 40 28 RESIDENTIAL 20 20 MINOR ARTERIAL* PRINICIPAL ARTERIAL* TUKWILA URBAN CENTER (SEE NOTE 1) 5' 6' 6' 0 n 0 < o 0 z A LL VA DESIGNED TK DRAWN - FPH CHECKED , RDS 10' MIN UTILITY 4SEMENT • 1908 2% City of Tukwila RIGHT OF WAY PAVEMENT WIDTH 2% -- - - - -- ;=_' -°_"_ -- -- - - - - -- of a.0 0 „00 0 0 , ^ '�? CLASS B ASPHALT CONCRETE CRUSHED SURFACING CLASS B GRAVEL STORM SEWER & CATCH BASIN CEMENT CONCRETE CURB & GUTTER CEMENT CONCRETE SIDEWALK 2' OF 515' MINUS CRUSHED ROCK NOTES: 1. ALL SPECIFICATIONS SHALL MEET CURRENT WSDOT /APWA "STANDARD SPECIFICATIONS FOR ROADS, BRIDGE, AND MUNICIPAL CONSTRUCTION ". . 2. SEE DETAIL RS -11 FOR THE SIDEWALK WIDTH. 3. STREET CLASSIFICATIONS ARE DESIGNATED BY ORDINANCE. 4. PAVEMENT SECTION MUST BE DESIGNED FOR A MINIMUM OF HS20 LOADING. SHEET: TYPICAL ROADWAY SECTION REVISION #1: 08.03 APPROVAL: B. SHELTON THICKNESS AS REQUIRED BY ENGINEER'S DESIGN SEE TUKVNLA TYPICAL DETAILS RS-01 10' MIN UTILITY EASEMENT NOT TO SCALE nATF R A P'n PACE An Enaineerina Services Company PORTION OF SW Y4, NW %4 SECTION 22, T. 23N., R. 4E., W.M. IN KING COUNTY, WASHINGTON 11255 Kirkland Way, Suite 300 Kirkland, WA 98033 p. 425.827.2014 f. 425.827.5043 Civil 1 Structural 1 Planning 1 Survey Paceengrs.cvm •v r v i v • r f f- -v-v-- 18' SIDEWALK 5-6 SECTION A -A City of Tukwila 2 MIN. ORMORE AS DIRECTED • * DEPENDS ON DRIVEWAY PROFILE 2 -518 CRUSHED ROCK (MAX GRADE IS 15 %) REVISION N1: 08.03 APPROVAL: 13. SHELTON TOP OF CURB AT DRIVEWAY 18 CURB DETAIL NOTES: 1. THIS ALTERNATE SHOULD BE USED ONLY AFTER STUDYING CLOSENESS OF DRIVEWAYS, DRAINAGE, TOPOGRAPHY, DRIVEWAY GRADES, RIGHT OF WAY, ETC. 2. DRIVEWAYS WITH HIGH VOLUME (AS NOTED BY CITY ENGINEER) MAY BE APPROVED FOR INTERSECTION TYPE ACCESS. 3. TURNING RESTRICTIONS MAY BE APPLIED BY THE CITY ENGINEER. . 4 CONCRETE SHALL BE CLASS B OR BETTER THAN 5 -1/2 SACK, 3000 PSI. 5. INSPECTION REQUIRED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBLIC WORKS DEPARTMENT FOR INSPECTION. 6. ALL DRIVEWAY APRONS SHALL BE A MINIMUM OF 6" THICK. 7. WHERE DRIVEWAY WIDTHS EXCEED 15', A 3/8” X 5 -1/2" EXPANSION JOINT SHALL BE PLACED LONGITUDINALLY ALONG THE CENTERLINE. 8. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWANVSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 9. AN ASPHALT APRON MAY BE USED IN AREAS WHERE NO CURB EXISTS. 10. REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE TO THE NEXT EXPANSION JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH AN EXPANSION JOINT. COMMERCIAL DRIVEWAY NOT TO SCALE VALLEY VIEW SEWER DISTRICT 3460 S. 148th Street, Suite 100 Tukwila, Washington 98168 DATE FEBRUARY 2008 SCALE NTS A 3' WIDE EDGER FINISH 3/8' FULL DEPTH EXPANSION JOINT CURB RAMP (SEE RS -12) CURB &GUTTER (SEE RS -08A) 2 %MAXJ1 %MIN SECTION A-A 5/8' MINUS CRUSHED ROCK THICKENED EDGE ON RADIUS SIDEWALK WIDTHS SCORE JOINTS EVERY 5 1s EXPANSION JOINTS EVERY 15 PLAN VIEW 1' WIDE X3/8' DEEP SCORE JOINTS f ! 3/8' X 35' EXPANSION JOINT ELEVATION NOTES: 1, SIDEWALKS SHALL BE A MINIMUM OF 8 FEET WIDE AT BUS STOPS AND PULLOUTS, OR WHERE THE SPEED LIMIT IS OVER 35 MPH, OR WHERE A TRAIL AND SIDEWALK ARE COMBINED. 4' 2. PLACE CEMENt CONCRETE OVER 2" OF 5/8" MINUS CRUSHED ROCK OR AS SPECIFIED IN THE CURRENT APWANVSDOT STANDARD SPECIFICATIONS. 3. REMOVE EXISTING CONCRETE CURB, GUTTER OR SIDEWALK TO THE NEAREST JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH NEW. NOT TO SCALE City of Tukwila SIDEWALK SHEET: RS-11 REVISION 1J1: 08.03 1LAST REVISION: 07.05 APPROVAL: B. SHELTON 1 VALLEY VIEW SEWER DISTRICT OPERATIONS BUILDING EXPANSION ROAD FRONTAGE � RO DE RECEIVED CITY OF TUKWILA APR 2 8 [(J11d PERMIT CENTER okbel 7 /108 1 ExFIRES ax /18/09 JOB NUMBER 07040.00 SHEET NAME RD DET C6.1 SHEET C6.1 OF 14. 1 1/2 4" SL OF ECTI ET -1 1/2" 3/4" u n 1� 1/4 "� 1 ( : L. -- 1 X41 1/2" M 1. 94 " SL 1 ' Cry: r ki \ t 4 4 : l 3/4" FENCE PER ARCH. 3/4" 1 1/2" SL 17.66 -S 3/4" 1 1/2" PROPOSED BUILDING AUTOMATIC CONTROLLER 31.68 -S 1 1/2" 20.30. S SHRUB 16" Doug Fir SAWCUT ASPHALT AS NECESSARY FOR IRRIGATION INSTALLATION. REPAIR PER EXISTING CONDITIONS. 3/4" 2" SL 3/4" FENCE 1 1/2" SL PER ARCH. 3/4" 3/4" EX'G BLDG. 3/4" 3/4" 1 1/2" SL 3/4" FENCE , 0 PER ARCH. 3/4" 1 1 1 e 1 1 1 1 1 1 1 1 1 1 FENCE PER ARCH. 24" Fir POIN CON (SEE 0' 10' 20' 40' SCALE: P=20 FINISH GRADE JUMBO VALVE BOX-/I PRESSURE REDUCING VALVE BRASS BALL VALVE PIPE FROM POINT OF CONNECTION 2 CU. FT. WASHED GRAVEL SUMP LANDSCAPE IRRIGATION PLAN 80' BASE MAP FROM PAGE AND BEARD ARCHITECTS. KIRKLAND, WA. NOTE: 1. INSTALL BACKFLOW PREVENTER AS REQUIRED BY LOCAL CODES AND HEALTH DEPARTMENT. VERIFY LOCAL REQUIREMENTS PRIOR TO INSTALLATION. 2. INSTALL PRESSURE REDUCING VALVE AS NECESSARY FOR FLOW CONTROL CONDUCT FLOW TEST PRIOR TO INSTALLATION OF IRRIGATION PIPE AND HEADS. DETAIL : 5ACKFLO 1 PREVENTER N O SCALE 1 1/2" 1 1/4" NORTH 1 1/4" II DOUBLE CHECK ASSEMBLY PER LEGEND SCHEDULE 80 MALE ADAPTER (1 OF 2) SCHEDULE 80 UNION (1 OF 2) VALVE BOX SCHEDULE 80 90' ELL (1 OF 4) SCHEDULE 40 PIPE (TYPICAL) QUICK COUPLER MANUAL DRAIN VALVE 'f+ IRRIGATION MAINLINE PIPE FENCE 1" 3/4" PER ARCH. S. 148TH STREET 1" I B. 3/4" 0000 1 1 1 EX'G GARAGE ,-3/4" 1 FENCE PER ARCH. POINT OF CONNECTION DETAIL " DEDUCT METER BY OTHERS (WATER PRESSURE REDUCING VALVE - WATTS) 1" STOP VALVE - MUELLER SCHEDULE 80 PVC UNION 1" DBL CHECK ASSEMBLY 1 1/2" MAIN LINE MANUAL DRAIN VALVE QUICK COUPLER 1" Interior Pedestal Controller No Scale 0 MODULAR CONTROLLER RAIN BIRD ESP -LX 8 STATION O FOOTING CONCRETE ARCHG. O3 FINISH GRADE O WIRES TO REMOTE CONTROL VALVE O 2 -INCH PVC SCH 40 CONDUIT, FITTINGS AND SWEEP ELL O PEDESTAL - SERIES RAIN BIRD 348 EX'G ARBORVITAE TO REMAIN - PRESERVE AND PROTECT IRRIGATION LEGEND SYMBOL 1 - DRIP LINE: MAXIMUM 18" WIDTH BETWEEN DRIP LINES / H FEBCO DEL CHECK VALVE, SIZE PER P.O.C. DETAIL, INSTALL IN LARGE AMTEX CONTROL BOX PER DETAIL. 1 RAINBIRD QUICK COUPLER VALVE 44RC, ASSUME 1" UNLESS OTHERWISE NOTED ON QC PLAN. PROVIDE HOSE SWIVEL. INSTALL PER DETAIL RAINBIRD ESP -LX MODULAR 8- STATION AUTOMATIC CONTROLLER. PROVIDE 2" SWEEP THROUGH SLAB. INTERIOR MOUNT - COORDINATE LOCATION WITH ARCHITECT IN PROPOSED BUILDING. PROVIDE CONDUIT TO POWER SOURCE AND CONNECT TO POWER SOURCE GLEN HILTON MC MINI CLICK H RAIN SENSOR WITH BY -PASS SWITCH. INSTALL PER LANDSCAPE ARCH. A 1/2" M SCHEDULE 40 PVC MAIN LINE, SIZE PER PLAN. MIN. DEPTH 18" BELOW FINISHED GRADE. (-3/4" CLASS 200 PVC LATERAL LINE, SIZE PER PLAN, MIN. DEPTH 12" BELOW FINISHED GRADE - 2" SL --- SCHEDULE 40 PVC SLEEVING, SIZE PER PLAN, MIN. DEPTH 18" BELOW FINISHED GRADE FOR MAIN LINE. SCHEDULE 40 PVC SLEEVING, SIZE PER PLAN, MIN. DEPTH 12" BELOW FINISHED GRADE FOR LATERAL LINES. TAG VALVE KEY NOTE: PLACE ALL LAWN HEADS IN LAWN, MIN. 3" AWAY FROM PAVING RAIN BIRD 1804 W /12F MPR PLASTIC NOZZLE RAIN BIRD 1804 W /12H MPR PLASTIC NOZZLE RAIN BIRD 1804 W /12Q MPR PLASTIC NOZZLE RAIN BIRD 1804 W /10F MPR PLASTIC NOZZLE RAIN BIRD 1804 W /10H MPR PLASTIC NOZZLE RAIN BIRD 1804 W /10Q MPR PLASTIC NOZZLE RAIN BIRD 1804 W /9SST MPR PLASTIC NOZZLE RAIN BIRD 1804 W /15SST MPR PLASTIC NOZZLE RAIN BIRD 1804 W /15EST MPR PLASTIC NOZZLE NOTE: PLACE ALL SHRUB HEADS IN LAWN, MIN. 3" AWAY FROM PAVING RAIN BIRD 1806 W /15F MPR PLASTIC NOZZLE RAIN BIRD 1806 W /15H MPR PLASTIC NOZZLE RAIN BIRD 1806 W /15Q MPR PLASTIC NOZZLE RAIN BIRD 1806 W /12F MPR PLASTIC NOZZLE RAIN BIRD 1806 W /12H MPR PLASTIC NOZZLE RAIN BIRD 1806 W /12Q MPR PLASTIC NOZZLE RAIN BIRD 1806 W /10F MPR PLASTIC NOZZLE RAIN BIRD 1806 W /10H MPR PLASTIC NOZZLE RAIN BIRD 1806 W /10Q MPR PLASTIC NOZZLE RAIN BIRD 1806 W /9SST MPR PLASTIC NOZZLE RAIN BIRD 1806 W /15SST MPR PLASTIC NOZZLE RAIN BIRD 1806 W /15EST MPR PLASTIC NOZZLE RAIN BIRD DRIP LINE AND REQUIRED AIR/ 30 TBD 1.50 VACUUM RELIEF VALVES, IN -STEM FILTERS, DIFFUSER