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Permit D10-035 - 295 FIDELITY BUILDING
295 FIDELITY 5920 S 180 ST D1O-035 City (*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 Parcel No.: 3523049105 Address: 5920 S 180 ST TUKW Suite No: DEVELOPMENT PERMIT Permit Number: D 10 -035 Issue Date: 06/17/2010 Permit Expires On: 12/14/2010 Tenant: Name: 295 FIDELITY BUILDING Address: 5920 S 180 ST , TUKWILA WA Owner: Name: BOEING OREGON MASABI TRUST Address: 1325 4TH AVE SUITE 1940 , SEATTLE WA 98101 Phone: Contact Person: Name: KENDRA LUNDAHL Address: 119 S MAIN ST, STE 410 , SEATTLE WA 98104 Phone: 206 624 -3210 Contractor: Name: POE CONSTRUCTION Address: PO BOX 1838 , AUBURN WA 98071 -1838 Phone: 253 833 -2400 Contractor License No: POECOI *247QZ Expiration Date: 05/01/2011 DESCRIPTION OF WORK: DEMOLITION OF 150' OF LINEAR FEET OF THE SOUTHERN FACADE, 62.5 FEET OF THE SOUTHWEST FACADE, AND 87.5 FEET OF THE SOUTHEAST FACADE IN ORDER TO PROVIDE ADDITIONAL PARKING IN FRONT OF THE BUILDING. NEW CONSTRUCTION WILL CREATE NEW PARKING, A REPLACEMENT FACADE, AND AN ACCESSIBLE ENTRY. A MEZANNINE OF 3,000 SF WILL REPLACE EXISTING ONE TO BE DEMOLISHED. Public Works ACTIVITIES INCLUDE EROSION CONTROL, STORM DRAINAGE, SANITARY SEWER, RELOCATION OF DOMESTIC WM, INSTALLATION OF RPPA ON DOMESTIC WATER, NEW DEDUCT WM AND DCVA FOR IRRIGATION, UPGRADE OF FIRE DEPT CONNECTION (FDC) WITH KNOX LOCK BOX, FIRE DDCVA BACKFLOW TESTING. Value of Construction: $443,130.00 Fees Collected: $10,924.09 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2006 Type of Construction: IIIB Occupancy per IBC: 0008 * *continued on next page ** doc: IBC -7/07 D10 -035 Printed: 06 -17 -2010 City o?Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Inspection Request Line: 206 -431 -2451 Web site: http: / /www.ci.tukwila.wa.us Permit Number: D10-035 Issue Date: 06/17/2010 Permit Expires On: 12/14/2010 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 1500 c.y. Fill 500 c.y. Landscape Irrigation: Y Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: Y Y Y Private: Public: Profit: N Non - Profit: N Private: Public: Date: t3o— 7-- lO 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 this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. Signature: Print Name: r-E -ko --w ri Date: E7 019 • l O 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. doc: IBC -7/07 D10 -035 Printed: 06 -17 -2010 • wq� City of Tukwila Department of Cotntntutity 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 Parcel No.: 3523049105 Address: Suite No: Tenant: 5920 S 180 ST TUKW 295 FIDELITY BUILDING PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D10-035 ISSUED 02/08/2010 06/17/2010 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: 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. 9: 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. 10: 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. 11: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 12: 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. 13: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 14: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 15: Manufacturers installation instructions shall be available on the job site at the time of inspection. doc: Cond -10/06 D10 -035 Printed: 06 -17 -2010 • 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 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 18: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 19: 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. 20: ** *FIRE DEPARTMENT CONDITIONS * ** 21: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 22: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 23: 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) 24: 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) 25: 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) 26: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 27: 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) 28: 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) 29: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) doc: Cond -10/06 D10 -035 Printed: 06 -17 -2010 • 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 30: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 31: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 32: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I ", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.5.1) 33: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 34: 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) The path of egress shall require emergency lighting until exit discharge is accomplished. 35: 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) 36: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinlder heads. (IFC 901.4) 37: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 38: All new sprinlder systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and /or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 39: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 40: Fire department connections (FDC's) shall be oriented in the direction of fire apparatus access, have a 4 foot clear space in front and to the sides of the connection, be appropriately signed, have the building address served by the FDC stenciled vertically in 3 -inch high white numbers on a "safety red" background directly beneath the hose connection facing the direction of vehicular access, and protected from potential vehicular damage. 41: Post Indicator Valves (PIV's) shall have the building address served by the PIV stenciled vertically in 3 -inch high white numbers on a "safety red" background, facing the direction of vehicular access. 42: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5 -inch Storz fitting(s) and Knox FDC locking Storz cap. (NFPA 13- 6.8.3) (City Ordinance #2050) doc: Cond -10/06 D10 -035 Printed: 06 -17 -2010 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 43: An approved manual fire alarm system including audible /visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2051. 44: Local U.L. central station supervision is required. (City Ordinance #2051) 45: Maintain fire alarm system audible /visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible /visual notification devices. (City Ordinance #2051) 46: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 47: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 48: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire Department. The lockbox should be mounted so that it is readily visible and not over 60 inches high. (City Ordinance #2051) 49: 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. 50: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 51: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 52: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 53: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 54: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 55: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 56: 50000 ** *PLANNING DEPARTMENT CONDITIONS * ** 57: Prior to calling for a final inspection of the building permit, the applicant shall have the Landscape Architect submit a "Certification of Planting" to the City of Tukwila. The Certification shall note that the planting has been completed per the approved landscape plan. The City shall not conduct any inspection until this certification has been provided. 58: The Design Review is subject to a 21 day appeal period. Commencing construction prior to exhaustion of the appeal period is at the applicant's risk. 59: Planning final necessary prior to sign off on Building Permit. 60: Record the Ingress, Egress, and Reciprocal Parking Agreement (L10 -022) and provide the recording number to the City. doc: Cond -10/06 D10 -035 Printed: 06 -17 -2010 • • \wqs City of Tukwila \'y 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 61: Include restriping the Dania lot to meet the parking lot stall dimensions required by City code and the quantity of stalls determined by the parking determination file L10 -022. Restriping shall provide 236 stalls between these two lots. 62: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 63: Minimum 48 hours in advance the applicant or the contractor shall contact Public Works at 206 433 -0179 and schedule a pre - construction meeting with the Public Works Pr4oject Inspector. The applicant must notify the City Project Inspector at (206)433 -0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 64: Contractor shall notify Public Works Project Inspector at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 65: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 66: Work affecting traffic flows shall be closely coordinated with the City Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 67: Any material spilled onto any street shall be cleaned up immediately. 68: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 69: 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. 70: 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. 71: 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. 72: The exempt meter work shall include a State Department of Health approved double check valve assembly. 73: The deduct meter shall read flow quantities in 100's of cubic fee and shall have a TRPL register that is compatible with the Sensus automatic reading system. 74: It shall be verified in writing to the City Utilities Inspector that the fire loop system for the building contains a State Department of Health approved double check detector valve assembly. This shall be done prior to the Final Inspection. 75: All double check valve assemblies shall be approved by the State Department of Health. 76: It shall be verified in writing to the Utilities Inspector that the landscape irrigation system contains a State Department of Health approved double check valve assembly. This shall be done prior to the Final Inspection. A passing backflow test report shall be submited to the PW Project Inspector. 77: The domestic water Reduced Pressure Principle Assembly (RPPA) shall be installed in a HotBOX/ROCK or equal freeze protection enclosure anchored into a minimu 4" thick concrete pad. 78: If the 4" sanitary sewer pipe is found between the building and the existing sanitary sewer manhole, it shall be doc: Cond -10/06 D10 -035 Printed: 06 -17 -2010 • • 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 replaced with a 6 -inch pipe all the way to the existing sanitary sewer manhole. 79: Prior to final permit sign -off the applicant shall submit AS- BUILTcivil plans on mylar and electronic CD AutoCad version. * *continued on next page ** doc: Cond -10/06 D10 -035 Printed: 06 -17 -2010 • • 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 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: KLI7 I- Date: (° r7- • I O doc: Cond -10/06 D10 -035 Printed: 06 -17 -2010 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://w1VIV.Ci.tulcwila.wa.us Building Permit No. Mechanical Permit No Plumbing/Gas Permit No Public Works Permit No Project No. 1710' 0 For office use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION Site Address: 5920 S 180th Street, Tukwila, WA 98188 Tenant Name: To be determined BOEING OREGON MESABI TRUST Property Owners Name: King Co Assessor's Tax No.: 3523049105 Suite Number: New Tenant: Floor: 1 ❑ Yes [2] ..No 98101 Zip Mailing Address: 1325 4th AVE Suite #1940 Seattle WA City State CONTACT PERSON - who do we contact when your permit is ready to be issued Name: Kendra Lundahl Mailing Address: 119 South Main Street, Suite 410 E -Mail Address: kendral @pkjb.com Day Telephone: (206) 624 -3210 Seattle WA 98104 City State Fax Number: (206) 624 -3243 Zip GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: To be determined Mailing Address: City Day Telephone: Fax Number: Expiration Date: Contact Person: E -Mail Address: Contractor Registration Number: State Zip ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: PKJB Architecture and Engineering Mailing Address: 119 South Main Street, Suite 410 Contact Person: Bob Kroese Seattle WA 98104 E -Mail Address: bobk @pkjb.com City State Day Telephone: (206) 624 -3210 Fax Number: (206) 624 -3243 Zip ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: PKJB Architecture and Engineering Mailing Address: 112 Olds Station Road. Suite B Wenatchee WA 98801 City State Contact Person: Phil Van Heyningen Day Telephone: (509) 664 -5181 E -Mail Address: phily @pkbj.com Fax Number: (509) 665 -8750 \Applications \Fortes- Applications On Line \2009 Applications \I -2009 - Permit Application. doc Revised: 1 -2009 hh Zip Page I of 6 BUILDING PERMIT INFORMATION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ 443,130 Existing Building Valuation: $ 4,535,300 Scope of Work (please provide detailed information): Demolition of 150'0" liner fee of the existing southern facade, 62'5'/4 " of the existing southwest facade and 87'5 3/4 " of the existing southeast facade in order to provide additional required parking in front of the building. New construction will create new parking, a replacement facade & an accessible entry. A mezzanine of 3,000 square feet will replace the existing one being demolished. Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below 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 ti): 138,473 Floor area of principal dwelling: 57,385 Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 109 Compact: 26 Handicap: 5 Will there be a change in use? ❑ Yes PI No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: m Sprinklers m Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes m No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications \Forms- Applications On Line \2009 Applications \I -2009 - Permit Applicalion_doe Revised: 1 -2009 hh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1st Floor 67,397 0 - 10,012 57,385 III -B, sprink. S -1 2nd Floor [mezzanine] 9,310 0 -9,310 2,985 III -B, s rink. P S -1 3`d Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures. plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ti): 138,473 Floor area of principal dwelling: 57,385 Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 109 Compact: 26 Handicap: 5 Will there be a change in use? ❑ Yes PI No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: m Sprinklers m Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes m No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications \Forms- Applications On Line \2009 Applications \I -2009 - Permit Applicalion_doe Revised: 1 -2009 hh Page 2 of 6 PUBLIC WORKS PERMIT INFORMATION — 206 - 433 -0179 Scope of Work (please provide detailed information): Removed portion of building to be demolished. Put in new parking and storm drainage as required. Insure project meets the city of Tukwila's requirements. Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District m ...Tukwila ❑ ...Water Availability Provided Sewer District m ...Tukwila ❑ ...Sewer Use Certificate ❑ ... Water District # 125 ❑ .. Highline ❑...Valley View ❑ .. Renton 0... Sewer Availability Provided ❑ .. Renton El.. Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): m ...Civil Plans (Maximum Paper Size — 22" x 34 ") m ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ... Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) O ... Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ .. Right -of -way Use — Potential Disturbance m ...Construction /Excavation/Fill - Right -of -way ❑ Non Right -of -way 0 m ...Total Cut 1.500 cubic yards ❑ .. Work in Flood Zone m ...Total Fill 150 cubic yards m .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ..• .Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Abandon Septic Tank ❑ .. Curb Cut El.. Pavement Cut ❑ .. Looped Fire Line ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size.. WO # ❑ ...Water Only Meter Size WO # ❑...Deduct Water Meter Size ❑ ...Sewer Main Extension Public ❑ Private ❑ ❑ ...Water Main Extension Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund /Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H- Applications \Forms - Applications On Line\2009 Applications \l -2009 - Permit Application. doc Revised- 1 -2009 00 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. 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). I HEREBY CERTIFY THAT 1 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED - Signature: Date: 02/08/2010 Print Name: Bob r Day Telephone: (206) 624 -3210 Mailing Address: 119 South Main Street Seattle WA 98104 City State Zip Date Application Accepted: g 4 o I , Date Application Expires: ,_„ i V� i i Staff Initials: ''�lw H \Applications \Forms - Applications On Line \2009 Appli cations \I -2009- Permit Application. doc Revised. 1 -2009 bh Page 6 of 6 f • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 2q5 PERMIT # h 0-035 (l 6C/ 20 S 1 X1:)3, If you do not provide con ractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement Mobilization Erosion prevention Water /Sewer /Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but Tess than D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) 5. Enter total excavation volume 1, 5 O O Enter total fill volume 5oD category: ,000 000 16, cob ?,S /oott Cr) CD, 0° 0 $250 (1) (, �o 0 $200,000 of A. cubic yards cubic yards Use the following table to estimate the grading plan review and permit fee. xcavation and fill volumes. 0 QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1sT 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1sT 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1sT 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees (4) 'wy r-r FEB 2 2 2010 PERMIT CSR $ Cc .25 (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 11'} 9 •2� The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised Jan. 2009 CI IAKIMLA FEB 2 2 2010 PERMIT CENTER INCOMPLETE LTR# BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 GRADING Permit Review Fee $ (8) Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN _CUBIC , • YARDS . . RATE ,.. ,_ 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for lst 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for lst 100,000 CY plus $36.50 for each additional 10,000 or __. fraction thereof. Approved 09.25.02 Last Revised Jan,12009 2 n 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.tulcwila.wa.us Parcel No.: 3523049105 Address: 5920 S 180 ST TUKW Suite No: Applicant: 295 FIDELITY BUILDING RECEIPT Permit Number: Status: Applied Date: Issue Date: D10-035 ISSUED 02/08/2010 06/17/2010 Receipt No.: Initials: User ID: R10 -02584 JEM 1165 Payment Amount: $2,350.00 Payment Date: 12/30/2010 10:32 AM Balance: $0.00 Payee: POE CONSTRUCTION TRANSACTION LIST: Type Method Descriptio Amount Payment Check Authorization No. 097818 2,350.00 ACCOUNT ITEM LIST: Description Account Code Current Pmts WATER CONNECTION WATER INSTALLATION (DEP) 401.379.002 401.245.100 Total: $2,350.00 225.00 2,125.00 doc: Receiot -06 Printed: 12 -30 -2010 Parcel No.: Address: Suite No: Applicant: 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 3523049105 5920 S 180 ST TUKW 295 FIDELITY BUILDING RECEIPT Permit Number: Status: Applied Date: Issue Date: D10 -035 ISSUED 02/08/2010 06/17/2010 Receipt No.: R10 -01512 Initials: User ID: JEM 1165 Payment Amount: $63.00 Payment Date: 08/06/2010 09:54 AM Balance: $0.00 Payee: BOEING OREGON MESABI TRUST TRANSACTION LIST: Type Method Descriptio Amount Payment Check Authorization No. ACCOUNT ITEM LIST: Description 11810 63.00 Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 Total: $63.00 63.00 PAYMENT RECEIVED doc: Receiot -06 Printed: 08 -06 -2010 • 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 Parcel No.: 3523049105 Address: 5920 S 180 ST TUKW Suite No: Applicant: 295 FIDELITY BUILDING RECEIPT Permit Number: D10 -035 Status: APPROVED Applied Date: 02/08/2010 Issue Date: Receipt No.: R10 -01089 Initials: User ID: WER 1655 Payment Amount: $6,322.65 Payment Date: 06/17/2010 01:53 PM Balance: $0.00 Payee: BOEING OREGON MESABI TRUST TRANSACTION LIST: Type Method Descriptio Amount Payment Check 11794 6,322.65 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES PLAN CHECK - WATER METER PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE WATER INSPECTION FEE WATER TURN -ON FEE 000.322.100 000.345.830 000.342.400 000.342.400 000.345.830 640.237.114 401.342.400 401.343.405 Total: $6,322.65 4,309.90 10.00 208.25 1,625.00 125.00 4.50 15.00 25.00 PAYMENT RECEIVED doc: Receipt -06 Printed: 06 -17 -2010 411) • 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 Parcel No.: 3523049105 Address: 5920 S 180 ST TUKW Suite No: Applicant: 295 FIDELITY BUILDING RECEIPT Permit Number: D10-035 Status: PENDING Applied Date: 02/08/2010 Issue Date: Receipt No.: R10 -00299 Initials: User ID: Payee: JEM 1165 Payment Amount: $1,800.00 Payment Date: 02/22/2010 12:36 PM Balance: $6,022.65 BOEING OREGON MESABI TRUST TRANSACTION LIST: Type Method Descriptio Amount Payment Check 11752 1,800.00 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PW BASE APPLICATION FEE 000.322.100 250.00 PW LAND ALT PERMIT FEE 000.342.400 .75 PW LAND ALT PLAN REVIEW 000.345.830 49.25 PW PLAN REVIEW 000.345.830 1,500.00 Total: $1,800.00 PAYMENT RECEIVED doc: Receiot -06 Printed: 02 -22 -2010 • 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 Parcel No.: 3523049105 Address: 5920 S 180 ST TUICW Suite No: Applicant: 295 FIDELITY BUILDING RECEIPT Permit Number: D10-035 Status: PENDING Applied Date: 02/08/2010 Issue Date: Receipt No.: R10 -00211 Payment Amount: $2,801.44 Initials: JEM Payment Date: 02/08/2010 03:13 PM User ID: 1165 Balance: $4,314.40 Payee: BOEING OREGON MESABI TRUST TRANSACTION LIST: Type Method Descriptio Amount Payment Check 11745 2,801.44 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 2,801.44 Total: $2,801.44 PAYMENT RECEIVED doc: Receiot -06 Printed: 02 -08 -2010 INSPECTION RECORD Retain a copy with permit. INSPECT ON NO. PERMIT NO. • CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 , (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 13110435 Project: c2 5 ii& t 1 r Y Type of Inspection: Jc /nmL. Address: 5 526 5 /86 S7 • Date Called: . Special Instructions: Date Wanted: 6-01.0-// Requester: Phone No: Approved per applicable codes. • • aCorrections required prior to approval. COMMENTS: Periti i t niri pii ie/ /Ain ,/_. OoRF 0 SHeLG ON/_V .SFI3f(,TE ?RvwiTS AlwiJF " F®2 Date: - . . C. .z -y 14peTE SPECTION FEE REQUIRED. Prior t1next inspection. fee must id at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ,,;.• `_ 72. 'R r yv. � - _�... - �. 77-1.L-f, i' -'.. - K'• • • Tr-. • -..-.m -: •11n, • .1y -1.GT. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Did- 035 Proj=ct;, ` ] Type of Inspection: _ (A tin/ :46, Address: 55 C. D t k0 Sr Date Called: Special Instructions: Date Wanted: a.m. G-1.4 < < .cam Requester: Phone No: MApproved per applicable codes. E Corrections required prior to approval. COMMENTS: e''`'Pc''''t -.•-d . . try wQ a,► 645- atktitv. 4.. 6 a vintsv►aA- Acurrebic }u" w\v"` ele." PujI Date: 4 /'_ n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.' • • V-6 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO.V CITY OF TUKWILA BUILDING DIVISION . 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 010 -031 Project: .X.Cj f t a & t t r ki •. Type of Inspection: con ch r�IPti .4 fit +.4 5 Address: ' 'CA ZQ ' te9 o 'Si • ate Called: Special Instructions: Date Wanted: n1 Requester: Phone No: isApproved per applicable codes. DCorrections required prior to approval. 31> COMMENTS: -- 1\cZQad•Je.A • ector: Date: 1- 10 -1� EINSPECTION FEE REQUIRED. Prior to next inspection, fee must be aid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ::0 . . _ .ag.•:+e..as:rane-:X=DRWITZTA*V•VrEgrrierriled.-dr -mte. ..,, • • _ .l,.,,..-.•r,,.:.,. So 13 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. 1„ • CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 1 ,o_035 Project: F.i 4te (i -I 4 rquR.N \S. Type of Inspection: P1 4 A L B ) SIan:,4-( .e,o.tc+ to - #ppr ,.4 Address: V420 S- 190 SI" Date Called: (--(E) . i1A,1.116.IC5 c;wJ1! &Jr /Ay c./ Special Instructions: :7) F 9elL5_ x..15 4t - iff.ic 4 Date Wanted: l2. —Z°s —I° P.m- Requester: . Phone No: DApproved per applicable codes. ['Corrections required prior to approval. - COMMENTS: P (1) s fee:.., l yow. a.m e...1 _1, - 4444-0./.-,..0 5 ro ...s. 1 An A ti, 2- . P r`n d B ) SIan:,4-( .e,o.tc+ to - #ppr ,.4 S F t.. c . v.11 +r t 1 c +-Fr te ry 4..* 1.4 eel 3 it i,..t it frre-r> - I ,1. -5 -. 1 b *-, d e f' i - tagec(Q W (--(E) . i1A,1.116.IC5 c;wJ1! &Jr /Ay c./ 1 �- I 1 �_� PM b S 4~ � +.1� III g�F :7) F 9elL5_ x..15 4t - iff.ic 4 1 k _ _ t Date: INSPECTION FE REQUIRED. Pfior to next inspection. fee must be d at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. '::^-- • .ai*.'.: 13'.WO. • . „xr .. .. 7.• vraw._r!:: us - ' •w.v ..7r...-evlh• '"u ". .-. 4,77 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter. Blvd., #100, Tukwila. WA 98188 (206) 431 -370 Permit Inspection Request Line (206) 431 -2451 Project: 0x95 _Fr- of. s.1 Type of Inspection: , 'eifAC�E'NC"�l -L'G 0 Date Called: Address: 5-'4 20 3 /Ad sr `e � _ l ,0610 y. uk e IN. z.44..47.---- Special Instructions: • - — • Date Wanted: a. Requester: Phone No: ea20 —tr57 — 6275, ElApproved per applicable codes. Corrections required prior to approval. COMMENTS :� • Dti.1kY ink . Li }zPJ — tbacyco `e � _ l ,0610 y. uk e IN. z.44..47.---- T.Pcli.dPS S 4911e Cgs 4..rt"1 In L,f'ill,A ;NA) fX— iz...t 1 ■ • Date: ZtAibuit l� PECTION FEE REQUIRE ..Prior to n xt inspection. fee must be • 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • �..., - , • +.r • r - ev -r*�: . i _ - 7yr INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION P- 6300 Southcenter Blvd.,•#100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: ri■.i5 _ C- e..1. _t-r'y Type of Inspection: Cep Jai-g. mi (m_ Address: '547.0 'a 1 0a c6.--\---- Date Called: Special Instructions: Date Wanted: La- — (— t C?_ P•m, Requester: Phone No: 67 -5451 -0 Z7'/ droved per applicable codes. - LJ Corrections required prior to approval. COMMENTS: 74. At- ki 1 1 REI P.ECTION FEE REQUIRED. 'rior t• next inspection. fpg musrbe pai c at 6300 Southcenter Blvd.. Suite 10': Call to schedule rernspection. 31t1•.• . : r. p. • • .••.‘ • 1• INSPECTION NO. • A� IQ• INSPECTION RECORD Retain a,copy with peI snit 1)10.-03S PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 300 Southceriter Blvd;, #100, TukwilWA 98188 (206) 431 -3670 Permit Inspec ion'RequesrLine -(206) 431 -2451 Project: •%' :• Y • C1 t' «, Type of Inspection: -S %vesttkieU CI 5 t 1 Address: � .JCP'•Q .S• ! SO –.1 - Date Called: . Special Instructions: . i .,f . Date Wanted: gMfenegt calivy. qeoc 1:4,16v.A4 % a' .., Requester: �•.�' Phone f `6 -5 1 EA,Approved per applicable codes. ti ,1 f i Corrections required prior to .approval. ...IC. COMMENTS: :—'. LAJ `e:b -- t.1 I VAC . .' c ak` kalrk- 1 a>.) —10144-- gMfenegt calivy. qeoc 1:4,16v.A4 % att,, fkoa.S1Nevoett i ty -_k gig _..) ° -►t.b �.* .fito k e v t e4 i_ l) ' • Y� • P r . . NP t INSPECTION FE €.REQUIRED Pr or to next inspection, fee must be id' at 6300 SouthcenV Blvd.. S te 100. Call to schedule reinspection. +w]"'+a -� • • -.. w+ ifr8%! • • L9-- ••h:.f -r -c.. ..a■rrw.!•m.- t»t+w. : ^• ew 4 INSPECTION RECORD Retain a copy with permit INSPECTIeN NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: ' XP, c� b4Lr'�{ Type of Inspection: t riAtAA - oett t Pope" +a , / Address: Date Called: ecialanstructions: ;'`4 1 Date Wanted: a.m. �— 1-- 1 0 C Requester: Phone No: A- O GI— .5. - -0241.9 ..Approved•per applicable codes. Corrections required prior to approval. COMMENTS: '9 ifaa;.,t A A- : o-fo - Przfitood 1.4A4, peC.4( coyolar t .tr.1 spool' se-J- %(ef?t ttg._ AZA-N.) ,C__,T..oettv,t ( acw...14W4te ) v s 4.. 0. fr w. R. nspe (Date: SPECTION FEE REQUI ' ED. Prior td next inspection. fee must be d at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • pang= xcL .; •el .r .wVr. ,. °.gy p". • .•,..x .A. M VPw^..e-P 4,... 'm"•" 1•,' 6 INSPECTION RECORD 4-4) INSPECTION NO. Retain a ,copy with permit PERMIT NO. 4. CITY OFJUKWA BUILDING DIVISION ■ 6300 Southcenter Blvd, #100, Tukwila. WA 98188 (206) 431 -3670 Permit' nspection Request Line (206) 43f-2451 t. Project: .', Type of Inspection: Address: ' 6cia_o S , a 1 e0s- Date Called: c-.1" 0..4tJ6lac %O1.- r Special Ins ructions: i • Date Wanted: a;,_ 1— to to itirt k G tie ivk k.', 0c,\ svetw paei a. t Requester: Phone No: t)-.06— 5S 1— 02.1L! Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: c R4 t IQ CI, - ,A Q@Q oJ it c. tAta.s;pek - 0 - 4.) V- e_ *kPv (Silt t-4.,R i1/42Aa -- vAtyr.o.tAtti k 42 SeeStrr 1 t,Ae\c . tpctatta 1.k‘ ci c-.1" 0..4tJ6lac %O1.- r ' to itirt k G tie ivk k.', 0c,\ svetw paei .f ... .. NSPECTION FEE REQUIRED. Prior to next inspection. fee must be at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspecfn. INSPECTION RECORD Retain a copy with permit INSPECTION 0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 0(0 - 035 Proje t: _ yam . ,Jt Type off Inspect on:• C Address: � ��•� a ` Date ailed: Special Instructions: - / to Wanted: t a.m. '��- «: equester: Phone No: (0 — 41 5s• 1 —02141 Approved per ap (cable d s. Corrections required prior to approval. COMMENTS: iJcc 0 J4r l . D(e El REINSPECTION FEE REQUIRED. Prior tdnext inspection. fee must be paid at 6300 Southcenter Blvd:, Suite 100.1Call to schedule reinspection. olifeh„,„ :t INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: _ 6-041,1-V Type of Inspection: fit �cv i : Al Ad ress: Date a led: 1 i.e) S• t gd s t Sp ial Instructions: r„ Date Wanted: Q —.5 � a.rr. - t� (err!: Requester: Phone No: Approved per applicable codes. ElCorrections required prior to approval. - COMMENTS: `7. ,A ` S? teeo 11444.9kA - tk L Y ECTION FEE REQUIR . Prior to ext inspection. fee must be t 6300 Southcenter Blvd., Bite 100. Call to schedule reinspection. j . 131..; - -r -.m . :sssL A.:.xrAric_; -A?ONTAtroalearratar-sue'! A • INSPECT ON NO INSPECTION RECORD Retain a copy with permit Ot o -63S1 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION tit. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 4313670 Permit Inspection Request•Line (206) 431 -2451 Project: VI 5 -r , 6( , Type of Inspection: ,) � t Ske.A ., Address: �( 5-1/,6 _ (ka Date Called: Special Instructions:. - Date Wanted, - , aa..my Requester: ► Phone No: - ?-)(e, -S.S. I -02-74 ElApproved per applicable codes. Corrections required prior-to approval.• Cp COMMENTS: 011444 ow._ qt. Avow t, iiePrpieVe (I" S44 F t3y N : l ncIredl c -2.e3- , Om.AA1A.r .. k,,k4L1i# `' re ikati_s - P 4 _- qv. V i,rk - Ai Qdw ea _. ti• A REIN • - ION FEE REQ. J REb. P:or to r!ext inspection. f e�mt�str be �� pai. - 00 Southcenter Blvd:1•Suit 100. Call to schedule remspection: \• 7 • "We .. • .•••..•..- . --.-. ,-".a . - .i-- s,d. -- ctn. -•:. a *a±2esrueafm -si • lic. a1W+-M.Yli➢iK INSPEC ON O. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: _ S- _t"1 Ei. rTLi Type of Inspection: rg-A1h -11Jt_ Address: Sq 0 S. falls Date Called: Special Instructions: - Date Wanted: q -2- (-)— 10 a.m. c� Requester: Phone No (1( -A 31 —Q?- 'it !'-.. • proved per applicable codes. EJCorrections required prior to.approval. C MIVIENTS: n _ 0 6 tie. 1 t. Ala ikl &, - AP rftaxisb p !'-.. ■ S ( • pa ECTION FEE REQUIRE ' Prior to r3.ex inspection. fee must be 6300 Southcenter Blvd.. - ite 100. Call to schedule reinspection. • ... r,, .4,n -yew.. -- ••■ y.q,.,, - T•"•j- .-' • :: - -;! ,f I. : isimieraktftippfirm ' �:: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 12° 6300 Southcenter Blvd., #1(10, Tukwila. WA 98188 (2 6) 431 -3670 Permit Inspection Request Line (206) 431 -2451 D 10 -635 Project: C3 riT)6L1 1 Type of Inspection: ("` 1Z ,AMiiki_ Cot • Address: q 41-O S . (0c0 ST Date Called: Special Instructions: Date Wanted: at — Z2. -•- 1- v AM. p.m. Requester: - - , Phone Nor: 4 0( — 0.51 - 02.71 Approved per applicable codes. *KCorrections required. %) to approval. 'COMMENTS: 9 '14dLie ctuC. 4-01,. i,j c9 F lauettire 64 6 il cev Iik% e m -gate 4 -41.1 a•2- 1 :S4iN5 c(.04- y4,�. — / .-. RE pai S fa*o...ko, 1 Date: •-• ^L., _ z. ECTION FEE REQUIRED. prior to n t inspecfvion. fee .must be t`t reinspects 6300.Southcenter Blvd.. SLite 100. Call to sche t • 4 INSPECTION RECORD Retain a copy with permit INSPEC N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 =3670 Q iQ - ©35 Permit Inspection Request Line (206) 431 -2451 Proje7 et 5 �td ;7), Type of Inspection: U , Address: YS 5'9 7..a S. [kii,� Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: 2..v4— SSi {-vVii Approved per applicable codes. Corrections• required prior to approval. COMMENTS: • ❑ '► PECTION FEE REQUI `ED` Prio to next inspection. fee must be at 6300 Southcenter Bl... Suite 00. Call to schedule reinspection. 4 • •- ,,e...: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Project: - /- 74P /' 17 Ih Tyko et ...�/�f 4/415 J`}� Pcr Address: 5-920 //SD s(— Date Called: Special Instructions: c Date Wanted: P.m. Requester: rhrz'--- Phone No: 06 -575-/-620279 /JF i ? ,- ve rs( G' ❑ Approved per applicable codes. 121Corrections required prior to approval. COMMENTS v (i) /4f.p /AV- // 47Av) 3 Pf r'i 1 / / A/ s Pe eied ',a 04,4;v,, .5-4,1 ps 0 g d ,7 S /Poor 4 /47 fi-v/ /30c c it/e; rhrz'--- en cQf /1)7)X fr i;,, aA.7c — /ll13/ /JF i ? ,- ve rs( G' Ol0� , ?14 / 5 'rv,s/4 / /4e, 471.1' ?1 (I4 66 11a06, i) A4/e/e Inspecto AA Date: 47-) 7 -go INSPECTION FE EQUIRED. Prior to inspection, fee must be 6300 Southcenter Bl ., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit Quo_ 035 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R- 6 3 0 0 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: c2" i0Fisry Type o Inspe ion: cat t 4 G, Address : �, 552.0 s_ c 8-6 ,ST- Date Called: Special Instructions: 1.' ' Date Wanted . !Q <1:1771-1. Requester: Phone No' _ %0b ;s( — 02_74,. ❑ Approved per applicable codes. Ij Corrections required prior to approval. COMMENTS: sPFo ;t6N tati 14- eAZav\), Date take — C7 —1C..) 0 00 REINSPECTION B REQUIRED. Pr or to inspection, fee must be i o at 6300 Southcenter lvd., Suite 100. all to schedule reinspection. Rece`9 No.: Date: • . ' • __. . .._4 INSPECTION RECORD Retain a copy with permit P10 - 035 '.-'g INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Proje C ,. i i .� Cf J E I Type oon p cti a:. f rlvlat Add a s: I lac) s (O M-- Date Called: c / ,,i..1/8 Special Instructions: i' ` / . . Date Wanted- 12 11 ( m • Requester J C� Pho ?06-, —CS- (— o a--71.1 ❑Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: A'; bui(s r'c�ivtd . fiermtleo( Inspector: cs Date: /7 Li to F-7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. �..t*"..is nma �. �r+ r�; °"�K't:` "'•i: ;:°' ms's - INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 DO- D S Project:, r ( 1� ¢ c de r r — &f f lij i'lIC +C ( ,.al d r-ar Q n of f a5follrol / ii• - - r na rd TYpty )ispeg n: f (�'W i. -r/"'� Address: SR�e S i f tpt S4- Date Called: (9/6,/(1 - kl-etv Gar (.-I r t of ��dJA r�i� co nplehL QS Special Instructions: Yletan . ¶li,4..icJ - - P€411-nil .sr,+btrrgsta/I of ac,- bui(15• Date Wanted • �J"1II1 t .m. Request! Phone No: 9C-3 - 5-5 f - 0 2-? 11 re- L4 5 S PP Approved per applicable codes. Corrections required prior to approval. COMMENTS: r — &f f lij i'lIC +C ( ,.al d r-ar Q n of f a5follrol / ii• - - r na rd - 'MVP ir.Jallkd on bah servicc5 • E1-(M. - litainl a'of (andscapi,- do/it • Fr -neded - F mode d - Wade( ie cr 111sfal(ed - f na(ecO ., - kl-etv Gar (.-I r t of ��dJA r�i� co nplehL QS lOtiI u as liet(f 4 c bcrr'd v -20.frr Yletan . ¶li,4..icJ - - P€411-nil .sr,+btrrgsta/I of ac,- bui(15• Inspector: 7s Date: ! [71.t( REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspectiorl. • • PiF -n"7:791.-57,1Tr:".7 --::"w:1•;•701WW:-:'7•:1:1"7-Varr 7.-er INSPLCTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: 9CI V(-0(&1 4 y , F i FC3Ff &Frt., Tar4 I n s pActi oili) Address: 9190 5 figb ti S-f- Date Called: (oiCei 1! Special Instructions: , — 140,4 ,,((I pe( c dy s-fteocia ids . Date Wanted: 0011 a.m. p.m. Requester: 6-004- t Phone No: 2-73, - cS-1 — D'O-141 ElApproved per applicable codes. EJCorrections required prior to approval. COMMENTS: — .r. DC- la c. ed b.),44/-N F.;" Sfor-2_ 104-4-14 cal p e- ci- t y ,s 4 -4 okri s . Asla 1 (-Esc u . I a bete al fyi n s e r. piAl 49 di ..- , — 140,4 ,,((I pe( c dy s-fteocia ids . +es+ re1zr-4- re c... e (5e of . Feut It 1 - Tes4 - refori-- Or. <iiied - Frpol e of . . - 1-0J repoci- rccitveof . E jeutiati C s_ock-s rt "foie d c4 nd cg's c F,;ictfed . Inspector: /-)5 Date: Go 4 . REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspeciion. ;.? r• • • k. INSPECTION NO. INSPECTION RECORD Retain a copy with permit D(0 -©35- PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd:, #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: '15 Ffd es, Jrli i3 IA IA. s Type of In ecti : . win Address: 5cao s /50 54- Called: 3 (a-sl ii Special Instructions: . Date Wanted: 3 `2 $ t (I p.m: Requester: 5C,04-4— band on R`_t D2 p rrvc+ Phone No ?ha i_n , tW Approved per applicable codes. Corrections required prior to approval. COMMENTS: • - EXirs1i 1(c ilefurcc.. G{1oA✓ 010".' Uiet 54e) band on R`_t D2 p rrvc+ ?ha i_n , tW v brtc -14: f 1 • /Matt- . Ceetdi fn be.. r.. -5e4 a± ena4 ___ _ - itna,,Iti fart en IJE c,,_rrtcr- • .. bai Ids Inspector: vs 1Date: 31241 1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. L' •_y$.aa' .y�i{+ ..-. - , w: . =• •. •••. arg.P.! •• • r •: rrv.r,,.Y a' 'sr. yya INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 :DO -03S- Project: B(�P qc FI -A1;47 - Type of Inspecti I5 Address: S-170 Ito 5f- Date Called: milt)/ ro f Special Instructions: Date Wanted: 121-t1D gff.n:: Requester: 56714 Phone No: t -1-166 dne ,r_eu conita _- 1,-,e_ ofriP EjApproved per applicable codes. Corrections required prior to approval. COMMENTS: ' tc k-:[n Le) 4rs1- repot` rece dt✓ca( 1 V sgi4cr And ! rr's&Ited per S- i'anIArd S - OK -_ -n Se vn r. t -1-166 dne ,r_eu conita _- 1,-,e_ - say "-f- _A. _ lek.-fgr_ ac . Orr ind dbr,ef -cr ILM S bS Check - lAi Q - i-►ar•dt in 41%74/1 4o See 11hrs u14- dd ; t/!6 44_ ( (:Ilse refeS . Inspector: Date: tz t2-I 1 rd ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 DLO— 035 Project: 24 Vcr.ir.% i `;i r_ Type of Inspection: - SS S Address: ! 5c .r> .S ( GC Sf-- Date Called: QI Iro Special Instructions: . Date Wanted: , !20 I ro p.m. Requester: ,Sam I in Phone No: 104,- 730 — cog Gc? (n4-- -f-c. a. .SE Approved per applicable codes. S5S Corrections required prior to approval. COMMENTS: - c,' IPUC- S y<4-- nn eon` I-r7ArfP p/ m/ VI ex 4,4-i,75 Gt1 ioa.cul,r & r tho tie. I in (rid (n4-- -f-c. a. .SE eof'ne.r r..k et-- ine 6tA i lot 7,,, .. (,),A.,- - ci- ran -Or iatpd if ifr otrc'p -c, r (S` rri in 6I +r, 6,c-k. -PI 1 I . M0 4,164-er pip +&r irs iih4 +, Inspector: Date: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION RECORD Retain a copy with permit ?pi Cr 035 PERMIT NO. Pro'ect: � i--,a Iti+ �1 . Type of Ipsp • 1 ion: f �V '�li'e. Address: 69ao SD: I -t; Da a Called: s call o Special Instructions: � V �"y ' Date Wanted / C. Requester: ft- Phone No: DOLE -- 1 —va7k/- • 0 Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: 4n cono!UckC„( 4)41 Un -Srfe, rep5. Inspector: 1c Date: I n $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: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit to -��S' /o-S• 11 /d - ' • 1 0 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: c, dd(, 6(4 i),A Type of Ins ection • sP , (-� , & * Address: 5--„,i �o Suite #: �--- S i 0,*-- Person: tact o Contact .e,,tid re-44 Monitor: Special Instructions: Pre -Fire: Phone No.: 0 pproved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Date: c) - tg- - j ( Fire Alarm: `( Hood & Duct: A) Monitor: Pre -Fire: S? Z foor6 --._2 Occupancy Type: - l 0 K Ct d --t` c , \-if c-- D ) � Needs Shift Inspection: Sprinklers: Date: c) - tg- - j ( Fire Alarm: `( Hood & Duct: A) Monitor: Pre -Fire: Permits: Occupancy Type: - l [inspector: Date: c) - tg- - j ( Hrs.: 1 ca- $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 3 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit •M /61 '`_ -_ 108 Dia �- O PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 -575 -4407 Project: d /� 1J L}+ t - t Type of Inspection: . Address: ) Suite #: S. /D 0 S / 8 (9 4—r--- Contact Person: 1.er))1,t A u Alclotl+t.._ Special Instructions: Phone No.: c94°('' .2-(.- / C Approved per applicable codes. jcorrections required prior to approval. COMMENTS: Sprinklers: ' Fire Alarm: Hood & Duct: Monitor: . • Permits: Occupancy Type: c2. S -0a Ac, (,,,, 1 A-K - l n '170k- te(--.0( f ' . Needs Shift Inspection: - Sprinklers: ' Fire Alarm: Hood & Duct: Monitor: . Pre -Fire: Permits: Occupancy Type: Inspector: (f.:4 -L. ta... Date: l iA - - I 0 'Hrs.: / . $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 1 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 010 03c - 5 - _11_?' PERMIT NUMBERS \ CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project f-y�� / a� (3,4;61,..„3 Type of Inspection: 140/0 /Cant, ' 4g flcaots. . Address: $17242 5 l8 Suite #: Contact Person: r..,� Special Instructions: Phone No:: 513-- 370 -Z737 Approved per applicable codes. TitCorrections required prior to approval. COMMENTS: 5/2),/79' Tir!?BG_ a1 fir 5-r5k1 .' ii Agree; . ,,,h2*.._.__.......... •_I cL.01%-, .5C,, r - NOS- Needs Shift Inspection: Sprinklers: Are Alarm: Hood & Duct: Monitor: . Pre -Fire: Permits: Occupancy Type: (Inspector. 5 i'3. : . .• Date:. /495li`ei, Hrs.: z $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from of Tukwila Finance Department. Call to s hedule..a reinspection. Word/Inspection Record Form.Doc 1/13/06 T. D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit D/0 - PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206= 575 -4407 Project: rr ci 0 a t &'1c1j Tyr e of Inspection: N` r-1- p. Address: .,-6139 Suite #: ��� 0 Contact Person: 1:,Naetist- Special Instructions: - 1`11°1yl,(a,c'7eati Phone No.: Doh- Cgtf - 3c O Approved per applicable codes. Corrections required prior to approval. COMMENTS: _ Sprinklers: Fire Alarm: Hood & Duct: Monitor: tc d N) tJ 0 titc)L kc, o 1,-QC le--441-t' , Permits: - 1`11°1yl,(a,c'7eati la9 e ® A A) o A.. -e.- (-v.,v .S-' ) 0", C ,e.._ -rj e4-' - rci'"r/ /! s P i C' lip /OS-Q. s- 44- avti S 2.04.1.- c7,-4. 1AgivN Sys -r1, :, ;,, --7-,U I., 5 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: ' Permits: Occupancy Type: Inspector: / „ 5 4?--- Date: / /c38 /// Hrs.: �-1 $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 kr'aZan & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION December 9, 2010 RECEIVED DEC 15 20101 c p OMMMUNiTY Boeing Oregon Mesabi "figs c o Corporate Real Estate, Inc. 1000 Second Avenue, Suite 3650 Seattle, WA 98104 RE: Final Letter 295 Fidelity Building- Expansion 5920 South 180`h Street Tukwila, WA To Whom It May Concern: KA No. 066 -10144 Permit No. D10-69035 In accordance with your request and authorization, we have performed special testing and inspection services for the above referenced project. The special inspections for this project were: • Lateral Framing Inspection • Structural Steel Inspection • Reinforced Concrete Inspection • Structural Masonry Inspection • Proprietary Anchor Inspection To the best of our knowledge, all work which has been tested and /or inspected has been found to be in general accordance with the approved plans and specifications, engineering revisions, and Chapter 17 of the 2006 International Building Code. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfull ' miitted, & ASSOCIATES, INC Ja C. Martin _ Operations Manager Puyallup CC: City of With Offices Serving The Western United States 922 - Valley Avenue NW Suite 101 • Puyallup, WA 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0359 CONCRETE REPORT Report Number: RC115457 Permit Number: D -09 -110 . Project: DRA Professional Center Address: 13530 53rd Avenue South, Tukwila Inspector(s): Paul Kanikkeberg Description /Location: Slab on grade at grid lines A- E/1 -2. Client: Address: Date: Pratej, LLC 17000 SE 65th Place, Bellevue 11/8/2010 Resteel Verified: Yes 11/5/2010 Tom Maddock (Grade 60) Mfg: Cascade Placement Data Corliss J15500B 6" max. 0.50 max. N/A 33 Pump Yes 3000 psi at 28 days. Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1 -4 Time Made 8:30 am Design IN Actual ❑ 517# Type: I/11 Cement (lbs/type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cubic Yards 11.00 Water Slump Added C 143 Batch Weights /Cubic Yard 1503# 896# 1/2" 896# 3/4" 260# 26 oz. GLENIUM 3030 Air % C 231 Conc.Temp C 1064 0 gal. 4 1/2" N/A 60 °F Slag (lbs): Ambient Temp 41 °F RECEIVED DEC 2 0 2WO l COMMUNITY DEVELOPMENT Truck Ticket No. No. 143 184521 Weather: Partly Cloudy Date Samples Picked Up: Specimen Number Test Date Slump Range: 4 " -5" Air % Range: N/A 11/9/2010 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments Field Cure 1 11/15/10 2 12/6/10 3 12/6/10 4 12/6/10 • = Discarded Tested in general accordance to: Copies to: Client Ei Engineer Building Dept ❑ Owner t51 Contractor Batch Plant Architect ❑ Others REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Age Size Area Weight Max Load Strength Fracture Type (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 7 4 x 8 12.6 _ 8.64 62,340 4950 28 4 x 8 12.57 8.68 75,010 5970 28 4 x 8 12.57 8.69 75,150 5980 28 4 x 8 12.57 8.68 75,870 6040 Does Not Conform ❑ ASTMC39 Q ASTMC617 ❑ ASTMC1231 Technical Responsibility: D r a sent Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 -- Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA, 98371, (253) 939 -2500 Project No. 066 -10144 Cyl. Code 2105 Pour Date 9/27/2010 Weather CLOUDY Jurisdiction City of Tukwila Project 295 Fidelity Building Expansion Engineer Location 5920 S. 180th St. Architect Client BOEING OREGO MESAB TRUST Contractor Poe Construction Permit 447 Field Data CYLINDER REPORT Concrete X Other Supplier Miles Plant No. 201 Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 7:18 M156 243405 - 6 68 63 Placement Area Location SLAB ON GRADE ALONG 2.2, A -6 AND VARIOUS INFILLS AROUND COLUMNS. Remarks PLACED VIA LINE PUMP, HAND SCREEDED. PLEASE REFER TO FIELD REPORT NO. 130327. Inspector RORY BOSMA Reported Batch Data Design Actual Weights Weights Mix No. 740063F 740063F Cem.lbs. 5280 5265 F. Ash ibs. 1320 1405 C. agg. lbs. 1 18920 18800 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 16969 16840 Water lbs. 1948 1947 Air Ent. (oz) Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 20 Field Test Methods ASTM C143 ASTM C138 ASTM C1064 ASTM C173 ASTM C31 ASTM C172 OTHER ASTM C231 Laboratory Data Cyl. Test Field Design Strength 4,000 @ 28 days Date Specimens Recd. 9/28/2010 Max. Comp. Tested Break Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 2105 -1 10/4/2010 7 4.01 12.63 46600 3,690 1 MT 3 2105 -2 10/25/2010 28 4.01 12.63 72375 5,730 1 MT 3 2105 -3 10/25/2010 28 4.01 12.63 70615 5,590 1 MT 4 2105 -4 10/25/2010 28 4.01 12.63 72530 5,740 1 MT 3 2105 -5 H 1 2105 -6 2105 -7 2105 -7 Remarks Results Reviewed By Reviewed /0 ZS /D Codes for Break Types: 1: Cone 2: Cone & Split Measurement Uncertainties: ASTM C -39 +/- 8% Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results X Conforming Non - Conforming 3: Cone & Shear 4: Shaar 5: Columnar (Split) Form 03101 Revlaion 3 Effoc0e Date 511204 The Information provided on tits report is prepared for the exduslve use of the client. Thb report may not be reproduced In any format a5hout the written permission of the client and Krazan S Associates Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA 98371 (253) 939 -2500 Project No. 066 -10144 Cyl. Code 1995 Pour Date 9/1/2010 Report No. 8049 Weather Overcast Jurisdiction City of Tukwila Project 295 Fidelity Building Expansion Location 5920 South 180th St. Client Corporate Real Estate, Inc. Permit No. Di11r "'r9 Engineer Architect Contractor Poe Construction Field Data MORTAR/GROUT REPORT Supplier Stoneway Plant No. 11 Site Mix - Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 10:15 422 237559 flow 64 66 Grout Box Used yes Number of units used to form specimens Placement Area Location LINE 2.2 A -D @ 25' A.F.F. Remarks PLEASE REFER TO FIELD REPORT NO 130393 Inspector D. RAMSDELL OCT 18 2010 Reported Batch Data Design Actual Weights Weights Mix No. 6528 Cem. lbs. 1528 1520 F. Ash lbs. C. agg. lbs. 1 C. agg. lbs. 2 2171 2200 C. agg. lbs. 3 Sand lbs. 5201 5200 Water lbs. 107 94 Air Ent. (oz) - Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job : als. 13 Field Test Methods X ASTM C143 ASTM C138 X ASTM C1064 ASTM C173 X ASTM C31 Other Laboratory Data Design Strength 2,000 @ 28 days Date bpecimens Rec'd. 9/3/2010 Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (lbs) (psi) Set # By Type 1995 -1 9/8/2010 7 339 3.25 6.250 - 11.02 34260 3,110 1 MT N/A 3.31 1995 -2 9/29/2010 28 3.39 6.250 11.22 57010 5,080 1 MT N/A 1995 -3 9/29/2010 28 3.30 6 3.3 6.250 11.09 58220 5,250 1 MT N/A 1995 -4 9/29/2010 28 3.33 3.38 6.250 11.25 58160 5,170 1 MT N/A Remarks Results Reviewed By Codes for Break Types: l dp i' Date Reviewed 91-- Z?— / 1: Cone 2: Cone & Split 3: Cone & Shear Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 ASTM C1019 X ASTM C1231 Test Results X Conforming Non - Conforming 4: Shear 5: Columnar (Split) Measurement Uncertainties: ASTM C109= +/- 10.7, ASTM C1019= +/- 14.4% Form 04103 Revision 0 Effective Date 12/02/02 The irformatbn provided on the report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Kraz n 8 Associates Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA 98371 (253) 939 -2500 Project No. 066 -10144 Cyl. Code 1964 Pour Date 8/30/2010 Report No. 083010 -JB Weather Sunny Jurisdiction City of Tukwila Permit No. D10 -035 Project 295 Fidelity Building Engineer r7 ~� - ^� Location 5920 South 180th Street Architect OCT 1 8 2010 Client Corporate Real Estate, Inc. contractor Poe Construction Field Data MORTAR/GROUT REPORT Supplier Stoneway Plant No. 14 Site Mix - Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Alr (in.) (F) (F) (F) 13:40 434 237303 - 9.5 70 74 - Grout Box Used x Number of units used to form specimens Placement Area Location EXTERIOR STORE FRONT CMU WALLS AT LINES 2.2 /A -D GROUT LIFT UP TO 20'. 2.5 /D -G GROUT LIFT UP TO 22'. 2.4 TO 2.6/G GROUT LIFT TO 22'. Remarks FOR ADDITIONAL INFORMATION REFER TO FIELD REPORT NO. 10144DFR083010 -JB Inspector J. BISTRYSKI Reported Batch Data Design Actual Weights Weights Mix No. 6528 6528 Cem. lbs. 611 612.5 F. Ash lbs. c . agg. lbs. 1 880 907 C . agg. lbs. 2 C . agg. lbs. 3 Sand lbs. 1992 1966 Water lbs. 360 355 Air Ent. (oz) Other (oz) Other (oz) Other (oz) - Other (oz) Water Added on Job (gals.) 15 Field Test Methods >: ASTM C143 >: ASTM C1064 >: ASTM C31 ASTM C138 ASTM C173 X Other Laboratory Data Design Strength 2,000 @ 28 days Date Specimens Recd. 9/1/2010 Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (lbs) (psi) Set: # By Type 1964 -1 9/6/2010 7 3.30 3.40 6.250 - 11.22 33125 2,950 MT N/A 1964 -2 9/27/2010 28 3.32 3.37 6.250 11.19 40940 3,660 MT N/A 1964 -3 9/27/2010 28 3.37 8 3.3 6.250 11.19 41150 3,680 MT N/A 1964 -4 9/27/2010 28 3 3.31 3.27 6.250 - 10.82 38300 3,540 MT N/A Remarks Results Reviewed By r /S� Date Reviewed Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear Measurement Uncertainties: ASTM C109= +1- 10.7, ASTM C1019= +1- 14.4% Form 04103 Revisbn 0 Effective Date 12/02/02 The Information provided on this report b prepared for the exclusive use of the client. This report may not be reproduced In any format without the written permission of the client and Wei an & Associates. Laboratory Test Methods ASTM C39 ASTM C109 X ASTM C617 X ASTM C1019 ASTM C1231 Test Results X Conforming Non - Conforming 4: Shear 5: Columnar (Split) Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA 98371 (253) 939 -2500 Project No. 066 -10144 Cyl. Code 2017 Pour Date 9/10/2010 Report No. 6670 Weather Overcast Jurisdiction City of Tukwila Permit No. D10-035-:— _ •, fpFq) Project 295 Fidelity Building Expansion Engineer Location 5920 South 180th St. Architect OCT 18 2010 Client Corporate Real Estate, Inc. Contractor Poe Construction coM.wuN_rt Field Data MORTAR/GROUT REPORT Supplier Stoneway Plant No. 11 Site Mix Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 7:30 460 238595 flow 70 58 Grout Box Used X Number of units used to form specimens 4 Placement Area Location CMU WALLS D TO G/2.4. ELEVATION 23'11.5" TO 29'9.5 ", 23'2" TO 28'2 ". Remarks GROUT DEPOSITED BY LINE PUMP & MECHANICALLY CONSOLIDATED. REFER TO FIELD REPORT #130108. Inspector J.BLAND • Reported Batch Data Design Actual Weights Weights Mix No. 6528 6528 Cem. lbs. 611 3650 F. Ash lbs. C. agg. lbs. 1 864 5240 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 2022 12280 Water lbs. 360 1706 Air Ent. (oz) Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 20 Field Test Methods ASTM C143 ASTM C138 x ASTM C1064 ASTM C173 x ASTM C31 Other Laboratory Data Design Strength 2,000 @ 28 days Date > pecimens Recd. 9/13/2010 Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (lbs) (psi) Set # By Type 2017 -1 9/15/2010 5 3. 3.29 29 6.250 - 11.09 34645 3,120 1 MT N/A 2017 -2 9/17/2010 7 3.35 3.33 6.250 11.16 41310 3,530 1 MT N/A 2017 -3 10/8/2010 28 3.29 3.35 6.250 11.02 53505 4,860 1 MT N/A 2017 -4 10/8/2010 28 3.30 6 3.3 6.250 11.09 49835 4,490 1 MT N/A 3.38 2017 -5 10/8/2010 28 3.31 6.250 11.19 51030 4,560 1 MT N/A Remarks Results Reviewed By Date Reviewed lG --cag Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear Measurement Uncertainties: ASTM C109= +/- 10.7, ASTM C1019= +/- 14.4% Form 04103 Revtslon 0 Effective Date 12102/02 The Information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format %thou t the written permission of the client and Kra: m d Associates. Laboratory Test Methods ASTM C39 ASTM C109 X ASTM C617 X ASTM C1019 ASTM C1231 Test Results X Conforming Non - Conforming 4: She 3r 5: Columnar (Split) Krazan 8 Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA, 98371, (253) 939 -2500 Project No. 066 -10144 Cyl. Code 2105 Pour Date 9/27/2010 Report No. 36447 Weather CLOUDY Jurisdiction City of Tukwila Permit No. D10 -035. Project 295 Fidelity Building Expansion Location 5920 S. 180th St. Client BOEING OREGO MESAB TRUST Engineer Architect contractor Poe Construction Field Data CYLINDER REPORT Concrete X Other Supplier Miles Plant No. 201 Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 7:18 M156 243405 - 6 68 63 Placement Area Location SLAB ON GRADE ALONG 2.2, A -6 AND VARIOUS INFILLS AROUND COLUMNS. Remarks PLACED VIA LINE PUMP, HAND SCREEDED. PLEASE REFER TO FIELD REPORT NO. 130327. Inspector RORY BOSMA ..s OCT 18 2010' • • - , Urr. l Reported Batch Data • Design Actual Weights Weights Mix No. 740063F 740063F Cem.lbs. 5280 5265 F. Ash lbs. 1320 1405 C. agg. lbs. 1 18920 18800 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 16969 16840 Water lbs. 1948 1947 P it Ent. (oz) - Other (oz) Other(oz) - Other (oz) Other (oz) Water Added on Job (gals.) 20 Field Test Methods ASTM C143 ASTM C138 ASTM C1064 ASTM C173 ASTM C31 ASTM C172 OTHER ASTM C231 Laboratory Data Design Strength 4,000 @ 28 days Date Specimens Rec'd. 9/28/2010 Cyl. Test Field Max. Comp. Tested Break Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 2105 -1 10/4/2010 7 4.01 12.63 - 46600 3,690 1 MT 3 2105 -2 10/25/2010 - 28 1 2105 -3 10/25/2010 28 1 2105 -4 10/25/2010 28 - 1 2105 -5 H 1 2105 -6 2105 -7 2105 -7 Remarks ,� Results Reviewed By 7.� Lx.,_ �/, � Date Reviewed /61,-- V- (C) Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Measurement Uncertainties: ASTM C -39 +1- 8% Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results Conforming Non - Conforming Form 03101 Revision 3 Effective Date 5/12104 The Information provided on this report b prepared for the exclusive use of the client. This report may not be reproduced In any format without the wrpten permission of the diem and Krez Al 18 Associates. Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA 98371 (253) 939 -2500 Project No. 066 -10144 Cyl. Code 2005 Pour Date 9/7/2010 Report No. 8052 Weather Overcast Jurisdiction City of Tukwila Permit No. D10 -035 Project 295 Fidelity Building Expansion Engineer Location 5920 South 180th St. Architect Client Corporate Real Estate, Inc. contractor Poe Construction OCT 18 20101 Field Data MORTAR/GROUT REPORT Supplier Stoneway Plant No. 11 Site Mix Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 10:32 464 238207 NT Flow 64 68 Grout Box Used x Number of units used to form specimens Placement Area Location 2.4 LINE D -E @ 25' AFF. 2.2 LINE A -D @ T.O.W. Remarks VERIFIED ALL BOND BEAM REINFORCEMENT TO BE CONTINUOUS ACROSS LINTELS. PLEASE REFER TO FIELD REPORT NO. 130396 Inspector D. RAMSDELL Reported Batch Data Design Actual Weights Weights Mix No. 6528 - Cem.lbs. 4277 4270 F. Ash lbs. 6078 6080 C. agg. lbs. 1 C. agg. lbs. 2 - - C. agg. lbs. 3 - Sand lbs. 14370 14360 Water lbs. 302 267 Jr Ent. (oz) - Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job , als. 15 Field Test Methods ASTM C143 ASTM C138 X ASTM C1064 ASTM C173 X ASTM C31 Other Laboratory Data Design Strength 2,000 @ 28 days Date Specimens Recd. 9/9/2010 Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (lbs) (psi) Set # By Type 2005 -1 9/14/2010 7 3.29 3.29 6.250 - 10.82 43455 4,020 1 MT N/A 2005 -2 10/5/2010 28 3.33 3.39 6.250 - 11.29 49580 4,390 1 MT N/A 2005 -3 10/5/2010 28 3.33 3.37 6.250 11.22 50325 4,490 1 MT N/A 2005 -4 10/5/2010 28 3. 3.29 29 6.250 10.86 45830 4,220 1 MT N/A Remarks Results Reviewed By �C%C gr, -•- --� Codes for Break Types: Date Reviewed (-S- /6 Laboratory Test Methods ASTM C39 ASTM C109 X ASTM C617 X ASTM C1019 ASTM C1231 Test Results X Conforming Non - Conforming 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Measurement Uncertainties: ASTM C109= +/- 10.7, ASTM C1019= +/- 14.4% Form 04103 Revision 0 Effective Date 12102/02 The Information provided on this report 6 prepared for the emtuaNe use of the client. This report may not be reproduced in any format uthout the Batten permission of the dient and K102 rn & Aeeodatea a = Kr. azan 1 &Associates,Inc. •• „►' a0 0� w FIELD TT 11 REPORT NO.: 10144DFR9& 10 j§ 2010 Geotechnical Engineering • Environmental Engineering •..V.1 • Construction Testing and Inspection DATE: 10/6/2010 CONTRACTOR: Poe Construction PROJECT #: 066 -10144 PERMIT NO: D10 -035 PROJECT: 295 Fidelity Building- Expansion INSPECTOR: J. Bistryski LOCATION: 5920 South 180th Street JURISDICTION: City of Tukwila KRAZAN PROJECT MANAGER: Robert Johnson Jr. WEATHER: Sunny TEMP:53 F Krazan and Associates representative on site as requested for CMU wall reinforcing steel bar inspection, grout placement observation and testing. On this date, work was inspected at the following locations: - Trash Enclosure walls - Entry Ramp walls - Planter walls (Front of Building) - Window Sills (Front of Building) Equipment/Asset Number(s): To the best of my knowledge, the above Was performed in accordance with the approved plans, specifications, and regulatory requirements. REMARKS: Superintendent/Representative: Technician: Jere/ 814trya.4' Offices Serving the Western United States Form 1501 r.1 Effective Date: 5 -25 -05 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any fonnat without the written permission of the client and Krazan & Associates. Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA 98371, (253) 939 -2500 Project No. 066 -10144 Cyl. Code 1940 Pour Date Weather CLEAR Jurisdiction TUKWILLA Project 295 FIDELITY BLDG. EXPANSION Location 5920 S. 180TH ST. / TUKWILLA Client BOEING OREGO MESABI TRUST 8/24/2010 Report No. MP082410JB Permit No O- -Q35,, q) Engineer 0 Architect 0 OCT 0 8 20101 Contractor POE CONSTRUCTIONconntw;urr.rr EVELOPw,ENT Types MASONRY PRISM REPORT Preconstruction Prisms Solid Unit Prism Hollow Unit Hollow Unit Prism Grouted Hollow Unit Grouted Hollow Unit Prism X Grouted Mulit -Wythe Prism Construction X General Infromation Number of Bed Joints 1 Number of Masonry Units Used 2 Date Constructed 8/24 Max/Min Temperture (1st 48 hrs) 85/55 Mortar Supplier Mortar Type Masonry Unit Supplier Masonry Unit Dimension Site Mix X S MUTUAL 8X8X8 Placement Area Inspector Name Location LINE 2.2 /A -G - 3RD LIFT / 8' -12' ABOVE TOP OF FOOTING. Remarks W/C RATIO = 0.56. Compression Testing Information Diameter of Spherical Seat Upper Bearing Plate Thickness Lower Bearing Plate Thickness 1.875 1.937 Compression Machine 93109 Calibration Date 10 -Mar Reported Batch Data Grout Supplier Plant No Time Truck No. Ticket No. Slump (in) Mix Temp (F) Air Tem . F Mix No. Cam. lbs. F. Ash lbs. C. Agg. lbs. Sand lbs. Water lbs. Admix. (oz) Name 11 Site Mix 2:05 432 236056 FLUID 73 82 Design Weight 6528 6528 611 610 864 864 2022 2033 43 GAL 38 GAL Water Added on Job als 20 Field Test Methods ASTM C143 ASTM C1064 ASTM C31 X ASTM C173 X ASTM C138 X Other Laboratory Data Design Strength 3,000 @ 28 days Date Specimens Rec'd. 1/1/2002 Cyl. Test Width Height Length Net Max. Comp. HIT Code Date Age (in) (In) (in) Area Load Str. (psi) Ratio 1940 -1 9/21/2010 28 8.59 15.7 7.63 65.54 205450 3130 1.82 1940 -2 9/21/2010 28 8.61 15.77 7.66 65.95 211895 3210 1.83 1940 -3 9/21/2010 28 8.61 15.73 7.64 65.7 219165 3340 1.82 Sample 1 Lab Test Method Results Reviewed By Sample 2 Sample 3 Corr. C.F. (psi) Sample 4 Date Reviewed 27-- l0 Break Type 7 7 7 Sample 5 IX Conforming Non - Conforming Types 1: Conical 2: Cone & Split 3: Cone & Shear 4: Tension 5: Semi Conical 6: Shear 7: Face Shell Seperation Measurement Uncertainties: Form 04102 Ro sbn 0 Effective Date 12/02/02 The hdormatbn provided on this report Is prepared for the exclusive use of the silent. This report may not be reproduced in any format without the vatten permission of the client and Kraz.a, 8 Associates. Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA 98371 (253) 939 -2500 .Project No. 066 -10144 Weather Clear Project 295 Fidelity Building Location 5920 South 180th Street Cyl. Code 1945 Jurisdiction aQgOf(� wild 'Jcyj N , Client Corporate Real Estate, Inc. OCT 08 2010 MMUNT( Pour Date 8/25/2010 Report No. 8047 Permit No. D10 -035 Engineer Architect Contractor Poe Construction Field Data Supplier Stoneway Time Truck# 1:35 467 Ticket # 236323 MORTAR/GROUT REPORT Plant No. 14 Flow or Grout Slump Temp. Air (in.) (F) 10 74 Grout Box Used x Number of units used to form specimens Site Mix Air Temp. (F) 83 Initial Max/Min Temp. (F) Placement Area Location 8 -12' AFF ON 2.2 LINE A -D. G LINE 2.2 -2.7. 