BUG CAPS AND OTHER REQUIRED EQUIPMENT TO PROVIDE COMPLETE COVERAGE OF PLANT MATERIAL. ® RAINBIRD PEB SERIES AUTOMATIC CONTROL VALVE, SIZE PER PLAN AND PROVIDE AMTEX CONTROL BOX & MIN. 2 CU. FT PEA GRAVEL. RAINBIRD PEB SERIES AUTOMATIC CONTROL VALVE, SIZE PER PLAN AND ® RAINBIRD DRIP LINE VALVE - PER MANUFACTURE SPEC. PROVIDE AMTEX CONTROL BOX & MIN. 2 CU. FT PEA GRAVEL. WATER PRESSURE REDUCING VALVE - WATTS SERIES US, USB, SIZE PER P.O.C. DETAIL MUELLER BRASS ISOLATION VALVE, SIZE PER P.O.C. DETAIL, INSTALL IN ROUND 6" AMTEX CONTROL BOX BED LINE VALVE NUMBER � -VALVE GPM (GALLONS PER MINUTE) 45.00 -S/L ( "S" Indicates Shrub Zone, "L" Indicates Lawn Zone) VALVE SIZE VALVE PSI (OPERATING PRESSURE) IRRIGATION NOTES MANUFACTURER PSI RADIUS GPM LOCATION 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 12' 12' 12' 10' 10' 10' 9'x18' 4'x30' 4'x15' 15' 15' 15' 12' 12' 12' 10' 10' 10' 9'x18' 4'x30' 4'x15' 2.60 1.30 0.65 1.57 0.78 0.39 1.73 1.21 0.61 3.70 1.85 0.93 2.60 1.30 0.65 1.57 0.78 0.39 1.73 1.21 0.61 OR BEDLINE. LAWN LAWN LAWN LAWN LAWN LAWN LAWN LAWN LAWN OR BEDLINE. SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB SHRUB 1. Irrigation design and layout assumes minimum 50 lbs, static water pressure 40 GPM at point of connection. Verify PSI and GPM, if discrepancy exists report to Landscape Architect and owner before proceeding. 2. The Landscape Contractor shall inspect the site and verify existing conditions and dimensions prior to bidding and construction. 3. Landscape Architect to have 48 hour notice to review pressure test for project. Provide owner with backflow certification for review and approval. 4. Irrigation plan is diagrammatic. Adjust pipe, valves and irrigation heads according to field conditions and plant locations. Report any discrepancies to Landscape Architect. Place all pipes in beds. 5. Coordinate irrigation points of connection and location of automatic controller with General Contractor. 1" Deduct Meter by General Contractor. Coordinate all work with other trades involved. 6. All valves will be placed in valve boxes in a manner which facilitates access for maintenance. Locate valves in shrub and ground cover beds unless approved by Landscape Architect. No valve boxes in lawn areas. 7. All components of irrigation system shall be installed and adjusted to provide adequate coverage and no over spray onto buildings, windows, or paved areas. Contractor is responsible for providing a complete working irrigation system. 8. Contractor is responsible for any damages to building and infrastructure during landscape construction. 9. Bury control wires below mainline and tape to mainline every 10' o.c. 10. Flush mainline before installing valves. Flush zone lines before installing nozzles. Test entire system before back filling trenches. 11. Electric Valves and Backflow prevention assembly to be placed in below grade valve boxes and installed in shrub beds. Verify that valve boxes are not placed where plant materials are to be installed. Provide sleeving under all paved surfaces. 12. Provide full coverage to all lawn and shrub beds. Install additional irrigation heads as necessary to achieve full coverage and water to all plantings. 13. 120 AC Electrical power source at controller location shall be provided by General Contractor. The Landscape Contractor shall make the final connection from the electrical source to the controller. All wiring per L & I Codes. 14. All irrigation heads to be installed perpendicular to finish grade unless otherwise specified. Place all lawn heads in lawn areas, 3" from edge of paving or bedline. Place all shrub heads in shrub beds, min. 3" from bedline and min. 10" from all structures. CONNECT INTO BOTTOM INLET OF 12" POP -UP HEADS. 15. Winterizing the system: The irrigation contractor shall install a manual drain valve assembly. Draining the mainline shall be accomplished by introducing compressed air into the system through the quick coupler valve at the point of connection. 16. Demonstrate working system to building maintenance manager upon completion and acceptance. 17. Locate all utilities before digging. Call 1 -(800) 424 - 5555. 18. Install irrigation system in accordance with all applicable codes and ordinances. 19. Mount Rain Sensor near top of building. Place in approved location with Landscape Architect. 20. From controller install one spare yellow wire to each valve box. All wire splices to be for wire connections: DBY- Direct Bury Splice by 3M. 21. Contractor to provide reproducible mylar As -built drawings to Landscape Architect prior to close -out of job. 22. Electrical control wires to be spliced in control boxes only. 22. Asphalt and/or concrete to be removed 2" from behind extruded curb or sidewalk in planter. 23. Provide one (1) year warranty for parts, materials and workmanship upon final acceptance date from owner for work completed per Irrigation Plan. 24. All mainlines to be buried min. 18" depth below grade; lateral lines to be buried min. 12" depth below grade. 25. Sprinkler heads adjacent to head in parking, to be set on parking lot stripe. SPARE WIRE MIN. 18 LENGTH POP -UP SPRAY SPRINKLER: RAIN BIRD 1800 W /PLASTIC MPR NOZZLE ,I 4' POP -UP HEAD (LAWN) 12 POP -UP HEAD (SHRUB) (SEE LEGEND) NO SCALE NO SCALE NO SCALE CONC /PAVING EDGE FINISH GRADE/TOP OF MULCH DO NOT CONNECT INTO SIDE - PORT OF HEAD PVC MAINLINE PIPE NOTE: PVC LATERAL PIPE • PLACE ALL LAWN HEADS IN LAWN AREA, MIN. 3" FROM EDGE OF PAVING OR BEDUNE. PLACE ALL SHRUB HEADS IN SHRUB BEDS, MIN. • 3" FROM BEDUNE, AND MIN. 10" FROM ALL STRUCTURES. • DO NOT CONNECT INTO SIDE PORT OF HEAD DETAIL: POP -UP SPRAY SPRINKLER FINISH GRADE/TOP OF MULCH QUICK - COUPLING VALVE RAIN BIRD MODEL 7 VALVE BOX WITH COVER: 6 -INCH SIZE 3 -INCH MINIMUM DEPTH OF 3/4 -INCH WASHED GRAVEL SUBGRADE PVC SCH 80 NIPPLE (LENGTH AS REQUIRED) PVC SCH 40 STREET ELL PVC SCH 80 NIPPLE (LENGTH AS REQUIRED) PVC SCH 40 STREET ELL PVC SCH 40 TEE OR ELL 2 1-.-PVC MAINLNE PIPE PVC SCH 40 ELL 2" x 2" CEDAR STAKE W/ STAINLESS STEEL GEAR CLAMPS OR EQUIVALENT NOTE SUPPORT SYSTEM 1. FURNISH FITTINGS AND PIPING NOMINALLY SIZED IDENTICAL TO NOMINAL QUICK COUPLING VALVE INLET SIZE. DETAIL: QUICK - COUPLING VALVE 30 -IINC LINEAR LENGTH OF WIRE, WATER PROOF CONNECTION (1 of 2) VALVE BOX WITH COVER: 12-INCH SIZE FINISH GRADE/TOP OF MULCH REMOTE CONTROL VALVE RAIN BIRD PEB PVC SCH 80 NIPPLE (CLOSE) PVC SCH 40 ELL SCH. 80 UNIONS (1 DOWN STREAM SIDE) PVC SCH 80 NIPPLE (LENGTH AS REQUIRED) BRICK (1 OF 4) SCH 80 NIPPLE 2 -INCH LENGTH, HIDDEN) AND SCH 40 ELL PVC MAINLINE PIPE PVC SCH 40 TEE OR ELL PVC SCH 40 MALE ADAPTER PVC LATERAL PIPE 3.0 -INCH MINIMUM DEPTH OF 3/4 -INCH WASHED DRAIN ROCKS DETAIL: REMOTE CONTROL VALVE RECEIVED CITY OF TUKWILA APR 2 8 7008 PERMIT CENTER FOR SUBMITTAL ONLY NOT FOR CONSTRUCTION USE awki Lauchlin R Bethune Associates, Inc. ASLA LANDSCAPE ARCHITECTURE & PLANNING, ASLA P.O. Box 1442 Maple Valley,Washington 98038 phone: (425) 432 -9877 fax: (425) 432 -9878 e -mail : lauch @bethuneassociates.com www.bethuneassociates.com STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT LAUCHI,IN R BET CERTIFICATE NO. 462 REVISIONS VALLEY VIEW SEWER DISTRICT 14816 MILITARY ROAD SE TUKWILA, WASHINGTON LANDSCAPE IRRIGATION PLAN JOB NO. #27193 SCALE: 1 "= 2 0' -0" DATE: 04/25/08 DRAWN: LJL CHK: LRB COPYRIGHT 2008 SHEET L 1.0 24" Doug Fir 5 1 K 0' 10' ...#113.r em *���— Rain Barre V014 4 � � rev' I� CR S ■ •;�� 7 � 4. e ilk Er l♦i _ A tra e, R L U 4 t j RarnBarre1 PROPOSED BUILDING � ` Rain Barrel per Architect - Symbol Typical PLANT MATERIAL TO REMAIN - PRESERVE AND PROTECT, ADD 2" DEPTH MULCH PER SPECS. 