2.4 LINE D -F Remarks TOTAL 4.5CYDS PLACED /DELIVERED. Inspector D. RAMSDELL Reported Batch Data Design Weights Mix No. 6528 Actual Weights Cem.lbs. 2750 2720 F. Ash lbs. C. agg. lbs. 1 3972 3960 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 9036 9120 Water lbs. 149 176 Air Ent. (oz) Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 15 Field Test Methods X ASTM C143 X ASTM C1064 X ASTM C31 ASTM C138 ASTM C173 Other Laboratory Data Cyl. Code 1945 -1 1945 -2 1945 -3 1945 -4 Test Date 9/1/2010 9/22/2010 9/22/2010 9/22/2010 Remarks Results Reviewed By Age 7 28 28 28 Mid Pt. Width (in) 3.37 3.37 3.34 3.34 3.34 3.37 3.32 3.44 Design Strength 2,000 @ 28 days Cross Out of Section Max. Height Plumb Area Load (in) ( %) (sq.1n) (Ibs) 6.250 11.36 29105 6.250 11.15 40145 6.250 - 11.25 44875 6.250 11.42 42880 Comp. Strength (psi) 2,560 3,600 3,990 3,760 Date Specimens Rec'd. 8/27/2010 Set # 1 1 1 1 Tested Break By Type MT N/A MT MT MT N/A N/A N/A Date Reviewed 9r_ 2 2 — le) Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear Measurement Uncertainties: ASTM C109= +/- 10.7, ASTM C1019= +/- 14.4% Form 04103 Revlsbn 0 Effective Date 12/02/02 The information provided on this report Is prepared for the exclusive use of the diets. This report may not be reproduced In any format sellout the written permission of the client and Krax En & Associates. Laboratory Test Methods ASTM C39 ASTM C109 X ASTM C617 X ASTM C1019 ASTM C1231 Test Results X Conforming Non - Conforming 4: Shear 5: Columnar (Split) Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA 98371 (253) 939 -2500 Project No. 066 -10144 Weather Cloudy Project 295 Fidelity Building Location 5920 South 180th Street f : ;r°1 mq Client Corporate Real Estate, Inc OCT 0 8 20101 Cyl. Code 1946 Pour Date Jurisdiction City of Tukwila 8/26/2010 Report No. 7173 Permit No. D10-035 Engineer Architect Contractor Poe Construction Field Data Supplier Stoneway Time 2:25 Truck# Ticket # 420 236700 MORTArWAi,,tlyka PORT DEV OP...L Plant No. 14 Site Mix Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. % Air (in.) (F) (F) (F) 8 1/4 76 74 Grout Box Used x Number of units used to form specimens Placement Area Location CMU WALLS SOUTH END BUILDING LIFT 16' TO 20'6" SAMPLED 4.5CYD TRUCK. Remarks GROUT PLACED BY PUMP CONSOLIDATED USING BATTERY VIBRATOR. IBC2.03.10. PLEASE REFER TO HELD REPORT NO. 132519 Inspector M. JEWELL Reported Batch Data Design Weights Mix No. 6528 Actual Weights Cem. lbs. 611 607 F. Ash lbs. C. agg. lbs. 1 880 860 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1992 2003 Water lbs. 43 39 Air Ent. (oz) Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 15 Field Test Methods ASTM C143 X ASTM C1064 ASTM C138 ASTM C173 X ASTM C31 X Other Laboratory Data Cyl. Code 1946 -1 1946 -2 1946 -3 1946 -4 Test Date 9/2/2010 9/23/2010 9/23/2010 9/23/2010 Remarks Results Reviewed By Age 7 28 28 28 Mid Pt. Width (In) 3.43 3.28 3.34 3.31 3.35 3.35 3.33 3.28 Design Strength 2,000 @ 28 days Cross Out of Section Max. Comp. Height Plumb Area Load Strength (In) ( %) (sq.in) (lbs) (psi) 6.250 11.25 34015 3,020 6.250 11.06 46210 4,180 6.250 - 11.22 48035 4,280 6.250 10.92 50120 4,590 Date Specimens Rec'd. 8/28/2010 Tested Break Set # By .1 MT 1 MT 'I MT 1 MT Date Reviewed F-23_ 23-- / Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear Measurement Uncertainties: ASTM C109= +1- 10.7, ASTM C1019= +1- 14.4% Form 04103 Revision 0 Effedhre Date 12/02/02 The Information provided on this report Is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krruan 8 Amociatea. Type N/A N/A N/A N/A Laboratory Test Methods ASTM C39 ASTM C109 X ASTM C617 X ASTM C1019 ASTM C1231 Test Results X Conforming Non - Conforming 4: Shear 5: Columnar (Split) Krazan.& Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA 98371 (253) 939 -2500 Project No. 066 -10144 CyI. Code 1962 Pour Date 8/27/2010 Report No. 7034 Weather Cloudy Jurisdiction City of Tukwila Permit No. D10 -035 Project 295 Fidelity Building r7 _' "_41 Location 5920 South 180th Street Client Corporate Real Estate, InQC1 0 8 20101 rnnet+m ;II'r! Engineer Architect Contractor Poe Construction DEJJ nt":twatT Field Data MORTAR/GROUT REPORT Supplier Stoneway Plant No. 14 Site Mix - Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 1:58 435 236935 8 3/4 76 71 Grout Box Used yes Number of units used to form specimens Placement Area Location BLOCK WALLS AT 2.2/D TO G RED BLOCK 16' TO 20.6 ". GRAY 12' TO 16' WHITE 8' TO 12' LINTEL. SAMPLED 4CYDS TRUCK. Remarks GROUT PLACED WITH LINE PUMP. CONSOLIDATED USING BATTERY VIBRATOR. PLEASE REFER TO FIELD REPORT NO. 132521. Inspector M. JEWELL Reported Batch Data Design Actual Weights Weights Mix No. 6528 Cem. lbs. 611 623 F. Ash lbs. C. agg. lbs. 1 880 857 C. agg. lbs. 2 C. agg. lbs. 3 - Sand lbs. 1992 2000 Water lbs. 43 38.7 Air Ent. (oz) Other(oz) - - Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 20 Field Test Methods ASTM C143 X ASTM C1064 X ASTM C31 ASTM C138 ASTM C173 X Other Laboratory Data Design Strength 2,000 @ 28 days Date Specimens Rec'd. 8/31/2010 Cross Mid Pt. Out of Section Max. Comp. CyI. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (lbs) (psi) Set # By Type 1962 -1 9/3/2010 7 3.28 3.36 6.250 - 11.02 22380 2,030 1 MT N/A 1962 -2 9/24/2010 28 3.31 3.33 6.250 11.02 49135 4,460 1 MT N/A 1962 -3 9/24/2010 28 3.31 3.31 6.250 10.96 49870 4,550 1 MT N/A 1962 -4 9/24/2010 28 3.36 3.37 6.250 - 11.32 50905 4,500 1 MT N/A Remarks Results Reviewed By Codes for Break Types: Date Reviewed 1: Cone 2: Cone & Split 3: Cone & Shear Laboratory Test Methods ASTM C39 ASTM C109 X ASTM C617 X ASTM C1019 ASTM C1231 Test Results X Conforming Non- Conforming 4: Shear 5: Columnar (Split) Measurement Uncertainties: ASTM C109= +/- 10.7, ASTM C1019= +/- 14.4% Form 04103 Revision 0 Effective Data 12102/02 The Information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced In any format without the Witten permission of the client alai 1082 al & Associates. azZ & Associates, Inc. FIELD REPORT NO: 130327 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSP{qETION 1',1 i l/ DATE: 9 a2 7' /a OCT 0 8 2010 CONTRACTOR: /710-e G* ski 6---• PROJECT #: 64. "oi yy UN.rr DEVEL OPN,E,4 i JURISDICTION: of 7,L--7k .,- PROJECT: tt l'5. y /3/15. PERMIT #: i/V -- 035 LOCATION: S9ao S /80AI S). INSPECTOR: fah," ZSI:K - -_ _ KRAZAN PROJECT MANAGER: �3Z.6 L7c./44 t WEATHER: GAr,,A.,Gy TEMP: 63° ekr7tio"" 744a "04-1AC - '^' 7 G2 *L. 36 cf /7 Go-+43,41.Aes rwe_ C,r.hei-ess t . 3"c yp -rti, A/t l .N•7c e/-e. pastoeeC �►� r,.4-4A A 7 g o 0 6 3 F: G /, ke -e,6.e .tee ato «. /9..tciew,rs . ./ /- O/ 40t.c4_ a r.zpe•bil Equipment/Asset Number(s): To the best of my knowledge, the abovAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent /Representative: Technician: This report indicates our inspector's observation and testing results based on the site condition and contractor's activities. This information is su•lect to review prior to final submr • . By signing this report, our inspector does not accept responsibility for validity of the results. Some information on this report may have been provided by others on site. The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Assoc. Offices Serving the Western United States Bothell (425) 485 -5519 Gresham (503) 665 -3574 Poulsbo (360) 598 -2126 Puyallup (253) 939 -2500 EFFECTIVE: 4/22/2009 DAILY FIELD REPORT 2009.doc Ara- ion! ISM M. arrill Krazan &ASSOCIATES, INC. GEOTECHNICAL ENGINEERING CONSTRUCTION TESTING AND DATE: 09 -29-10 • ENVIRONMENTAL ENGINEERING INSPECTIO , i " ' f.� OCT 08 2010 PROJECT #: 06610144 . ,L:,.w.rr v PROJECT: 295 Fidelity Building Expansion LOCATION: 5920 South 180'" Street Tukwila WA KRAZAN PROJECT MANAGER: RGJ FIELD REPORT NO.: 10144DFR092910 -mb CONTRACTOR: Poe Construction PERMIT NO: D10 -035 INSPECTOR: Mark T Bush JURISDICTION: Tukwila / King CO. WEATHER: Over cast / sunny Temp: 65 F Expansion Anchor Inspection. On site as requested by contractor, to perform Expansion Anchor Inspection. Met with contractor, To review site plans and specs. Location: G/2.2 lines. 1. Contractor placed 1/4" x 3'/4" Hilti KB3 316 SS expansion anchor and torque to 4 flbs. Total anchors Placed = 36. 2. Also contractor placed, 5/8" x 12" all threaded bolts, using Simpson EP epoxy with exp date of 9/30/11. Total anchors placed = 2. @ interior shear wall. Note: work performed to site plans and Manufacturors directions. Equipment/Asset Number(s): To the best of my knowledge, the above WAS ® / WAS NOT 0 performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent /Representative: Technician Offices Serving the Western United States Form 1501 r.2 Effective Date: 12 -20 -07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. «Krazan GEOTECHNICAL ENGINEERING CONSTRUCTION TESTING AND DATE: 09 -29-10 PROJECT #: 06610144 & A S S Cre Ih TTE-Si.l N,C� • ENVIRONMENTAL ENGINEERING INSPECTION (cg 2010 COMMI w.rr PROJECT: 295 Fidelity Building Expansion LOCATION: 5920 South 180th Street Tukwila WA KRAZAN PROJECT MANAGER: RGJ FIELD REPORT NO.: 10144NCR092910 -mb CONTRACTOR: Poe Construction PERMIT NO: D10 -035 INSPECTOR: Mark T Bush JURISDICTION: Tukwila / King CO. WEATHER: Over cast / sunny Temp: 65 F Non Conformance - Expansion Anchor Inspection. On site as requested by contractor, to perform Expansion Anchor Inspection. Met with contractor, To review site plans and specs. Location: N2.2 grid line. Form slab to roof line. Contractor was required by the City of Tukwilla & Code, To Have HILTI KB3 kwik bolts installed and special Inspection was not performed at the above locations. 1. Looked at above expansion anchor locations. I could not verify any type of expansion bolts or Clips used To secure stone to outer wall. Total anchors not inspected = 36. 2. Could not verify, depth, cleanliness, edge distance and spacing. The 36 anchor bolts on this grid line Location of N2.2 form slab to roof line is NOT IN CONFORMANCE with site plans, specs and manufactures Directions. Note: Need engineers stamp written approval to clear up this non - conformance. Equipment/Asset Number(s): To the best of my knowledge, the above WAS ❑ / WAS NOT ® performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Representative: Technician Offices Serving the Western United States Form 1501 r.2 Effective Date: 12 -20-07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. s FIELD Iamb zol 1�'aZan &ASSOCIATES,rc - —REPORT NO.: 10144NCR093010 -mb GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEE 1 F tT 2010 CONSTRUCTION TESTING AND INSPECTION UU II 1 c. L.I •• a-a-V. ••••-.,v DATE: 09 -30 -10 CONTRACTOR: Poe Construction PROJECT #: 06610144 PROJECT: 295 Fidelity Building Expansion LOCATION: 5920 South 180th Street Tukwila WA KRAZAN PROJECT MANAGER: RGJ PERMIT NO: D10 -035 INSPECTOR: Mark T Bush JURISDICTION: Tukwila / King CO. WEATHER: Over cast / sunny Temp: 65 F POST EXPANSION ANCHOR INSPECTION & TORQUE TESTING On site as requested by contractor, to perform Torque testing for Post installed expansion anchor Inspection Met with contractor to review site plans, specs. Location: 1. Steel column on E.5 & F.1/2.2 Lines. 1. Performed torque test on Simpson Strong Tie expansion anchors for steel column. The anchors were Pre installed upon arrival. Reviewed detail for anchors, called out for 8 "embedment with 90 ft -Ib's of torque. The Simpson Strong Tie anchor looks to be installed properly. Contractor met the requirement for embedment, Spacing and all 8 bolts were torque to 90 ft-lb. Note: With the observation of what looks to be properly installed per manufactures directions and with the Torque tests reaching 90 ft-lb. Contractor needs RFI from engineer to accept the post installed expansion Anchors. "Note: this re • ort • endin • En . ineers royal and written acce•tance ". Equipment/Asset Number(s): To the best of my knowledge, the above WAS ❑ / WAS NOT ® performed in accordance with the approved p ans, specifications, and regulatory requirements. Superintendent/Representative: Technician aLieAJ�'ub/ Form 1501 r.2 Effective Date: 12 -20 -07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. FIELD azan & A s s o c l A sibw.c_. 7 REPORT NO.: 10144DFR093010 -mb GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 09 -30 -10 OCT 0 8 2010 COMIVit r! CONTRACTOR: Poe Construction PROJECT #: 06610144 PROJECT: 295 Fidelity Building Expansion LOCATION: 5920 South 180th Street Tukwila WA KRAZAN PROJECT MANAGER: RGJ PERMIT NO: D10 -035 INSPECTOR: Mark T Bush JURISDICTION: Tukwila / King CO. WEATHER: Over cast / sunny Temp: 65 F Expansion Anchor Inspection. On site as requested by contractor, to perform Expansion Anchor Inspection. Met with contractor, To review site plans and specs. Location: 1. For Hilti KB3 anchors. E/2.3 line. 2. For Simpson HD Titen anchors. E.5 to F/2.3 lines. @ Header. 1. Contractor placed 1/4" x 3'/4" Hilti KB3 316 SS expansion anchor and torque to 4 flbs. Total anchors Placed = 30. 2. Also contractor placed, Y2 "x8" Galvanized Simpson HD Titen Anchor bolt w/ 6" max @ end of lumber. Using 16" O.C. Total Titen anchors placed =5 Note: Work performed to site plans, specs and Manufactures directions. Equipment/Asset Number(s): To the best of my knowledge, the above WAS S / WAS NOT ❑ performed in accordance with the approved p ans, specifications, and regulatory requirements. Superintendent/Representative: Technician 9X/4 gaViet4 Offices Serving the Western United States Fonn 1501 r.2 Effective Date: 12 -20 -07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. aZ 1 & Associate! Cnc. FIELD REPORT NO: 130329 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING 0 ^ L O�O CONSTRUCTION TESTING AND INSPECTION DATE: 7-211 A 7—,77—/t2 CONTRACTOR: , Jac y,.r /}.° ,o1....1 PROJECT #: t96.' /C7irSV JURISDICTION: d o c/ 7'.i N PROJECT: 74:4440-1Q_ C o s Af PERMIT #: 4./0- /53 LOCATION: Yeit9 (:ash /Dr- , 7.4‘....,--'ek INSPECTOR: fea ---_' f Q KRAZAN PROJECT MANAGER: , J3_ WEATHER: �rv.-- TEMP: s%o-r• -e ,-a.�A st co„1 i - ,l e-'v 'b+n r` ", c,- e,..e,-- 014,..-•-, +•j■ #‘5-,4 �_ �, -04-A / 4,c d pte covvl, tj 747 '4i/ AC rimwol.2q.P0( Nom/ ,g► OVA ih drIA-C oat r vC s. lea. , J& I coed )1 3 - - C - 5- , /9 - A ,•- 7:74,‘,/ .7t /Co sr u-R e 6/ fly c,,. f cted /t y41, Equipment/Asset Number(s): To the best of my knowledge, the abov Superintendent /Repre entative: Technician: , diar AS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. This report indicates our inspector's observation and testing results based on the site condition and contractors activities. This information i • ubject prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of the results. Some information on this report may have been provided by others on site. The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Assoc. Offices Serving the Western United States Bothell (425) 485 -5519 Gresham (503) 665 -3574 Poulsbo (360) 598 -2126 Puyallup (253) 939 -2500 EFFECTIVE: 4/2212009 DAILY FIELD REPORT 2009.doc I1Kr2IZ2IJIT1 & Associates. ,I--c, -- GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION 1 iOCT 0 8 2010 DATE: c7-eZ7 PROJECT #: 66/42/g17 PROJECT: 724-e4>-;6-- f2 a _� /"'7' LOCATION: X74-- ' " / "' ^'' KRAZAN PROJECT MANAGER: ��b Vl mac. FIELD REPORT NO: 130330 D:-`16ONTRACTOR: _ lot 4 4 - 1 5 - w t JURISDICTION: C. °7 74 PERMIT #: D7C2 - sT INSPECTOR: WEATHER: s v TEMP: ��t,7Lik� „r.-c� 671-e 91'2(g.” s/ i o� ,o�1 "4/1 4t-e.ed exec-0,4, LAJ ,,'/ isai4gAs " se- L - _s-114,,0.90? t,t- t ov < 4' - 13 az-v.d , y- C, e✓A e'k Equipment/Asset Number(s): To the best of my knowledge, the abov .. AS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent /Representative: Technician: This report indicates our inspector's observation and testing results based on the site condition and contractor's activities. This information is sulct to re rior to final submitta. y signing this report, our inspector does not accept responsibility for validity of the results. Some information on this report may have been provided by others on site. The information prow ed on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Assoc. Offices Serving the Western United States Bothell (425) 485 -5519 Gresham (503) 665 -3574 Poulsbo (360) 598 -2126 Puyallup (253) 939 -2500 EFFECTIVE: 4/22/2009 DAILY FIELD REPORT 2009.doc k az1 & Associates, Ir70 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: x'=30 /c - /-fe, PROJECT #: te_i6f f'' PROJECT: %,re,�� LOCATION: I/0V Gos e KRAZAN PROJECT MANAGER: OCT 0 8 2010 co" H.•i.1N j f nom,.`..._ ?,:,4,,.oT CONTRACTOR: JURISDICTION: FIELD REPORT NO: 130331 PERMIT #: 01(° 1..>3 INSPECTOR: i'/F.29-,--%-/ WEATHER: TEMP: L/ a l YYY . / f _" ... r ' / 1 / 3 a�-/e A Gt o s� �e °-,A -W 1.4j °- '�71d"t0"p� °c a c,s "�t,� 710 jt .a1 tt - " / 673-0 "le y r J1 we ? � e d),-, ^e t'vtc , 7:/e,"6/4,--e- , 4'/ Stva.,E. Equipment/Asset Number(s): To the best of my knowledge, the abov / AS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent /Repr ntative: Technician: This report indicates our inspector's observation and testing results based on the site condition and contractor's activities. This information is ubjec w prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of the results. Some information on this report may have been provided by others on site. The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Assoc. Offices Serving the Western United States Bothell (425) 485 -5519 Gresham (503) 665 -3574 Poulsbo (360) 598 -2126 Puyallup (253) 939 -2500 EFFECTIVE: 4/22/2009 DAILY FIELD REPORT 2009.doc Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA 98371 (253) 939 -2500 Project No. 066 -10144 Cyl. Code 1939 Pour Date 8/23/2010 Report No. 082310 -GN Weather Sunny Jur sdlcs n •-"tion pit/ ity of Tukwila r Project 295 Fidelity Building •� Engineer Location 5920 South 180th Street OCT 0 8 2010' Architect Client Corporate Real Estate, IncCOMMUNIrr contractor Poe Construction Permit No. D10-035 Field Data Supplier Stoneway MORTAR/GROUT REPORT Plant No. 11 Site Mix Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 10:36 424 235641 flow 73 68 Grout Box Used yes Number of units used to form specimens Placement Area Location EXTERIOR NEW CMU WALL FINISH FLOOR TO 4' ELEVATION. Remarks GROUT PLACED BY GROUT PUMP AND MECHANICALLY CONSOLIDATED BY HIGH FREQUENCY VIBRATION. W/C RATIO: .64. PLEASE REFER TO FIELD REPORT NO. 1111AAnGRniY)41n_nAI Inspector G. NAILL Reported Batch Data Design Actual Weights Weights Mix No. 6528 6528 Cem. lbs. 611 610 F. Ash lbs. C. agg. lbs. 1 864 857 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 2022 2027 Water lbs. 360 395 Air Ent. (oz) Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 75 of 40 allow Field Test Methods X ASTM C143 ASTM C138 X ASTM C1064 ASTM C173 X ASTM C31 Other Laboratory Data Design Strength 2,000 @ 28 days Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (ibs) (psi) Set # By Type 1939 -1 8/30/2010 7 3.27 3 3.3 6.250 10.88 34095 3,130 1 MT N/A 1939 -2 9/20/2010 28 3.29 3.41 41 6.250 11.22 49630 4,420 1 MT N/A 2.24 1939 -3 9/20/2010 28 3.52 6.250 - 11.40 50320 4,410 1 MT N/A 1939 -4 9/20/2010 28 3.44 8 3.33 6.250 - 11.63 46320 3,980 1 MT N/A Date Specimens Recd. 8/25/2010 Remarks Results Reviewed By Date Reviewed Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear Measurement Uncertainties: ASTM C109= +/- 10.7, ASTM C1019= +/- 14.4% Form 04103 Revision 0 Effective Date 1202/02 The Information provided on thb report Is prepared for the exclusive use of the client This report may not be reproduced In any format without the written permission of the client and Kra: an & Associates. Laboratory Test Methods ASTM C39 ASTM C109 X ASTM C617 X ASTM C1019 ASTM C1231 Test Results X Conforming Non - Conforming 4: Shear 5: Columnar (Split) «Krazan &Associates,_I.nc. Geotechnical Engineering • Environ ntta leal Engineering "' Construction Testing and Inspection OCT 04 20101 DATE: 9/22/2010 PROJECT #: 6610144 canOP p�IELOPIrIE tJT PROJECT: 295 Fidelity Building Expansion LOCATION: 5920 South 180th Street. Tuckwilla WA KRAZAN PROJECT MANAGER: RGJ CONTRACTOR: PERMIT NO: INSPECTOR: JURISDICTION: WEATHER: COMPACTION REPORT NO.: DFR NO. POE Construction. 10144CPR092210 -mb 10144FDR092210 -mb D10 -035 Mark T Bush Tuckwilla WA Over Cast. / sunny TEMP: 65 F X NUCLEAR DENSOMETER ASTM 06938 SANDCONE ASTM D2167 OTHER LOCATION MAP NOTE: Separate reports should be used for each item. PAVED AREAS X SUB AGGREGATE ASPHALT PAD(S) OTHER TRENCHES SEWER WATER STORM UTILITY IRRIGATION CURVE UNIFIED SOILS CLASSIFICATION MAX DRY DENSITY OPTIMUM MOISTURE 1 A -4(0) Gay, 115.2 1460.00% 2 with small to medium agg. 3 4 5 6 TEST ELEVATION LOCATION CURVE MODE & DEPTH DENSITY (PCF) MOISTURE % % COMPACTION REQUIRED COMPATION 1 1st lift ( -2') 4' east of west wall. A -4(0) 8" 122.2 8.50% 99% 95% 2 20' east of #1 116.6 11.50% 99.00% 95% 3 20' east of #2 120 12.60% 100% 95% 4 20' east of #3 121.2 10.20% 100% 95% 5 20' east of #4 125.4 10.30% 100.00% 95% 1 2nd lift FSG 6' east of west wall. 8" 124.8 9 100 95% 2 20' east of #1 117.7 8.9 100 95% 3 20' east of #2 126.7 10 100 95% 4 20' east of #3 123.4 9.3 100 95% 5 20' east of #4 124 9.2 100 95% EQUIPMENT NO.: MAP LOCATION X ATTACHED This testing does not preclude the possibility that the soil or hot mix asphalt may be loosened by future The tests CURVE TEST METHOD: A -4(0) construction or rainfall events. compaction were performed at the approximate locations and elevations shown, and indicate relative DAILY AVERAGE STANDARD DENSITY COUNT: 1971 compaction at those locations. Horizontal and vertical limits Density Count: of the compacted areas were determined by others. Our firm does not guarantee earthwork DAILY AVERAGE STANDARD MOISTURE COUNT: or paving constriction, nor does our work relieve the Moisture Count: contractors responsibility to conform to the approved project plans and specifications. To the best of my knowledge, the above WAS (NOT) performed In accordance with the approved plans, specifications, and regulatory requirements. REMARKS: No water needed for compaction. Superintendent/Representative: Technician: Mark T Bush #SI 01713 Offices Serving the Western United States Form 02101 r.2 Effective Date: 04 -08 -2009 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format H ithout the written permission of the client and Krazan & Associates. 11111M. *NM vole an &ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTIOtdn r 'r-"f T1 OCT 0 4 2010 DATE: 09 -22 -10 PROJECT #: 06610144 cC "!t!1 "tin 1 , PROJECT: 295 Fidelity Building Expansion LOCATION: 5920 South 180'" Street Tukwila WA FIELD REPORT NO.: 10144DFR092210 -mb CONTRACTOR: Poe Construction PERMIT NO: D10 -035 INSPECTOR: Mark T Bush JURISDICTION: Tukwila / King CO. KRAZAN PROJECT MANAGER: RGJ WEATHER: Over cast / sunny Temp: 65 F Nuclear Density Compaction Testing. On site as requested by contractor, to perform Nuclear Density Compaction Testing. Met with contractor, To review site plans and specs. Locations: 1. See Compaction Report # 10144CPR092210 -mb A to G / 2.2 to 2.4 lines. Between CMU wall and Interior slab. 1.Performed nuclear density testing north of CMU between east and west walls @ Grid lines A to G/ 2.2 to 2.4 Contractor placed Native soil brown, Black silty, sandy clay type. With proctor value of 115.2 @ 14.6 optimum Moisture content. 2. Contractor placed 2' lifts and compacted using Ho -pack diesel powered. Contractor compacted to 95% or greater. Please see compaction report # 10144CPR092210 -mb for testing frequency and data. No water was used to compact soil. Note: work performed to site plans, specs and Geo instructions. Equipment/Asset Number(s): 10144CPR092210 -mb To the best of my knowledge, the above WAS ® / WAS NOT 0 performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Representative: Technician Offices Serving the Western United States Form 1501 r.2 Effective Date: 12 -20 -07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. a I(fl1Z3.Jr1 & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: oao - ao nU PROJECT #: 0 L - 1 O) L%►� PROJECT: DQ‘ 5 T e ,1_s �� t��-„ ie 4.c'n LOCATION. S rat �� S i4j6• - KRAZAN PROJECT MANAGER: OCT 042010\ DSA File /Appl. No. OSHPD No. Permit No. CONTRACTOR: P 0 E. / 5ted ►i.x PERMIT NO I ° y 0 3 i) INSPECTOR: :�>uve\ 1 JURISDICTION: 7v\l-��∎ 1 C\ WEATHER: tkoky `f CEv S TEMP: HIGH STRENGTH BOLTS ❑ A Skidmoore test was performed on the lbs. /ft. Average torque reading: A325 lbs. /ft lbs. /ft. tension. ❑ High strength bolt inspection was performed on the A490 -inch V) bolts with the following torque readings: lbs. /ft. lbs. /ft lbs. /ft. -inch 0 bolts at the following locationns: ❑ The bolts DID / DID NOT meet the required [X] ANCHORS Proof Load ❑ to teAv (s - iv�v �‘ v c=k u t� t' ❑ %OO ,of b total 5Qi ?� lbs. /ft. tension. % of3_( total 31,E X V a -inch X Torque Test X Epoxy t�pilj' A 0 bolts were torque tested to 1 S� lbs. /ft. tension at the following locations: .3 ' . ca as Q eif3v1•A . \ &It 3 0./.A 11 Zia tension at the following locations: t1 anchors were load tested to �-5 lbs. /ft. Visual inspection was performed on 9)4 6( I'l T\4,\ rock 0.1 Z��+1\ U� ` �,, `it- ` cif S k\ 'ckoc�►sl'Or� �� rp,r,� Ock \, a .a / D T ©7 �.ry v' &:""C (P %CI NOTES DISCREPANCIES % COMPLETE 4-1 sje4 (`44 /\=0 - cNiyi ,.ae� y �xrJ t m,i` S�ab �laVs�1= L�� rolt OAS \\ S r e4 CV( / ire. wc' • 4 v t. {`O eit 6E , 01D S r +s To the best of my knowledge, the above WAS / WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Representative: Tech ' ian: 215 West Dakota Avenue, Clovis, Ca 93612 • (559) 348 -2200 4231 Foster Ave., Bakersfield, CA 93308 • (661) 633 -2200 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • (209) 572 -2200 545 Parrott St., San Jose, CA 95112 • (408) 271 -2200 226 N. Sherman, �, e. A, Corona, CA 92880 1501 15th Street NW, #106, Auburn, WA 98002 20714 State Route 305 N.E., Ste. 3C, Poulsbo, WA 98370 13434 N. E. 177th Place, Woodinville, WA 98072 • (909) 549 -1188 • (253) 939 -2500 • (360) 598 -2126 • (425) 485 -5519 Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA 98371 (253) 939 -2500 Project No. 066 -10144 Weather Sunny Project 295 Fidelity Building Location 5920 South 180th Street client Corporate Real Estate, Inc. Cyl. Code 1898 Pour Date 8/16/2010 Report No. 081610 -jb Jurisdiction City of Tukwila "Engineer Architect OCT 0 4 20111)� tractor Poe Construction Permit No. D10 -035 \..LJ tllrr.r4, wt., r MORTAR/GROUlEROd "'"1 Field Data Supplier Stoneway Time Truck# 12:50 456 Ticket # 234235 Plant No. 1 1 Flow or Grout Slump Temp. % Air (in.) (F) 9 80 Grout Box Used x Number of units used to form specimens Site Mix Air Temp. (F) 89 Initial Max/Min Temp. (F) Placement Area Location 12" AND 8" CMU WALL @ LINES 2.2 /A -D, 2 /D -G ELEV. = T.O.F. TO +5. Remarks PLEASE REFER TO KRAZAN DAILY FIELD REPORT # 10144DFR081610 -JB. Inspector J. BISTRYSKI Reported Batch Data Design Weights Mix No. 6528 Cem. lbs. 611 F. Ash lbs. C. agg. lbs. 1 864 858 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 2022 2021 Water lbs. 360 354 Air Ent. (oz) Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 30 Actual Weights 6528 610 Field Test Methods X ASTM C143 X ASTM C1064 X ASTM C31 ASTM C138 ASTM C173 X Other Laboratory Data Cyl. Code 1898 -1 1898 -2 1898 -3 1898 -4 Test Date 8/23/2010 9/13/2010 9/13/2010 9/13/2010 Remarks Results Reviewed By Age 7 28 28 28 Codes for Break Types: Mid Pt. Width (in) 3.35 3.31 3.36 3.30 3.33 3.33 3.32 3.33 Design Strength 2,000 @ 28 days Cross Out of Section Max. Comp. Height Plumb Area Load Strength Tested Break (in) (sq.in) (lbs) (psi) Set # By Type 6.250 11.09 42565 3,840 1 MT N/A 6.250 - 11.09 51940 4,680 1 MT N/A 6.250 - 11.09 52065 4,690 1 MT N/A 6.250 11.06 48095 4,350 1 MT N/A Date Specimens Rec'd. 8/18/2010 ( %) Date Reviewed `3 1: Cone 2: Cone & Split 3: Cone & Shear 4: S ear Measurement Uncertai ies: ASTM C109= +1- 10.7, ASTM C1019= +1- 14.4% Form 04103 Revision 0 Effective Date 12/02/02 The Information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any tonnat without the written permission of the client and Krazan & Associates. Laboratory Test Methods ASTM C39 ASTM C109 X ASTM C617 X ASTM C1019 ASTM C1231 Test Results X Conforming Non - Conforming 5: Columnar (Split) Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA 98371 (253) 939 -2500 Project No. 066 -10144 Cyl. Code 2005 Pour Date 9/7/2010 Report No. 8052 Weather Overcast Jurisdiction City of Tukwila Permit No. D10 -035 Project 295 Fidelity Building Expansion .. °•=r) Engineer Location 5920 South 180th St. Architect Client Corporate Real Estate, Inc. oCT 0 4 MB Poe Construction Field Data MORTAR/GR RED R Supplier Stoneway Plant No. 11 Site Mix - Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 10:32 464 238207 NT Flow 64 68 Grout Box Used x Number of units used to form specimens Placement Area Location 2.4 LINE D -E @ 25' AFF. 2.2 LINE A -D @ T.O.W. Remarks VERIFIED ALL BOND BEAM REINFORCEMENT TO BE CONTINUOUS ACROSS LINTELS. PLEASE REFER TO FIELD REPORT NO. 130396 Inspector D. RAMSDELL Reported Batch Data Design Actual Weights Weights Mix No. 6528 Cem.lbs. 4277 4270 F. Ash lbs. 6078 6080 C. agg. lbs. 1 C. agg. lbs. 2 C. agg. lbs. 3 - Sand lbs. 14370 14360 Water lbs. 302 267 Air Ent. (oz) Other(oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 15 Field Test Methods ASTM C143 ASTM C138 X ASTM C1064 ASTM C173 X ASTM C31 Other Laboratory Data Design Strength 2,000 @ 28 days Date Specimens Rec'd. 9/9/2010 Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (lbs) (psi) Set # By Type 2005 -1 9/14/2010 7 3.29 3.29 6.250 10.82 43455 4,020 1 MT N/A 2005 -2 10/5/2010 28 - 1 2005 -3 10/5/2010 28 - 1 2005 -4 10/5/2010 28 - 1 Remarks Results Reviewed By Codes for Break Types: Date Reviewed Measurement Uncertain s: ASTM C109= +/- 10.7, ASTM C1019= +/- 14.4% Form 04103 Revision 0 Ered/ve Date 12/02102 The Information provided on this report is prepared for the exclusive use of the client This report may not be reproduced In any format without the written permission of the client and Krazan & Associates. ear 1: Cone 2: Cone & Split 3: Cone & Shear 4: S Laboratory Test Methods ASTM C39 ASTM C109 X ASTM C617 X ASTM C1019 X ASTM C1231 Test Results Conforming Non - Conforming 5: Columnar (Split) Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA 98371 (253) 939 -2500 Protect No. 066 -10144 Cyl. Code 2017 Pour Date 9/10/2010 Weather Overcast Jurisdiction City of Tukwila Project 295 Fidelity Building Expansion :.',m� Engineer Location 5920 South 180th St. OCT u 4 2410' Architect Client Corporate Real Estate, Inc. COMMUN.T( Report No. 6670 Permit No. D10 -035 Contractor Poe Construction Field Data MORTAR/GROUT REPORT Supplier Stoneway Plant No. 1 1 Site Mix - Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 7:30 460 238595 flow 70 58 Grout Box Used 3x3x6 Number of units used to form specimens 5 Placement Area Location CMU WALLS D TO G/2.4. ELEVATION 23'11.5" TO 29'9.5 ", 23'2" TO 28'2 ". Remarks GROUT DEPOSITED BY LINE PUMP & MECHANICALLY CONSOLIDATED. REFER TO FIELD REPORT #130108. Inspector J.BLAND Reported Batch Data Design Actual Weights Weights Mix No. 6528 6528 Cem. lbs. 611 3650 F. Ash lbs. C. agg. lbs. 1 864 5240 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 2022 12280 Water lbs. 360 1706 Air Ent. (oz) Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 20 Field Test Methods ASTM C143 ASTM C138 x ASTM C1064 ASTM C173 x ASTM C31 Other Laboratory Data Design Strength 2,000 @ 28 days Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (lbs) (psi) Set # By Type 2017 -1 9/15/2010 5 3.37 6.250 3.29 - 11.09 34645 3,120 1 MT N/A 2017 -2 9/17/2010 7 1 2017 -3 10/8/2010 28 1 2017 -4 10/8/2010 28 1 2017 -5 10/8/2010 28 1 Date Specimens Rec'd. 9/13/2010 Remarks Results Reviewed By Codes for Break Types: Date Reviewed /S /l] 1: Cone 2: Cone & Split 3: Cone & Shear 4: S ear 5: Measurement Uncertainties: ASTM C109= +1- 10.7, ASTM C1019= +/- 14.4% Form 04103 Revivbn 0 Effective Date 12/02/02 The httormatbn provided on this report o prepared for the exclusive use of the diem. This report may not be reproduced in any format without the written permssbn of the client and Krezan 8 Associates. Laboratory Test Methods ASTM C39 ASTM C109 X ASTM C617 X ASTM C1019 ASTM C1231 Test Results Conforming Non - Conforming Columnar (Split) 1Krazan & Associates, I n c RECEIVED SEP 2 4 2010 COMMUNTY DEVELOPMENT CONTRACTOR: f s- dO,Pt r /e"-P'1 JURISDICTION: G o/ 7^ae� PERMIT #: £ /O - ICJ INSPECTOR: ,� - y xsc�r.�•a. WEATHER: c /(.y 1 EMI'." GEOTECHNICAL ENGINEERING CONSTRUCTION TESTING AND • ENVIRONMENTAL ENGINEERING INSPECTION DATE: y /7 -/e9 PROJECT #: 66 /12/4"y PROJECT: ,niVP-1-i4(/� LOCATION: -5-9702C2 S / ° a KRAZAN PROJECT MANAGER: ,- FIELD REPORT NO: 130317 ,2,,,,?._ ,v, 3 / )9- C-� �e-.-- r 74 -0,c r-eite:-4 S-- % 4 vi ,t.�, _ 6;.,), -0, 4, p€ v /� A 4( -reel s:4 s-a�; A9-.2S %os ( A -e--,- ,.. 4y - ks,4.ee 4y e,....• ,�., -- 4-.,..71 , ...) ",.,(.t 4. 0,,- 7Q /4 L,-,- '7- 1. gad A4- ,.., -o 74. R a 4 etCe ■.A4t j 4.`ia^ vt . e r- AA:air ° QeGs.tr -r'i o 1/ ' 0.GI , s-s ift,Ne et-, G s- -,-ei s 4 ....,,- ,4!..,.., ,.z) /+. -`)..e--0'7., _ - - -69( -x, - - _ ". 1 •7L e, ' I) .C' Ja -es 6 ..' 724 . -•-7a. ,s' ovizAh Q.t..,.a,-e le` LL, .` .x,5 c,A-v1 el �,.tC. S e_A..e.,P dAAcm -sic .. Sim #y'` (A '1 7 s .2) 4...m < 74 , -7-Pel "r -92.....42..z>-(` ,tv a /0'd oe) A,4 -..4c 6 r e j, cz /.2 " leddi „ 72, ,' 4 &4 ' Y/ .......y A.— col-e4e e I4F41 e /49-4 / ,r .`...,,,. 742-u -..,1 ,c- . 4� eyte.4 rf 41.0,11 s .. Equipment/Asset Number(s): To the hest of my knowledge, the aho AS NOT performed in accordance with the approved plans specifications, and •..gulatory requirements. Superintendent/Representative: Technician' This report uflncateo uur inspector's observation and tasting results based on the site condition and contractor's activities. This information is sublet . to .rlor to final su natal. By signing 1015 report, our ti spectur does nut accept responsibility fur validity of the results. Some information on this report may have been provided by others on site. The infant'. non provided on this report . prepared for the exclusive use of the client 1 his iepuiI may 1101 be reproduced In any format without the written permission of the client and Krazan & Assoc. Offices Serving the Western United States Bothell (425) 485 -5519 Gresham (503) 665 -3574 Poulsbo (360) 598 -2126 Puyallup (253) 939 -2500 DAILY FIELD HEFOHT 2009 duc EFFECTIVE: 4/12/2009 & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: --? 7/1- W 1O PROJECT /l: _> 'zo!vy PROJECT: ..7�5D(//7Xil / ExAii�/Iff' /ON LOCATION: 59 o Jr e1T6l 1.02,4 TRser KRAZAN PROJECT MANAGER. _AMY WELDING REPORT NO.: 3 7 csniED SR 242010 Poe Co rrreuerAD . GCr PSI CONTRACTOR: T {E�1E� PERMIT NO: 2//©— d -r� INSPECTOR: ,foutes ,8/.o/VO JURISDICTION: %Ukiv//A J/4 WEATHER: Of/BRCAST 1 EMP: (5 VC-FIELD ❑ SHOP WELDING ❑ M.T. ❑ P.T. V.T. item(s) inspected: N' /$t'/ //Y /*SPA-CMD THE /VELD /Ne on/ T/4E MIeYIruNG 1DCATwN.c I) LINE G12 °8' W -8Cam wet Te 136LTEb STEEL PLATE 9' Aped To AN /fC PM/1- '0 rG /2 °25 2) LINE ESP P f; I /s.3 Phis DETAIL B/SL.I 3) WELDING or W define) VIERS To CoLuru►nw KNIFE flares a- MEZZANINE' St likuratNe Ej 3.3 Rooms Mezi , f/ 3.3 Roof' Ib %wEzz • F/.2.3 Roof f ffl Z .. E. jl a . 25 roof als.Z0 RodF EUU 7/11 WELDER ID = I eggnty A . ads ran(wortls ) L Position: FLAT (VERITCALJ iORIZONTA1 OVERHEAD R., Filler Metal: E70/40 XI Process: FCAW GMAW SAW ❑ Other: ® Weld Type: UMZEI C.P. P.P. PLUG ❑ Other: X Weld Size 3/16" 5/16" 3/8° ❑ Other: RI Codes: AISC TITLE 21 TITLE 24 UBC ASME JSMAWI 7'.'t fyhZ4Obv ' `eivsAeeerAr 9081 PEA, ALo'1 D/. / - D 8 AND G°4/91, PER P /4ms To the best of my knowledge, the abov Superintendent/Representative: / WAS NOT performed in accordance with the approved plans, specifications, and • egulatory requirements. Technician: Serving the Western United States This field report indicates our inspector's observation and testing results based on the site condition and contractors activities. This iformation is subject to view prior to final submittal. By signing this report, our inspector does not accept responsibility tor validity of results. Some information on this report has been p ovided by others on sit€ Revision Eitective Dale: 1I/15/07 'rite inhumation provided to this repot is prepared lot the exclusive use of the client. This teptn may nut be ieprduced in any lunuut without the wi in it peuttissiuu of the client and .t■me 8 Asuw:tates. & Associates, I GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: b/ /D PROJECT #:c66- /c/soy PROJECT: 2 A s - a e l e / 7j 1 gip. LOCATION: 5-7617 6 G Y t r # / "r 7; KRAZAN PROJECT MANAGER: 87' a • deo,/ n J ECE VED FIELD REPORT NO: 130108 SEP 17 2010 COMMUNITY DEVELOPMENT CONTRACTOR: 767a- JURISDICTION: 7Q t491L 4 PERMIT #: L -0345- INSPECTOR: (Amisr & /AAv0 WEATHER: ortr1CAlciv- TEMP: $-9c, /IYsPECTO,P Div sin ,s s 5 By 7/E CavrmAerce .icve •t7E /A0WieED /)2i/jinev ey / &dr / /ACC/ mwr OBsE.erfmow_ %%7Ef ythv-r-RA,efele %b !/Esf j/ //1 JPc1 TJo,v /4.v0 iREiriele A "/''1reD L`7 /An/..r. J a/eel/49470K �D/VX72(/C7E6 erne, "ix:// Ay L /NE .1 • y/ 7-0 —7b hZeromoot,'r S .231Z 281.4 fot .23'''/ ?o .2 9 ' 9y' , P/ i !/ f //Y8PAZI7E t ACsr CC[t ID/2 CLEi -nt/i nr is C &(Ls &oekE ilheSitacrnrlit CrtenN, YC2r�'re0 l?`IACEsh&t vro-F VE-2rtC4rl /Iloitizonctal Ref A orzcrunarr,c -e'tcir0 4: M eokMe'2$IAPc, YAMS 8AKS ANCKO& 13o•rS Sr24PS, LAP SPLICES, CLViettnMCCS ACHa� . QC /�Y7�if� &c /Ale /a /AL'aneA,7' Oon 4iunl T71, iMAl&ova -0 /°/4A r J'/°te /hfC+s►9arvv1, /1/ /-) - . 'n/ 4 ON/ /)1 tie 6 & S"LI, 6'€aa-r lsJ 9 De Ens /Te € i wr genisP /,� leoss // wR.t /i,� deQr./r &,0 51 Covcrto //4 a7ED /yJot4440 (1)('/loc -ir &',c -re-04 tCO/ylAv dS /1/6i drpCiv6TN Tkry, ^t g A ni 4 ms" DEO /0A1 mend"; J'Ami'LG AE$ Re-epu fff-O ZYrh/ a'C av it gCrv2 EA4 /Yee//2.og e4 7"Z(T //V6 AT S a 4 y / QEkr/2 1717 "Ve ill. 066, %7 let Equipment/Asset Number(s): To the best of my knowledge, the abov / WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Representative: Technician: This report indicates our inspectors observation and testing results based on the site condition and contractors activities. This in rmatlon is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of the results. Some information on this report may have been provided by Others on site. The information provided on this report i:; prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Assoc. Offices Serving the Western United States Bothell (425) 485 -5519 Gresham (503) 665 -3574 Poulsbo (360) 598 -2126 Puyallup (253) 939 -2500 DAILY FIELD REPORT 2009.doc EFFECTIVE: 4/22/2009 Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA 98371 (253) 939 -2500 Project No. 066 -10144 Cyl. Code 1995 Pour Date Weather Overcast Jurisdiction City of Tukwila Project 295 Fidelity Building Expansion Location 5920 South 180th St. client Corporate Real Estate, Inc. Contractor Poe Construction DEC°>"ii-oU, ,T Engineer Architect 9/1/2010 Report No. 8049 Permit No.n ..,� V ; pet I bib-o35 SEP242010 Field Data MORTAR/GROUT REPORT Supplier Stoneway Plant No. 11 Site Mix - Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 10:15 422 237559 - flow 64 66 Grout Box Used yes Number of units used to form specimens Placement Area Location LINE 2.2 A -D @ 25' A.F.F. Remarks PLEASE REFER TO FIELD REPORT NO 130393 Inspector D. RAMSDELL Reported Batch Data Design Actual Weights Weights Mix No. 6528 Cem. lbs. 1528 1520 F. Ash lbs. C. agg. lbs. 1 C. agg. lbs. 2 2171 2200 C. agg. lbs. 3 Sand lbs. 5201 5200 Water lbs. 107 94 Air Ent. (oz) Other (oz) Other(oz) Other (oz) Other (oz) - Water Added on Job (gals.) 13 Field Test Methods X ASTM C143 ASTM C138 X ASTM C1064 ASTM C173 X ASTM C31 Other Laboratory Data Design Strength 2,000 @ 28 days Date Specimens Rec'd. 9/3/2010 Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (lbs) (psi) Set # By Type 1995 -1 9/8/2010 7 3.39 3.25 6.250 - 11.02 34260 3,110 1 MT N/A 1995 -2 9/29/2010 28 1 1995 -3 9/29/2010 28 1995 -4 9/29/2010 28 Remarks Results Reviewed By Date Reviewed Codes for Break Types: ' 1: Cone 2: Cone & Split 3: Cone & Shear Measurement Uncertainties: ASTM C109= +/ -10.7, ASTM C1019= +/- 14.4% Form 04103 Revision 0 Effective Data 12/02/02 The infonnatbn provided on this report b prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and IGeran & Associates. 1 1 /0 Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 ASTM C1019 X ASTM C1231 Test Results Conforming Non - Conforming 4: Shear 5: Columnar (Split) Arazan at. Associates, inc. 922 valley Avenue NW, Suite 7ul, ruyaulup, WA, 9tfJ11, (253) 939 -2b0U Project No. 066 -10144 Weather Cloudy Cyl. Code 1865 Pour Date Jurisdiction City of Tukwila Project 295 Fidelity Building Expansion Location 5920 S. 180th St. Client Corporate Real Estate, Inc. 8/10/2010 Permit No Engineer Architect Contractor Poe Construction Report No. 35777 • ED SEP 13 2010 COMMUNt'TY DEVELOPMENT Field Data Concrete X Other Supplier Miles Time Truck# Ticket # 10:15 C139 138470 CYLINDER REPORT Plant No. 203 Site Mix Mix Air Slump Temp. Temp. % Air (in.) (F) (F) 4.5 74 64 Unit Wt. (pcf) Placement Area Location FOOTING GRIDLINES: A -G, 2.2. NEW COLUMN GRIDLINES : D,3.3; E,3.3; F,3.3. Remarks SAMPLE COLLECTED AT 10 OF 30 CYDS PLACED. LOCATED IN FOOTING GRIDLINE B,2.2. W /C =.52. REFER TO FIELD REPORT #130174/10144DFR08101 OGN. Inspector D.REIDNER IF I ISM Reported Batch Data Design Weights Mix No. 18350F Cem. lbs. 410 F. Ash lbs. 60 C. agg. lbs. 1 1560 C. agg. lbs. 2 300 C. agg. lbs. 3 Sand lbs. 1510 Water lbs. 253 Air Ent. (oz) Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) Actual Weights 18350F 413 59 1574 296 1503 245 10 Field Test Methods ASTM C138 ASTM C173 ASTM C172 ASTM C231 x ASTM C143 x ASTM C1064 x ASTM C31 OTHER Laboratory Data Cyl. Test Code Date 1865 -1 8/17/2010 1865 -2 9/7/2010 1865 -3 9/7/2010 1865 -4 9/7/2010 1865 -5 1865 -6 1865 -7 1865 -7 Remarks Results Reviewed By Field Cure Design Strength 2,500 @ 28 days Max. Age Dim. Area C.F. Load 7 4.01 12.63 - 38310 28 4.01 12.63 57755 28 4.01 12.63 56920 28 4.01 12.63 57985 H Date Specimens Rec'd. 8/11/2010 Comp. Tested Break Str. (psi) Set # By Type 3,030 1 MT 2 4,570 1 MT 2 4,510 1 MT 2 4,590 1 MT 2 1 Date Reviewed Columnar for Break Types: ' 1: Cone 2: Cone & Split 3: Cone & Shear Measurement Uncertainties: ASTM C -39 +1- 8% Form 03101 Revision 3 Effective Date 5112/04 The information provided on Ws report is prepared for the exclusive use of the client. This report may not be reproduced In any format without the wrtten permission of the client and Krazen 6 Assort 9/770 Sh 5: Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results X Conforming Non - Conforming 4: olumnar (Split) Krazan & Associates, Inc. uzz valley Avenue NW, butte 7U7, ruyaliup, WA 983/1 ('L53) 9.5V-15UU Project No. 066 -10144 Cyl. Code 1945 Pour Date 8/25/2010 Report No. 8047 Weather Clear Jurisdiction City of Tukwilaer��, `I�;}035 Project 295 Fidelity Building Engineer Location 5920 South 180th Street Architect Client Corporate Real Estate, Inc. SEP 13 2010 Contractor Poe Constr UNITY Ptd'iENT Field Data MORTAR/GROUT REPORT Supplier Stoneway Plant No. 14 Site Mix Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 1:35 467 236323 10 74 83 Grout Box Used x Number of units used to form specimens Placement Area Location 8 -12' AFF ON 2.2 LINE A -D. G LINE 2.2 -2.7. 2.4 LINE D -F Remarks TOTAL 4.5CYDS PLACED /DELIVERED. Inspector D. RAMSDELL Reported Batch Data Design Actual Weights Weights Mix No. 6528 Cem.lbs. 2750 2720 F. Ash lbs. C. agg. lbs. 1 3972 3960 C. agg. lbs. 2 - C. agg. lbs. 3 Sand lbs. 9036 9120 Water lbs. 149 176 Air Ent. (oz) - Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 15 Field Test Methods X ASTM C143 ASTM C138 X ASTM C1064 ASTM C173 X ASTM C31 Other Laboratory Data Design Strength 2,000 @ 28 days Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (lbs) (psi) Set # By Type 1945 -1 9/1/2010 7 337 6.250 - 11.36 29105 2,560 1 MT N/A 3.37 1945 -2 9/22/2010 28 1 1945 -3 9/22/2010 28 1945 -4 9/22/2010 28 Date Specimens Rec'd. 8/27/2010 Remarks Results Reviewed By Codes for Break Types: 1 1 Date Reviewed 1: Cone 2: Cone & Split 3: Cone & Shear 4: Sh ar 5: Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 ASTM C1019 X ASTM C1231 Test Results Conforming Non - Conforming Columnar (Split) Measurement Uncert ainties: ASTM C109= +1- 10.7, ASTM C1019= +1- 14.4% Form 04103 Revision 0 Effective Date 17/02/0: The Information provided on this report Is prepared for the exclusive use of the alert. This report may not be reproduced In any format withal the written permission of the mend and Krazan & Amer; Krazan & Associates, Inc. 922 Valley Avenue NW, Suit 101 Puyallup, WA 98371 (253) 939 -2500 Project No. 066 -10144 CyI. Code 1939 Pour Date 8/21/n1t0 Report No. 082310 -GN Weather Sunny Jurisdiction City of Tukwila Project 295 Fidelity Building Location 5920 South 180th Street client Corporate Real Estate, Inc. Engineer Architect SEP 1 3P70111No. D10 -035 COMNIUNITY DEVELOPMENT Contractor Poe Construction Field Data MORTAR/GROUT REPORT Supplier Stoneway Plant No. 11 Site Mix - Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 10:36 424 235641 flow 73 68 Grout Box Used yes Number of units used to form specimens Placement Area Location EXTERIOR NEW CMU WALL FINISH FLOOR TO 4' ELEVATION. Remarks GROUT PLACED BY GROUT PUMP AND MECHANICALLY CONSOLIDATED BY HIGH FREQUENCY VIBRATION. W/C RATIO: .64. PLEASE REFER TO FIELD REPORT NO. 1n1AAlnc.onQ')41n (znl Inspector G. NAILL Reported Batch Data Design Actual Weights Weights Mix No. 6528 6528 Cem. lbs. 611 610 F. Ash lbs. - C. agg. lbs. 1 864 857 C. agg. lbs. 2 - - C. agg. lbs. 3 Sand lbs. 2022 2027 Water lbs. 360 395 Air Ent. (oz) Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 75 of 40 allow Field Test Methods X ASTM C143 ASTM C138 X ASTM C1064 ASTM C173 X ASTM C31 Other Laboratory Data Design Strength 2,000 @ 28 days Date Specimens Rec'd. 8/25/2010 Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (lbs) (psi) Set # By Type 1939 -1 8/30/2010 7 333 6.250 10.88 34095 3,130 1 MT N/A 1939 -2 9/20/2010 28 1 1939 -3 9/20/2010 28 1 1939 -4 9/20/2010 28 1 Remarks Results Reviewed By Codes for Break Types: Date Reviewed !r S: 3° /o 1: Cone 2: Cone & Split 3: Cone & Shear 4: S h Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 ASTM C1019 X ASTM C1231 Test Results Conforming Non - Conforming Columnar (Split) Measurement Uncertainties: ASTM C109= +/- 10.7, ASTM C1019= +/- 14.4% Fonn 04103 Revision 0 Effective Date 12/02/0 The Informatlon provided on this report Is prepared for the exclusive use of the client This report may not be reproduced In any format without the wrllten permission of the client and Krazan d Assoc!. Krazan di Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA 98371 (253) 939 -2500 Project No. 066 -10144 Cyl. Code 1898 Pour Date 8/16/2010 Report No. 081610-jb Weather Sunny Jurisdiction City of Tukwila Permit No. D1 � Project 295 Fidelity Building Engineer SEP 1 3 Location 5920 South 180th Street Architect �010 COMfWUNIT'y Client Corporate Real Estate, Inc. Contractor Poe Construction DEVELOPMENT Field Data MORTAR/GROUT REPORT Supplier Stoneway Plant No. 11 Site Mix Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 12:50 456 234235 9 80 89 Grout Box Used x Number of units used to form specimens Placement Area Location 12" AND 8" CMU WALL @ LINES 2.2 /A -D, 2 /D -G ELEV. = T.O.F. TO +5. Remarks PLEASE REFER TO KRAZAN DAILY FIELD REPORT # 10144DFR081610 -JB. Inspector J. BISTRYSKI Reported Batch Data Design Actual Weights Weights Mix No. 6528 6528 Cem. lbs. 611 610 F. Ash lbs. - C. agg. lbs. 1 864 858 C. agg. lbs. 2 - C. agg. lbs. 3 Sand lbs. 2022 2021 Water lbs. 360 354 Air Ent. (oz) - Other(oz) - Other (oz) - Other(oz) Other (oz) Water Added on Job (gals.) 30 Field Test Methods X ASTM C143 X ASTM C1064 X ASTM C31 ASTM C138 ASTM C173 X Other Laboratory Data Design Strength 2,000 @ 28 days Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (lbs) (psi) Set # By Type 3.35 1898 -1 8/23/2010 7 3,31 6.250 - 11.09 42565 3,840 1 MT N/A 1898 -2 9/13/2010 28 1 1898 -3 9/13/2010 28 1 1898 -4 9/13/2010 28 Date Specimens Rec'd. 8/18/2010 Remarks Results Reviewed By Date Reviewed 1 3 Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear Measurement Uncertainties: ASTM C109= +1- 10.7, ASTM C1019= +1- 14.4% Form 04103 Revision 0 Effective Date 12/02!0: The information provided on this report Is prepared for the exclusive use of the dlent. This report may rot be reproduced b any format without the wrdten permission of the client and Kaman & Assort Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 ASTM C1019 X ASTM C1231 23/0 olumnar (Split) Test Results Conforming Non - Conforming Krazan ts< Associates, Inc. 9ZZ Valley Avenue NW, suite 101, Puyallup, WA 90311 (153) 939 -ZSUU Project No. 066 -10144 Cyl. Code 1962 Pour Date 8/27/2010 Report No. 7034 Weather Cloudy Jurisdiction City of Tukwila Permit No. Project 295 Fidelity Building Engineer Location 5920 South 180th Street Architect client Corporate Real Estate, Inc. Contractor Poe Construction 'lt = k1VED SEP 13 2010 DEVELDPMEiN IT Field Data MORTAR/GROUT REPORT Supplier Stoneway Plant No. 14 Site Mix - Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 1:58 435 236935 8 3/4 76 71 Grout Box Used yes Number of units used to form specimens Placement Area Location BLOCK WALLS AT 2.2/D TO G RED BLOCK 16' TO 20.6 ". GRAY 12' TO 16' WHITE 8' TO 12' LINTEL. SAMPLED 4CYDS TRUCK. Remarks GROUT PLACED WITH LINE PUMP. CONSOLIDATED USING BATTERY VIBRATOR. PLEASE REFER TO FIELD REPORT NO. 132521. Inspector M. JEWELL Reported Batch Data Design Actual Weights Weights Mix No. 6528 Cern. lbs. 611 623 F. Ash lbs. C. agg. lbs. 1 880 857 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1992 2000 Water lbs. 43 38.7 Air Ent. (oz) Other (oz) Other (oz) - Other (oz) Other (oz) Water Added on Job (gals.) 20 Field Test Methods ASTM C143 X ASTM C1064 X ASTM C31 ASTM C138 ASTM C173 X Other Laboratory Data Design Strength 2,000 @ 28 days Date Specimens Rec'd. 8/31/2010 Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (lbs) (psi) Set # By Type 1962 -1 9/3/2010 7 3:36 6.250 11.02 22380 2,030 1 MT N/A 1962 -2 9/24/2010 28 - 1 1962 -3 9/24/2010 28 1 1962 -4 9/24/2010 28 Remarks Results Reviewed By Codes for Break Types: 1 Date Reviewed 3 & Shear 4: Sh ar /0 Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 ASTM C1019 X ASTM C1231 Test Results Conforming Non - Conforming 1: Cone 2: Cone & Split 3: Cone 5: Columnar (Split) Measurement Uncertairy1ies: ASTM C109= +/- 10.7, ASTM C1019= +/- 14.4% Form 04103 Revision 0 Effective Date 12!02/04 The Information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced In any format without the written permission of the client and Krazan & Assodi Krazan & Associates, Inc. 912 Valley Avenue NW, suite 101, Puyallup, WA 98371 (253) 939 -2500 Project No. 066 -10144 Cyl. Code 1964 Pour Date 8/30/2010 Report No. 083010 -JB Jurisdiction City of Tukwila Permit No. D10 -035 Engineer r 7'� _ _ -NED Architect Contractor Poe Construction Weather Sunny Project 295 Fidelity Building Location 5920 South 180th Street Client Corporate Real Estate, Inc. SEP132010 L, ...IUNiT1 Field Data MORTAR/GROUT REPORT Supplier Stoneway Plant No. 14 Site Mix Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 13:40 434 237303 9.5 70 74 Grout Box Used x Number of units used to form specimens Placement Area Location EXTERIOR STORE FRONT CMU WALLS AT LINES 2.2 /A -D GROUT LIFT UP TO 20'. 2.5 /D -G GROUT LIFT UP TO 22'. 2.4 TO 2.6/G GROUT LIFT TO 22'. Remarks FOR ADDITIONAL INFORMATION REFER TO FIELD REPORT NO. 10144DFR083010 -JB Inspector J. BISTRYSKI Reported Batch Data Design Actual Weights Weights Mix No. 6528 6528 Cem. lbs. 611 612.5 F. Ash lbs. C. agg. Ibs. 1 880 907 C. agg. lbs. 2 - C. agg. lbs. 3 - Sand lbs. 1992 1966 Water lbs. 360 355 Air Ent. (oz) Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 15 Field Test Methods X ASTM C143 X ASTM C1064 X ASTM C31 ASTM C138 ASTM C173 X Other Laboratory Data Design Strength 2,000 @ 28 days Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (in) (in) ( %) (sq.in) (lbs) (psi) Set # By Type 1964 -1 9/6/2010 7 3.30 3.40 6.250 - 11.22 33125 2,950 1 MT N/A 1964 -2 9/27/2010 28 - 1 1964 -3 9/27/2010 28 - 1 1964 -4 9/27/2010 28 1 Date Specimens Rec'd. 9/1/2010 Remarks Results Reviewed By Date Reviewed Codes for Break Types: ' 1: Cone 2: Cone & Split 3: Cone & Shear Measurement Uncertainties: ASTM C109= +/- 10.7, ASTM C1019= +/- 14.4% Forth 04103 RevLsslon 0 Effective Date 17/07/0: The informatIon provided on this report Is prepared for the exclusive use of the client. This report may not he reproduced In any format without the wi tten permission of the client and Krazan & Assoc!, 6, /3 4: Sh e r 5: Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 ASTM C1019 X ASTM C1231 Test Results Conforming Non - Conforming Columnar (Split) Krazan & Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA 98371 (253) 939 -2500 - Project No. 066 -10144 Cyl. Code 1946 Pour Date 8/26/2010 Report No. 7173 Weather Cloudy Jurisdiction City of Tukwila Project 295 Fidelity Building Location 5920 South 180th Street Client Corporate Real Estate, Inc Permit Nele ,.E0 Engineer Architect contractor Poe Construction f$ 1.3 2010 ANOWAT Field Data MORTAR/GROUT REPORT Supplier Stoneway Plant No. 14 Site Mix - Initial Flow or Grout Air Max/Min Slump Temp. Temp. Temp. Time Truck# Ticket # % Air (in.) (F) (F) (F) 2:25 420 236700 8 1/4 76 74 Grout Box Used x Number of units used to form specimens Placement Area Location CMU WALLS SOUTH END BUILDING LIFT 16' TO 20'6" SAMPLED 4.5CYD TRUCK. Remarks GROUT PLACED BY PUMP CONSOLIDATED USING BATTERY VIBRATOR. IBC2.03.10. PLEASE REFER TO FIELD REPORT NO. 132519 Inspector M. JEWELL Reported Batch Data Design Actual Weights Weights Mix No. 6528 Cem. lbs. 611 607 F. Ash lbs. C. agg. lbs. 1 880 860 C. agg. lbs. 2 - C. agg. lbs. 3 Sand lbs. 1992 2003 Water lbs. 43 39 Air Ent. (oz) - Other (oz) Other (oz) Other (oz) Other (oz) - Water Added on Job (gals.) 15 Field Test Methods ASTM C143 X ASTM C1064 X ASTM C31 ASTM C138 ASTM C173 X Other Laboratory Data Design Strength 2,000 @ 28 days Date Specimens Rec'd. 8/28/2010 Cross Mid Pt. Out of Section Max. Comp. Cyl. Test Width Height Plumb Area Load Strength Tested Break Code Date Age (In) (in) ( %) (sq.in) (Ibs) (psi) Set # By Type 1946 -1 9/2/2010 7 3.43 3.28 6.250 - 11.25 34015 3,020 1 MT N/A 1946 -2 9/23/2010 28 1 1946 -3 9/23/2010 28 - 1 1946 -4 9/23/2010 28 1 Remarks Results Reviewed Codes for Break Types: Date Reviewed 1: Cone 2: Cone & Split 3: Cone & Shear /0 Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 ASTM C1019 X ASTM C1231 Test Results Conforming Non - Conforming 4: Shear ' 5: Columnar (Split) Measurement Unce • inties: ASTM C109= +1- 10.7, ASTM C1019= +1- 14.4% Form 04103 Revision 0 E0ectbe Date 12/02102 The Informe0on prodded on Orb report b prepared for the exclusive use of the client. This report may not be reproduced In any format without the written pennbabn of the client and Krazan & Associates. DATE: PROJECT #: PROJECT: LOCATION: 14( jr. azan & AssociatesryLr, IVFD GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION SEP 10 2010 COMMuatT1 DEM TOR: JURISDICTION: PERMIT #: INSPECTOR: WEATHER: /u(4J, /4 -.D2-4 S /0015 KRAZAN PROJECT MANAGER: FIELD REPORT NO: 13 0 3 9 3 77 /O�o i35 d�/sGi2c� TEMP: 6 to c) 1- .L ",/ s fxe e.,77°,0 £ - e / Fel ckr4 /1.-S oN S..2 a a/ o 4. / . f o u ti A At-LL SM c z r , o C / & , ) /2-e- s i e e / r z r 6 e e o . i e , 0 . r . F 7 o ( J , 4 ,04/0 r curee ,*� / , 4 P ? Aei9 flit) •21015 i /Nr �.c14-/ N 74 (67 l /0t °t,t-1 e /ix/ ahaeJ . z5-1 -, Ile 2/f /E» t-� Atedv 44v b /de abopime_7�4.. 940 6e, v / a e, r 1.7441e W4-s b ✓L �s ‘e if WaGvi(1 O.,/e4-x/ 4..J 0 anyDS d, k r y j W yy trliekS 1041C-6, /ry ae .IJios 6 Wes "rr ell_r'ie cO Air re, 6 /6 eb» ),u e von r . Dx 1,0,-49/ 7 7 /L 7... r,1/6eio OG 50-1-2,. Y J /1? kc - 'J s- 47/Aiide_,P r ie, CC`.. / tit ESG2 "fie //-0LA_I- .s` X 6-4 1 S'/-e: miA 0-2143 49frs lowni,eis 77.) wt A-'--L b eav a v kia-r 5 /v pt-il cued ,e�,� - iG) 2eCe9,to '' 4� 6' 6�r- 1 cL J tier 44)14 /f- vL -t,T' Xe . % o ,G o[ . 5-teds m7)eite- C /6ceb . #f 7' emie , te � r' /4•'� '7 71/0 Gom ,rfAhs ie 12] /6--)260 . '2o%c,- c./ s e /rue/c if G(/ Gas D2 e ur (srcJe 6'%�� 1: 7 7/, _ fe— � y ` e)kv5l-, 4 m ea-Ai A b�, a/+� Equipment/Asset Number(s): To the best of my knowledge, the abo AS NOT performed in accordance with the approved .y. s pecifications, and regulatory requirements. Superintendent/Re ntative: Tei 14M.sf .t This report indicates our inspector's observation and testing results based on the site condition and contractor's activities. This information is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of the results. Some information on this report may have been provided by others on site. The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Assoc. Offices Serving the Western United States Bothell (425) 485 -5519 Gresham (503) 665 -3574 Poulsbo (360) 598 -2126 Puyallup (253) 939 -2500 DAILY FIELD REPORT 2009.doc EFFECTIVE: 4/22/2009 MOIL MIL _11 r� ����� FIELD GLLJ &A... CIA TrS,"I'N�C.' REPORT NO.: 10144DFR082310 -gn GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEt, LO eltt CONSTRUCTION TESTING AND INSPECTION Utal DATE: 8 -23 -10 CONTRACTOR: Poe Construction PROJECT #: 066 -10144 PERMIT NO: D10-035 PROJECT: 295 Fidelity Building Expansion INSPECTOR: George R. Nail! III LOCATION: 5920 South 180'h St. JURISDICTION: City of Tukwila KRAZAN PROJECT MANAGER: Robert G. Johnson Jr. WEATHER: Sunny TEMP: 68 F Reinforced Masonry Arrived on site as requested by the contractor to perform reinforced masonry inspection, in conformance to Project plans and specs. 1) Met with the contractor to verify inspection and review plans. 2) Performed visual inspection of masonry exterior walls from finish floor to +4' elevation reinforcing steel. Inspection revealed resteel to be complete per plans and approved shop drawings. Verified bar size, grade, Lap and spacing. 3) Monitored placement of approximately 7 cubic yards of Stoneway grout mix id # 6528. Placement by grout Pump and mechanically consolidated by high frequency vibration. 4) Sampled grout and cast 1 grout box with 4 grout specimens for compressive testing. Reference report # 10144MGR082310 -gn for test data. 5) Allowable Water was exceeded by 35 gallons for the Toad. Allowable was 40 gallons 75 was added. Subject to review by the E.O.R. Equipment/Asset Number(s): To the best of my knowledge, the above WAS ® / WAS NOT ❑ performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Representative: Technician @Ave R..ANai 999 Offices Serving the Western United States Form 1501 r.2 Effective Date: 12 -20 -07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. Krazan,8, Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA, 98371, (253) 939 -2500 Project No. 066 -10144 Cyl. Code 1865 Pour Date 8/10/2010 Report No. 35777 Weather Cloudy Jurisdiction City Okwila Project 295 Fidelity Building ExpansirGve Engineer Location 5920 S. 180th St. 3 '�,��0 Architect Client Corporate Real Estate, Inc. P��M ®p ��'.� Field Data CYLINDER REPORT Concrete X Other Permit No. D10 -035. Contractor Poe Construction Supplier Miles Plant No. 203 Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 10:15 C139 138470 4.5 74 64 Placement Area Location FOOTING GRIDLINES: A -G, 2.2. NEW COLUMN GRIDLINES : D,3.3; E,3.3; F,3.3. Remarks SAMPLE COLLECTED AT 10 OF 30 CYDS PLACED. LOCATED IN FOOTING GRIDLINE B,2.2. W /C =.52. REFER TO FIELD REPORT #130174/10144DFR08101 OGN. Inspector D.REIDNER Reported Batch Data Design Actual Weights Weights Mix No. 18350F 18350F Cem.lbs. 410 413 F. Ash lbs. 60 59 C. agg. lbs. 1 1560 1574 C. agg. lbs. 2 300 296 C. agg. lbs. 3 Sand lbs. 1510 1503 Water lbs. 253 245 Air Ent. (oz) Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 10 Field Test Methods x ASTM C143 ASTM C138 x ASTM C1064 ASTM C173 x ASTM C31 ASTM C172 OTHER ASTM C231 Laboratory Data Cyl. Test Code Date 1865 -1 8/17/2010 1865 -2 9/7/2010 1865 -3 9/7/2010 1865 -4 9/7/2010 1865 -5 1865 -6 1865 -7 1865 -7 Remarks Results Reviewed By Design Strength 2,500 @ 28 days Date Specimens Rec'd. 8/11/2010 Field Max. Comp. Tested Break Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 7 4.01 12.63 38310 3,030 1 MT 2 28 1 28 1 28 - 1 - H - 1 Codes for Break Types: 1: Cone 2: Cone & Split Date Reviewed 3: Cone & Shear C7 4: hey (0 Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results Conforming Non - Conforming r 5: Columnar (Split) Measurement Uncertainties: ASTM C -39 +/- 8% Form 03101 Revision 3 Effective Date 5/12/00 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. FIELD I▪ a�"▪ � aZa 1 &ASSOCIATES,INC. REPORT NO.: 46610144- DFR082410jb GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGIN � ,t CONSTRUCTION TESTING AND INSPECTION F''� ✓ LO�� ‘' 011t41 M�, DATE: AUGUST 24, 2010 a�°y0- 9ONTRACTOR: POE CONSTRUCTION N PROJECT #: 066 -10144 PERMIT NO: D10 -035 PROJECT: 295 FIDELITY BUILDING EXPANSION INSPECTOR: JONATHAN BAAS LOCATION: 5920 SOUTH 180TH STREET, TUKWILLA JURISDICTION: TUKWILLA KRAZAN PROJECT MANAGER: RGJ WEATHER: CLEAR TEMP: 80'S F On site as requested by contractor for special inspection of reinforced masonry. Inspected completed masonry and reinforcing steel for the third four ft. lift of CMU wall along line 2.2 and line G. to a height of 12 ft. above top of footing. Inspected cleanouts for a high lift portion of the wall between lines C and D. Bottom of this 8 ft. lift at 4 ft. above top of footing. Plans allow for and structural engineer has permitted high lift grouting per criteria proposed in J &S Masonry submittal. Inspected installation of epoxy grouted #6 reinforcing steel bar dowel at bond beam elevation to provide CMU to concrete pilaster connection at A/2.2 per detail A/S3.1. Inspected placement and consolidation of 7 cy of Stoneway grout mix 6528 at locations indicated above. Grout placed by line pump and consolidated twice with electric vibrator. Noted that contractor had proposed to grout all cells solid. Plans indicate that the wall between lines A and D is to be partially grouted. That is, only reinforced cells are to be filled. Contractor contacted structural engineer via telephone and received approval to grout solid the wall between lines A and D to a height of 12 ft. above top of footing. Subsequent lifts in this area are to be grouted per plan. Fabricated one set of three each 8" x 8" x 16 inch composite masonry prisms. Refer to masonry sample report 06610144MP082410jb for test sample information. Equipment/Asset Number(s): To the best of my knowledge, the above WAS S / WAS NOT ❑ performed in accordance with the approved plans, specifications, and regulatory requirements. S uperintendent/Representative: Technician JONATHAN BAAS Offices Serving the Western United States Form 1501 r.2 Effective Date: 12 -20 -07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. !Krazan RECEIVED FIELD &Associates,(Inc.0 REPORT NO.: Geotechnical Engineering • Environmental EngineeriV V 2 J L010 1 Construction Testing and Inspection COMMUNITY DEVELOPMENT DATE: 8/16/2010 CONTRACTOR: Poe Construction PROJECT #: 066 -10144 PERMIT NO: D10 -035 PROJECT: 295 Fidelity Building- Expansion INSPECTOR: Joseph Bistryski LOCATION: 5920 South 180th Street Tukwila, WA. JURISDICTION: City of Tukwila KRAZAN PROJECT MANAGER: Robert Johnson Jr. WEATHER: Sunny TEMP: 89 F 10144DFR081610 ib Krazan representative on site as requested for CMU grout placement observation, sampling, testing and reinforcing steel bar inspection. On this date the work observed was at the South 12" and 8" CMU wall along lines 2.2 / A -D, and 2 / D - G. Elev.