1 KFC o LANDSCAPE PLANTING PLAN 20' 40' SCALE: 1 II= 20I -0II BASE MAP FROM PAGE AND BEARD ARCHITECTS. KIRKLAND, WA. NOTE: ALL TREES IN LAWN TO HAV 30" DIAMETER TREE RING WIT 2" DEPTH MULCH PER SPEC TEMPORARY WATER BAS 4" BERM, FOR FIRST YEA AFTER INSTALLATION 2" MULCH LAYER AFTER SETTLEME FINISH GRADE 5 APA 2 0 mirme 1 �,�` L]► ®� CRS OM Ma AM av ow I LIWiift •al010) � Ili Tr '+t Ia 1 ,0 ITC; 4 10 !k � k l= t�+ AmmmmS , fir '�W ` �\tS n a∎ .� zy *Ara �Y „r r r� w� ih � il=' �`Y- it 4 �.� •∎ + a��aW ak �i�w� A � � bp ww�r w w . w.. ��■ \ �� ���� �v�� �� r+�� i11•1 P riti%U// �. - K��I►IJ�II�/I l ! J O'. .•7� .w :7 '. •rjw-v•- v" •� # f 7 � � � �1 �i��r/i1F��� �%a�' =`� �.:' ,'�1� ..i.. �.r -.h :Jw� �� �� ' 1 NZF 3 EUON 2 KFC SAL LACE TREES 0 PARKING STRIPE IMPORTE TOPSOIL PER NOTE, UBGRAD NEW TREE EXCAVATE AREA 2 TIMES DIAMETER OF ROOTBALL. MINIMUM 12" TOPSOIL AROUND ROOTBALL DETAIL: TREE PLANTING NO SCALE 80' NORTH TREE STAKES: TREES 2" CAL. OR GREATER= 3 STAKES PER TREE TREES 13/4" CAL. OR SMALLER= 2 STAKES PER TREE TRIP BURLAP AND TIES BACK 1/3 FROM BALL CROWN IMPORT TOPSOIL PER NOTES 9 OLL TREE TIES 1/2" RUBBER HOSE W/ #12 GALV. WIRE (DOUBLE STRAND TWISTED) 3 - LODGE POLE PINE STAKES - 7' LONG EQUALLY SPACED AROUND TREE 2' MINIMUM BELOW GRADE STAKE DEPTH TREE WRAP SECURE W/ CLOTH TAPE TAPE UP TO BRANCH STRUCTURE SET TREE AT ORIGINAL DEPTH 2" ABOVE FINISHED GRADE .ii011111111 % °r f : /Ili. %!∎ 46(so.. ..1�`` f``!f `` �� EXCAVATE 2 -1/2 TIMES DIAMETER OF ROOT BAL TWIST WIRE UNTIL TAUN 60 STAKE 3 SIDES 2x2x24 HARDWOOD OR CEDAR STAKE NOTE: INCLUDE TEMPORARY WATE BASIN 4" BERM FOR FIRST YEAR AFTER INSTALL. BERM +1' -0" NO SCALE S. 148TH STREET DETAIL: CONIFER PLANTING 2 APA FENCE PER ARCHITECT GUY SPACING TREE TIES 1/2" RUBBER HOSE W/ 12 GAUGE WIRE (GALV.) POSITION ROOT CROWN 12" ABOVE FINISH GRD. 2" MULCH LAYER AFTER SETTLEMENT (MULCH TYPE PER SPEC.) FINISH GRADE REMOVE TOP THIRD OF BURLAP FROM BALL PLANTING SOIL MIX (AS SPEC.) BACKFILL EXISTING SUBGRADE SOIL MIX 4" ! PA2J y * €..6 ir.. SUBGRADE NO SCALE EXTG ARBOR- VITAE HEDGE, PRESERVE AN] PROTECT. NEW SHRUB 2" MULCH 12" MIN. DETAIL: SHRUB PLANTING SAUCER B &B PLANT: REMOVE BURLAP & \-/ TIES FROM TOP OF ROOT BALL / \� SIDES OF ROOTBALL / �\ \& A\ COMPACTED SOIL MIX PLANT MATERIAL LEGEND * Indicates Drought Tolerant Plant Material D Native Northwest Plant Material Abrev. Common Name trees: * APA �C BHM EGA * HWJ KFC * JMB * PSM shrubs: DVD * EOUN * NBJH * NZF (1)* OG OLL * ORR t *ROD * RFC * SBV 1 *SLP 0* SNB WRR SAL Salal LAIN CONTAINER PLANT: SCARIFY Autumn Purple Ash Bowhall Maple Emerald Green Arborvitae Hollywood Juniper Kwanzan Flowering Cherry Jacquemontii Birch Pacific Sunset Maple Vine Maple David Viburnum Burning Bush Northern Beauty Japanese Holly New Zealand Flax Oregon Grape Otto Luyken Laurel Orchid Rock Rose Red Osier Dogwood Red Flowering Currant Spring Bouquet Viburnum Spirea Little Princess Snow Berry White Rock Rose symbols /ground covers: * BF Blue Fescue * DLY Day Lilly * JFG Japanese Forest Grass CRS Creeping Strawberry SITE SP CIFIC NOTES Q SIGN. Sign by owner under separate permit. ® FENCE AND GATES. Per Architect. Botanical Name Fraxinus americana "Autumn Purple" Acer rubrum "Bowhall" Thuja occidentallis "Emerald Green" Juniperous chinensis "Torulosa" Prunus serrulata " Kwanzan" Betula " jacquemontii" Acer rubrum "Pacific Sunset" Acer circinatum Viburnum davidii Euonymus alata 'Compacta' Ilex crenata "Northern Beauty" Phormium tenax "Autropurpurem" Mahonia aquifolium Prunus laurocerasus "Otto Luyken" Cystus purpureus Cornus stolonifera Ribes sanguineum Viburnum tinus "Spring Bouquet" Spirea japonica "Little Princess" Symphoricarpos albus Cistus hybridus Festuca ovina "Glauca" Hemerocallis "Stella de Orra" Hakonechloa macra "Aureola" Rubus pentalobus Gaultheria shallon O'J l!�L►! t!V.SI.�tf4.t 1 1. /i "/i / - SM/A NO SCALE PLANT CENTER ROW FINISH GRADE DETAIL: GROUND COVER PLANTING Size ® TREES IN LAWN. All trees in lawn to have 2' -6" diameter mulch ring, 2" depth at base of the tree. Tree stakes to be placed in the mulch ring. Mulch per specs. ® GRAVEL SHOULDER. Verify road edge and driveway locations. Rake smooth, remove all debris greater than 1" in diameter from site. Refresh gravel shoulder with 5/8" minus crushed compacted gravel, minimum 4" depth. DSCAPE CONSTRUCTION NOTES SPACING AS NOTED ON PLAN (TRIANGULAR) SET PLANTS @ ORIGINAL DEPTH @ FINISH GRADE, PRIOR TO SPREAD MULCH. 2" MULCH (TYPE PER SPECS.) BACKFILL SOH., MIX (MIX PER SPECS.) EXISTING SUBGRADE 1 1/2" cal./B&B, Matched at 6' branching 1 1/2" cal./B&B, Matched at 6' branching 6' hgt.B &B 4' hgt.B &B 1 1/2" cal./B&B, Matched at 6' branching 1 1/2" cal./B&B 1 1/2" cal./B&B, Matched at 6' branching 1 1/2" cal./B &B 18" hgt./cont. 18" hgt. /cont. 18" hgt. /cont., Matched 18" hgt./cont. 18" hgt./cont. 18" hgt., 18"-21" width/B&B, Matched 18" hgt. /cont. 18" hgt. /cont. 18" hgt. /cont. 18" hgt. /cont. 18" hgt./cont. 18" hgt. /cont. 18" hgt. /cont. 1 gal. /cont. at 18" oc at triangular spacing 1 gal. /cont. at 18" oc at triangular spacing 1 gal. /cont. at 18" oc at triangular spacing 1 gal. /cont. at 18" oc at triangular spacing 4" pots at 18" oc at triangular spacing LAWN Sod from Country Green "Perfect Green "; Olympia, WA with alternate bid for hydroseed with "Fine Lawn Rapid -Gro Lawn" from Briar Group, Inc. After hydroseed lawn has established, Landscape Contractor to cut staight edge between lawn and mulch beds. Remove all over spray from i dro seed from mulch planter beds, dispose of debris off -site. BIOSWALE Bioswale grass mix per : ing County 1998 Surface Water Design Manual "Mix 1 ". Bioswale to be graded, amended and planted per King County 1998 Surface Water Design Manual: Section 6.3.1.2 Design Criteria. 0 SWALE. Bioswale grass mix per King County 1998 Surface Water Design Manual "Mix 1 ". Bioswale to be graded, amended and planted per King County 1998 Surface Water Design Manual: Section 63.1.2 Design Criteria. 1. Owner to secure all necessary permits per City of Tukwila requirements. 2. All work performed shall conform with the City of Tukwila landscape and irrigation requirements, codes and specifications. 3. Locate, protect and avoid disruption of all above and below grade utilities and site features prior to construction. Contractor is responsible for any resulting damages during construction. Call before you dig at 1 (800) 424 -5555. 4. Landscape Contractor to maintain site until Final Acceptance. Work to include weeding all beds, mowing lawn, and removing debris from site. 5. Hold all plant material minimum 3' -O" away from building to allow for plant growth and maintenance around plant material. 6. Clean subgrade by removing all undesirable vegetation including grasses, weeds, blackberries, scotch broom and poplar seedlings including roots. Leave subgrade in landscape areas minimum 9" below paving in shrub beds and 5" below paving in lawn areas. Remove all debris from site. 7. Provide minimum 6" depth 60 -40 mix from Puget Sound Topsoil (253) 833 -0374 in all shrub beds. Scarify subgrade by rototilling and add topsoil on surface. Add additional topsoil as needed to contour shrub beds including required berms. 8. Provide minimum 4" depth 60 -40 mix from Puget Sound Topsoil (253) 833 -0374 in all lawn beds. Scarify subgrade by rototilling and add topsoil on surface. Add additional topsoil as needed to contour and level lawns. Hydroseed with "Fine Lawn" Rapid Grow Lawn from Country Green, Inc. with alternate bid for sod from Country Green Trinity Supreme froin Olympia, WA. 9. After hydroseed lawn has become established, Landscape Contractor to cut staight edge between lawn and mulch planter beds. All lawn irrigation heads to be in lawn areas, minimum 3" and shrub irrigation heads to be in shrub planters. 10. Provide minimum 2" depth fine blend hem -fir mulch to all planting beds. Mulch from Sawdust Supply, Kent, Washington. Fill all planting beds and lawn areas to within 1" of top of all curbs and walks. Slope all planting beds and lawn areas to drain. 11. Provide one (1) year warranty for all plant materials and workmanship. 12. Verify all quantities shown on the plant list and plans. If discrepancies exist between the graphic representation and the numeric totals, the graphic representation shall rule. 13. All plant materials to be specimen quality with full, symmetrical trunk and foliage, unless otherwise noted. Fertilize all plantings with "Osmacote 17 -7 -12" plant granules by Scott. Install 2 cups per tree larger than 3 ", 1 cup per tree less than 3 ", 1/2 cup per 5 gal., 1/4 per 2 and 1 gal., 1/8 cup per 6" and 4" pots. Place at base of plant after mulch has been installed. 14. Insure proper drainage of all planting holes prior to installing plant materials. If planting holes do not drain or if heavy clay soils are evident contact landscape architect. 15. Fill all planting beds and lawn areas to within 1" of top of all curbs and walks. Berm all planting beds and lawn areas to drain. 16. Asphalt to be removed 3" from behind extruded curb in planting beds after paving is completed and before plant material is installed. City Of Tukwila B LDI' , DIVI. I•i N CORRE TlOiV �Tl2# DOS23I REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 7 2008 RECEIVED JUL 0 22008 PERMIT CENTEFt FOR SUBMITTAL ONLY NOT FOR CONSTRUCTION USE rdki Lauchlin R Bethune Associates, Inc. ASLA LANDSCAPE ARCHITECTURE & PLANNING, ASLA P.O. Box 1442 Maple Valley,Washington 98038 phone: (425) 432 -9877 fax: (425) 432 -9878 e -mail : lauch @bethuneassociates.com ww w.bethuneassociates.com STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT LAUCIThIN R. 'BETHUNE CERTIFICATE NO. 462 REVISIONS A Revised per Stacy MacGregor, / 1 \ Asst. Planner, City of Tukwila Email - 05/06/08 LRBA/LJL- 05/07/08 A Revi per Stacy MacGregor, Asst. Planner, City of Tukwila Email- 06/03/08 LRBA/LJL- 06/11/08 VALLEY VIEW SEWER DISTRICT 14816 MILITARY ROAD SE TUKWILA, WASHINGTON LANDSCAPE PLANTING PLAN JOB NO. #27193 simemailimmonimm SCALE: 1" DATE: 04/25/08 DRAWN: LJL CHK: LRB COPYRIGHT 2008 SHEET L 2.0 PART 1 - GENERAL 1.1 SUMMARY 1.2 REFERENCES 1.3 DEFINITIONS 1.4 SUBMITTALS L5 CLOSE -OUT SUBMITTALS 1.6 SUBSTITUTIONS 1.7 QUALIFICATIONS F. A. B. C. D. E. 1.10 COORDINATION 1.12 MAINTENANCE SERVICE PART 2 - PRODUCTS 2.2 SOD LAWN 2.3 SOIL MATERIALS SECTI ON 02800 LANDSCAPE WORK A. Section includes preparation of subsoil and topsoil; topsoil bedding; new or relocated trees, plants, seeded grass, sod lawn, ground cover, mulch, amendments, fertilizer and maintenance. B. When specifications contained in this Section conflict with the Landscape Drawings, the Landscape Drawings take precedent. C. Related Sections: 1. Section 02311 - Grading 2. Section 02320 - Backfill: Rough grading of site. 3. Section 02324 - Trenching: Rough grading over trench cut. 4. Section 02811 - Landscape Irrigation. A. American National Standards Institute: 1. ANSI Z60.1 - Nursery Stock. B. International Society of Arborists: 1. ISA - Certification Documentation for Tree Pruning Qualifications. C. National Arborist Association: 1. NAA - Certification Documentation for Tree Pruning Qualifications. A. Weeds: Any plant life not specified for a given area or scheduled. B. Plants: Living trees, plants, grass, and ground cover specified hi this Section and described in ANSI Z60.1. A. Section 01330 - Submittal Procedures: Requirements for submittals. B.. Product Data: Submit list of plant material sources, data for amendments, fertilizer and other items required plant source list including nurseries and contact numbers 30 days after award of contract. A. Section 01700 - Execution Requirements: Close -out procedures. B. Operation and Maintenance Data: types, application frequency, and recommended coverage of fertilizer. A. No material substitution shall be made without the written approval of the Landscape Architect or the Owner's Representative. A. Nursery: Company specializing in growing and cultivating the plants with five (5) years experience. B. Installer: Company specializing in installing and planting the plants with five (5) years experience and approved by nursery. Installer must be a licensed and bonded landscaping Contractor. C. Tree Pruner: Company specializing in pruning trees with proof of ISA Arborist Certification or NAA Certified Tree Care Specialist. D. Maintenance Services: Performed by the installer. 1.8 DELIVERY, STORAGE, AND HANDLING Section 01600 - Product Requirements: Product storage and handling requirements. Deliver fertilizer in waterproof bags showing weight, chemical analysis, and name of manufacturer. Protect and maintain plant life until planted. Deliver plant life materials immediately prior to placement. Keep plants moist. Plant material which has been damaged by reason of delivery, storage or handling will be rejected. 1.9 ENVIRONMENTAL REQUIREMENTS A. Do not install plant life when ambient temperatures may drop below 35 degrees F or rise above 90 degrees A. Section 01300 - Administrative Requirements: Coordination and project conditions. B. Install plant life after and coordinate with installation of underground irrigation system piping and watering heads specified in Section 02811. 1.11 GUARANTEE AND REPLACEMENT A. Section 01700 - Execution Requirements: Product warranties and product bonds. B. Beginning at time of final acceptance, all materials and workmanship shall be guaranteed for a time period of one (1) year. During time of guarantee all plant material shall be in a healthy, thriving condition. C. Provide one (1) year manufacturer's guarantee for trees, plants, seeded grass, sod, and ground cover. D. Replace any seeded or sodded areas which fail to show vigorous growth after three (3) weeks of seeding. Fill and seed all areas which settle, as specified. At the end of the guarantee period, the seeded and sodded areas shall be a flourishing, vigorous, uniform, thick stand of specified grasses with no bare spots and no weeds. Remove and replace immediately and dead, diseased, dying or missing plant materials at no cost to the Owner during the guarantee period. Replacement plants shall be as specified and guaranteed until completion of the guarantee period. E. Lawn that has been hydroseeded shall be allowed to become established. Landscape Contractor to cut straight edge between hydroseed lawn and mulch planter. Remove all lawn over spray in mulch planter, dispose of debris off -site. A. Section 01700 - Execution Requirements: Maintenance service. B. Beginning at the first installation of plant material, maintain plant life through final acceptance. C. Continue maintenance until final acceptance. D. Maintenance to include: 1. Cultivation and weeding plant beds and tree pits. 2. Applying herbicides for weed control. Remedy damage resulting from use of herbicides. 3. Remedy damage from use of insecticides. 4. Irrigating sufficient to saturate root system. 5. Pruning, including removal of dead or broken branches. 6. Disease control. 7. Maintaining wrapping, guys, turnbuckles and stakes. Adjust turnbuckles to keep guy wires tight. Repair or replace accessories when required. 8. Fertilizer. 9. Removal and replacement of dead or damaged plants. 10. Mowing and edging lawn. 2.1 TREES, PLANTS, AND GROUND COVER A. Planting Stock: 1. All plants shall be true to type and name in accordance with the latest edition of Standardized Plant Names, official code of the American Joint Committee on Horticulture Nomenclature, and each bundle or each plant shall be labeled properly. 