= T.O.F. to +5'. The elements of the reinforcing steel bars were found to be in place as detailed prior to grout placement. Also inspected was the placing of (2) #6 Horiz. bars to the existing concrete panels at the end of CMU walls. The embed depth was verified to be 5 ". Embed holes were cleaned using a wire brush and compressed air. The epoxy grout used was Simpson SET -XP with an Expiration date of 04/30/2012 and having the lot # 1772124Z. Dowels were placed in accordance with project details. The CMU grout was observed being placed via pump and consolidated by mechanical vibration. Samples were obtained and tested from end of truck chute during discharge of the middle 1/3 of load. For additional testing information, refer to Krazan Mason Equipment/Asset Number(s): To the best of my knowledge, the above Was performed in accordance with the approved plans, specifications, and regulatory requirements. REMARKS: Superintendent/Representative: Technician: Joe Bistryski Offices Serving the Western United States Form 1501 r.1 Effective Date: 5 -25 -05 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and klruan & Associates. GEOTECHNICAL ENGINEERING CONSTRUCTION TESTING AND DATE: 08 -04-10 &ASSOCIATE°°""S, INC. • ENVIRONMENRISCE ie�GED INSPECTION AUG 18 2010' D� OPME T PROJECT #: 06610144 FIELD REPORT NO.: 10144DFR080410 -mb CONTRACTOR: POE Construction PERMIT NO: D10 -035 PROJECT: 295 Fidelity Building Expansions. INSPECTOR: Mark T Bush LOCATION: 5920 South 180"' Street Tukwila wa. JURISDICTION: Tukwila / King Co. KRAZAN PROJECT MANAGER: RGJ WEATHER: Over cast Temp: 70 F. Nuclear Densometer testing. On site as requested by contractor, to perform Nuclear Densometer testing. Met with contractor to review Site plans and specs. Locations: 1. "Intemal Column Footings ". See CPR# 10144CPR080410 -mb -2 2. "Extemal Footings ". See CPR# 10144CPR080410 -mb Geo of Record approved "Native" soil with proctor value of 128.7 @ 10.6 % Optimal moisture. As long as Contractor has reached 95% Compaction. 1. "Internal Column Footing ". Contactor used Jumping Jack compactor with water truck to compact Footings. Performed test and 96% compaction was reached. See CPR for locations and testing data. 2. "External Column Footing ". Contactor used Vibe Roller and water truck to compact Footings. Performed test in 5 locations and reached 95% compaction or greater. See CPR for locations and testing data. Note: Work performed to site plans, specs and Geo of Records directions. All Nuclear Densometer Tests Performed reached 95% or greater. Equipment/Asset Number(s): To the best of my knowledge, the above WAS ❑ / WAS NOT ❑ performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Representative: Technician Offices Serving the Western United States Form 1501 r.2 Effective Date: 12 -20 -07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. mr}t Ler' 7� I..nrm., wr11 ��� &A s s o c i a t e s, I n c. vt REPORT NO.: 10144CPR080410 -mb Geotechnical Engineering • Environmental Engineering RE.CEI V ED Construction Testing and Inspection DFR NO. 10144DFR080410 DATE: 8/4/2010 PROJECT #: 6610144 PROJECT: 295 Fidelity Building Expansion LOCATION: 5920 South 180th Street Tukwilla WA KRAZAN PROJECT MANAGER: RJG AUG CONTRACTOR: POE Construction INC. DOEar : D10 -035 INSPECTOR: Mark T Bush JURISDICTION: Tukwilla / King Co. WEATHER: over cast TEMP: 70 F X NUCLEAR DENSOMETER ASTM D6938 SANDCONE ASTM D2167 OTHER Geo of record aproved soil @ 95% compaction. LOCATION MAP NOTE: Separate reports should be used for each item. PAVED AREAS X SUB AGGREGATE ASPHALT PAD(S) OTHER TRENCHES SEWER WATER STORM UTILITY IRRIGATION CURVE UNIFIED SOILS CLASSIFICATION MAX DRY DENSITY OPTIMUM MOISTURE 1 A -1 Tan Sandy / Rocky / Silt. "Native" 128.7 10.6 2 3 4 5 6 TEST ELEVATION LOCATION CURVE MODE & DEPTH DENSITY (PCF) MOISTURE % % COMPACTION REQUIRED COMPATION 1 ( -5) FSG 88' west of East wasll A -1 6" 126.2 7.5 98.60% 95% 2 ( -5) FSG 10' east of #1 A -1 6" 125.8 4.60% 97% 95% 3 ( -5) FSG 20' east of #2 A -1 6" 128.4 5.10% 99.00% 95% 4 ( -5) FSG 20' east of #3 A -1 6" 127.4 6.80% 98.9 95% 5 ( -5) FSG 20' east of #4 A -1 6" 123.8 6.40% 96.00% 95% EQUIPMENT NO.: MAP LOCATION ATTACHED This testing does not preclude the possibility that the soil or hot mix asphalt may be loosened by future construction or rainfall events. The compaction tests were performed at the approximate locations and elevations shown, and indicate relative compaction at those locations. Horizontal and vertical limits Density Count of the compacted areas were determined by others. Our firm does not guarantee earthwork or paving construction, nor does our work relieve the Moisture Count contractors responsibility to conform to the approved project plans and specifications. CURVE TEST METHOD: DAILY AVERAGE STANDARD DENSITY COUNT: 1932 DAILY AVERAGE STANDARD MOISTURE COUNT: To the best of my knowledge, the above WAS (NOT) performed in accordance with the approved plans, specifications, and regulatory requirements. REMARKS: Due to extream dry condition of soil, wetting of soil required to meet 95% compaction." Geo of Record aproved soil @ 95% compaction'. Superintendent/Representative: Technician: MARK T BUSH Offices Serving the Western United States Form 02101 r.2 Effective Date: 04-08 -2009 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. NIZAINIL WIMP= Mann Imwm aZ &Associates,Inc. Geotechnical Engineering • Environmental Engineering Construction Testing and Inspection DATE: 8/4/2010 PROJECT #: 6610144 PROJECT: 256 Fidelity Building Expansion. LOCATION: 5920 South 180th Street Tukwilla WA KRAZAN PROJECT MANAGER: RGJ NUCLEAR DENSOMETER ASTM D6938 RECEIVED AtaN IUE offliMar INSPECTOR: Mark T Bush JURISDICTION: Tukwilla / King CO WEATHER: Over cast COMPACTION REPORT NO.: 10144CPR080410 -mb-2 DFR NO. 10144DFR080410 -mb POE Construction. INC D10-035 TEMP: 70 F SANDCONE ASTM D2167 OTHER LOCATION MAP NOTE: Separate reports should be used for each item. PAVED AREAS X SUB AGGREGATE ASPHALT PAD(S) OTHER TRENCHES SEWER WATER STORM UTILITY IRRIGATION CURVE UNIFIED SOILS CLASSIFICATION MAX DRY DENSITY 1 2 A -1 Tan Sandy / Rocky / Silt. "Native" 128.7 OPTIMUM MOISTURE 10.6 3 4 5 6 TEST ELEVATION LOCATION CURVE MODE & DEPTH 1 (-2' 4 ") 60' from East wall A -1 6" DENSITY (PCF) 123.7 MOISTURE % 7.60% % COMPACTION 96.10% REQUIRED COMPATION 95% EQUIPMENT NO.: MAP LOCATION ATTACHED CURVE TEST METHOD: DAILY AVERAGE STANDARD DENSITY COUNT: DAILY AVERAGE STANDARD MOISTURE COUNT: 1932 This testing does not preclude the possibility that the soil or hot mix asphalt may be loosened by future construction or rainfall events. The compaction tests were performed at the approximate locations and elevations shown, and indicate relative compaction at those locations. Horizontal and vertical limits Density Count: of the compacted areas were determined by others. Our firm does not guarantee earthwork or paving construction, nor does our work relieve the Moisture Count: contractors responsibility to conform to the approved project plans and specifications. To the best of my knowledge, the above WAS (NOT) performed in accordance with the approved plans, specifications, and regulatory requirements. REMARKS: Geo of record aproved soil at 95% compaction. Wetting of soil was needed to reach compaction. Superintendent/Representative: Technician: MARK T BUSH Offices Serving the Western United States Form 02101 r.2 Effective Date: 04-08 -2009 he information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. & Associates, (RECEIVED FIELD REPORT NO: 130174 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: E " /O ' / 0 PROJECT #: ev66 - /U /'f y PROJECT: 2%45- c ioC &r ri 13-..D LOCATION: 5' YZO S. ( ego r`"1 KRAZAN PROJECT MANAGER:' AUG 18 2010 COMMUNITY DEVELOPMENT CONTRACTOR: ?a C �y.trgrR��T7o.v JURISDICTION: 7 U 1- w / �c-11 PERMIT #: (c2 - 3S INSPECTOR: bA,.' ,ill E ,0,!/t g. WEATHER: TEMP: ,$g °-e4( o KraZJb.4 wit s 5'k aS ref)e,s +ed 4%) pea' f>/..1 co..c re- +e tnsPec.-1-;o1 GoAc.r »I4cee( e,■ Soo f Food-1, C-42-k.0 L.,. res : A - G 2 .Z d- Ge., c.. lc4c ; .. C w 64214 .44 ^15 1oGA -I-ed DA Cr,( , I�n+Qs b, 3.3 & � 3-3 d- F, 3. 3 . Kr4Znn dbse.rveo{ 4v,,T/4c4vr P /qGe q4 X des %am, j836-01' by (' u v f• ••c le ;.. Poor/ A.' 4- tt PVC 4.) "4 44 '5 d- e--0 I,G(u . — ti; ye '1., • Kruza., - 1- e54-ee4 114 }4-e «e , t CA s+ S(14%W.Ier3 1 ,- 1', des +/-•� ae-(u 4o c y A>f - 3577-7 -!v Fr Imo i # to p-(y Dreo 8101c) - 7/N 4 r r rc r 5 me, ( 1', feC.+7c' ?Cr -% ‘Pedk- S'r kra z4„ 1 t. •(ecfiar (roe, e N.41 `1 Equipment/Asset Number(s): To the best of my knowledge, the above/ WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent /Representative: Technicia• ( ✓� This report indicates our inspectors observation and testing results based on the site condition and contractors activities. This information is subject to review prior to final submittal. By signing this report, our inspector does not accept responsibility for validity of the results. Some information on this report may have been provided by others on site. The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Assoc. Offices Serving the Western United States Bothell (425) 485 -5519 Gresham (503) 665 -3574 Poulsbo (360) 598 -2126 Puyallup (253) 939 -2500 DAILY FIELD REPORT 2009.doc EFFECTIVE: 4/22/2009 > =� FIELD Krazan & A S S O C I A T E S, I N C. REPORT NO.: 10144DFR081010 -gn GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 8 -10 -10 PROJECT #: 066 -10144 PROJECT: 295 Fidelity Building Expansion RECEIVED ED AUG 18 2010 CONTRACTOR: Poe Construction COMMUNITY DEVELOPMENT PERMIT NO: D10 -035 INSPECTOR: George R. Nail! III LOCATION: 5920 South 180th St. JURISDICTION: City of Tukwila KRAZAN PROJECT MANAGER: Robert G. Johnson Jr. WEATHER: Cloudy TEMP: 58 F Reinforcing Steel Arrived on site as requested by the contractor to perform reinforcing steel inspection, in conformance to project Plans and specs. 1) Met with the contractor to verify inspection and review plans. 2) Performed visual inspection of footing reinforcing steel for continuous and spread footings lines 3.3/D, 3.3/E, 3.3/F, 3.3/F.7, 2.2 /A -D, D/2.2 -2.5, 2.5 /D -G and G/2.7 -2.7. Verified bar size, grade, lap, spacing, count and Clearances to be complete per plan details on sheet S/2.1, S3.1 and S4.1. 3) Noted the installation of 1 additional #5 bar x 20'+ along G/2.5 -2.7 for purposes of grounding. This observation Is included in this report at the request of the general contractor. Equipment/Asset Number(s): To the best of my knowledge, the above WAS ® / WAS NOT ❑ performed in accordance with the approved p ans, specifications, and regulatory requirements. Superintendent/Representative: Technician w'ecvcge .Naiee Offices Serving the Western United States Form 1501 r.2 Effective Date: 12 -20 -07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. EMI. MI Mir azari&ASSOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 08 -03 -10 PROJECT #: 06610144 PROJECT: 295 .F.idelity.BuildingiExpansion LOCATION: 5920 South 180th Street Tukwila WA KRAZAN PROJECT MANAGER: RGJ FIELD REPORT NO.: 10144CPR080310 -mb CONTRACTOR: Poe Construction PERMIT NO: D10 -035 INSPECTOR: Mark T Bush JURISDICTION: Tukwila / King CO. RECEIVED AUG 06 2010i NIEINT WEATHER: Over cast / Fog. Temp: 70 F Nuclear Density Compaction Testing. On site as requested by contractor, to perform Nuclear Density Compaction Testing. Met with contractor, To review site plans and specs. Locations: 1. See Compaction Report # 10144CPR080310 -mb. "Exterior Footing ". 2. See Compaction Report# 10144CPR080310 -mb -2 . "Interior Colum Footing ". Spoke to Contractor and received a Letter form, W. Martin McCabe PE the Geotechnical Engineer of Record. Stating that the "Native Soil" with Proctor Value of 128.7 with 10.6 % optimal Moisture has been approved to Use as long as 95% Compaction is reached. Attached to Report will be letter and Email form Contractor. 1. "Exterior Footing ". Performed Nuclear Density Testing with proctor value of 128.7 See above locations For shot location details. Performed 5 shots of exterior footing all 5 tests passed with 95% compaction or greater. See CPR report for information on Frequency and data. 2. "Interior" Colum footing ". Performed Nuclear Density Testing with proctor value of 128.7 See above Locations for shot location details. Performed 3 shots of Interior Colum footings the 1st footing 18' feet form East wall passed with 95% compaction. 2nd footing 21' feet from 1St footing passed with 95% compaction. The 3rd footing 21' feet from 2nd footing needs work to reach 95% compaction. All Colum footings are 35' feet North form edge of existing slab. Please ref- CPR reports for locations and compaction details. Note: 1. Work performed to site plans, specs and the "Registered Geotechnical Engineers" directions. Note: 2. Further inspections required for exterior footings and Center "Interior" footing needed. Equipment/Asset Number(s): Ati To the best of my knowledge, the above W_ lif / WAS NOT 0 performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Representative: �' Technician C Offices Serving the Western United States Form 1501 r.2 Effective Date: 12 -20 -07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. azan &Associates,Inc. Geotechnical Engineering • Environmental Engineering Construction Testing and Inspection DATE: 8/3/2010 PROJECT #: 6610144 PROJECT: 29.Fidelity -6 g-Expanstion --17---a LOCATION: 5920 South 180th Street. Tuckwilla WA KRAZAN PROJECT MANAGER: RGJ CONTRACTOR: PERMIT NO: INSPECTOR: JURISDICTION: WEATHER: COMPACTION REPORT NO.: 10144CPR080310 -mb-2 DFR NO. POE Construction. 10144FDR080310 -mb D10-035 Mark T Bush Tuckwilla / King CO WA Sunny/ Clear. TEMP: 80 F X NUCLEAR DENSOMETER ASTM D6938 SANDCONE ASTM D2167 OTHER "Meterial aproved by Geo of Recard. @ 95% Comp. LOCATION P C.t`'`,T- AI t,() /141 7 'j# 3 # iit ' NOTE: Separate reports should be used for each item. PAVED AREAS X SUB AGGREGATE ASPHALT PAD(S) OTHER TRENCHES SEWER WATER STORM UTILITY IRRIGATION WA CURVE UNIFIED SOILS CLASSIFICATION MAX DRY DENSITY OPTIMUM MOISTURE We. 1 A -! Tan Sandy/Rocky silt. "Native" 128.7 10.60% d, / A i ' y ' I'S j C x 1 f � 5� µ 51 u� --�. 2 3 4 5 6 TEST ELEVATION LOCATION CURVE MODE & DEPTH DENSITY (PCF) MOISTURE % % COMPACTION REQUIRED COMPATION 1 ( -2'4 ") FSG 18' from east wall A -1 6" 122.6 7.40% 95% 95% 2 ( -2'4 ") FSG 21' west of #1 A -1 6" 122 8.30% 95% 95% EQUIPMENT NO.: MAP LOCATION ATTACHED This testing does not preclude the possibility that the soil or hot mix asphalt may be loosened by future construction or rainfall events. The compaction tests were performed at the approximate locations and elevations shown, and indicate relative compaction at those locations. Horizontal and vertical limits Density Count: of the compacted areas were determined by others. Our firm does not guarantee earthwork or paving construction, nor does our work relieve the Moisture Count: contractor's responsibility to conform to the approved project plans and specifications. CURVE TEST METHOD: DAILY AVERAGE STANDARD DENSITY COUNT: 1937 DAILY AVERAGE STANDARD MOISTURE COUNT: To the best of my knowledge, the above WAS (NOT) performed in accordance with the approved plans, specifications, and regulatory requirements. REMARKS: Soil is extreamly dry. Wetting of sot is required to reach 95% compaction. Superintendent/Representative: Technician: Mark T Bush #SI 01713 Offices Serving the Western United States Form 02101 r.2 Effective Date: 04-08-2009 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. azan &Associates.Inc. Geotechnical Engineering • Environmental Engineering Construction Testing and Inspection DATE: 8/3/2010 PROJECT #: 6610144 PROJECT: 295 Fidelity Building Expansion LOCATION: 5920 South 180th Street. Tuckwilla WA KRAZAN PROJECT MANAGER: RGJ COMPACTION REPORT NO.: 10144CPR080310 -mb DFR NO. 10144FDR080310 -mb CONTRACTOR: POE Construction. PERMIT NO: D10 -035 INSPECTOR: Mark T Bush JURISDICTION: Tuckwilla WA WEATHER: Over Cast. TEMP: 70 F X NUCLEAR DENSOMETER ASTM D6938 SANDCONE ASTM D2167 OTHER "Meterial apoved by Geo of record" @ 95% compac LOCATION MAP A r /\ E I �J tl �gTrtr� 5.00- NOTE: Separate reports should be used for each item. PAVED AREAS X SUB AGGREGATE ASPHALT PAD (S) ( ) OTHER a >I TRENCHES SEWER WATER STORM UTILITY IRRIGATION CURVE UNIFIED SOILS CLASSIFICATION MAX DRY DENSITY OPTIMUM MOISTURE ill co v © G3 !06 // 1 A -1 Tan Sandy / Rocky/ silt. "Native ". 128.7 10.60% 2 4 5 6 TEST ELEVATION LOCATION CURVE MODE & DEPTH DENSITY (PCF) MOISTURE % % COMPACTION REQUIRED COMPATION 1 ( -5') FSG 20' from west corner. A -1 6" 122.2 10.30% 95% 95% 2 ( -5') FSG 40' from west corner. A -1 6" 124.3 6.90% 97.00% 95% 3 ( -5') FSG 60' from west corner. A -1 6" 130.6 7.80% 100% 95% 4 ( -5') FSG 20' south of Ex slab A -1 6" 121.9 12.80% 95% 95% 5 ( -5) FSG 10' south of Ex slab A -1 6' 125.6 9.60% 97.50% 95% EQUIPMENT NO.: MAP LOCATION ATTACHED This testing does not preclude the possibility that the soil or hot mix asphalt may be loosened by future construction or rainfall events. The compaction tests were performed at the approximate locations and elevations shown. and indicate relative compaction at those locations. Horizontal and vertical limits Density Count: of the compacted areas were determined by others. Our firm does not guarantee earthwork or paving construction. nor does our work relieve the Moisture Count: contractor's responsibility to conform to the approved project plans and specifications. CURVE TEST METHOD: DAILY AVERAGE STANDARD DENSITY COUNT: 1937 DAILY AVERAGE STANDARD MOISTURE COUNT: nee To the best of my knowledge, the abo = t (A (NOT) performed in accordance with the approved plans, specifications, and regulatory requirements. REMARKS: Soil is extreamly dry. Wetting of soil is required to reach 95% compaction. Superintendent/Representative: Technician: Mark T Bush #SI 01713 Offices Serving the Western United States Form 02101 r.2 Effective Date: 04-08 -2009 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan 8 Associates. II= /11:111/111 azan_ &ASSOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 08 -04 -10 FIELD REPORT NO.: 10144DFR080410 -mb CONTRACTOR: POE Construction PROJECT #: 06610144 PERMIT NO: D10 -035 PROJECT: 295 Fidelity Building Expansions. INSPECTOR: Mark T Bush LOCATION: 5920 South 180`h Street Tukwila wa. JURISDICTION: Tukwila / King Co. KRAZAN PROJECT MANAGER: RGJ WEATHER: Over cast Temp: 70 F. Nuclear Densometer testing. On site as requested by contractor, to perform Nuclear Densometer testing. Met with contractor to review Site plans and specs. Locations: 1. "Internal Column Footings ". See CPR# 10144CPR080410 -mb -2 2. "External Footings ". See CPR# 10144CPR080410 -mb Geo of Record approved "Native" soil with proctor value of 128.7 @ 10.6 % Optimal moisture. As long as Contractor has reached 95% Compaction. 1. "Internal Column Footing ". Contactor used Jumping Jack compactor with water truck to compact Footings. Performed test and 96% compaction was reached. See CPR for locations and testing data. 2. "External Column Footing ". Contactor used Vibe Roller and water truck to compact Footings. Performed test in 5 locations and reached 95% compaction or greater. See CPR for locations and testing data. Note: Work performed to site plans, specs and Geo of Records directions. All Nuclear Densometer Tests Performed reached 95% or greater. Equipment/Asset Number(s): To the best of my knowledge, the above WAS ❑ / WAS NOT ❑ performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Representative: Technician Offices Serving the Western United States Form 1501 r.2 Effective Date: 12 -20 -07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. Id MK dilId &Associates,Inc. Geotechnical Engineering • Environmental Engineering Construction Testing and Inspection DATE: 8/4/2010 PROJECT #: 6610144 PROJECT: 256 Fidelity Building Expansion. LOCATION: 5920 South 180th Street Tukwilla WA KRAZAN PROJECT MANAGER: RGJ t.VMYFAt,1 IUN REPORT NO.: 10144CPR080410 -mb-2 DFR NO. 10144DFR080410 -mb CONTRACTOR: POE Construction. INC PERMIT NO: D10-035 INSPECTOR: Mark T Bush JURISDICTION: Tukwilla / King CO WEATHER: Over cast TEMP: 70 F X NUCLEAR DENSOMETER ASTM D6938 SANDCONE ASTM D2167 OTHER LOCATION MAP -yfrata Ct2 CC(ln►'l"tvt FCJGT tn6 p) NOTE: Separate reports should be used for each item. PAVED AREAS X SUB AGGREGATE ASPHALT PAD(S) OTHER /v i -4-I ' TRENCHES SEWER WATER STORM UTILITY UTILITY IRRIGATION CURVE UNIFIED SOILS CLASSIFICATION MAX DRY DENSITY OPTIMUM MOISTURE L 0 A 1 Tan Sandy /Rocky /Silt. "Native" 128.7 10.6 6o'r;. ' 2 3 4 5 6 TEST ELEVATION LOCATION CURVE MODE & DEPTH DENSITY (PCF) MOISTURE % % COMPACTION REQUIRED COMPATION 1 ( -2' 4 ") 60' from East wall A -1 6" 123.7 7.60% 96.10% 95% EQUIPMENT NO.: MAP LOCATION ATTACHED This testing does not preclude the possibility that the soil or hot mix asphalt may be loosened by future construction or rainfall events. The compaction tests were performed at the approximate locations and elevations shown, and indicate relative compaction at those locations. Horizontal and vertical limits Density Count: of the compacted areas were determined by others. Our firm does not guarantee earthwork or paving construction, nor does our work relieve the Moisture Count: contractor's responsibility to conform to the approved project plans and specifications. CURVE TEST METHOD: DAILY AVERAGE STANDARD DENSITY COUNT: 1932 DAILY AVERAGE STANDARD MOISTURE COUNT: To the best of my knowledge, the above WAS (NOT) performed in accordance with the approved plans, specifications, and regulatory requirements. REMARKS: Geo of record aproved soil at 95% compaction. Wetting of soil was needed to reach compaction. Superintendent/Representative: Technician: MARK T BUSH Offices Serving the Western United States Form 02101 r.2 Effective Date: 04-08 -2009 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. "ma orms &Associates,Inc. Geotechnical Engineering • Environmental Engineering Construction Testing and Inspection DATE: 8/4/2010 PROJECT #: 6610144 PROJECT: 295 Fidelity Building Expansion LOCATION: 5920 South 180th Street Tukwilla WA KRAZAN PROJECT MANAGER: RJG COMPACTION REPORT NO.: 10144CPR080410 -mb DFR NO. 10144DFR080410 CONTRACTOR: POE Construction INC. PERMIT NO: D10 -035 INSPECTOR: Mark T Bush JURISDICTION: Tukwilla / King Co. WEATHER: over cast TEMP: 70 F x NUCLEAR DENSOMETER ASTM D6938 SANDCONE ASTM D2167 OTHER Geo of record aproved soil @ 95% compaction. LOCATION MAP NOTE: Separate reports should be used for each item. PAVED AREAS X SUB AGGREGATE ASPHALT PAD(S) OTHER TRENCHES SEWER WATER STORM UTILITY IRRIGATION CURVE UNIFIED SOILS CLASSIFICATION Tan Sandy / Rocky / Silt. "Native" MAX DRY DENSITY 128.7 OPTIMUM MOISTURE 10.6 • cb 1 e 1 A -1 2 3 l a a 6) i 4 als 1-• <s$' ' Fr" --->1 5 6 TEST ELEVATION LOCATION CURVE MODE & DEPTH DENSITY (PCF) MOISTURE % % COMPACTION REQUIRED COMPATION 1 ( -5) FSG 88' west of East wasll A -1 6" 126.2 7.5 98.60% 95% 2 ( -5) FSG 10' east of #1 A -1 6" 125.8 4.60% 97% 95% 3 ( -5) FSG 20' east of #2 A -1 6" 128.4 5.10% 99.00% 95% 4 ( -5) FSG 20' east of #3 A -1 6" 127.4 6.80% 98.9 95% 5 ( -5) FSG 20' east of #4 A -1 6" 123.8 6.40% 96.00% 95% EQUIPMENT NO.: MAP LOCATION ATTACHED This testing does not preclude the possibility that the soil or hot mix asphalt may be loosened by future construction or rainfall events. The compaction tests were performed at the approximate locations and elevations shown, and indicate relative compaction at those locations. Horizontal and vertical limits Density Count: of the compacted areas were determined by others. Our fine does not guarantee earthwork or paving construction, nor does our work relieve the Moisture Count contractor's responsibility to conform to the approved project plans and specifications. CURVE TEST METHOD: DAILY AVERAGE STANDARD DENSITY COUNT: 1932 DAILY AVERAGE STANDARD MOISTURE COUNT: To the best of my knowledge, the above WAS (NOT) performed in accordance with the approved plans, specifications, and regulatory requirements. REMARKS: Due to extream dry condition of soil, wetting of soil required to meet 95% compaction." Geo of Record aproved soil @ 95% compaction". Superintendent/Representative: Technician: MARK T BUSH Offices Serving the Western United States Form 02101 r.2 Effective Date: 04-08 -2009 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. Krazan &Associates,Inc. Geotechnical Engineering • Environmental Engineering Construction Testing and Inspection DATE: 8/4/2010 PROJECT #: 6610144 PROJECT: 256 Fidelity Building Expansion. LOCATION: 5920 South 180th Street Tukwilla WA KRAZAN PROJECT MANAGER: RGJ X NUCLEAR DENSOMETER ASTM D6938 COMPACTION REPORT NO.: 10144CPR080410 -mb-2 DFR NO. 10144DFR080410 -mb CONTRACTOR: POE Construction. INC PERMIT NO: D10 -035 INSPECTOR: Mark T Bush JURISDICTION: Tukwilla / King CO WEATHER: Over cast TEMP: 70 F SANDCONE ASTM D2167 OTHER LOCATION MAP NOTE: Separate reports should be used for each item. PAVED AREAS X SUB AGGREGATE ASPHALT PAD(S) OTHER TRENCHES SEWER WATER STORM UTILITY IRRIGATION CURVE UNIFIED SOILS CLASSIFICATION MAX DRY DENSITY OPTIMUM MOISTURE 1 A -1 Tan Sandy / Rocky / Silt. "Native" 128.7 10.6 2 3 4 5 6 TEST ELEVATION LOCATION CURVE MODE & DEPTH DENSITY (PCF) MOISTURE % % COMPACTION REQUIRED COMPATION 1 ( -2' 4 ") 60' from East wall A -1 6" 123.7 7.60% 96.10% 95% EQUIPMENT NO.: MAP LOCATION ATTACHED This testing does not preclude the possibility that the soil or hot mix asphalt may be loosened by future construction or rainfall events. The compaction tests were performed at the approximate locations and elevations shown, and indicate relative compaction at those locations. Horizontal and vertical limits Density Count: of the compacted areas were determined by others. Our firm does not guarantee earthwork or paving construction, nor does our work relieve the Moisture Count: contractor's responsibility to conform to the approved project plans and specifications. CURVE TEST METHOD: DAILY AVERAGE STANDARD DENSITY COUNT: 1932 DAILY AVERAGE STANDARD MOISTURE COUNT: To the best of my knowledge, the above WAS (NOT) performed in accordance with the approved plans, specifications, and regulatory requirements. REMARKS: Geo of record aproved soil at 95% compaction. Wetting of soil was needed to reach compaction. Superintendent/Representative: Technician: MARK T BUSH Offices Serving the Western United States Form 02101 r.2 Effective Date: 04-08 -2009 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. f T�►e►�e�i 1ui I d1•. Corm .l'CQ Atfacii nevtf 2X4- To Criu blo -o35 2_x/ O ECM BU LW{�G DEPARTMENT /41-10 x h2►vrt_. A,tc hot S @ 48" O C NAILS cou Cr L , A S S f'i'oG.r /J Mechanical Anchors 172 • --,t,upk.} D /CSD/ F L_ r -( i3U 1 L? /1I (7 • 5 • ... 1." The Split Drive anchor is a one piece anchor, with a split -type expansion mechanism on the working end. As the anchor Is driven into the hole, the expansion mechanism compresses and exerts force against the walls of the hole. Can be installed in concrete, grout - tilled block and stone. Available in mushroom, countersunk and duplex -head styles. The duplex head Split Drive is designed for temporary fastening applications and can be removed using a claw hammer. Warning for CSD and MSD only: Industry studies show that hardened fasteners can experience performance problems in wet or corrosive environments. Accordingly, use these products in dry, interior and non - corrosive environments only. MATERIAL:! FINISH:. Heat - treated carbon steel Zinc plated and mechanically galvanized INSTALLATION:, Caution: Oversized holes in the base material will reduce the anchor's load capacity. For CSD and MSD, embedment depths greater than 11/2' may cause bending during installation. • Drill a hole in the base material using a' /; diameter carbide tipped drill. Drill the hole to the specified embedment depth and blow it clean using compressed air. Alternatively, drill the hole deep enough to accommodate embedment depth and dust from drilling. Overhead installations need not be blown clean. • Position fixture and Insert Split Drive anchor through fixture hole. For CSD and MSD, 3/8' diameter fixture hole is recommended for hard fixtures such as steel. For DSD, 5/16' diameter fixture hole is recommended. • Drive anchor until head is flush against fixture. MSD/CSD /DSD Product Data Size (in.) Model No. Head Style/ Finish Drill Bit Dia. (in.) quantity Box Carton '/. x1 fh MSD25112 Mushroom Head - Zinc Plated 1 /4 100 500 V4x 2 MSD25200 100 500 '/. x 21/2 MS025212 100 500 '/. x 3 MSD25300 100 400 1/4 x 3' MSD25312 100 400 '/. x 4 MSD25400 100 400 '/4 x 1'k CSD25112 Countersunk Head - Zinc Plated 1/4 100 500 '/4 x 2 CSD25200 100 500 '/a x 2'/i CSD25212 100 500 IA x 3 CSD25300 100 400 1/4 x 31/2 CSD25312 100 400 'A x 4 CSD25400 100 400 14 x 3 CSD25300MG Countersunk Head - Mechanically Galvanized' 1/4 100 400 'A x 4 CSD25400MG 100 400 '/. x 3 DSD25300 Duplex Head Zinc Plated 1/4 100 400 CSD (Countersunk) MSD (Mushroom) trongT e DSD (Duplex) Installation Sequence MAX.1- 0Ab Cad.) cam 2 x - '1-o NA a/•.I IZY = 1 Co01 / 1. Mechanical galvanizing meets ASTM B695, Class 55, Type 1. Intended for some pressure-treated wood sill plate applications. Not for use In other corrosive or outdoor environments. See page 16 for details. V,our/ C_1�1t,t_ - : 2, coo ps MSD & CSD Tension and Shear Load Values In Normal - Weight Concrete Size (in.) Drill Bit Una) Embed. (in) Min. Spacing 0 Min, Edge �11s t. Tension Load (lbs.) Shear Load (lbs.) I's 2 2000 psi Ye 2 2000 psi Ultimate Allowable a Ultimate Allowable 1/4 1/4 13/4 21/2 3 655 165 969 0_40 l DSD Tension and Shear Load Values in Normal- Weight Concrete A A i7 Size (in.) Drill Bit Dia. Embed. Depth (in.) Min' Spacing (In.) Mtn. Edge Dist' Concrete Compressive Tension Load (lbs.) Shear Load (lbs.) Ultimate Allowable Ultimate Allowable ad 1/4 1/4 1'/. 21/2 3 2500 800 200 2480 620 1/4 1/4 11/4 2' 3 4000 1060 265 2740 685 *See page 10 for an explanation of the load table Icons DSD anchor may be removed with a claw hammer ,Mechanical Anchoring ,.Systems' 4.3.5 Kw& Bolt 3 Ex ;• anslon Anchor Table 19 - Carbon Steel Kwik Bolt 3 Allowable Loads In Grout- Filled Concrete Masonry Units'', 2, 3, 4, 5, e Anchor Diameter In. (mm) Anchor Depth In. (mm) Min. Distance from Edge of Block In. (mm) Tension Ib PI) Shear Ib (kN) 1/4 (6.4) 1-1/8 (29) 4 (102) 150 (0.7) 380 (1.7) 12 305) 2 (51) 4 102) 305) 540 (2.4) 445 (2.0) 12 3/8 (9.5) 1 -5/8 (41) 4 (102) 320 (1.4) 735 (3.3) 1230 340 (1.5) 940 (4.2) 2 -1/2 (64) 780 (3.5) 1010 (4.2) 12 (305) 1/2 (12.7) 2-1/4 (57) 4 (102) 630 (2.8) 830 (3.7) 12 05) 305 665 (3.0) 1465 (6.5) 3 -1 /2 (89) 4 102 4.0) 905 (4.0) 2375 (10.6) 12 305 5/8 (15.9) 2 -3/4 (70) 4 (102) 815 (3.6) 890 (4.0) 12 305 865 3.8 2165 (9.6) 4 (102) 4 (102; 1240 (5.5) 970 (4.3) 12 (305) 1295 (5.8) 2770 (12.3) 3/4 (19.1) 3-1/4 (83) 4 (102 1035 (4.6) 785 (3.5) 3135 13.8 ) 12 (305 4-3/4 (121) 4 (102 1645 (7.3) 1710 (7.6) 825 (3.7) 3305 (14.7 ) 12 (305 1 Values are for anchors Installed In Type 1 Grade N, lightweight, medium - weight, or normal - weight concrete masonry units conforming to UBC Standard 21 -4. The masonry units must be fully grouted with coarse grout conforming to UBC Standard 21 -15, Type S, N, or M. Masonry prism compressive strength must be at least 1500 psi at the time of Installation when tested In accordance with UBC Standard 21-17. 2 Anchors must be Installed a minimum of 1 -3/8 Inch from any vertical mortar Joint (see figure). 