2. All plants shall have a well- branched, vigorous and balanced root and exhibiting normal habit of growth and unless otherwise specified, shall be No 1 Grade conforming to "American Standard for Nursery Stock" of the American Association of Nurserymen (AAN). They shall be free from disease, injurious insects, insect eggs and larva, mechanical wounds, broken branches, rot, decay or any other defect. Trees shall have reasonable straight trunks with well balanced tops and a single leader. B. Trees, Plants, and Ground Cover: 1. Species and size identifiable in plant schedule, grown in climatic conditions similar to those in locality of the Work. A. Sod shall be supplied by "Country Green" per plan. B. Sod shall be premium quality, uniform green color, free of all weeds, pests, poa annua, and disease. Sod shall be a minimum of twelve (12) months old, but not more than thirty (30) months old, and shall be delivered to the project the site within twenty -four (24) hours of cutting. A. Topsoil: Imported from Puget Sound Soils -60/40 mix per plan. B. Topsoil: Fertile, agricultural soil, typical for locality, capable of sustaining vigorous plant growth, taken from drained site; free of subsoil, clay or impurities, plants, weeds and roots; minimum pH value of 5.4 and mazimum pH value of 7.0; organic matter to exceed 1.5 percent, magnesium to exceed 100 units; pbsphorus to exceed 150 units; potassium to Exceed 20 units; soluble salts /conductivity not to exceed 900 ppm/0.9 mmhos /cm in soil. PART 2 - PRODUCTS (Continued) 2.4 SOIL AMENDMENT MATERIALS A. If soil tests indicate soil amendment, apply soil conditioners /fertilizers to amend soil to specified conditions. 1. Tree Fertilizer: Containing fifty percent of the elements derived from organic sources; of proportion necessary to eliminate any deficiencies of topsoil as indicated by analysis. B. Peat Moss: Shredded, loose sphagnum moss; free of lumps roots, inorganic material or acidic materials; minimum of 85 percent organic material measured by oven dry weight. C. Bone Meal: Raw, granular, commercial grade, minimum of 3 percent nitrogen and 20 percent phosphorous. D. Lime: Round limestone, dolomite type, minimum 85 percent carbonates with a minimum of 30 percent magnesium carbonates. E. Water: Clean, fresh, potable and free of substances or matter which could inhibit vigorous growth of plants. F. Herbicide: As allowed by local codes and regulations. G. Pesticide: As allowed by local codes and regulations. H. Osmacote slow release per plan. 2.5 MULCH MATERIALS A. Mulching Material: Mulch shall consist of fine ground (Z inch minus) fir or hemlock bark supplied from fresh water mill; uniform in color and free from weeds, seeds, or other materials harmful to plant growth. 2.6 ACCESSORIES A. Wrapping Materials: Tree -wrap, not less than 4 inch wide tape, designed to prevent bore damage and winter freezing. B. Stakes: Lodge pole, 2" diameter with pointed end, min. 8' height. C. Cable, Wire, Eye Bolts and Turnbuckles: Non - corrosive, of sufficient strength to withstand wind pressure and resulting movement of plant life. D. Plant Protectors: Rubber sleeves over cable to protect plant stems, trunks, and branches. E. Grates: Cast iron design, square, sized to resist pedestrian loads; where indicated on the Drawings. F. Decorative Cover: Fir bark chips supplied from fresh water mill. G. Tree Protectors: Plastic with galvanzied rings. 2.7 SOURCE QUALITY CONTROL AND TESTS A. Section 01400 - Quality Requirements: Testing and Inspections Services. Provide quality control and testing. B. Testing is not required if recent tests are available within 12 months of installation for imported topsoil. Submit these test results to the testing laboratory. Indicate, by test results, information necessary to determine suitability. PART 3 - EXECUTION 3.1 EXAMINATION A. B. C. D. 3.2 PREPARATION OF SUBSOIL A. Prepare subsoil to eliminate uneven areas. Maintain profiles and contours. Make changes in grade gradual. Blend slopes into level areas. B. Remove foreign materials, weeds and undesirable plants and their roots. Remove contaminated subsoil. C. Remove foreign materials larger than 1 inch in diameter prior to placement of topsoil. D. Scarify subsoil to a depth of 6 inches where plants are to be placed. Repeat cultivation in areas where equipment used for hauling and spreading topsoil has compacted subsoil. E. Dig pits and beds three (3) times wider than plant root system. 3.3 PLACING TOPSOIL A. Spread topsoil over scarified subgrade. In lawn areas, place minimum 4" depth of approved topsoil over subgrade. In shrub planters, place minimum 6" depth of approved topsoil over subgrade. Rake smooth. B. Place topsoil during dry weather and dry unfrozen subgrade. C. Remove vegetable matter and foreign non - organic material from topsoil while spreading. D. Grade topsoil to eliminate rough, low or soft areas, and to ensure positive drainage. E. Planting holes intended for shrub material root balls to have minimum 8" depth of approved topsoil in bottom of pit. Planting holes intended for tree root balls to have minimum 12" depth of approved topsoil in bottom of pit. F. Finish elevation shall be defined as 2 inches below curbs, walks, and/or other adjacent hardscape for all sod lawn are as, and flush with curbs, walks and /or other hardscape for all fine lawn hydroseeded areas. Finish elevation refers to grades prior to installation of mulch or lawn. 3.4 FERTILIZING A. B. C. 3.5 PLANTING Section 01300 - Administrative Requirements: Coordination and project conditions. Verify that prepared subsoil and planters are ready to receive Work. Saturate soil with water to test drainage. Verify that required underground utilities are available, in proper location, and ready for use. Apply after initail raking to topsoil. Mix thoroughly into upper 2 inches of topsoil. Lightly water to aid the dissipation of fertilizer. A. Place plants for best appearance. B. Set plants vertical. C. Remove non - biodegradable root containers. D. Set plants in pits or beds, partly filled with prepared plant mix, at a minimum depth as indicated on Drawings under each plant. Remove burlap, ropes and wires, from the top half of root ball. E. Place bare root plant materials so roots lie in a natural position. Backfill soil mixture in 6 inch layers. Maintain plant life in vertical position. F. Saturate soil with water when the pit or bed is half full of topsoil and again when full. 3.6 PLANT RELOCATION AND RE- PLANTING A. Relocate plants as indicated on Drawings (as applicable). B. Ball or pot removed plants if temporary relocation is required. C. Place bare root plant materials so roots lie in a natural position. Backfill soil mixture in 6 inch layers. Maintain plant materials in vertical position. D. Saturate soil with water when the pit or bed is half full of topsoil and again when the pit or bed is full of topsoil. 3.7 PLANT SUPPORT A. Brace plants vertically with plant protector wrapped guy wires and stakes to the following: Tree Caliper 1 inch 1 - 13/4 inches 2 - 3 inches Over 3 inches 3.8 FIELD QUALITY CONTROL 3.9 CLEAN -UP Tree Support Method One (1) stake with one (1) tie. Two (2) stakes with two (2) ties. Three (3) stakes with three (3) tees, bolts and turn buckles. Four (4) guy wires with eye bolts and turn buckles. A. Section 01400 - Quality Requirements: Testing and inspection services. B. Plants will be rejected if a ball of earth surrounding roots has been disturbed or damaged prior to or during planting. A. A general clean -up shall be made immediately after and as part of all Work done in the area. The clean -up shall include the entire area under this Contract. Adjacent areas shall be cleaned to the extent that the Work done under the Contract may scatter litter. Such clean -up shall include pick -up and removal from the area of Work all clippings, trimmings, leaves, and all other litter and debris originating from any source. Remove flag labels from all planting material. 3.10 SCHEDULE - PLANT LIST A. See Landscape Materials Schedule on Landscape Drawings. END OF SECTI ON PART 1 - GENERAL 1.1 SUMMARY SECTION 02811 UNDERGROUND I RRI GATI ON SYSTEM A. Section includes trenching, pipe and fittings, valves, sprinkler heads, accessories and controls for automatic landscape irrigation system. B. Related Sections: 1. Section 02320 - Backfill: Backfilling utility structures. 2. Section 02324 - Trenching: Excavating and backfilling for irrigation piping. 3. Section 02800 - Landscape Work: Landscape plant and materials. 4. Section 16000 - Electrical Work - Bidder Design. 1.2 REFERENCES A. American Society for Testing and Materials: 1. ASTM D2235 - Standard Specification for Solvent Cement for Acrylonitrile- Butadiene - Styrene (ABS) Plastic Pipe and Fittings. 2. ASTM D2241 - Standard Specification for Poly (Vinyl Chloride) (PVC) Pressure -Rated Pipe Pipe (PVC) Plastic Piping Systems. B. National Electrical Manufactures Association: 1. NEMA 250 - Enclosures for Electrical Equipment (1000 Volts Maximum). 1.3 SYSTEM DESCRIPTION A. Electronic solenoid or Hydraulic controlled underground automatic irrigation system, with low point or self pressure blowout drain, as indicated. B. Source Power: 120 volts AC, single phase. C. Low Voltage Controls: 24 volts. 1.4 SUBMITTALS A. Section 01330 - Submittals Procedures: B. Shop Drawings: Indicate piping layout to water source, location of sleeves under pavement, location and coverage of sprinkler heads, components, plant and landscaping features, site structures, schedule of outlets and fittings to be used. C. Product Data: Submit manufacturer's technical data; and component and control system, and wiring diagrams. 1.5 CLOSEOUT SUBMITTALS A. Section 01700 - Execution Requirements: Closeout procedures. B. Project Record Documents: Record actual locations of all concealed components, piping system and conduit. C. Operation and Maintenance Data: 1. Provide instructions for operation and maintenance of system and controls, seasonal activation and shutdown, and manufacturer's parts catalog. 2. Provide schedule indicating length of time each valve is required to be open to provide a determined amount of water. 1.6 QUALIFICATIONS A. Manufacturer: Provide underground automatic irrigation as a complete unit produced by a single acceptable manufacturer, with minimum five (5) years experience, specializing in manufacturing products specified in this Section, including heads, valves, piping circuits, controls, and accessories. B. Installer: Company specializing in performing Work of this Section with minimum five (5) years experience approved by manufacturer. Installer must be a licensed and bonded underground Irrigation Contractor. 1.7 FIELD MEASUREMENTS A. Verify pressure, flow and volumn prior to installing irrigation system. If discrepance, report to Landscape Architect. B. Verify that field conditions and field measurements are as indicated. C. Verify landscape plant material staking and layout. 1.8 COORDINATION 2.2 A. Section 01300 - Administrative Requirements: Coordination and project coordination. B. Coordinate the Work with site backfilling, landscape grading and delivery of plant life. 1.9 EXTRA MATERIALS A. Section 01700 - Execution Requirements: Spare parts and maintenance products. 1. Two (2) sprinkler heads of each type and size. 2. Two (2) valve keys for manual valves. 3. Two (2) valve box keys. 4. Two (2) wrenches for each type head core and for removing and installing each type head. PART 2 - PRODUCTS 2.1 PIPE MATERIALS A. B. C. D. OUTLETS (SDR Series). 3. ASTM D2282 - Standard Specification for Acrylonitrile- Butadiene- Styrene (ABS) Plastic (SDR -PR). 4. ASTM D2564 - Standard Specification for Solvent Cements for Poly (Vinyl Chloride) PVC Pipe: ASTM D2241; Schedule 40, size as required; solvent -weld sockets. Fittings: Type and style of connection to match pipe. Solvent Cement: ASTM D2564 for PVC pipe fittings. Sleeve Material: PVC. A. Manufacturers: 1. Rainbird Company. 2. Substitutions: Section 01600 - Product Requirements. B. Outlets: Brass or bronze construction. C. Rotary Type Sprinkler Head: Pop -up type without screens; fully adjustable for flow and pressure; size as indicated; with letter or symbol designating degree or arc and arrow indicating center of spray pattern. D. Spray Type Sprinkler Heads: Fixed surface head: pop -up head with full circle, half circle, third circle, or quarter circle pattern. E. Emitters: Adjustable outlet, non - clogging, with two (2) trickle tubes. 2.3 MANUAL VALVES A. Globe Valves: Bronze construction, non- rising stem. B. Backflow Preventers: Bronze body construction, double check valve type, as required by governing Authority Having Jurisdiction. C. Valve Box and Cover: AMETEK, 12 inch standard box with locking lid. 2.4 CONTROLS AND CONTROL VALVES A. Controller: Automatic controller, microprocessor solid state control with visible readout display and motor driven time for a multiple station system, programmable for seven (7) days in quarter (1/4) hour increments, with automatic start and shutdown. B. Controller Housing: Weatherproof, watertight, with lockable access door. C. Valves: Hydraulic or Electric Solenoid as indicated on Drawings, normally closed, including required fittings and accessories. D. Wire Conductors: Color coded, copper conductor, direct burial type. Bundle grouped control wires together. PART 3 - EXECUTI ON 3.1 EXAMINATION A. B. C. 3.2 PREPARATION A. Comply with requirements of Uniform Plumbing Code. B. Piping layout indicated is diagrammatic only. Route piping to avoid plants, ground cover, utilities, and structures. C. Layout and stake locations of system components. D. Review layout requirements with other affected Work. Coordinate locations of sleeves under paving to accommodate system. 3.3 TRENCHING A. Trench and backfill in accordance with Section 02320 and Section 2324. B. Trench to accommodate grade changes and slope to drains. Excavate straight and true with bottoms sloped to low points. C. Excavate trenches to provide 18 inches minimum coverage over top of installed piping, below finish grade. D. Excavate trenches to a depth of 3 inches below invert of pipe, unless otherwise indicated. E. All roots t inch diameter and greater that are cut shall be treated with an approved tree wound dressing. F. Maintain trenches free of debris, material, or obstructions that may damage pipe. 3.4 SLEEVING Section 01300 - Administrative Requirements: Coordination and project conditions. Verify location of existing utilities. Verify that required utilities are available, in proper location, and ready for use. A. Install sleeves under all paved and surfaced areas, through walls, and as required to facilitate a smooth construction sequence. Extend sleeves as shown on Drawings. Coordinate with other trades as required. B. Sleeves to be a minimum twice (2 x) the IPS diameter of insert pipe, and shall extend a minimum of 12 inches beyond edge of paving, walks, and walls. Plug ends of pipe to prevent soil from entering ends, if backfill is required prior to use. C. Valve Box and Cover: AMTEK, 12 inch standard box with locking lid. 3.5 INSTALLATION A. Connect to utilities. B. Set outlets and box covers at finish grade elevations. C. Install control wiring in accordance with National Electric Code. Provide 10 inch expansion coil at each valve to which controls are connected, and at 100 foot intervals. Bury wire beside pipe. Mark valves with neoprene valve markers containing locking device. Set valve markers in 160 psi PVC pipe risers exiting from top of valve to finish grade. D. After piping is installed, but before outlets are installed and backfilling commences, open valves and flush system with full head of water. E. Install lawn heads at manufacturer's recommended heights. Install shrubbery heads at heights indicated. Located part - circle heads to maintain a minimum distance of 4 inches from walls and 2 inches from other boundaries, unless otherwise indicated. F. Use dielectric fittings at connections where materials of dissimilar metal are joined. 