3 Anchor locations are limited to one per masonry cell. 4 Embedment depth Is measured from the outside face of the concrete masonry unit. ✓ 5 Linear Interpolation to determine load values at intermediate edge distances is permitted. 6 All allowable loads based on safety factor of 4.0 ✓ Figure 4 - Installation in grout - filled concrete masonry unit 1 Anchor installation is allowed in all non - shaded a eas. 344 Hill, Inc. (US) 1- 800 -879 -8000 I www.us.hIltl.com 1 en espailol 1 -800- 879 -5000 I Hiltl (Canada) Corp. 1- 800 -383 -4458 I www.hiltl.ca I Product Technical Guide 2008 Kwik Bolt 3 Carbon Steel Long Thread agal .q^1'111 ; ; ;; ;1111 1 N N N N N Pl 66 kg, b b en 10 n C3 N N N N gg °fix— na��ba� a x� 3 Yf l O Q §§ o f g o d o 0 0 i g 6.$8$$$8s4) sal tan bn000000vo $ i1gg V 0 Ngim i0t$$ °�oSSS000�SBo F N N fV l�l 11l N • fL ^ w of Q m m ifr n a' n n m nZ i o' n o o ia-= aaaa §rr §-aaaaaaaaaaa d bid T.4�i - ;r M se bi^!v 99 SSa }}��a mm $$ mm�aa maaaa m� Y 1 Y Y E 0 E l Y Y E I O Y I Y Y Y E Y Kwik Bolt 3 Hot Dip Galvanized Long Thread % $2 I h MASONS SUPPLY OREGON WASHINGTON PORTLAND WOODINVILLE (800) 537 -3407 (800) 537 -6216 PH (503) 234-4321 PH (425) 487 -6161 FAX (503) 234 -5606 FAX (425) 402 -3676 SONS SUPPLY CO PANY Construction and Industrial Materials www.masco.net =MAMAS, OR EUGENE OR 81GEJR(WED1, OH GRESHAM. 0R HUSBORO. OA MEDFORD. 011 SAIIM, 01 YNSONVLE OH PON ORCHARD. WA SPAMAWA TACOMA. WA VANCOM WA VANC FOAM ph50 - 722-1528 ph $41 -744-6696 Ph 541.68J-140* ph 103-66S -6650 ph 503513O107 ph541- 7724161 ph 503-5(04.504 ph603}582 -9370 ph 36040143/2 0206- 767-46M ph 253-581-6161 ph 36049441700 ph 360-737-710 lax 503-7224169 f =541444.2302 fax 641.683-1956 fax 503- 665.4968 Iar 5004310607 fax lox fax 563.582.8324 1ac360.876 -6373 1mc5*6.747-4696 lox 2E34834272 fax 340-694418I fax 360-737-7910 ARCHITECTURAL CONCRETE: -ACID /POLYMER STAINS - COLOR HARDENERS/RELEASES •INTEGRAI.COLOR • MICRO TOPPINGS - STAMPABLE OVERLAY - SURFACE RETARDERS • TEXTURE MAT /STAMPS CONCRETE CHEMICALS AND POWDER • CEMENT AND PREMIX - CLEANERS FOR CONCRETE - CONCRETE ADMIXTURES - CURING AND SEALING COMPOUNDS • EPDXY ADHESIVES, ANCHORING, BONDING AGENTS AND COATINGS - GROUTS AND HARDENERS • PATCHING MATERIALS CONCRETE FORMING ACCESSORIES: - COLUMN AND FORM TREATMENTS • FASTENERS • FORM RELEASES • FORMING HARDWARE • PRECAST • REBAR SPLICING - SLAB AND HORIZONTAL SNAPTIES AND ACCESSORIES - TILT -UP - INSERTS - PLASTIC ACCESSORIES MASONRY SPECIALTIES: - BRICK WALL TIES - CLEANERS FOR MASONRY • COLOR AND ADMIXTURES • FLASHING AND WATERPROOFING • JOINT REINFORCING - MORTARS - SEISMIC TIES FOR NEW AND RETROFIT • VAPOR BARRIER SUBORADE PRODUCTS: - GEOTEXTILE FABRIC AND SILT FENCE - SAFETY FENCE -VAPOR BARRIER TOOLS: • ABRASIVE AND DIAMOND BLADES - CONCRETE PLACING AND FINISHING - HAND AND POWER SPRAYERS - MASONRY PLACING AND FINISHING - POWER TROWELS, SCREEDS, MIXERS, GRINDERS, VIBRATORS, GROUT PUMPS AND PLATE COMPACTORS - REBAR CUTTERS AND BENDERS - SAFETY SUPPUES WATERPROOFING: - BENTONITE WATERPROOFING • CEMENT WATERPROOFING - CLEAR WATER REPELLENTS - DRAINAGE BOARDS - EXPANSION/CONTROL JOINT SEALANTS - LIQUID AND SHEET WATERPROOFING RENTAL AND SALES OF: - ADJUSTABLE RADIUS WALERS - ALUMINUM BEAM - COLUMN FORM - CRANE SET FORM - EURO CLAMP WALL FORM - EURO DROP HEAD DECK F • HANDSET FORM • OVERHANG BRACKETS • SAFETY RAIL POST - SOLDIER BEAM • SHE BOLTS AND TAPER TI - SHORING • SNAP TIES ACCESSORIES • STEEL COLUMN FORM - STEEL FORM - STEEL PLY - TILT•UP BRACES AND ACCESSORIES WALERS OVER 85 YEARS OF SUPPLYING YOUR CONCRETE AND MASONRY NEEDS. 1 • I 1 1 1111 WV. 1 S: , OA,/ a et, f X�31� / -fyy� l - NM JP _ f , ./ . NI 0 L Tr -1 1 — L. f _Sup to mortar ort.and bear bn the at achm 112" wi nt a as stc r e eneath nd thg_CMU Caststohe the stone Sill. with -gQin6 a + will b , e s o bd $ill tone jpint be we n the Stone ahchor d to th wall wi do et it nchors as shpwr or th c st lovyin - a�cfi r ■ - ston awr(ngs, J§,-S-1 G --p totwfdr-the viII heed lon 2 - atirge rmation sta 44fo ess-ste-Eit I ,;r,,�� VIC � , -vr{idelarr - attached to the ith a Wi' Oxpns orr andha I 3H embedment. -t --1 d• 2; l i 11 � 1��` ism , 4 Y' I- .si'L•a�4 I- OVER 85 YEARS OF SUPPLYING YOUR CONCRETE AND MASONRY NEEDS. • a i LEN Cu. It might Al 35314 62 18 209 P2 25.3/4 52 1.0 139 NOTE: PIECES RECOMMENDED TO BE MADE AT 3" TSICKINSTEAD OF 2" TO ENSURE QUALITYP r °7 //7/ 3 --1-4 Z/CIO‘VV7 3 r/ 45; s ° 1/ z ,� a3 % s,4( LEN 8 -1' o» 1' WEE ANCHOR S o rnaK wtaX Near- eta f d�ii JOB FOR: J AND S MASONRY COLOR: JOB NAME: JOB # : FIDELITY BIDING TUKWILA, WA_ 10095 Mckn° q , Pr- i B MBA PBSSE MOIR= Sl1RF .ALixmas�1/B OfilRi�W _ tst8N.wee mama 67214 o .126NIZAMICOMMIZSACCTIMICE11 ,p abs) I6b5543- FAX (St6)262 1 STONE, 1;" . n —035 Scott Ackerman Page 1 of 1 From: Phillip Van Heyningen [philv@pkjb.com] Sent: Tuesday, September 28, 2010 2:11 PM To: Scott Ackerman Cc: Bob Kroese Subject: The Fidelity Building - Tuesday September 28, 2010 Scott, Please see the attached responses (clarifications) to your requests for more information. The Canopy: 1. The strap may be installed on TOP of the plywood. Please make sure the LVL rim joist is supported until this happens. 2. The 2x12 blocking may be installed using face mounted 2x6 hangers. The acceptable hangers are listed. 3. The corners of the canopy. Please install the side Rims to the adjacent framing with two Simpson A35's at each comer. The Mezzanine: 1. The P1-4 plywood shearwall may be constructed with 2x6 studs. 3x6 bottom plate and 3x6 at plywood joints is not required. pkj Phillip Van Heyningen, PE 112 Olds Station Road, Suite B Wenatchee, WA 98801 (509) 664 -5181 9/28/2010 b PER ARCH 24- MAX INVERTED LUS28 --d ..� -1 X14LVL fl .�. 2x12 BLOCK 0 24 "OC LB212 HANGERS CANOPY EDGE SIMPSON LSTA24 0 24 "OC €ENETii- PNfWOOD c3 -r c Pi- LvOQ7 3/4" COX PLYWOOD ALL EDGES BLOCKED W /FULL -DEPTH BLOCKS. 100 NAILS 0 4" OC ALL EDGES. SCALE: 1 1 /2 " =1 ' -0" Ark r grim WiLlj - 4X8 IEOGER W/ }- 0 ANCHOR BOLTS 24 "OC B" CMII LBiMEL J 52.4 2212 JOISTS 2 X 12 BLOCKING LB212 HANGGERS LUS28 HANGGERS 1 3 }X 14PSLOR3 X 13 } 24F -V4 INVERTED SIMPSON LGU3.25 -SOS FlbEL(T7 cP.iJ(? 13' -10- INVERTED SIMPSON 1' -11" SIMPSc 4 ASS Taf' 4 l rro r' Ca coif c- a rc.cauv) TYR CD PLAN ®CANOPY SCALE: 3/4- =1' -0" A LGU3.25 -SOS SHEAR WALL SCHEDULE (8) (9) SHEATHING & FASTENING SHEAR TRANSFER CONNECTIONS MINIMUM FRAMING MEMBERS (7) OPACITY .BS /FT (1) APA -RATED PLYWOOD /OSB SHEATHING (2) NAIL SIZE (3) EDGE NAIL SPACING FIELD NAIL SPACING BOTTOM PLATE NAILING (5) SILL PLATE CONN, TO FOUNDATION (4) (6) RIM JOIST OR BLOCKING CONN. ALONG TOP PLATE FRAMING AT ABUTTING PANEL EDGES FOUNDATION SILL PLATE 280 15/32' - ONE SIDE 10d 6' O.C. 12' O.C. 16d @ 6' 0,C. 5/8'0 A,B. @ 48' O.C. A35 @ 16' O.C. 2x 2x 350 15/32' - ONE SIDE 10d 5' O.C. 12' O.C. 16d @ 4' O.C. 5/8'0 A.B. @ 48' O.C. A35 @ 16' O.C. 2x 2x 425 15/32' - ONE SIDE 10d 4' 0,C. 12' O.C. 16d @ 4' O.C. 5/8'0 A.B. @ 32' O.C. A35 @ 12' O.C. 3x.` �3x .111"..\ ]WABLE SHEAR CAPACITY ASSUMES HEM -FIR FRAMING AND IS IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE AND THE 2006 INTERNATIONAL BUILDING CODE. ' APA -RATED OSB SHEATHING MAY BE USED IN PLACE OF THE 15/32' PLYWOOD SHEATHING /IDED ALL STUDS ARE SPACED AT 16' O.C. MAX. COMMON NAILS, U.N.O. (10d= 0.148'0x3', 16d= 0.162'0x3 1/2') I.C,B.O. APPROVED EPDXY FOR THREADED ANCHOR RODS INSTALLED IN EXISTING CONCRETE. :RENCE APPLICABLE DETAILS FOR ADDITIONAL FRAMING REQUIREMENTS WHERE SPACING OF "OM PLATE NAILS IS LESS THAN 4' O,C. 2X 1 2c 6. SILL PLATE ANCHOR BOLTS SHALL BE PROVIDED WITH 3'x3'x1/4' STEEL PLATE WASHE ZONES 3 & 4 AND SEISMIC DESIGN CATEGORIES D, E, & F. 7/7. 3x FRAMING MEMBERS ARE ONLY REQUIRED IN SEISMIC DESIGN CATEGORIES D, E, & F WHERE SHEATHING IS APPLIED ON BOTH SIDES OF THE WALL. FOR DOUBLED N OPPOSITE SID S, x F MING IS ACCEP A ARE NOT LOCATED ON THE SAME FRAMING MEMBER. 8. TO MINIMIZE CORROSION, PROVIDE HOT- DIPPED GALVANIZED (ELECTRO- PLATED IS NOT F NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC) FOR ALL CONNECTORS IN CONTf PRESSURE TREATED FRAMING MEMBERS. 9. REFERENCE TYPICAL SHEAR WALL ELEVATION SHEET S5.1 FOR ADDITIONAL FRAMING INF 2006 Washington State Nonresidential Energy Code Compliance Form interior Lighting Summary 2106 Washington State Nonresidential Energy Code Compliance Forms LTG -INT Revised July 2007 Project Info Project Address 259 Fidelity Date 2/8/2010 5920 S 180th Street For Building Department Use " r LeC No opr •� Tuckwila, Washington Applicant Name: Pi m Architectural Group PP P Applicant Address: 119 s Main str # 410 Seattle, WA 98104i►� Applicant Phone: 206 -624 -3210 Plq/1 "p f-v,Ar/1tr Project Description ✓ Plans hdP 4 4,. requir /C� ❑ New Building ❑ Addition 4 Alteration Indicate controls (Sections 1513) including commissioning Compliance Option 0 Prescriptive Q Lighting Power Allowance (See Qualification Checklist (over). Indicate Prescriptive & LPA �!nRE/wq Q Sys "'SQ CO PL f A spaces !early fly Alteration Exceptions (check appropriate box - sec. 1132.3) '''e, 4 No changes are being made to the lighting 6 ❑ Less than 60% of the fixtures new, installed wattage not increased, space u e not c/(a eem iu Maximum Allowed Lighting Wattage Location (floor /room no.) Occupancy Description Allowed Watts per ft2 ** "'"m) r ®I VI / lipAp e Nu Fl Warehousing 0.50 —'17- e• rJ. � i9 0.� "11 1!® Y2985.0 Fl Buisness 1.00 2985.0 Fl Buisness 1.00 2985.0 2985.0 ** From Table 15 -1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts 33170.0 Proposed Lighting Wattage Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 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 as applicable, 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. cmoRSw FFA 0 8 2010 PERMIT CENTER CE 2006 Washington State Nonresidential Energy Code Compliance Form Interior Lighting Summary (back) LTG -INT 2 • • Washington State Nonresidential Energy Code Compliance F Revised July 2007 Prescriptive Spaces Occupancy: Q Warehouses, storage areas or aircraft storage hangers Q Other Qualification Checklist Chklist 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 /o 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 ) P ) 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 ballasts 3. LED lights. TABLE 15 -1 Unit Lighting Power Allowance LPA Use' LPAZ (W /sf) Use' LPAZ (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 1.2 Penitentiary and other Group 1 -3 Occupancies 1.0 Courthouse 1.2 Police and fire stations° 1.0 Cafeterias, fast food establishmentsb, restaurants /bars5 1.3 Post office 1.1 Dormitory 1.0 Retail10, 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 1.2 Gymnasia°, 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 hall3'Q 2.0 Workshops 1.4 Laboratory spaces (all spaces not classified "laboratory" shall meet office and other appropriate categories) 1.8 Parking garages 0.2 Laundries 1.2 Libraries5 1.3 Plans Submitted for Common Areas Only' Manufacturing facility 1.3 Main floor building lobbies3 (except mall concourses) 1.2 Museum 1.1 Common areas, corridors, toilet facilities and washrooms, elevator lobbies 0.8 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 150ft2 with full height partitions, a Unit Lighting Power Allowance of 1.10 w /ft2 may be used. 8) Reserved. 9) For indoor sport tournament courts with adjacent spectator seating over 5,000, the Unit Lighting Power Allowance for the court area is 2.60 W /ft2. 10) Display window illumination installed within 2 feet of the window, provided that the display window is separated from the retail space by walls or at least three - quarter- height partitions (transparent or opaque). and lighting for free - standing display where the lighting moves with the display are exempt. An additional 1.5 w /ft2 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. 1 .4t KIM LIGHTING SET Entablature® revision 9 /19/08 • seLpdf Type: Parking Lot Job: Fidelity Building 09047 Catalog number: 211/ SETS / 150PMH208 / DB /A1 /DB Mt&. Fixture Electrical Module Finish See page 2 Select pole from Kim Pole Catalog. If pole is provided by others indicate O.D. for arm fitting. Options / Optional Entab See page 3.5 See page 6 Approvals: r rte.,, " .. *4. Date: Page: 1 of 7 Specifications SET Model 70 to 150 Watt Medium Base Lamps Housing: One -piece die -cast, low copper (<0.6% Cu) aluminum alloy with integral cooling fins on the top surfaces above the optical chamber and electrical compartment. A solid barrier wall separates the optical and electrical compartments, with gasketed wire penetrations. A double -thick wall with gussets is provided on the support arm mounting end. Inset sections on each end provide for attachment _ 5' of optional entablatures, and cradle the mounting arm. All hardware (127.0 mm) is stainless steel or electro -zinc plated steel. Lens Frame: One -piece die -cast, low copper (<0.6% Cu) aluminum alloy with a 1' minimum thickness around the gasket flange for rigidity. Integral hinges with stainless steel pins provide no -tool mounting and removal from the housing. Two stainless steel thumb - latches are recessed into the front corners, concealed from normal view. Lens frame seals against the housing by a one -piece extruded silicone gasket with vulcanized end closure. Clear 3/6 thick tempered flat or convex glass lens is retained in the frame by eight clips with full silicone gasketing around the perimeter. Reflector Module: Specular Alzak® optical segments are rigidly mounted in a die -cast, low copper (<0.6% Cu) aluminum alloy enclosure which attaches to the housing as a one -piece module. Reflector module is field - rotatable in 90° increments. PMH and HPS sockets are porcelain 4KV medium base. All reflector modules are factory prewired with a quick - disconnect plug for the ballast module, with wires passing through a silicone gasket in the housing barrier wall. 1' /z' Four light distributions are available and interchangeable within the r same housing size. _.Electrical Module: All electrical components are UL and SA recognized, mounted on a single plate and factory prewired with uick - disconnect plugs. Electrical module attached to housing with pool hinges and latches, accessible by opening the lens frame. All 57-lasts are high power factor with starting temperatures of -40 °F for HPS and -20 °F for PMH lamp modes. See lamp and electrical data on pages 20 - 21 for ballast types and characteristics. Support Arm: One -piece extruded aluminum with internal bolt guides and a recessed step to match the housing. Luminaire -to -pole attachment is by internal draw bolts, and includes a pole reinforcing plate with wire strain relief. For mounting to round poles, arm is circular cut for precise mating to the pole diameter. Finish: Super TGIC thermoset polyester powder coat paint, 2.5 mil priominal thickness, applied over a titanated zirconium conversion t t Coating; 2500 hour salt spray test endurance rating. Standard colors are Black, Dark Bronze, Light Gray, Stealth Gray', Platinum Silver, or White. Custom colors are available. CAUTION: Fixtures must be grounded in accordance with national, state and/or local electrical codes. Failure to do so may result in serious injury. 171/2' i 13/4' (444.5 mm) I 744.5 mm) 4 Y4' (108.0 mm) r -cam UI(155mm) 12' (304.8 mm) Maximum Fixture weight (150HPS) = 25 lb (22.2 mm) 10%6' (276 2 mm) 1 x/16' (46.0 mm) Entablature D (11 I WED F ®1 ,�P�MPLIAN ensionjVt , Z See page 7 for standard Entab configurations a HUBBELL UGNTING. INC. 6 2010 sped IC jgr Tukwila BUILDING DIV RECEIVED CITY OF TU WILA JUN 0 9 2010 PERMIT CENTE KIM LIGHTING RESERVES THE RIGHT TO CHANGE SPECIF(CATIONS WITHOUT NOTICE. Listings and Ratings UL cUL 1598' 4G Vibration' 25C Ambient IP66 Rated CE Full Cut Off" with flat glass lens - Cut Off with convex glass lens 'Suitable for wet locations 25K Cycle Tested "Dark Sky Legislation Compliant © 2008 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY, CA 91716 -0080 • TEL: 626/968 -5666 • FAX: 626/369 -2695 5600708263 CORRECTION 11)' O — 0S5 LTR��. KIM LIGHTING SET Entablature® revision 9 /19/08 • set.pdf Type: Parking Lot Job: Fidelity Building 09047 Page: 2 of 7 Standard Features Mounting 3SY configuration is available for round poles only. Plan View: men EPA: 1.0 2.0 1.5 2.4 Cat. No.: ❑ 1 SA I 2SB ❑ 2SL ❑ 3ST y+ Wall Mount 2.4 2.7 ❑ 3SY ❑ 4SC ❑ 1W Fixture Cat. No. designates fixture and Tight distribution. See the Kim Site /Roadway Optical Systems Catalog for detailed information on reflector design and application. Horizontal Lamp Flat Lens Light Distribution: Type I Cat. No.: Full Cutoff ❑ SET1 Type II Type III Full Cutoff Full Cutoff ❑ SET2 L SET3 Type IV Forward Throw Full Cutoff ❑ SET4 Type V Square Full Cutoff ❑ SETS © 2008 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY, CA 91716 -0080 • TEL: 626/968 -5666 • FAX: 626/369 -2695 5600708263 • r KIM LIGHTING SET Entablature® revision 9 /19/08 • set.pdf Type: Parking Lot Job: Fidelity Building 09047 Page: 3 of 7 Standard Features Electrical Module HPS = High Pressure Sodium PMH = Pulse Start Metal Halide Lamp Lamp Line Watts Type Volts 150 HPS 120 NOTE: For lamp /ballast information outside of the U.S.A. and Canada, please consult your local Kim representative. Cat. Nos. for Electrical Modules available: High Pressure Sodium ❑ 70HPS120 ❑ 70HPS208 ❑ 70HPS240 ❑ 70HPS277 ❑ 70HPS347 ❑ 70HPS480' ❑ 100HPS120 ❑ 100HPS208 ❑ 100HPS240 ❑ 100HPS277 ❑ 100HPS347 ❑ 100HPS480' Lam Socket ANSI Ballast Type P ED -17 Clear ED -17 Clear Medium Base Medium Base S -62 Metal Halide ❑ 70PMH120 ❑ 70PMH208 ❑ 70PMH240 ❑ 70PMH277 ❑ 70PMH347 ❑ 70PMH480' S -54 D 100PMH120 ❑ 100PMH2O8 ❑ 100PMH240 ❑ 100PMH277 ❑ 100PMH347 ❑ 100PMH480' ❑ 150HPS120 ❑ 150HPS208 O 150HPS240 ❑ 150HPS277 ❑ 150HPS347 ❑ 150HPS4801 ED -17 Clear Medium Base S -55 ❑ 150PMH120 150PMH208 ❑ 150PMH240 ❑ 150PMH277 ❑ 150PMH347 ❑ 150PMH4801 Lam Socket Medium Base ANSI Ballast M -98 M -90 M -102 Type 1480 volt with medium base sockets may require approval of local building code authority. NOTE: Due to the Energy Independence and Security Act (EISA) of 2007, Kim Lighting can no longer supply probe start metal halide ballasts with its luminaires, effective January 1, 2009. Contact Kim Lighting for availability of replacement ballasts for warranty service claims. (Visit www.aboutIightingcontrols.org or the Library of Congress website for more details)- P ED -17 Clear ED -17 Clear ED -17 Clear Medium Base Medium Base Finish Super TGIC powder coat paint over a titanated zirconium conversion coating. Color: Black Dark Bronze Light Gray Stealth Gray® Platinum Silver White Custom Color' Cat. No.: 0 BL El DB ❑ LG ❑ SG ❑ PS 0 WH ❑ CC 'Custom colors subject to additional charges, minimum quantities and extended lead times. Consult representative. Custom color description: ® 2008 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY, CA 91716 -0080 • TEL: 626/968 -5666 • FAX: 626/369 -2695 5600708263 KIM LIGHTING SET Entablature® revision 9 /19/08 • set.pdf Type: Parking Lot Job: Fidelity Building 09047 Page: 4 of 7 Optional Features Wall Mounting Cat. No. • 1SW 0 No Option Select from Mounting on page 2. Fixture mounts to 3' or 4' junction boxes by a cast aluminum adapter plate with fixture mounting bolts. NOTE: Junction box in wall must provide adequate fixture support. See NEC sections 370-13, 17 and 410 14, 16. Quick disconnect plug and wiring are provided to allow field connections prior to fixture : Q: Tie ',.. ".•, .5 rtun) o :r :'. 4 (120Ji"",'• �..,, . :,4 I €1 :1 mounting. SET wall mount using adapter plate 3' or 4' J -box (by others) — Photocell Control Cat. No. (See right) J No Option Fixture supplied with an internal photocell sensor on the fixture end facing the Pole. fixture pole mountings, one fixture has a operate the others. Not available if wall mounted Cat. No. Line Volts: • A -30 120V • A -31 208V ❑ A -33 240V • A -33 2777V • A -35 347V • A-34 480V Photocell For photocell Sensor with the Mounting Configuration: multiple- *- Fixture with Photocell Sensor to S - slave unit(s) (1SW). No fixture wattage limit. •_ * in s 1SA 2SB S MA S s SpS S 2SL 3ST, 3SY 4SC Convex Glass Lens Cat. No. • CGL • No Option The 3 /,s " thick clear convex tempered glass lens replaces the standard flat glass Tens. Provides increased lens SET = 13/4' (a4.5 mm) presence and provides a subtle improvement in �.441111.11"- uniformity where pole spacing is extreme. Increases effectiveness of houseside shielding. Cat. Norbonate Lens Cat. No. • LS .4 No Option formed, with a one-piece vacuum clear, UV stabilized UV stabilized convex polycarbonate, fully gasketed u — I _i_ lens, replacing the standard tempered glass lens. — CAUTION: Use only when vandalism is anticipated to SET = 31/4' —i be high. Useful life is limited by UV discoloration from (82.6 mm) sunlight and metal halide lamps. © 2008 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY, CA 91716 -0080 • TEL: 626/968 -5666 • FAX: 626/369 -2695 5600708263 Ian LIGHTING SET Entablature® revision 9 /19/08 • set.pdf Type: Parking Lot Job: Fidelity Building 09047 Page: 5 of 7 Optional Features Houseside Shield Cat. No. (See right) • No Option (Types II, III, and IV only) Fixtures with the standard - flat glass lens are available with stamped aluminum ,--ins louvers that pass streetside Tight and block houseside �`r light, and a blackened panel added to the reflector to reduce houseside reflections. Fixtures with the optional -te'n for convex glass lens are available with a formed aluminum shield that passes streetside light and blocks houseside light, and a black anodized panel added to HS the reflector to reduce houseside reflections. Use with for flat lens clear lamps only, as coated lamps reduce effectiveness. Cat. No. • HS Recommended for use with clear lamps only. Effectiveness coated lamps. Not for use with Type V light distributions. ❑ HSC For use with all fixtures with convex glass lens. Not for distributions. HSC for convex lens is reduced use with Type V light Neighbor Friendly Shield Cat. No. • NFS • No Option (Type IV only) Stamped internal shield and blocking panels are used to direct and redirect lighting into a forward throw distribution. The amount of light directed and redirected toward the back of the liminaire is dramatically reduced to create extremely low glare behind the pole. Only available on the Type IV reflectors. NFS Vertical Slipfitter Mounts Cat. No. includes Mounting. Cat. No. (See right) • No Option Allows fixture with standard support arm to be mounted to having 2' tenon (23/8' Configuration arm 180° 90° 90° poles O.D. x 41/2" min. can be used (1 SA, or round die -cast aluminum four 3/8" stainless steel match fixture and Cat. No. ❑ VSF -1 SA • VSF -2SB • VSF -2SL • VSF -3ST • VSF -3SY • VSF -4SC Rd length). 2SB, set arm. ai a pipe -size All mounting configurations 2SL, 3ST, 3SY, 4SC). with flush cap, secured point alien screws, Detail Stainless steel 4" square Pole with 2" pipe -size by tenon (by others)— finished to Cat. No. Mounting ❑ SVSF -1 SA 1 SA - single • SVSF -2SB 2SB - 2 at • SVSF -2SL 2SL - 2 at • SVSF -3ST 3ST - 3 at Vertical Slipfitter Mount by Kim mount — set screws — 3SY - 3 at 120° S 4 uare • SVSF -4SC 4SC - 4 at 90° Horizontal Slipfitter Mount Cat. No. • HSF • No O tion p Replaces standard mounting arm with a slipfitter which Horizontal allows fixture to be mounted to a horizontal pole davit -arm with 2' pipe -size mounting end (23/e" O.D.). i Cast aluminum slipfitter with set screw anti - rotation Slipfitter Mount m lock. Bolts to housing from inside the electrical compartment using mounting holes for the standard Davit -arm with 2" pipe -size) support arm. Davit -arm must be field drilled at a set fixture mount (by others) screw location to insure against fixture rotation. Finished to match fixture. ill m 2008 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY, CA 91716 -0080 • TEL: 626/968 -5666 • FAX: 626/369 -2695 5600708263 (14k KIM LIGHTING SET Entablature® revision 9 /19/08 • set.pdf Type: Parking Lot Job: Fidelity Building 09047 Page: 6 of 7 Optional Features Special Options for Street Lighting Cat. No. ❑ AF ❑ No Option Air Filter (AF): Allows for ventilation through the optical chamber, filtering all air particles above 500 microns. Assembly mounted on solid wall between optical compartment and Air Filter latch cavity. ® 2008 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY, CA 91716 -0080 • TEL: 626/968 -5666 • FAX: 626/369 -2695 5600708263 KIM LIGHTING SET Entablature® revision 9 /19/08 • set.pdf Type: Parking Lot Job: Fidelity Building 09047 Page: 7 of 7 Optional Entablatures (Entabs) ❑ No Entablature Finish: Super TGIC thermoset polyester powder coat paint over a titanated zirconium conversion coating. ❑ BL Black ❑ PS Platinum Silver ® DB Dark Bronze ❑ WH White ❑ LG Light Gray ❑ CC Custom Color: ❑ SG Stealth Gray® Arched Entablatures Arch Cat. No. Al Broken Arch Cat. No. A2 ❑ Stepped Arch Cat. No. A3 ❑ Stepped Broken Arch Cat. No. A4 ❑ Standard Entablature Cat. No. A5 ❑ Follows fixture body profile Peaked Entablatures Peak Broken Peak Cat. No. P6 ❑ Cat. No. P7 ❑ Stepped Peak Cat. No. P8 ❑ Stepped Broken Peak Cat. No. P9 ❑ Stepped Cat. No. P10 ❑ Specify Entablature and color. Example: [ A2 /LG ] Entablature Specifications: Stamped from .090° aluminum sheet, mechanically attached to front and back of housing with no visible fasteners. For custom colors and/or custom Entablatures, consult your Kim representative. See page 1 for dimensions. O 2008 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY, CA 91716 -0080 • TEL: 626/968 -5666 • FAX: 626/369 -2695 5600708263 44IGHLAND PRODUCTS GROUP LLC Saddleback Model # of Bikes Length* (Nominal) 3 14" 7 62" 9 11 13 86" 110" 134" w__ PXtE t® Model No. 136 -2677 *Note: Saddleback Bicycle Racks feature a nomina 12" center to center between loops. Listed lengths are nominal and may vary due to bending tolerances. REVIEWED FOR CODE COMPLIANCE APP'` °mmED JUN 16 2010 City of Tukwila BUILDING DivISInM RECEIVEED CITY OF TUKWILA JUN 0 9 2010 PERMIT CENTER AORRECTICN -TR# X10 -035 3350 NW BOCA RATON BLVD., SUITE B2 • BOCA RATON, FL • 33431 PHONE: 561.620.7878• FAX: 561.620.8668 AA..,4,. 44IGxLAvD PRODUCTS GROUP LLC PRODUCT WARRANTY Lumber and High Heat Paint — one year warranty against defects in materials and workmanship. There is no warranty on lumber shipped outside of the United States. Recycled Plastic Components - 5 -year warranty against defects in materials and workmanship. This warranty applies only to plastic components that have been cut, drilled and /or routed by the manufacturer. (This warranty DOES NOT cover plastic components purchased in "raw stock" form by the customer and cut, drilled, and /or routed by the customer for a customized application.) Vinyl Coated Steel Components — 5 year limited warranty against steel fabrication defects when subject to normal use and proper maintenance. 4 -year limited and PRORATED warranty of vinyl coating material against defects when subjected to normal use and proper maintenance. Our recycled plastic components and vinyl coating materials include a UV stabilizer to retard the effects of exposure to the sun and natural elements. But we cannot warrant "fading" or surface "contamination" due to extreme variations in the levels of exposure and in the definitions of "fading ". Any colored surface will gradually fade, chalk or accumulate dirt/stains. Dome Lids, Galvanized Trash Cans & Covers, Barrels, Recycling Bags, Plastic Liners & Covers, and Decals - One year warranty against defects in materials and workmanship. All Other Products & Components - 5 -year warranty against defects in materials and workmanship. All Model XT and UT rectangular table frames are warranted against defects in workmanship and materials for the lifetime of the original owner. Warranty period applies from the date of delivery. If a product or component fails during the warranty period, coverage is limited to repair or replacement of the defective part, at the discretion of the manufacturer. Photographs illustrating the failure are recom - mended. Warranty claims must be filed within the warranty period and must indude a copy of the invoice or the purchase order. The above warranties are valid ONLY if the products: a) are assembled and installed according to manufacturer's specifications and instructions; b) have been properly maintained according to manufacturer's instructions; c) have not been altered by the addition or deletion of parts, or modified in any other manner; d) have not been subject to misuse, vandalism, negligence or damage by accident; e) have not been subject to corrosive environments. The warranties do not cover: a) vandalism; b) damage caused by incorrect assembly, installation or application (use); c) natural or manmade disasters; d) cosmetic changes in the product due to weathering, including paint fading, the discoloration of wood, or the color fading or spotting of vinyl coated steel products and recycled plastic components caused by exposure to natural elements or chemicals; e) scratches, dents, or marring caused by normal use and public exposure; f) season checks, twisting or splintering of wood caused by climatic differences or lack of proper maintenance; g) loss or damage in transit; h) high heat paint subjected to overly built fires; i) premature rust- through of grill fireboxes due to improper cleaning or maintenance; j) premature rusting caused by a corrosive environment. Except as specifically stated herein, all warranties (expressed or implied), including but not limited to any implied warranty of merchantability or fitness for a particular purpose, are hereby excluded. This warranty excludes any liability other than expressly stated, including but not limited to any incidental or consequential damages. Labor, installation, and /or reinstallation and any related costs including but not limited to removal of product, shipping, fabrication and service time for on -site assessment of alleged defects are not included. Labor, transportation, insurance and other incidental costs of repair or replacement shall be the responsibility of the purchaser. 3350 NW BOCA RATON BLVD., SUITE B2 • BOCA RATON, FL • 33431 PHONE: 561.620.7878. FAX: 561.620.8668 4 Below Grade Mount Flange Mount IGHLAND PRODUCTS GROUP LLC Below Grade Mount Mounting Your Parking System A. Below Grade Mount • Determine desired location and dig mounting holes 17" below grade. • Fill hole 1/3 full with gravel. • Lower unit into holes and fill remainder of hole with cement. • Support unit with spacers, such as cinder blocks, until cement sets. Flange Mount BIKE DOCK B. Flange Mount (Note: It's recommended that concrete cure for 28 days prior to mounting.) 1. Temporary Mount (Model #6263 - Sold Seperately) • Determine desired location ofunit (mark hole locations using flange as a guide). • Using a 1/2" masonry drill bit, drill holes in cement 2" deep. • Insert anchor sheilds into holes and tap in place with a hammer. • Align holes in flange with anchors and secure with a 5/16 " -18 x 2" lag bolts. 