3.6 FIELD QUALITY CONTROL A. Section 01400 - Quality Requirements: Testing and inspection services 01700 - Execution Requirements: Testing, adjusting, and balancing. B. Prior to backfilling, test system for leakage for whole system to maintain 100 psi pressure for one (1) hour. Piping may be tested in sections to expedite Work. Coordinate with Landscape Architect w/48 hours notice. C. System is acceptable if no leakage or loss of pressure occurs and system self drains during test period. Remove and repair piping, connections, valves which do not pass hydrostatic testing, at no Cost to Owner. D. Provide one (1) complete spring start -up and a fall shutdown. 3.7 BACKFILLING A. Provide 18 inches minimum cover over top of piping. Trench and backfill to subgrade elevation as specified in Section 02324 - Trenching. Protect piping from displacement. 3.8 ADJUSTING A. Section 01700 - Execution Requirements: Testing, adjusting, and balancing. B. Adjust control system to achieve time cycles required. C. Set controller for water times suitable for the time of year and plan a written schedule on water, and place schedule adjacent to the controller. D. Change or adjust head types for full water coverage as directed. 3.9 DEMONSTRATION AND TRAINING A. Instruct Owner's personnel in operation and maintenance of system, including adjusting of sprinkler heads. Use operation and maintenance material as basis demonstration. END OF SECTI ON RECEIVED CITY OF TUKWILA APR 2 8 2U08 PERMIT CENTER FOR SUBMITTAL ONLY NOT FOR CONSTRUCTION USE YX,"/ Lauchlin R Bethune Associates, Inc. ASLA LANDSCAPE ARCHITECTURE & PLANNING, ASLA P.O. Box 1442 Maple Valley,Washington 98038 phone: (425) 432 -9877 fax: (425) 432 -9878 e -mail : lauch @bethuneassociates.com www.bethuneassociates.com STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT LAUCHLIN Z. BETHUNE CERTIFICATE NO. 462 REVISIONS VALLEY VIEW SEWER DISTRICT 14816 MILITARY ROAD SE TUKWILA, WASHINGTON LANDSCAPE SPECIFICATIONS: PLANTING AND IRRIGATION PLANS JOB NO. #27193 SCALE: NONE DATE: 04/25/08 DRAWN: LJL CHK: LRB COPYRIGHT 2008 SHEET L 3.0 PERMIT SET JOB NO: 07.15 DATE: 4/24/2008 REVISIONS: THIS DOCUMENT REPRESENTS A PROPRIETARY DESIGN OWNED BY THE ARCHITECT AND SHALL NOT BE USED ON OTHER PROJECTS FOR AODmONS TO THIS PROJECT OR FOR COMPLETION OF THIS PROJECT BY OTHERS EXCEPT BY PRIOR ARRANGEMENT IN WRITING 0 PAGE & BEARD ARCHITECTS, PS 5329 REG RED 4 GALENC.P•c STATE OF WASHINGTON 40' SITE DEMOLITION NOTES 1. THE CONTRACT FOR CONSTRUCTION SHALL CONTAIN ALL DEMOLITION WORK REQUIRED TO PREPARE THE SITE FOR THE NEW WORK. THE DEMOLITION DRAWINGS AND NOTES ARE PROVIDED TO OUTLINE THE GENERAL SCOPE OF THE WORK ONLY. THE CONTRACTOR MUST VISIT THE SITE PRIOR TO BIDDING AND DETERMINE THE FULL EXTENT OF THE WORK. 2. WORK SHALL INCLUDE ALL DEMOLITION WORK SHOWN ON DRAWINGS OR AS REQUIRED TO COMPLETE NEW WORK AS SHOWN. TAKE CARE TO REMOVE ONLY THOSE AREAS NECESSARY AND TO AVOID DAMAGE TO ADJACENT WORK. 3. EXISTING CONDITIONS: SOME EXISTING SYSTEMS; I.E.UNDERGROUND UTILITY SYSTEMS INCLUDING WATER & SEWER ARE CURRENTLY FUNCTIONING. 4. CEASE OPERATIONS IMMEDIATELY IF ANY SURROUNDING STRUCTURE APPEARS TO BE IN DANGER AND NOTIFY ARCHITECT /ENGINEER. DO NOT RESUME OPERATIONS UNTIL DIRECTED. 5. PREPARATION: PROVIDE EROSION AND SEDIMENTATION FACILITIES FOR NEW WORK. NOTIFY AFFECTED UTILITY COMPANIES BEFORE STARTING WORK AND COMPLY WITH THEIR REQUIREMENTS. MARK LOCATION AND TERMINATION OF UTILITIES. 6. PATCHING: ALL AREAS WHERE EXISTING WORK IS REMOVED SHALL BE PATCHED TO MATCH ADJACENT SURFACE UNLESS NOTED OR SHOWN OTHERWISE. 7. ITEMS TO BE SALVAGED ARE TO BE DISPOSED OF AS DIRECTED BY THE OWNER. THE CONTRACTOR MUST PROTECT THESE ITEMS FROM DAMAGE UNTIL THE OWNER REMOVES THEM FROM THE RESPONSIBILITY OF THE CONTRACTOR. 8. VERIFY LOCATION & CONDITION OF ALL EXISTING UTILITIES PRIOR TO DOING ANY WORK. DISCONNECT, REMOVE, CAP, AND IDENTIFY DESIGNATED UTILITIES WITHIN DEMOLITION AREAS. RELOCATE UTILITIES TO ACCOMMODATE THE NEW BUILDING PLAN AND LOCATION OF NEW METERS. 9. IF DURING THE COURSE OF WORK THE EXISTENCE OF ASBESTOS IN THE STRUCTURE OR BUILDING IS OBSERVED, THE CONTRACTOR SHALL PROMPTLY NOTIFY OWNER AND ARCHITECT REGARDING REMOVAL OR ENCAPSULATION. 10.ADJACENT PROPERTIES, STREETS AND WALKS ARE TO BE PROTECTED FROM DAMAGE AT ALL TIMES. 1 1.ALL ITEMS THAT ARE DEMOLISHED OR REMOVED FROM THE SITE AND ARE NOT TO BE SALVAGED OR RE- INCORPORATED INTO THE CONSTRUCTION, BELONG TO THE CONTRACTOR. 12.ALL DEBRIS SHALL BE HAULED FROM THE SITE AS SOON AS DEMOLISHED, AND IT SHALL BE DISPOSED OF AS WORK PROGRESSES. DO NOT BURN OR BURY MATERIALS ON SITE. UPON COMPLETION OF WORK, LEAVE AREAS IN CLEAN CONDITION. 13.CONTRACTOR SHALL SECURE PERMITS FOR ALL DEMOLITION WORK. 20' 10' 0 ■ EXIST OFFICE / SHOP. MINOR REMODEL UNDER THIS PERMIT APPLICATION 2,375 SF LOT COVERAGE EX ASPHALT TO REMAIN 82.41' PORTABLE 004100008806 TREE•TO REMAIN. PROTECT W/ BARRIER FENCE. REMOVE EX 4' H CHAINLINK FENCE. REMOVE EX SIGN & BASE, CURBS, WALKWAY, FLAGPOLE, PLANTINGS. SALVAGE FLAGPOLE & LIGHTS FOR RE- LOCATION. NOTE: SEE CIVIL PLANS & A -1.1 FQ ( SAWCUT LOCATIONS IN EXIST PARKING LT i 00400008905 —. ._._ �NEWGt1RBfUfi 347 -- ......_ ...._ _ SEE CIVIL EX CB TO SEE CIVIL / _........._.__E- GENSET & ....... /ENCLOSURE TO / REMAIN EX GAS METER TO REMAIN EX CURB CUT S87 °56'05 "E 254.17' EX CB TO REMAIN- , SEE CIVIL REMOVE EX SWING GATE & AND POSTS. 110.80' EX GRAVEL YARD. NO WORK THIS AREA BLDG C- EXIST SHOP NO WORK 2,371 SF LOT COVERAGE ► ► .. 344. _ ............ ■ . 343 - ..... 342 .. SEE CIVIL PLANS FOR ALL RELATED ROW WORK EX 4' H CHAINLINK FENCE TO REMAIN S. 148TH STREET 60.96 REMOVE EX 4' H CHAINLINK FENCE AS REQ'D FOR INSTALLATION OF NEW 6' FENCE 171.96' _._... 349- _.. 349 /7 EX 8' H CHAINLINK FENCE TO REMAIN - 27 -•7 1 u7 u1 EX EVERGREEN SCREEN TO REMAIN. PROTECT DURING CONSTRUCTION REMOVE 10' OF EX FENCE. SEE NEW SETE PLAN EXIST CONC "ECOLOGY" BLOCKS TO BE REMOVED. SALVAGE TO OWNER. EXIST LP STORAGE TANK TO REMAIN EXIST 8" DIA BOLLARDS TO REMAIN EXIST CONC "ECOLOGY" BLOCKS TO REMAIN UNO EXIST PORTABLE SHED TO REMAIN EXIST LIGHT POLE & BASE TO BE c' REMOVED. SEE ELEC. IQ AREAS WITH THIS HATCHING: REMOVE ALL PLANTS, TREES & ROOTS, CURBS, ASPHALT ETC. DOWN TO SUBGRADE, UNO. SEE CIVIL FOR GRADING REQ'MNTS. 1 AREAS WITH THIS HATCHING: INDICATES PREVIOUS BLDG FOOTPRINTS. FNDS HAVE BEEN REMOVED. CRAWLSPACES WERE BACKFILLED WITH UN- DOCUMENTED FILL. THESE AREAS WILL BE 004100008509 EXCAVATED TO NATIVE, BACKFILLED WITH EXCAVATED MATERIAL (AFTER VERIFICATION BY GEOTECH ENG), & COMPACTED PER SPEC. 0. l eitO NISO o RECEIVED CITY OF T UKWILA APR 2 8 2008 PERMIT CENTER m x 00 S n z n z -1 r z m z n m 0 m z N EXISTING SITE / DEMO PLAN (I) SCALE: 1" = 20' w (0 c0 cri „,, ll11llll iii PA6E�B�ANII 910 MARKET STREET KIRKLAND, WA 98033 TEL: 425.827.7850 FAX: 425.827.7014 INFOAPAGEANDBEARD.COM L.L. 2 CO EX SITE / DEMO PLAN 1SHEET. A -1.0 Off Street Parking Area 01mansiorr 1MC 18.5G. A REVISIONS: C _ S F . Parking II Sall Ai Curia Unit Mr►Edtill Anglo 11 Dopth AR li T 2 Tfay WWI t WlI*Y 2 Wary "Crat Traffic Traffic Traffic e r 12 20 20' 28" 36" 8.5 12 20 23 21) 37 30" 15• 11 1GI 41* 17 11 17 45 17,5 11 15 46 18 11 19 47 48� 8" 12.5 11.5* 469" ". 8.6 12.5 12 51..5 O 12 12.7 52 '.. 12 13A 52 r 18" 17.5" 20 9.2" 535* 55* &5 21 17.5 20 9.8 59.5 62 9 21 17 20 10.4 59 62 9,5 21 16.5 20 11 68.6 f2 90' 16" 24 8" 66" 5 19 24 8.5 62 63 a� 16 23 9 51 62 19 22 9.5 60 62 These figures are ter Ise 'with compact cue Only. f X rT n Co eMed C� arid twrirra! = ; •: shall he &sigined kr normal spaces. . . PERMIT SET JOB NO: 07.15 DATE: 4/24/2008 REVISIONS: Q 4/11/08 DESIGN REV COMMENTS SECOND- BUILDING C 0 0 0 THIS DOCUMENT REPRESENTS A PROPRIETARY DESIGN OWNED BY THE ARCHITECT AND SHALL NOT BE USED ON OTHER PROJECTS FOR ADDITIONS TO THIS PROJECT OR FOR COMPLETION OF THIS PROJECT BY OTHERS EXCEPT BY PRIOR ARRANGEMENT IN WRITING ICI PAGE & BEARD ARCHITECTS, PS 5329 REGISTERED AR li T NIL 1 0 , GALEN C.PAGE STATE OF WASHINGTON 1340 GROUND - BUILDING C 2352 0 2352 SECOND- BUILDING C 0 0 0 GROUND - BUILDING B 0 2850 2850 SECOND - BUILDING B 0 0 0 `PROPOSED BUILDING AREAS: (SF) EXISTING PROPOSED NEW TOTAL GROUND- BUILDING A 2690 0 2690 SECOND- BUILDING A 1340 0 1340 9 b L Lerrgtll ) Aisle or Street Stag 11Vidtk or Dept (B or C) J 1 Parallel Parking STALL LAYOUTS O .,_ 343 .- r h 114.00' I 2,150 sg ft Nir `• BUILDING B - NEW VEHICLE STORAGE BUILDING V - 8.50' 8.50' 8.50' 8 1 ''. .9.0 ' 9.00' 9.00' 9.00' PLAN ING 21 •F (7) STALLS 8.50' ° a N COMPACT 0 Lr, x a 0 z w z 5 _....343....._ CARPORT -- 8ikE RACKS (2 L.P. PORTABLE BLDG C- EXIST SHOP NO WORK 2,371 SF LOT COVERAGE 8.00' 8.00' PLANTING 88 SF ` 5 00 . 9.0 / " MI?ACT r ( ' I Illlllil� l A 700 sq ft ■ .. PLANTINGS - ,.._ r L AMINErarr al,■®1f ® n��a■■■■■11��� ®� ( BIKE RAC ;..� r Bl i I I WHEEL'•TOPS, �n °°\... ' 1. P LA N TI NG.`:: ii® --- J ��� �� 4 3 3 SF [ i l2Ei' -1 I�TFPE @NOR H STA LS •! ING �.. o •� .'' _. 347 - EXIST LP STORAGE TANK TO REMAIN EXIST 8" DIA BOLLARDS TO REMAIN EXIST CONC "ECOLOGY" BLOCKS TO REMAIN EXIST PORTABLE SHED TO REMAIN NEW MOTOR OPERATED CANTILEVERED ROLLING GATE (WIRELESS REMOTE & PEDESTAL MNTD KEYPAD CONTROLS) 20' WIDE "NO PARKING -FIRE LANE" PAINTED ON ASPHALT AS REQ'D BY TUKWILA FIRE t DEPT. 10' X 30' LOADING BERTH STRIPING AREA OF POSSIBLE FUTURE ADDITIONS TO BE KEPT CLEAR OF ALL NEW U.G UTILITIES, ETC. EXIST 60Kw GENSET, GAS METER & COVERED ENCLOSURE. �CkNF7 j �E.(v1EG ■ EXIST TRASH & RECYCLE CONTAINER AREA 40' SIGHT TRIANGLE 148TH FRONTAGE IMPROVEMENTS. SEE CIVIL PIANS.. \. NEW FREE - STANDING+SIGN W!,• GROUND MNTD LIGHTS -SEE ELEC. EXIST CONTOUR LINE, TYP. SEE CIVIL FOR GRADING NEW CONTOUR LINE, TYP. SEE CIVIL FOR GRADING NEW MOTOR OPERATED CANTILEVERED ROLLING GATE (EGRESS ONLY) TREES @ 30' 0.C. @ TYPE I BUFFER. SEE LANDSCAPE PLANS FOR ACTUAL LAYOUT & ADD REQMNTS NEW 6' TALL CHAINLINK SECURITY FENCE W/ BLACK 1 VINYL FABRIC, FOLLOWING NEW CURB, TYP. UNO ALT # 1: RAINWATER CISTERNS (3) ASSUMED PL BTWN BLDG A & B 4" CONC WALKWAY W/ LIGHT BROOM FINISH, TYP. NEW TYP. 6' TALL CHAINLINK SECURITY FENCE W/ MAN -GATE n RELOCATED FLAGPOLE W/ NEW LGHT FIXTURE -SEE ELEC NEW CONC CURB, TYP. TREES @ 20' 0.C. @ TYPE II BUFFER; SEE LANDSCAPE PLANS \ 342 ■ 0.00' 1 TYPE It -L ITIZr 81.52' S. 148TH STREET 1 74.3 5' NEW CONC WALKWAY EXTENSION. EXIST CONC WALKWAYS TO REMAIN \ NEW TYP. 6TALL CHAINLINK SECURITY FENCE W/ MAN -GATE 62.53' 62.53' NEW TYP 6' TALL 1HAINLINK FENCE ADJACENT ZONE: RC 0 0 vi 25.00' ZZ AvALsw,mmurAliefrtff 587 °56'05 "E 254.17' NEW CONC PATIO -SEE ALT # 2 DEMO'D DRIVE TO BE REPLACED WITH LANDSCAPING @ THIS AREA - SEE LANDSCAPE DWGS 349.. 74.01' 57.74 /T 1' `_. -.� _._._...1 :,r" -4x,17' f 110.12' l�Z EX 8' TALL CHAINLINK SECURITY FENCE, TYP. 3.22' EXIST STOREFRONT STAIR ENCLOSURE TO REMAIN. 1 HR FIRE RATING OF WALLS WITHIN 5' OF PL TO BE VERIFIED IF /WHEN GARAGE ADDITION PERMIT APPLICATION SUBMITTED. EXIST WALL MNTD LIGHT FIXTURES ON BLDGS A & C TO BE REPLACED W/ NEW SHIELDED HID FIXTURES. SEE ELECTRICAL PLANS. - REVIENNED f09. CODE. COMPLIANCE o 1 20 a SITE PLAN SCALE: 1" = 20' LLr z 1 w ) 0 w z J a 0 J ~Q / ao N PROJECT ADDRESS: TAX PARCEL NO.: LEGAL DESCRIPTION: AUTHORITY HAVING JURISDICTION (AHJ): OTHER PERMITS: PRE - APPLICATION #: MUP /ACUP #: OWNER: ARCHITECT: STRUCTURAL ENGINEER: CIVIL ENGINEER: SURVEYOR: ELECTRICAL ENGINEER: MECHANICAL ENGINEER: LANDSCAPE ARCHITECT: FIRE DISTRICT: WATER DISTRICT: SEWER DISTRICT: CONSTRUCTION TYPE: SPRINKLER SYSTEM: FIRE ALARM: STANDPIPE: OCCUPANCY GROUPS: USE: BUILDING CODES: ENERGY CODE & COMPLIANCE OPTIONS: TOTAL BUILDING A TOTAL BUILDING B TOTAL BUILDING C COVERED ENTRY ETC TOTAL BLDG LOT COVERAGE GROUP U: GARAGE OFFICE TOTAL OCCUPANCY: NEW BLDG B: GARAGE 200 TOTAL OCCUPANCY: PROJECT ADDRESS: TAX PARCEL NO: LEGAL DESCRIPTION: ZONING: PROJECT INFORMATION 14816 Military Road So. Tukwila, Washington, 98168 004100 -0083; 0088; 0089 LOT 4, BLK 2, OF FIRST ADDITION TO ADAM'S HOME TRACTS, ACCORDING TO THE PLAT RECORDED IN VOLUME 12 OF PLATS, PAGE 50, IN KING COUNTY, WASH; EXC THE EAST 60 FT; EXC THE NORTH 10 FEET RECONVEYED TO KING COUNTY FOR ROAD. CITY OF TUKWILA L08 -004 PRE -07 -021 VALLEY VIEW SEWER DISTRICT PAGE & BEARD ARCHITECTS: DIBBLE ENGINEERS, INC PACE ENGINEERS PACE ENGINEERS AWA ELECTRICAL CONSULTANTS, INC Fsi CONSULTING ENGINEERS LAUCHLIN BETHUNE LANDSCAPE CITY OF TUKWILA K.C. WD # 125 VALLEY VIEW SD BUILDING INFORMATION EXIST BUILDING A BUILDING B EXIST BUILDING C V -B V -B V -B NO NO NO YES YES YES NO NO NO B, S -2 U B, S -2 Public Utility Operations & Yard (18.24.020,33,c; 46) 2006 IBC, 2006 WAC 51 -50, 51 -11, 51 -13 2006 WASHINGTON STATE NON - RESIDENTIAL ENERGY CODE (REFER TO ENERGY NOTES ON A -0.0) 5,500 SF (TABLE 503) 200 100 BUILDING SETBACKS: Front: Second front: Side: Rear: BUILDING HEIGHT: Max. allowable height: Additional height: REQ'D LANDSCAPING: Front: Second front: Side: Rear: Parking Lot: PARKING STALL SIZES: Large: Medium: Compact: Loading berth (TMC 18.56.060): PARKING REQUIRED: Office use: Warehousing: Total Parking req'd: Parking Provided: Loading berth(s) req'd: 1 loading berth Bicycle Parking req'd: 1 / 50 stalls; 2 min 4030 0 2352 (ALLOWABLE BLDG SIZE -NEW BLDG B: PER IBC TABLE 503 OCCUPANCY TYPE EX. BLDG. A: FACTOR (1 / "X" SF) 'AREA (SF) 1OCCUPANCY LOAD 1 1160 2870 2850 SITE & ZONING INFORMATION 14816 Military Road So. Tukwila, Washington, 98168 004100 -0083; 0088; 0089 SEE "PROJECT INFORMATION" ABOVE RC- Regional Commercial LOT SIZE AND COVERAGE: LOT AREA: ALLOWABLE LOT COVERAGE: NON -PGIS (ROOF AREA): PGIS (ROOF AREA): PGIS (DRIVEWAY, PARKING): NON -PGIS (WALKS, CONC PADS): TOTAL LOT COVERAGE: TOTAL PGIS USE CLASSIFICATION: Public Utility Operations & Yard (206) 242 -3236 (425) 827 -7850 (425) 828 -4200 (425) 827 -2014 (425) 827 -2014 (425) 775 -1799 (206) 622 -3321 (425) 432 -9877 (206) 575 -4404 (206) 242 -9547 (206) 242 -3236 Tukwila Municipal Code 18.24.080 20 feet 10 feet 10 feet No yard is within 50' of LDR, MDR, HDR 10 feet No yard is within 50' of LDR, MDR, HDR Tukwila Municipal Code 18.24.080 3 stories or 35 feet N/A Tukwila Municipal Code 18.24.080 10 feet: Type I 10 feet: Type I 5 feet: Type II No yard is within 50' of LDR, MDR, HDR none No yard is within 50' of LDR, MDR, HDR Per Design Review req'mnts Tukwila Municipal Code Figure 18 - 9' & 9.5' X 19 24' 2 -way aisle @ 90 8.5' x 19' 25' 2 -way aisle @ 90 8' x 16' 25' 2 -way aisle @ 90° 30% max 10' x 30' Tukwila Municipal Code 3/1000 SF 1/2000 SF N/A 0 2850 0 306 3,000 SF (IBC 406.1.2; 18.24.080 & Figure 18 -7 2870 6362 USE 406.1.2 3,000 - 100,000 Sg RECEIVED ITY OF TUKWILA APR 28 ZuuB PERMIT CENTER 4030 2850 2352 306 8198 5.8 28.7 35 14.25 14 48,884 6198 2504 31940 1124 41766 34444 8.61 3.18 12 14 1 2 L i PAGE & EARD ARCHITECTS RS. 910 MARKET STREET KIRKLAND, WA 98033 TEL: 425.827.7850 FAX: 425.827.7014 INFO €PAGEANDBEARD.COM U N D w (in ›- w w w J J 0 C/7 0 0 i CCS 4J CO CO r-- 0") SITE PLAN SHEET A -1.1 MINOR REMODEL AND NEW GARAGE PROJECT ADJACENT ZONE: RC