2. Permanent Mount (Model #6260 - Sold Seperately) • Determine desired location of unit. • Using a 3/8" masonry drill bit, drill through the flange mount and into the concrete 3-1/4". • Blow the hole clean of dust and other material. • Drive spike through flange mount and into hole, until head of spike is seated on the flange mount. Below Grade Illustration Flange Mount Illustration (Temporary Style) 4---11 t ti 9" 2" 6" 17" Flange Mount Illustration (Permanent Style) 1 Parking Bicycles Bikes can be parked as illustrated. • Under "waves" • Over "waves" (front tire straddling lower wave). • On each end. Parking Bicycles Bikes can be parked as illustrated, on both sides of the unit. WARNING: Manufacturer and seller expressly disclaim any and all liability for personal injury, property damage or loss, whether direct, indirect, or incidental, resulting from the incorrect attachment or inappropriate placement, improper use, inadequate maintenance, or neglect of this product. Placement of this product is beyond control of the manufacturer. It is the end users responability to place this product so as to avoid potential pedestrian or playground accidents. WARRANTY: We warrant this product to the first consumer to be free from defect in material and workmanship for a period of one year from date of purchase. Please retain your sales slip for your records. Any product or part thereof found to be defective within that period will be replaced without charge provided that (1) the product was not misused; (2) no alterations or modifications were made; (3) its failure resulted from a defect in material or workmanship and not from normal wear expected in the use of the product; (4) the product or part is delivered, freight prepaid, to Highland Products. Manufacturer's only obligation shall be to replace such products or parts proved to be defective. 3350 NW BOCA RATON BLVD., SUITE B2 • BOCA BATON, FL • 33431 PHONE: 561.620.78784 FAX: 561.620.8668 • ES-U009 For Health Hazard Applications Job Name Contractor Job Location Approval : ' :� Engineer Contractor's PO Approval Represet few Ares. rf n„., '.4_ . S Subje to .ajn -r er»,. .. Series U009 Reduced Pressure Zone Assemblies Sizes: 1/f - 2" (15 - 50mm) Series U009 Reduced Pressure Zone Assemblies are designed to protect potable water supplies in accordance with national plumbing codes and water authority requirements. This series can be used in a variety of installations, including the prevention of health hazard cross - connections in piping systems or for con- tainment at the service One entrance. This series features two in -line, independent check valves, cap- tured springs and replaceable check seats with an intermediate relief valve. Its compact modular design facilitates easy mainte- nance and assembly access. Sizes 'h ° -1" (15 — 25mm) shut- offs have tee handles. Features • Single access cover and modular check construction for ease of maintenance • Top entry — all internals immediately accessible • Captured springs for safe maintenance • Internal relief valve for reduced installation clearances • Replaceable seats for economical repair • Bronze body construction for durability • Ball valve test cocks — screwdriver slotted • Large body passages provides low pressure drop • Compact, space saving design • No special tools required for servicing Specifications A Reduced Pressure Zone Assembly shall be installed at each potential health hazard location to prevent baddlow due to backsiphonage and/or backpressure. The assembly shall con- sist of an internal pressure differential relief valve located in a zone between two positive seating check modules with cap- tured springs and silicone seat discs. Seats and seat discs shall be replaceable in both check modules and the relief valve. There shall be no threads or screws in the waterway exposed to line fluids. Service of all internal components shall be through a single access cover secured with stainless steel bolts. The assembly shall also include two resilient seated isolation valves, four resilient seated test cocks and an air gap drain fitting. The assembly shall meet the requirements of: USC Manual 8th Editiont; ASSE Std. 1013; AWWA Std. C511; CSA B64.4. Shall be a Watts Regulator Co. Series U009. tDoes not Indicate approval status. Refer to Page 2 for approved sizes & models. Unique Swivel Union REVIEWEI FpR RE COMPLIANCE OVER tv 2010 City of Tukwila VISION Ball TestTCocks Test Cock No 2 First Check Module Assembly R.P. Zone Second Check Module Assembly Relief Valve Assembly ;:Now: Availa b le: WdisBox -Irsulated :Enclosurres. For move infomtation; send for literature ES WB. %lwAlrs® Watts product specifications in U.S. customary units and metric are approximate and are provided for reference only. For precise measurements, please contact Watts Technical Service. Watts reserves the right to change or modify product design, construction. specifications, or materials with- out prior notice and without incurring any obligation to make such changes and modifications on Watts products previously or subsequently sold. CORRECTION RECEIVE MAY 13 2010 PERMITCENTER Available Models Prelim U - union connections & I= QT - quarter -turn ball valves S - bronze strainer LF - without shutoff valves AQT - 4/4" - 2° (20 - 50mm) only, elbow fittings for 360° rotation PC - internal polymer coating LH - locking handle ball valves (open position) SH - stainless steel ball valve handles Note: The Installation of a drain line Is recommended. When Installkng a drain line, an air gap Is necessary (see ES -AG). Materials Body: Bronze Discs: Silicone rubber Check Seats: Replaceable polymer Relief Valve Seat: Removable stainless steel Cover Bolts: Stainless steel Standardly furnished with NPT body connections. For optional bronze union inlet and outlet connections, specify prefix U (1/4" - 2 ")(15 - 50mm). Series 0090T furnished with quarter -turn, full port, resilient seated, bronze ball valve shutoffs. Air Gaps and Elbows Pressure — Temperature Maximum Working Pressure: 175psi (12 bar) Temperature Range: 33 °F -180 °F (0.5 °C - 82 °C) Standards USC Manual 8th Editiont ASSE No. 1013 AW WA C511 -92 CSA B64.4 IAPMO File No. 1563. tDoes not indicate approval status. See below for approved models. Approvals ASSE, AWWA, CSA, IAPMO Approved by the Foundation for Cross - Connection Control and Hydraulic Research at the University of Southem California. Approved models QT, AQT, PC. UL Classified (LF models only) IMPORTANT: INQUIRE WITH GOVERNING AUTHORITIES FOR LOCAL INSTALLATION REQUIREMENTS MODEL! for 909, 009 and 993 sizes DRAIN OUTLET in. mm h. DIMENSIONS A mm In B mm WEIGHT lbs. kgs. 909AG -A 1/4-'W 009, '/ 13 23 60 31/4 79 .625 .3 1" 009M2/M3 909AG -C 3/4 ° -1 " 009/909, 1 25 3'/4 83 41 124 1.50 .7 1"-1 1/4" 009M2 909A6-F 11/4" -2" 009M1, 2 51 41/4 111 61/4 171 3.25 1.5 1W-3" 009/909, 2" 009M2.4 "-6" 993 909AG -K 4 "-6" 909, 3 76 61/4 162 91 243 625 2.8 8 " -10" 90911/1 909AG -M 8 " -10" 909 4 102 7% 187 111/4 394 15.50 7.0 909EL -A 1/4" -'h" 009, 1/4" 009M2/M3 - - - - - - - - 909EL-C 1/4"-1" 009/909. - - 21/4 60 21 60 .38 .2 ' 909EL -F 11/4"-2" 009M1, - - 31 92 31 92 2 .9 11/4" -2" 009/909, 2" 009M2. 4 " -6" 993 * 909EL -H 21/4" -3" 009/909 - - - - - - - - Vertical B •i B Dimensions and Weights 0009QT MODEL SIZE (DN) Ia A mm DIMENSIONS In. C mm WEIGHT lbs. I's. It'd r 11 mm '• 2 ,; 20 7, 333 5.5 79 0009M20T 3/ 20 13% 349 60 12.50 3% 95 6 2.7 0009M2I T 1 2 1731: 51/e r 1 I 9 60 13.88 L lit I i� -�� _ ' it 62 153 390 41 00 6. 197 0009M2I T 11 40 251 648 i I 197 414 108 28.75 .0 13.0 0009M20T 2 50 271 695 73A 197 414 108 32.75 14.9 0009AQT 'MODEL SIZE t IMO mm 81. A mm 1. C mm DIMENSIONS D M. mm In. 01 mm In. 11 mm WEIGHT I. Irgs. 0009101 % 20 131A 333 Sib 79 4% 117 4% 121 2% 60 12.50 5.7 0009M2AQT 1 25 131A 333 3% 79 51/e 130 53/1e 132 234 60 13.88 6.3 U009M2AQT 11% 40 153 390 41 108 73 197 73A 197 314 83 39.25 17.8 0009M2AQT 2 50 191/1 489 414 108 8%e 213 834 213 31/a 83 39.25 17.8 Capacities Performance as established by an independent testing laboratory. ½" (15mm) U009QT kPa psi 138 20 103 15 69 10 35 5 0 0 AP O kPa psi 172 25 138 20 103 15 69 10 35 5 0 0 AP O kPa psi 241 35 207 30 172 25 138 20 103. 15 69 10 35 5 0 0 APO 1 2 3 4 5 6 7 8 9 10 gpm 3.8 7.6 11 15 19 23 27 30 34 38 1pm 7.5 fps 2.3 mps 3A" (20mm) U009M2QT 5 10 15 20 25 30 gpm 19 38 57 76 95 114 Ipm 5 7.5 15 fps 1.5 2.3 4.6 mps *° (25mm) 0009M2QT kPa psi 172 25 138 20 103 15 69 10 35 5 0 0 5 10 5 20 25 30 35 40 45 50 55 60 65 70 75 gpm 19 38 57 76 95 114 33152 171 190 209 228 247 266 285 1pm 7.5 15 fps 2.3 4.6 mps 1' /a° (32mm) 0009M2QT * APO kPa psi 207 30 172 25 138 20 103 15 69 10 35 5 0 00 10 20 30 40 38 76 1 4 152 5 7.5 1.5 2.3 50 60 70 80 gpm 190 228 266 304 Ipm 10 15 fps 3.0 4.6 nips Ph° (40mm) 0009M2QT AP O 10 20 30 40 50 60 70 80 90 100 38 76 1 4 152 190 228 266 304 342 380 5 7.5 10 15 1.5 2.3 3.0 4.6 1wA1-rS® 1 0 120 gpm 4 8 4561pm fps mps "Typical maximum system flow rate (7.5 feet/sec., 2.3 meters/sec.) 2" (50mm) U009M2QT kPa psi 207 30 172 25 138 20 103 15 69 10 35 5 0 tip 0 20 30 40 50 60 70 80 90 100 110 120 140 160 180 gpm 0 38 76 114 152 190 228 266 304 342 380 418 456 532 808 684 Ipm 5 7.5 10 15 fps 1.5 2.3 3.0 4.6 mps kPa psi 172 25 138 20 103 15 69 10 35 5 0 0 AP o 3/ ° (20mm) 0009AQT * kPa psi 276 40 241 35 207 30 172 25 138 20 103 15 69 10 35 5 0 0 AP 0 5 10 15 20 25 30 gpm 19 38 57 76 95 114 Ipm 5 7.5 10 15 fps 1.5 2.3 3.0 4.6 nips 1" (20mm) 0009M2AQT kPa psi 207 30 172 25 138 20 103 15 69 10 35 5 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 gpm 19 38 57 76 95 1 4 133152 171 190 209 228 247 265 285 Ipm 7.5 15 fps 2.3 4.6 mps 11/2° (40mm) 0009M2AQT APO kPa psi 207 30 172 25 138 20 103 15 69 10 35 5 0 0 AP O 10 20 30 40 50 60 70 80 90 100 110 120 gpm 38 76 114 152 190 228 266 304 342 380 418 456 fpm 5 7.5 10 15 fps 1.5 2.3 3.0 4.6 mps 2° (50mm) U009M2AOT 1 10 20 30 40 50 60 70 80 90 100 1 0 120 140 160 180 gpm 38 76 114 152 190 228 286 304 342 380 418 456 532 608 684 Ipm 5 7.5 10 15 fps 1.5 2.3 3.0 4.6 mps 9001 CERTIFIED Beokflow Prevention Products ES-U009 0744 USA: 815 Chestnut St., No. Andover, MA 01846 -6098; www.watts.com Canada: 5435 North Service Rd., Burlington, ONT. L7L 6117: www.wattscanada.ca 0 Watts Regulator Company, 2007 TECHNICAL INFORMATION for: BOEING OREGON MESABI TRUST located at: 1251 Andover Park West Tukwila, King County, Washington BUSH, ROED & HITCHINGS, INC. 2009 Minor Avenue East Seattle, Washington 98102 -3513 phone: (206)323 -4144 fax: (206)323 -7135 contact: Jay D. Decker, P.E. BRH Job No. 2009134.01 Date: January 6, 2010 nisE COP o. fedawkIpproval rrbi t REVIEWED CODE COMPLIANCE APP ®VED JUN Hi 2010 City of Tukwila BUILDING DIVISION cmrROAiix° LA FEB 0 8 ZU10 PERMIT CENTER P t t) TABLE OF CONTENTS Page No. I. Project Overview II. Conditions and Requirements Summary III. Offsite Analysis IV. Flow Control and Water Quality Facility Analysis and Design C2) V. Conveyance System Analysis and Design 'L? VI. Special Reports and Studies VII. Other Permits 2 3 VIII. ESC Analysis and Design IX. Bond Quantities, Facility Summaries, and Declaration of Covenant 2l� X. Operations and Maintenance Manual �`� 1 1. PROJECT OVERVIEW King County Department of Development and. Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 .PROJECT OWNER-AND PROJECTENGINEER Project Owner Address , 1325 4 +'^AJt 51% t44o e)o-ockile. Phone ci610 l i2.016>1o24- 4A.€14 Project Engineer gAr P. , Company eu S l.. (2.0¢d Address/Phone C14(a'y%2a -a —4 i 44 Part.3 'TYPE OE PERMIT., APPLICATION" Subdivison Short Subdivision Grading Commercial ✓ Other .Part 2 .. .PROJECT LOCATION AND DESCRIPTION. Project Name II-5 t A ., Jovc'r Pc Wes - Location Township Range Z3 IJ, E."• Section tJ C 1/4 • Part 4 _.OTHER REVIEWS AND PERMITS DFW HPA COE 404 DOE Dam Safety FEMA Floodplain COE Wetlands Shoreline Management Rockery Structural Vaults Other -Part 5 :'SITE _'COMMUN ITY =ANDS DRAINAG E BASIN Community Drainage Basin :Part 6 SITE CHARACTERISTICS. River Stream Critical Stream Reach Depressions /Swales Lake Steep Slopes Floodplain Wetlands Seeps /Springs High Groundwater Table Groundwater Recharge Other Part 7 SOILS Soil Type Slopes 1r lvo. i v.0/ 1e. I, Additional Sheets Attached Erosion Potential Erosive Velcoties Part 8 ;.DEVELOPMENT - LIMITATIONS REFERENCE Ch. 4 — Downstream Analysis Additional Sheets Attached LIMITATION /SITE CONSTRAINT Part ?9 ::' ESC REQU IREM ENTS: . MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Sedimentation Facilities Stabilized Construction Entrance Perimeter Runoff Control ve Clearing and Graing Restrictions Cover Practices Construction Sequence Other MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION Stabilize Exposed Surface \O' Remove and Restore Temporary ESC Facilities / Clean and Remove All Silt and Debris Ensure Operation of Permanent Facilities Flag Limits of SAO and open space preservation areas Other 4 :Part 10 SURFACE WATER SYSTEM Grass Lined Channel Pipe System ✓ Open Channel Dry Pond • Wet Pond Tank Infiltration Vault Depression Energy Dissapator Flow Dispersal Wetland Waiver Stream Regional Detention Method of Analysis Compensation /Mitigati on of Eliminated Site Storage Brief Description of System Operation .1,k -Pt D ' +7, 4- e-L4C1.L% 1406. 43i,... ezAt >rv.. - ; t J— -!a 42_,4.M... i' fie, s, Facility Related Site Limitations Reference Facility Limitation Pait>11 STRUCTURAL ANALYSIS Cast in Place Vault Retaining Wall Rockery > 4' High Structural on Steep Slope Other Part 12 EASEMENTSITRACTS Drainage Easement Access Easement Native Growth Protection Easement Tract Other Part ,13 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. Signed /Date PROJECT NARRATIVE: This project is a 0.31 acre site located along the north side of South 180th Street and west of Andover Park West in Tukwila, Washington. The site is currently developed with an existing asphalt parking lot along S. 180th St. and a warehouse building north of the parking lot. The site is bordered on the west by commercial property with a large asphalt parking lot and on the cast by an asphalt paved truck maneuvering area with some additional parking. The surrounding properties have storm systems so there will only be negligible if any drainage from adjacent property. The existing parking lot generally slopes from the west to the east corner at a gradient of approximately 1.5 percent. The scope of this project is to remove the front 62.5 feet of the existing building and replace it with a new asphalt paved parking lot. The existing building will receive a new front facade and entrance. These improvements will include 0.025 acres of landscaping and 0.283 acres of impervious area. Also, a portion of the existing parking lot area along S. 180th St. will be removed and replaced with landscape islands The existing storm water system consists of a line of catch basins flowing north and located in the middle of the asphalt truck maneuvering area east of the project. The new storm water system will consist of a storm filter catch basin near the east end of the new parking lot and connecting to the existing storm system. The construction of the new storm connection to the existing storm system in the truck maneuvering area will require approximately 115 feet of new 8 inch diameter pipe. 1 II. CONDITIONS AND REQUIREMENTS SUMMARY 8 EXISTING SITE HYDROLOGY: Drainage currently sheet flows to catch basins located in the asphalt area east of the project. This site was developed in the mid 70s so storm water detention and water quality treatment are not currently being provided for this parcel. DEVELOPED SITE HYDROLOGY: The City of Tukwila requires the development to meet drainage provisions as defined in the 1998 King County Surface Water Design Manual. The following Core Requirements will be addressed: Core Requirement #1 — Discharge at the Natural Location Storm water runoff will not be diverted onto or away from downstream properties. The storm outfall for the new parking area will be to the existing 10" storm system currently serving the site. Core Requirement #2 — Offsite Analysis There is no appreciable off -site runoff to the site and the runoff from the site will be approximately the same as the existing condition (see Section III — Offsite Analysis.) Core Requirement #3 — Flow Control Flow control is not required. This site was developed before May of 1979 so storm water detention was not required. There will be less impervious surface as a result of the improvements. Core Requirement #4 — Conveyance System A storm filter catch basin and 8" pipe system will collect and convey runoff to the existing storm system. Core Requirement #5 — Erosion and Sediment Control Temporary filter fabric fences and catch basin protection will be provided during construction. Core Requirement #6 — Maintenance and Operations Appendix A of the Design Manual will be included in the TIR and the owner will be responsible for maintaining the onsite drainage system. Core Requirement #7 — Financial Guarantees and Liability Financial Guarantees and Liability insurance for the storm drainage system will be provided by the developer. Core Requirement #8 — Water Quality A water quality treatment system will be designed to meet the treatment criteria of the Basic Water Quality Menu of the 1998 KCSWDM. II1. OFFSITE ANALYSIS Narrative The outfall for the proposed new on -site storm drainage system will be an existing catch basin located in the truck maneuvering east of the proposed improvements. This catch basin has a 10" CMP entering from the south and a 10" CMP pipe exiting to the north. This pipe and catch basin system continues north in the truck maneuvering area with 110 feet of 10" CMP, 288 feet of 12" CMP and 8 feet of 18" CMP where it leaves the property to an existing manhole in Triland Drive. The storm drain manhole in Triland Drive contains a 30" concrete pipe entering from the west and exiting to the east under Triland Drive approximately 520 feet to Andover Park West. At Andover Park West, the 30" enters a manhole with a 60" pipe entering from the south and a 60" pipe continuing to the north (see map on following page.) ti . A.m... , :. ,4,........ ......, - .v1v..--.., . vow... . ~gm... 1 1 i 1 1:1 1/ '1' ..: (2Z8 ,. ,... f . ...ex... .. ••••••••■■ • ....... u •atamaansa. A.1.=.0, i ".......• 0 SAW.. .., ..‘a•ames. . 5.. ... • ...... • mcc,:am: ;.; 11 ; 4 ; X! 54011rA ; ; D[5° 4 , 23: 1 1 T R.I LAND,/ 30 30' ;;' 30 (10 4 134 "cr rtN • •94.0.400. c\I (Ni fj 4,4,0 '4,4? W . ( . I , ••• • t ' f". f 1 4 1 ; 5 • 11:. 9. • • • z P(1161)" PUMP ?jeo STATION (760) p) D(751-7 u`-" 6611 Fg • .4',,f:"." . sv 1,4 E R . 12/' (111) 1 • ' " \?: ; 1(825) ' f ,• ,- ,- .. , . it ;- -- ... . .02.p..e)i.._6....w_...,,.... e(011:-0.6fiier (721) .(i1/4)Lot A 80 Acres/ Basin: ' OFF -SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Subbasin Name: Subbasin Number: Symbol see map ::'Drainage Component.; Type;..;. Name*:.and Size. Type: sheet. flow, swale; stream, channel; pipe' pond; Size: diameter, .surface area Slope draTnage bash%, vegetation, cover, depth, type. of:sensative area, volume Distance from site;; dischar "e t /4mlm1 ;320ft Existin Problems constrictions under capac'tty, pending, overtopping, flooding, habitat or organism • destruction, scouring, bank sloughing sedimentation `Incislon� other erosion !. . `.Obser■ations ;of fieldinspector: resourCC r'eviiniver, or resident •fributarir ilea; liikellhood of problem, overflow pathways ;•potential Impacts. A VscLa -rvk 4- t , _gyp 5-c L D 12+' cep 12'+ P It vZY A-q p 5 -tj io c- ts-uA i' 100 r Ho I .2.0 ° 3341 v■ Ov∎J¢. SI,s•Vt 6 4OL: 4Oto • (duo' (62.(.0 -11.10 ■ ov\ Ar ,,r,r P14. , ■J, LlTable.doc 1112/92 IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN '1 Narrative Since this property was developed prior to May 1979, storm water detention is not required. Furthermore, the proposed improvements at the site will reduce the area of the impervious surface as well as the impervious surface subject to vehicular traffic, The runoff treatment BMP will be sized for the new parking lot area of 0.308 acres. A storm filter catch basin will be used to treat 60 percent of the 2 -year design storm. The KCRTS Flow Frequency Analysis for 0.025 acres of till landscaping and 0.283 acres of impervious surface area computes the 2 -year peak runoff to be 0.135 cfs. The water quality design flow of 60% is 0.081 cfs or 36.4 gpm. The SBUH peak flow is comparable at 0.137 cfs. To treat 36.4 gpm at 15 gpm/cartridge we will need a 3- cartridge storm filter catch basin. • '6Mp'Q D-3X\6Mp \ti£ WV 33:00:6 600a/t71.13 11 III II n u n u PERVIOUS AREA 1,095 sf /0.025 ac IMPERVIOUS AREA 12,328 sf/0.283 ac TOTAL AREA 13,423 sf /0.308 ac BRH #2009134.01 1 BASIN AREA SCALE: 1"=30' 12-14-09 ;AA 3.2.2 KCRTS/RUNOFF FILES METHOD — GENERATING TIME SERI ES TABLE 3:2.2.B EQUIVALENCE BETWEEN SCS SOIL TYPES ND KCRTS SOIL TYPES SCS Soil Type SCS Hydrologic Soil Group KCRTS Soil Group Notes Alderwood (AgB, AgC, AgD) C Till Arents, Alderwood Material (AmB, AmC) C Till Arents, Everett Material (An) B Outwash 1 Beausite (BeC, BeD, BeF) C Till 2 Bellingham (Bh) D Till 3 Briscot (Br) D Till 3 Buckley (Bu) D Till 4 Earlmont (Ea) D Till 3 Edgewick (Ed) C Till 3 Everett (EvB, EvC, EvD, EwC) A/B Outwash 1 Indianola (InC, InA, InD) A Outwash 1 Kitsap (KpB, KpC, KpD) C Till Klaus (KsC) C Outwash 1 Neilton (NeC) A Outwash 1 Newberg (Ng) B Till 3 Nooksack (Nk) C Till 3 Norma (No) D Till 3 Orcas (Or) D Wetland Oridia (Os) D Till 3 OvaII (OvC, OvD, OvF) C Till 2 Pilchuck (Pc) C Till 3 Puget (Pu) D Till 3 Puyallup (Py) B Till 3 Ragnar (RaC, RaD, RaC, RaE) B Outwash 1 Renton (Re) D Till 3 Sala! (Sa) C Till 3 Sammamish (Sh) D Till 3 Seattle (Sk) D Wetland Shalcar (Sm) D Till 3 Si (Sn) C Till 3 Snohomish (So, Sr) D Till 3 Sultan (Su) C Till 3 Tukwila (Tu) D Till 3 Woodinville Wo D _ _ ___ _ Till _ 3 Notes: 1. Where outwash soils are saturated or underlain at shallow depth (<5 feet) by glacial till, they shou d be treated as till soils. 2. These are bedrock soils, but calibration of HSPF by King County DNR shows bedrock soils to have similar hydrologic response to till soils. 3. These are alluvial soils, some of which are underlain by glacial till or have a seasonally high water table. In the absence of detailed study, these soils should be treated as till soils. 4. Buckley soils are formed on the low- permeability Osceola mudflow Hydrologic response is assumed to be similar to that of till soils. 1998 Surface Water Design Manual 3 -25 9P1/98 Flow Frequency Analysis TUKWILA Time Series File:dev.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rates-- - Flow Rate Rank Time of Peak (CFS) 0.135 6 8/27/01 18:00- 0.094 8 9/17/02 17:45 0.260 2 12/08/02 17:15 0.108 7 8/23/04 14:30 0.144 5 10/28/04 16:00 0.152 4 10/27/05 10:45 0.184 3 10/25/06 22:45 0.346 1 1/09/08 6:30 Computed Peaks Flow Frequency Analysis - - Peaks - - Rank Return Prob (CFS) Period 0.346 1 100.00 0.990 0.260 2 25.00 0.960 0.184 3 10.00 0.900 0.152 4 5.00 0.800 0.144 S 3.00 0.667 0.135 6 2.00 0.500 0.105 7 1.30 0.231 0.094 8 1.10 0.091 0.318 50.00 0.980 \e? 19 Ok41/&SIMIleirialt CONSTRUCTION PRODUCTS INC. Size and Cost Estimate Prepared by Kathryn Thomason on December 16, 2009 1251 Andover Park West — Stormwater Treatment System Tukwila, WA Information provided: • Total contributing area = 0.30 acre • Impervious area = 0.30 acre • Water quality flow, Qwq = 0.081 cfs • Peak hydraulic flow rate, Qpeak= <1.0 cfs • Presiding agency = City of Tukwila Assumptions: • Media = ZPG cartridges • Cartridge Height = 18" • Flow rate per cartridge = 15 gpm • Drop required from RIM to outlet = 2.3' minimum Size and cost estimates: The StormFilter is a flow -based system, and therefore, is sized by calculating the peak water quality flow rate associated with the design storm. The water quality flow rate was calculated by using KCRTS and provided to CONTECH Stormwater Solutions Inc. The StormFilter for this site was sized based on treatment flow rate of 0.081 cfs. To accommodate this treatment flow rate, CONTECH Stormwater Solutions recommends using a steel three - cartridge CatchBasin StormFilter (see attached detail). The estimated cost of this size system is $13.400, complete and delivered to the jobsite. The contractor is responsible for setting the CatchBasin StormFilter and all external plumbing. The steel CatchBasin StormFilter has an internal bypass capacity of 1.0 cfs, which does not exceed the peak flows from this site. 02008 CONTECH Construction Products Inc. www.contech - cpi.com 11835 NE Glenn widing Dr., Portland OR 97220 Toll -free: 800.548.4667 Fax: 800.561.1271 Page 1 of 1 TS -P026 Appended on: 10:17:26 Monday, December 14, 2009 WQ -2yr Event Summary Event Peak Q (cfs) ;Peak T (firs). !Hyd Vol (acft). Area (ac) :Method Raintype 2 year 0.1371 7.83 0.0435 0.3080 SBUII TYPE1A 10 year 0.2070 7:83 0.0661 0.3080 SBUH :TYPEIA 106 year 62847 7.83 0:0314 0:3080 SBUH ;TYPElA Record Id: WQ -2yr Design Method ,Hyd Intv Pervious Area Pervious CN ;Pervious TC SBUH Rainfall type TYPEIA 10.00 min ;Peaking. Factor 484.00 Abstraction Coeff 0.20 0=.03 ac DCIA. 0.28 ac 85.00 !DC CN 98.00 0.80 min 'DC TC 227 mill Pervious CN Calc Description. SubArea Landscaping 0.03 ac Pervious Composited CN (AMC 2) Sub co 85.00 85.OU Pervious TC Calc Type Description ! Length Slope Coeff Sheet ;Landscaping 20.00 ft 2.00% 10.0300 ;2.80 in 10.80 min Pervious TC ' 0.80 min Directly Connected CN Calc Description SubArea Parking Lot 0.28 ac DC Composited CN (AMC 2) Directly Connected TC Calc Length , Slope Coeff Misc TT 175.00 ft 1.50% 0.0.110 ;2.80 in 2.27 min Directly Connected TC - , 2.27min Type Description ;Sheet 'Pavement Sub cn 98.00 98.00 Ici V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN 1251 AL OVER PARK WEST Storm Water Hydrology' Rational Method Initail Tc= 6.3 Initial acres= 0 Design Storm= 25 intensity= 3.4 Type 6 Length 140.00 STORM FILTER TO EX CB Tc (min.)= 7.22 Area (acres)= 0.31 C= 0.85 1AC= 0.26 1= 2.50 Q Design (cfs)= 0.65 V Design (fps)= 3.19 Pipe: Invert in= 22.90 Invert out= 22.10 Length (ft. )= 115 n= 0.012 Dia. (inches)= 8 Slope= 0.67 Q Full (cfs)= 1.07 V Full (fps)= 3.07 Flow time (min)= 0.60 Q Design /Q Full= 61.1% a= 2.66 b= 0.65 %Slope 1.60% EX CB Tc (min.)= 7.82 Area (acres)= 0.00 C= 0.85 EAC= 0.26 1= Q Design (cfs)= V Design (fps)= Pipe: Invert in= Invert out Length (ft. )= n= Dia. (inches)= % Slope= Q Full (cfs)= V Full (fps)= Flow time (min)= Q Design /Q Full= Vet. (fps) 2.53 Rational Runoff Analysis JAL 1/4/10 Time (min.) 0.92 Page 1 Watercourse types: 1 Forest w/ heavy gound litter 2 Minimum tillage cultivation 3 Short grass pasture & lawns 4 Nearly bare ground 5 Grassed waterway 6 Paved area 21. VI. SPECIAL REPORTS AND STUDIES N1 /A VII. OTHER PERMITS •/PS 24 VIII. ESC ANALYSIS AND DESIGN zs Narrative This project will require the demolition of approximately 03 acres of the existing building and an additional 0.03 acres of existing asphalt paving for new landscaping in the existing parking lot. Limited excavation, filling and re- grading will be required to add the new parking area. Erosion/sedimentation control measures that will be incorporated for this project will include but not be limited to the installation of filter fabric fences along the west property line and catch basin protection where required. Erosion/Sedimentation control measures for this project will be per the guidelines contained in the King County Surface Design Manual for small site ESC. 2(P IX. BOND QUANTITY, FACILITY SUMMARY, DECLARATION OF COVENANT Site Improvement Bond Quantity Worksheet King County Department of Development & Environmental Services 900 Oakesdale Avenue Southwest Renton, Washington 98055 -1219 Project Name: Location: 1251 Perk. West Clearing greater than or equal to 5000 board feet of timber? yes no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 S:PUBLIC \LUSD \LUIS \REF8D SITE BOND QUANTITY WORKSHEET Date: SIERRA Project No.: SIERRA Activity No.: Note: All prices include labor, equipment, materials, overhead and profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. Unit prices updated 12/97 Revision date: 8/22/98 Site Improvement Bond Quantity Worksheet EROSI N% �EDIMENTONTOL Backiill & compaction- embankment Check dams, 4" minus rock Crushed surfacing 1 1/4" minus Ditching Excavation -bulk Fence, silt Fence, Temporary (NGPE) Hydroseeding `.� Mesh Mulch, by hand, straw, 3° deep Mulch, by machine, straw, 2" deep 4.89 CY SWDM 5.4.6.3 $ 58.70 Each WSDOT 9- 03.9(3) $ 74.30 CY $ 7.03 CY $ 1.30 CY SWDM 5.4.3.1 $ 1.20 LF v oa $ 1.20 LF SWDM 5.4.2.4 $ 0.51 SY SWDM 5.4.2.2 $ 1.26 SY SWDM 5.4.2.1 $ 1.75 SY SWDM 5.4.2.1 $ 0.46 SY Piping, temporary, CPP, 6" $ 9.30 LF Piping, temporary, CPP, 8" 14.00 LF Piping, temporary, CPP, 12" $ 18.00 LF Plastic covering, 6mm thick, sandbagged SWDM 5.4.2.3 $ 2.00 SY Rip Rap, machine placed; slopes WSDOT 9- 13.1(2) $ 33.98 CY Rock Construction Entrance, 50'x15'x1' SWDM 5.4.4.1 $ 1,273.34 Rock Construction Entrance, 100'x15'x1' SWDM 5.4.4.1 $ 2,546.68 Each Each Sediment pond riser assembly SWDM 5.4.5.2 $ 1,695.11 Each Sediment trap, 5' high berm SWDM 5.4.5.1 $ 15.57 LF Sed. trap, 5' high, riprapped spillway berm section SWDM 5.4.5.1 $ 59.60 LF Seeding, by hand SWDM 5.4.2.4 $ 0.44 SY Sodding, 1" deep, level ground SWDM 5.4.2.5 $ 5.24 SY Sodding, 1" deep, sloped ground SWDM 5.4.2.5 $ 6.48 SY TESC Supervisor 65.00 HR Water truck, dust control SWDM 5.4.7 85.00 HR cBITE..IN wag Ms; Each ESC SUBTOTAL: COLUMN: Page 2 of 9 S:PUBLIC \LUSD \LUIS \REF8D SITE BOND QUANTITY WORKSHEET '$134iI- A Unit prices updated 12/97 Revision date: 8/22/98 Site Improvement Bond Quantity Worksheet GENERAL'. ITEMS'! Backfiil & Compaction- embankment Backfill & Compaction- trench Clear /Remove Brush, by hand Clearing /Grubbing/Tree Removal Excavation - bulk Excavation - Trench Fencing, cedar, 6' high 'Unit Price. Fencing, chain link, vinyl coated, 6' high Fencing. chain link, gate, vinyl coated, 20' Fencing, split rail, 3' high Fill & compact - common barrow Fill & compact - gravel base Fill & compact - screened topsoil Gabion, 12" deep, stone filled mesh Gabion, 18" deep, stone filled mesh Gabion, 36" deep, stone filled mesh Grading, fine, by hand Grading, fine, with grader Monuments, 3' on Sensitive Areas Sign Sodding, 1" deep, sloped ground $ 4.89 7.42 $ 0.31 $ 7,718.40 $ 1.30 $ 3.53 16.13 11.69. $ 1,105.92 10.54 19.63 22.16 32.91 47.23 65.09 $ 115.20 $ 1.76 $ 0.83 $ 117.50 $ 2.50 $ 6.49 t�hit`•`° CY CY SY Acre CY CY LF LF Each LF CY CY CY SY SY SY SY SY Each Each SY uan 6ture Publrc;. u! imisrovemani fa inage Faciltties 2\. Surveying, line & grade Surveying, lot location/lines $ 685.44 $ 1,353.60 Traffic control crew (2 flaggers ) 74.07 Trail, 4" chipped wood !Trail, 4' crushed cinder 1Trail, 4" top course Wall, retaining, concrete Wall, rockery $ 6.60 $ 7.24 $ 7.12 38.40 Day Acre HR SY $ 8.25 Page 3 of 9 SUBTOTAL SY SY SF SF `)<CC 27A authorizes only one bond reduction. S:PUBLIC \LUSD \LUIS \BEF8D SITE BOND QUANTITY WORKSHEET I S to n 6441 Complefe: Unit prices uudatsd 12/97 Revision date: 9/22/943 Site Improvement Bonu Quantity Worksheet :zistlttg �> ht ofwaj Futurs+ublit fioad bn,provementi irainaget�aalllti�s 's 1?rixate �> o.ver 19r31 taryd Redyolip iJitlt' P;IiCa ... .C1nit ;Qu6q� •Gafnplate: ROAD IMPROVEMENT S ...... AC Grinding, 4' wide machine < 1000sy AC Grinding, 4' wide machine 1000-2000sy $ 20.00 SY $ 5.00 SY AC Grinding, 4' wide machine > 2000sy $ 1.20 AC Removal/Disposal /Repair 35.77 SY SY Barricade, type I 26.11 LF Barricade, type III ( Permanent ) Curb & Gutter, rolled Curb & Gutter, vertical Curb and Gutter, demolition and disposal Curb, extruded asphalt 39.17 LF 11.54 LF $ 8.43 LF $ 11.81 LF $ 2.12 Curb, extruded concrete $ 2.23 LF LF Sawcut, asphalt, 3' depth $ 1.61 LF Sawcut, concrete, per 1' depth $ 1.47 Sealant, asphalt Shoulder, AC, ( see AC road unit price ) Shoulder, gravel, 4' thick Sidewalk, 4" thick Sidewalk, 4' thick, demolition and disposal Sidewalk, 5" thick Sidewalk, 5" thick, demolition and disposal Sign, handicap Striping, per stall Striping, thermoplastic, ( for crosswalk ) Striping, 4' reflectorized line $ 0.86 LF LF SY $ 6.55 SY 26.54 SY $ 24.11 SY 30.38 SY 30.13 SY 74.16 Each $ 5.06 Each $ 2.07 SF $ 0.22 LF Page 4of9 SUBTOTAL *KCC 27A authorizes only one bond reduction. Unit prices updated 12/97 S:PUBLICILUSDILUIS\REF8D SITE BOND QUANTITY WORKSHEET Revision date: 8/22/98 Site Improvement Bond Quantity Worksheet :: lrllt... Gtuan€ , Cost Qant ROAD URFACINQ (4• Rot k:= 25 • . base 1 S topcou se) Far 3 KCRSt . S , 5" base& t<5r" • t•Ocoluise) For KCRS '93, (additional 2.5' base) add: $ 3.13 SY AC Overlay, 1.5' AC $ 6.43 SY AC Overlay, 2' AC $ 7.61 SY AC Road, 2', 4" rock, First 2500 SY $ 14.99 SY AC Road, 2 ", 4" rock, Qty. over 2500SY $ 11.62 SY AC Road, 3 ". 4' rock, First 2500 SY $ 17.12 SY AC Road, 3', 4' rock, Qty. over 2500 SY $ 13.75 SY AC Road, 5', First 2500 SY $ 12.67 SY AC Road, 5', Qty. Over 2500 SY $ 12.12 SY AC Road, 6 ", First 2500 SY $ 14.57 SY AC Road, 6", Qty. Over 2500 SY 14.02 SY Asphalt Treated Base, 4' thick $ 8.01 SY Gravel Road, 4" rock, First 2500 SY $ 9.92 SY Gravel Road, 4" rock, Qty. over 2500 SY $ 6.55 SY PCC Road, 5 ", no base, over 2500 SY $ 18.70 SY PCC Road, 6 ", no base, over 2500 SY $ 19.02 SY Thickened Edge $ 5.99 LF Page 5 of 9 SUBTOTAL "KCC 27A authorizes only one bond reduction. Unit prices updated 12/97 S:PUBLIC \LUSD \LUIS \REFBD SITE BOND QUANTITY WORKSHEET Revision date: 8/22/98 Site Improvement Bond Quantity Worksheet Unit •Price . • DRAINAGE {CPP Corrugated:ptasticp,pe;N12or Access Road, R/D Bollards - fixed �qu�va(ar #i) ................. Camplefei or Oulvrxl prices '::AVera9Q'.'el4 cnverwas assumed Assume per orhtBd PV t s mo pr(ce es.80114plp 14.56 SY $ 209.34 Each Bollards - removable $ 393.34 Each (CBs include frame and lid) CB Type I $ 1,093.60 Each CB Type IL $ 1,246.60 Each CB Type 11, 48' diameter $ 1,768.32 Each for additional depth over 4' $ 379.58 FT CB Type II, 54' diameter $ 1,906.56 Each for additional depth over 4' $ 423.07 FT CB Type II, 60' diameter $ 2,044.80 Each for additional depth over 4' $ 466.56 FT CB Type II, 72' diameter $ 2,793.60 Each for additional depth over 4' 601.92 FT Through -curb Inlet Framework (Add) $ 318.34 Each Cleanout, PVC, 4" Cleanout, PVC, 6' Cleanout, PVC, 8" Culvert, PVC, 4" Culvert, PVC, 6' Culvert, PVC, 8• Culvert, PVC, 12' Culvert, CMP, 8° Culvert, CMP, 12' $ 113.52 Each $ 152.09 Each $ 194.95 Each $ 7.51 LF $ 10.96 LF $ 11.59 LF 7 $ 18.93 LF $ 15.00 LF $ 23.00 LF Culvert, CMP, 15' $ 28.46 LF Culvert, CMP, 18" $ 32.82 LF Culvert, CMP, 24' $ 46.37 LF Culvert, CMP, 30" $ 62.13 LF Culvert, CMP, 36' $ 97.49 LF Culvert, CMP, 48" Culvert, CMP, 60" Culvert, CMP, 72' $ 122.46 LF $ 204.74 LF $ 263.11 LF Page 6 of 9 SUBTOTAL 'KCC 27A authorizes only one bond reduction. S:PUBLIC \LUSD \LUIS \REFBD SITE BOND QUANTITY WORKSHEET ti l'S-5-5 Unit prices updated 12/97 Revision date: 8/22/98 Site Improvement Bond Quantity Worksheet Unit Pnc rip Culvert, Concrete, 8' Culvert, Concrete, 12" C'Ailvert, Concrete, 15' Culvert, Concrete, 18' Caved, Concrete, 24' Culvert, Concrete, 30' Culvert, Concrete, 36' Culvert, Concrete, 42' Culvert, Concrete, 48' $ 18.28 LF $ 26.13 LF $ 32.47 LF $ 38.70 LF $ 53.10 LF $ 90.59 LF $ 119.68 LF $ 137.76 LF $ 152.99 LF Culvert, CPP, 6' Culvert, CPP, 8' Culvert, CPP, 12' Culvert, CPP, 15" Culvert, CPP, 18' Culvert, CPP, 24' Culvert, CPP, 30' Culvert, CPP, 36° Ditching Flow Dispersal Trench (1,436 base+) French DraM (3' depth) Geotextile, laid in trench, polypropylene Infiltration pond testing Mid-tank Access Riser, 48" dia, 6' deep $ 9.30 LF $ 14.00 LF $ 18.00 LF $ 20.00 LF $ 24.00 LF $ 32.00 LF $ 42.00 LF $ 48.00 LF $ 7.03 CY $ 22.60 LF $ 19.65 LF 2.09 SY $ 65.00 HR $ 1,396.00 Each Pond Overflow Spillway Restrictor/011Separator, 12' Restrictor/Oil Separator, 15" Restrictor/011Separator, 18' Riprap, placed Tank End Reducer (36' diameter) Trash Rack 12' Trash Rack, 15' Trash Rack, 18' Trash Rack, 21' $ 12.18 SY $ 908.86 Each $ 952.66 Each $ 996.66 Each $ 33.98 CY $ 870.00 Each $ 184.32 Each $ 206.32 Each $ 233.82 Each $ 266.82 Each Page 7 of 9 SUBTOTAL *KCC 27A authorizes only one bond reduction. S:PUBUC\LUSD\LUIS\REF8D SITE BOND QUANTITY WORKSHEET Unit prices updated,12197 Revision date: 8/22/98 N.73 Site Improvement Boi .J Quantity Worksheet :Unit Price tAruapp_ LID ,SVRFACI 2" AC, 2' top course rock & 4' borrow $ 13.77 SY 2" AC, 1.5' top course & 2 5" base course $ 14.99 SY 4' select borrow $ 3.96 SY 1.5' top course rock & 2.5' base course $ 9.92 SY • EA. 4o DO EA. SUBTOTAL SUBTOTAL (SUM ALL PAGES): 30% CONTINGENCY & MOBILIZATION: GRANDTOTAL: Page 8 of 9 *KCC 27A authorizes only one bond reduction. S:PUBLIC\LUSD \LUIS \REF8D SITE BOND QUANTITY WORKSHEET Revision date: 8/22/98 COLUMN: B C E Unit prices updated 12/97 Site Improvement Bond Quantity Worksheet Original bond computations prepared by: �j Name: �.1 �� i�� s-vP° 1' r C , ti PE Registration Number: 2010 '2 Firm Name: pJ Stn Roia,gi 4 Or; Lt ..t, 4, , 37) t . Address: . X.,,; vaD0P `r® J1L e . aJ .w4+L.Q, t IA-) A 4 9) IO2- i Date: Tel. #: t /4 /110 ZOto) 1)23 — 4144 Stabilization/Erosion Sediment Control (ESC) Existing Right -of -Way Improvements Future Public Road Improvements & Drainage Facilities Private Improvements (A +B +C +D) =TOTAL (T) PERFORMANCE BOND AMOUNT SITE RESTORATION BOND (First $7,500 of bond shall be cash.) RIGHT -OF -WAY BOND TOTAL RIGHT -OF -WAY & SITE RESTORATION BOND** (First $7,500 of bond shall be cash.) PERFORMANCE BOND TOTAL AFTER BOND • REDUCTION " "" Column (A) $ (B) $ (C) $ (D) $ PUBLIC ROAD IMPROVEMENTS PERFORMANCE & DRAINAGE FACILITIES BOND* AMOUNT MAINTENANCE/DEFECT Minimum bond amount is $1000. (A) $ (B) $ (A +B) $ (T -E) BOND* AMOUNT (B +C) X 0.25 = $ NAME OF PERSON PREPARING BOND REDUCTION: Date: .NOTE: The word `bond" is used to represent any financial guarantee acceptable to King County. **NOTE: KCC 27A authorizes bonds to be combined when both are required. ***NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount. Page 9 of 9 Unit prices updated 12/97 S:PUBLIC \LUSD \LUIS \REF8D SITE BOND QUANTITY WORKSHEET Revision date: 8/22/98 3tp KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL STORMWATER FACILITY SUMMARY SHEET Development Location '1-1 'a C c t: Date I /4,1© / AL" elo va tPo-�r k J2 st ENGINEER DEVELOPER Name XD. 124 ka.P I , e , Name Tr; - tom..,,, ,1°FO� 6.4-i0 d. Firm RaiSln tZo 4. !�; -tGln kgc� Firm Address 2DO� M; ,,or ,t}�,/Q, E. , Address 111, S 4.4'^ A d e. SJ , 4L t q 40 4-1 -6$,- -Ha kJ A 123 1 O'1- (441.4-4-1.11 Oh olVi0 4 Phone 1,0 (4, . 3 Z ` , ..414 4 t Phone (.Zocn> lD 4.4 - 4 4 GT 4 Developed Site: Acres C.7 ,3 (A-G Number of lots Number of detention facilities on site: ponds vaults tanks Number of infiltration facilities on site: ponds vaults tanks Flow control provided in regional facility (give location) No flow control required ✓ Exemption number Number & type of water quality facilities on site: biofiltration swale (regular /wet/ or continuous inflow ?) combined detention/WQ pond (WQ portion basic or large ?) combined detention/wetvault l compost filter filter strip flow dispersion farm management plan landscape management plan sand filter (basic or large ?) sand filter, linear (basic or large ?) sand filter vault (basic or large ?) stonnwater wetland wetpond (basic or large ?.) wetvault oil/water separator (baffle or coalescing plate ?) catch basin inserts: Manufacturer pre - settling pond pre - settling structure: Manufacturer flow - splitter catclibasin DESIGN INFORMATION INDIVIDUAL BASIN Immediate Major Basin B C Basin A Water Quality design flow C„.. 1' R, I Va-v" Basin B Water Quality treated volume or wetpond Vr NiA ,_ Basin C Basin D Number & type of water quality facilities on site: biofiltration swale (regular /wet/ or continuous inflow ?) combined detention/WQ pond (WQ portion basic or large ?) combined detention/wetvault l compost filter filter strip flow dispersion farm management plan landscape management plan sand filter (basic or large ?) sand filter, linear (basic or large ?) sand filter vault (basic or large ?) stonnwater wetland wetpond (basic or large ?.) wetvault oil/water separator (baffle or coalescing plate ?) catch basin inserts: Manufacturer pre - settling pond pre - settling structure: Manufacturer flow - splitter catclibasin DESIGN INFORMATION INDIVIDUAL BASIN A B C D Water Quality design flow O,, e'l c.-'•5 Water Quality treated volume or wetpond Vr NiA ,_ 1998 Surface Water Design Manual 9/1/98 1 3'1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL DESIGN INFORMATION, coned TOTAL INDIVIDUAL BASIN Drainage basin(s) Onsite area A B C D p. 300.....e.. Offsite area Type of Storage Facility a /114 Live Storage Volume Predeveloped Runoff Rate 2 -year 10 -year 100 -year Developed runoff rate 2 -year 10 -year 100 -year Type of restrictor Size of orifice /restriction No. 1 2 _No. No. 3 No. 4 FLOW CONTROL & WATER QUALITY FACILITY SUMMARY SHEET SKETCH All detention, infiltration and water quality facilities must include a sketch per the following criteria: 1. Heading for the drawings should be located at the top of the sketch (top right -hand corner). The heading should contain: • North arrow (point up or to left) • D9# • Plat name or short plat number . • Address (nearest) • Date drawn (or updated) • Thomas Brothers page, grid number 2. Label CBs and MHs with the plan and profile designation. Label the control structure in writing or abbreviate with C.S. Indicate which structures provide spill control. 3. Pipes -- indicate: Pipe size Pipe length Flow direction Use s single heavyweight line 4. Tanks -- use a double, heavyweight line and indicate size (diameter) 5. Access roads • Outline the limits of the road • Fill the outline with dots if the road is gravel. Label in writing if another surface. 6. Other Standard Symbols: • Bollards: ® ® ®® m ®® la • Rip rap 000000 000000 Fences --x---x---x---x---x---x--- • Ditches 7. Label trash racks in writing. 8. Label all streets with the actual street sign designation. If you don't know the actual street name, consult the plat map. 9. Include easements and lot lines or tract limits when possible. 10. Arrange all the labeling or writing to read from left to right or from bottom to top with reference to a properly oriented heading. 11. Indicate driveways or features that may impact access, maintenance or replacement. 9/1/98 1998 Surface Water Design Manual 2 7 TRI LAND 12 -24 -09 1251 ANDOVER PK. W. THOMAS BROS #685 BOEING MESABI BLDG. HT.= 56.02' -' OREGON TRUST FIDELITY WEST 5920 S. 180TH ST. 1 -STORY CONC. BLDG. 67,488 SQUARE FEET TA X# 352304- 9105 -03 SCALE: 1 " =40' EX. CB STORM FILTER CATCH BASIN S 180th STREET / EX. CB a 3 X. OPERATIONS AND MAINTENANCE MANUAL 1 • APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 5 - CATCH BASINS Maintenance Component General Defect Conditions When Maintenance is Needed Results Expected When Maintenance is performed Trash & Debris (Includes Sediment) Trash or debris of more than 1/2 cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the basin by more than 10% Trash or debris (in the basin) that exceeds 1/3 the depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. No Trash or debris located immediately in front of catch basin opening. No trash or debris in the catch Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in volume Structure Damage to Comer of frame extends more than 3/4 inch past Frame and /or Top Slab curb face into the street Of applicable). Cracks in Basin Walls/ Bottom Sediment/ Misalignment Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch (intent is to make sure all material is running into basin). Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the top slab. Cracks wider than 1/2 inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot at the joint of any inlet/ outlet pipe or any evidence of soil particles entering catch basin through cracks. Basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Inlet and outlet pipes free of trash or debris. No dead animals or vegetation present within the catch basin. No condition present which would attract or support the breeding of insects or rodents. Frame is even with curb. Top slab is free of holes and cracks. Frame is sitting flush on top slab. Basin replaced or repaired to design standards. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Basin replaced or repaired to design standards. 1998 Surface Water Design Manual 9/1/98 A -5 • APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 5 - CATCH BASINS (CONTINUED) Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is performed Catch Basin Cover Ladder Metal Grates (If Applicable) Fire Hazard Vegetation Presence of chemicals such as natural gas, oil and gasoline. Vegetation growing across and blocking more than 10% of the basin opening. Vegetation growing in inlet/outlet pipe joints that is more than six inches tall and less than six inches apart. Pollution Nonflammable chemicals of more than 1/2 cubic foot per three feet of basin length. Cover Not in Place' Cover is missing or only partially in place. Any open catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on maintenance Not Working person with proper tools. Bolts into frame have less than 1/2 inch of thread. Cover Difficult to Remove Ladder Rungs Unsafe One maintenance person cannot remove lid after applying 80 lbs. of lift; intent is keep cover from sealing off access to maintenance. Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Grate with opening wider than 7/8 inch. Trash and Debris Trash and debris that is blocking more than 20% of grate surface. Damaged or Missing. Grate missing or broken member(s) of the grate. NO. 6 DEBRIS BARRIERS (E.G., TRASH RACKS) No flammable chemicals present. No vegetation blocking opening to basin. No vegetation or root growth present No pollution present other than surface film. Catch basin cover is closed Mechanism opens with proper tools. Cover can be removed by one maintenance person. Ladder meets design standards and allows maintenance person safe access. Grate opening meets design standards. Grate free of trash and debris. Grate is in place and meets design standards. Maintenance Components General Metal Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed. Trash and Debris Trash or debris that is plugging more than 20% of the openings in the barrier. Damaged/ Missing Bars are bent out of shape more than 3 inches. Bars. Bars are missing or entire barrier missing. Bars are loose and rust is causing 50% deterioration to any part of barrier. Barrier clear to receive capacity flow. Bars in place with no bends more than 3/4 inch. Bars in place according to design. Repair or replace barrier to design standards. 40 9/1/98 1998 Surface Water Design Manual A -6 41 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 10 - CONVEYANCE SYSTEMS (PIPES & DITCHES) Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Pipes Open Ditches Catch Basins Debris Barriers (e.g., Trash Rack) Sediment & Debris Vegetation Damaged Trash & Debris Sediment Vegetation Erosion Damage to Slopes Rock Lining Out of Place or Missing (If Applicable). Accumulated sediment that exceeds 20% of the diameter of the pipe. Vegetation that reduces free movement of water through pipes. Protective coating is damaged; rust is causing more than 50% deterioration to any part of pipe. Any dent that decreases the cross section area of pipe by more than 20 %. Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Accumulated sediment that exceeds 20 % of the design depth. Vegetation that reduces free movement of water through ditches. See "Ponds" Standard No. 1 Maintenance person can see native soil beneath the rock lining. See "Catch Basins: Standard No. 5 See "Debris Barriers" Standard No.6 NO. 11 - GROUNDS (LANDSCAPING) Pipe cleaned of all sediment and debris. All vegetation removed so water flows freely through pipes. Pipe repaired or replaced. Pipe repaired or replaced. Trash and debris cleared from ditches. Ditch cleaned/ flushed of all sediment and debris so that it matches design. Water flows freely through ditches. See "Ponds" Standard No. 1 Replace rocks to design standards. See "Catch Basins" Standard No. 5 See "Debris Barriers" Standard No. 6 Maintenance Component Defect Conditions When Maintenance Is Needed Results Expected When Maintenance is Performed General Weeds (Nonpoisonous) Safety Hazard Trash or Litter Trees and Shrubs Damaged Weeds growing in more than 20% of the landscaped area (trees and shrubs only). Any presence of poison ivy or other poisonous vegetation. Paper, cans, bottles, totaling more than 1 cubic foot within a landscaped area (trees and shrubs only) of 1,000 square feet. Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees or shrubs that have been blown down or knocked over. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. Weeds present in less than 5% of the landscaped area. No poisonous vegetation present in landscaped area. Area clear of litter. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Tree or shrub in place free of injury. Tree or shrub in place and adequately supported; remove any dead or diseased trees. 1998 Surface Water Design Manual 9/1/98 A -9 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 13 - WATER QUALITY FACILITIES (CONTINUED) F.) Leaf Compost Filters Maintenance Defect Component Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Above Ground Open Swale Below Ground Vault Sediment accumulation on Geo- Textile/ media Trash and debris accumulations Sediment/ debris in drain/ yard drains/ clean -outs. Vegetation Leaf Compost Media Short- Circuiting Erosion Damage to Slopes Damaged Geo- Textile Fabric. Rock Pad Missing or out of place Damaged Pipes V -Notch Weir Assemblies Sediment Accumulation on Geo- Textile/ Media. Sediment Accumulation in Vault Trash/ Debris Accumulation Sediment in Drain Pipes/ Yard Drains/ Clean -Outs Sediment depth exceeds 0.25 - inches. Trash and debris accumulated on compost filter bed. When the yard drain CB's and clean -outs become full of sediment and/ or debris. Vegetation impending flow through section, or encroaching into compost media. Drawdown of water through the leaf compost, takes longer than 12- hours, and/ or flow through the overflow pipes occurs frequently. When Channeled flow occurs over the leaf media; and where flow perks through the media at the baffles. Eroded damage over 2- inches deep where cause of damage is prevalent or potential for continued erosion is prevalent. When fabric is torn, deteriorated, raveled, etc. Soil beneath the pad is visible. Any part of the pipe system that is crushed, damage due to corrosion, and/ or settlement Flow is not being uniformly spread over filter media. Sediment depth exceeds 0.25- inches. Sediment depth exceeds 6- inches in first chamber. Trash and debris accumulated on compost filter bed. When drain pipes, clean -outs, yard drains become full with sediment and/ or debris. No sediment deposits on fabric layer which would impede permeability of the fabric. Trash and debris removed from compost filter bed. Remove the accumulated material from the facility. Vegetation is mowed or eradicated such that flow is no longer impeded. Replace media with new to design specifications, in addition to replacing fabric. Flow is uniform over the entire width of the media section, and concentrated percolation does not occur at the baffle walls. Media needs to be graded and re -set at the baffles to form a seal. Weir plate may need to be adjusted in addition. Slopes should be stabilized by using proper erosion control measures. Fabric replaced as necessary. Replace or rebuild the rock pad to design standards. Pipe repaired or replaced. Clean, repair or replace the weir systems. No sediment deposits on fabric layer which would impede permeability of the fabric and compost media. No sediment deposits in vault bottom of first chamber. Trash and debris removed from the compost filter bed. Remove the accumulated material from the facilities. 9/1/98 1998 Surface Water Design Manual A -16 45 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 13 - WATER QUALITY FACILITIES (CONTINUED) F.) Leaf Compost Filter (Continued) Maintenance Defect Condition When Maintenance is Needed Component Results Expected When Maintenance is Performed Below Ground Leaf Compost Media Drawdown of water through the leaf compost, takes longer than 12- hours, and/ or overflow occurs frequently. Short Circuiting When seepage occurs along the vault wall and comers occur. Plugged/ Damaged Elbows Damaged Geo- Textile Fabric Rock Pad Missing or Out of Place Damaged Pipes Access Cover Damaged/ Not Working V -Notch Weir Assemblies Vault Structure Includes Cracks in Wall, Bottom, Damage to Frame and/ or Top Slab Baffles Access Ladder Damaged Flow tends to backup unusually high in the first chamber of the vault. Fabric is tom, deteriorated, raveled, etc. Soil beneath the pad is visible. Any part of the pipes that are crushed, damaged due to corrosion and/ or settlement. Cover cannot be opened, one person cannot open . the cover, corrosion/ deformation of cover. Flow does not spread uniformly over filter media by weir section. Cracks wider than 1/2 -inch and any evidence of soil particles entering the structure through the cracks, or maintenance/ inspection personnel determines that the vault is not structurally sound. Baffles corroding, cracking warping, and/or showing signs of failure as determined by maintenance/ inspection person. Ladder is corroded or deteriorated, not functioning properly, missing rungs, cracks, and misaligned. Cracks wider than 1/2 -inch at the joint of any inlet/outlet pipe or any evidence of soil particles entering the vault through the walls. Replace media with new compost to specifications, in addition to replacing fabric. Percolation of water occurs along the walls and comers and not through the media section. Media needs to be re -set along the vault wall and corners to form a semi -seal. Clean out the elbow fittings and/ or replace if damaged. Fabric replaced as necessary. Replace or rebuild the rock pad to design standards. Pipe repaired and/ or replaced. Cover repaired to proper working specifications or replaced. Clean, repair and/ or replace the weir plate section, or adjust height. Vault replaced or repaired to design specifications. Repair or replace baffles to specification. Ladder replaced or repaired and meets specifications, and is safe to use as determined by inspection personnel. No cracks more than 1 /4 -inch wide at the joint of the inlet/ outlet pipe. 1998 Surface Water Design Manual 9/1/98 A -17 0 rrrrrsv:oWAVAI vsrsroosrsmrWssovWW.AVO oosorssn 4e■rrrrir coy Pew" n7o• r•. 8 '=. 295 Fidelity Building b 5920 S. 180th Street Tukwila, WA Structural Calculations Provided by PKJB Architecture - Engineering 112 Olds Station Road, Suite B Wenatchee, WA 98081 (509) 664 -5181 Phillip Van Heyningen, PE Job No. 09047 February 5, 2010 CITY Q !:L'dT..CL"A.:Yt* �,crrm.ar. roam..- -eaoy:xmoo::.so.rrvao -oo.: ,ya.:vs REVIEWED FOR CODE COMPLIANCE APPRO *ED JUN Ofd 1010 0 City of Tu' ila BUILDING DIVISION o 0 0 • "P 082010 PERMIT :a I I 0 - 295 Fidelity Building February 6, 2010 Lateral Design — Building Remodel The proposed remodel of this building will involve the removal of approximately 65 feet of the south end of this building. The original building is 150 feet wide by 450 feet long. The roof diaphragm (the traditional Berkeley panelized system with 5/8" plywood was divided into three nailing zones each 150 feet long. The end zones are 10d nails at 2" on center at all continuous edges. Approximately 85 feet of this nailing zone will remain after the building is remodeled. At the transition between the original nailing zones the new design shear will be 290 plf. The existing nailing is sufficient for this shear. The new south elevation has a re- entrant corner with a 12' -0" jog. This is Tess than 15% of the building length in the north south direction and can be ignored. The challenge is the shear resisting system in the east west direction. The new wall has one masonry shearwall to the roof elevation which makes up the west end of the wall. The roof diaphragm shear Toads will be "dragged" into this wall via two drag lines. A 5 1/8" glulam beam will drag the new CMU wall above the storefront and entrance into the roof adjacent to the new shear wall. A second drag line will be along the first continuous line of existing 4x16 purlins. These will be connected with Simpson holdowns through the existing and new girder beams. 295 Fidelity Building 5920 S. 180th Street Tukwila, WA 2003 NEHRP Seismic Design Provisions Latitude = 47.442 Longitude = - 122.257 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 0.0500 deg grid spacing Period Sa (sec) (g) 0.2 1.398 (Ss, Site Class B) 1.0 0.478 (Si, Site Class B) ASCE 7 -05 (IBC 2006) WIND: BUILDING DATA: Basic wind speed (3 sec gust) = 85 MPH Exposure Roof Pitch = Mean Roof Height h = Importance factor IW = B 0.25 :12 26 ft 1.00 T -6-1 6.4 MOTHOD 1- SIMPLIFIED PROCEDURE (LOW -RISE, 60 FT) Height Adjustment factor A = 1.00 Fig 6 -2 -4.35D -7.29B 9.25C 13.93A 11.4 GA 7.58C MWFRS - 11.64G - 16.76E -7.40H -9.58F -9.54G - 13.74E -6.07H -7.85F 2 'f ft TRANSVERSE ELEV. 2a= 20.8ft fi 110.75 kips 8.9psf 32.55 k 8.1 psf 450 ft All forces shown In psf 20. LONGITUDINAL ELEV. 10 % of least dimension= 40 % of the eave height = 4 % of least dimension or 3 ft= therefore a = aft l i l t t i t t` 9.25C PLAN VIEW 1 15.0 ft 10.4 ft 6.0 ft 10.4 ft Example: p, = A KZtIpa30 Kit = horizontal Toad at end zone p83o = 13 93A Height Adjustment factor A = Importance factor Iw = FIGURE 6.2, Main Wind Force System 11.42psf (6-1) 6.5.7 Fig 6 -2 Fig 6-2 6.2 Load Direction Roof Angle Horizontal Loads Vertical Loads End Zone Interior zone End Zone Interior zone Overhang Wall (A) Roof (B) Wall (C) Roof (D) WW (E) LW (F) WW (G) LW (H) EoH GoH Transverse 1.2 13.93 -7.29 9.25 -4.35 -16.76 -9.58 -11.64 -7.40 -23.51 -18.39 Longitudinal All 11.417 - 5.9762 7.5818 - 3.5679 - 13.7364 - 7.8494 - 9.5441 - 6.0654 - 19.267 - 15.0744 " If roof pressure under horizontal loads is less than zero, use zero Plus and minus signs signify pressures ac ing toward and away from projected surfaces, respectively. For the design of the longitudinal MWFRS use 0 = 0 °, and locate the zone EJF, G/H boundary at the mid - length of the building FIGURE 6 -3, COMPONENT AND CLADDING Roof effective area = 30 sq. ft, 0= 1.2 Effective Area for wall element = 20 Sq. ft Interior Zone 1 = 7.33 -14.01 psf Wall, Interior Zone 4 = 15.13 -16 :43 psf End Zone 2 = 7.33 -21.44 psf End Zone 5 = 15.13 -19.81 psf Conner Zone 3 = 7.33 -31.79 psf Roof Overhang effective area = 6 sq. ft Interior Zone 2 = -28.45 psf End Zone 3 = -47.67 psf IBC 1605.2.1(LRFD) U = 0.9D + 1.6W IBC 1605.3.1(ASD), U = 06D + W, Increase in allowable shall not be used. IBC 1605.3.2(ASD), U = D + 1.3 W, allowable stress are permit to be increased. 6.5 METHOD 2- ANALYTICAL PROCEDURE 6.5.12. Design Wind Loads on Enclosed and Partially Enclosed Buildings. (all Heights) MWFRS Velocity pressure qz= .00258 Kz Ka Ka V' L (6-15) Exposure B Roof Height h = 26 feet Exposure coefficient Kz= Section 8.5.6.6, is obtained from Table 6-3, Case 2 for MWFRS Topography factor Kn= Directionality factor Ka = Wind Speed V = Importance factor Iv, _ clz = Internal Pressure Coefficient (GCpo) = 1.00 0.85 85 mph 1.00 15.72 K, psf * 0.18 Gust effect factor G = 0.85 Pressures for MWFRS p = gGCp - q1 (GCpr) Wall and Roof Extemal pressure Coefficients C, from Fig. Wind Normal to Ridge (1 to 450) LIB = 0.33 Windward wall Cp = 0.8 Leeward wall Cp = -0.500 for UB = 0.33 Side wall Cp = -0.7 Wind Parallel to Ridge (1 to 150) UB = 3.00 Windward wall Cp = 0.8 Leeward wall Cp = -0.250 for L/B = 3.00 Side wall Cp = -0.7 13.35 12.85 11.18 10.84 Same as parallel to ridge 84 ft 44 ft 20 ft to18 where GCy =±0.18 gi(GC0) = 3 10.57(0.18) =± 1.90 All forces shown In psf = 150 p = gGCp - q1 (GCs) Eq. 6-15 q = qz for windward q = qh for leeward wall, side wall and roof ©28 ft ql = qh for enclosed building ©26 ft 8.5.7.2, Figure 8 -2 Table 6-4 Table 6 -1 Figure 8 -5 for 8.5.8.1 (8-17) 6 -6 or 6-8 h/L = 26/150 = 0.17 Windward roof Cp = Leeward roof Cp = or Roof Cp = -0.90 -0.90 -0.50 Enclosed Building 8= 1.2 h/L = 28/450 = 0.06 Roof Cp = -0.9 for dist 13.0 -0.9 26.0 ifi NMI ■Emma 10.80 8. 92 8.39 ID 54 ft qit 1.90 ®44n ®206 All forces shown In psf 0to15ft 450 For Exp B zo = 1200 K, = 2.01(z/z,)2//' Kz (min) = 2.01(15 /z9)21¢ x = 7.0 Roof Ht, h = 26 ft Normal to Ridge 1 to 450 Parallel to ridge Ito 150 Height 1! Kh 9h CP ghGCp Cp ghGCp Leeward wall all 0.873 10.57 -0.5 -4.49 -0.25 -2.25 Side wall all 0.673 10.57 -0.7 -6.29 -0.70 -6.29 Roof ww Or - 0.90 -8.1 fr 0 -13.0 -0.90 -8.09 fr 0 -13.0 Lw -0.90 -8.1 Tr >13.0 - 0.90 -8.09 fr >13.0 -0.50 -4.49 Tr 28.0 -52 - 0.50 -4.49 fr 28.0.52 -0.30 -2.70 Tr 52 -0.30 -2.70 fr 52 Wind Normal to Ridge Wind Parallel to Ridge z, Ht. (ft) K, qz C, p =IOC, WW+LW Co p =gzGCn WW+LW Windward wall 0 to 15 0.575 9.04 0 0 0 0 0 0 � a am ao 6.14 10.64 0.80 8.14 8.39 13.0 0.575 9.04 6.14 10.64 0.80 6.14 8.39 20.0 0.624 9.81 8.67 11.16 0.80 6.67 8.92 26.0 0.673 10.57 7.19 11.68 • 0.80 7.19 9.44 44.0 0.782 12.29 8,36 12.85 0.80 8.38 10.60 54.0 0.829 13.03 8.86 13.35 0.80 8.86 11.11 -0.50 -0.30 52.00 L- -0.30 IBC2006 (1613), ASCE 7-05 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA Soil Site Class Response Spectral Acc. (0.2 sec) S8 = Response Spectral Acc.( 1.0 sec) Si = Site Coefficient F0 = Site Coefficient F„ = Max Considered Earthquake Acc. SMS = Max Considered Earthquake Acc. SMI = @ 5% Damped Design SDS = SD1 = Building Occupancy Categories Design Category Consideration: Seismic Design Category for 0.1 sec Seismic Design Category for 1.0sec S1 <.75g Since Ta < .8Ts (see below), SDC = Comply with Seismic Design Category D 12.8 Equivalent lateral force procedure Seismic Force Resisting Systems C,= 0.02 Building ht. H„ = 27 cu_ a 400 Approx Fundamental period, T8 = Ci(hn)x 5 Cua- 0.8Ts = 0.8(SDI /SDS) Is structure Regular & 5 5 stories ? Response Spectral Acc.( 0.2 sec) S, = 1.398g D v 139.80%g 47.80 %g 1.000 1.523 F8.S8 Fv.S1 2/3(SMS) 2 /3(SMI) Table 20 -3 -1, Default = D = 1.398g Figure 22 -1 through 22 -14 = 0.478g Figure 22 -1 through 22 -14 Table 11.4 -1 Table 11.4 -2 = 1.398 (11.4 -1) = 0.728 (11.4 -2) = 0.932 (11.4 -3) = 0.485 (11.4 -4) Table 1 -1 with dist. between seismic resisting system >40ft Table 11.6 -1 Table 11.6 -2 Section 11.6 Control (exception of Section 11.6 does not apply) T- R301.2.2.1. II, Standard Flexible Diaphragm D D NA D IRC, Seismic Design Category = D2 A. BEARING WALL SYSTEMS 1. Special reinforced concrete shear walls V Yes V F8 = 1.00 x = 0.75 T- 12.8 -2 ft Limited Building Height (ft) = 160 for Sa1_.ef 0.485g Table 12.8 -1 = 0.237 12.8 -7 TL = 8 Sec - 0.332 Use T = 0.237 = 0.417 Control (exception of Section 11.6 does not api 12.8.1.3 Max Ss 50.15g @ 5% Damped Design SDS = %(F8.S8) = 0.932g Response Modification Coef. R = Over Strength Factor f2o = Importance factor 1= Seismic Base Shear V = C8= or need not to exceed, C8 = or C,- 5 2 1 CsW SDS R/I SDI (R/I).T SD1TL T2(R/I) Min C8 = 0.5S11/R N/A Use C8 = 0.186 Design base shear V = 0.186 W Control =0.186 = 0.410 N/A (11.4 -3) Table- 12.2 -1 foot note g Table 11.5 -1 For T5 TL For T > TL For S1 t 0.6g (12.8 -2) (12.8 -3) (12.8 -4) (12.8 -6) IBC2006 (1613), ASCE 7 -05 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA Soil Site Class Response Spectral Acc. (0.2 sec) Se = Response Spectral Acc.( 1.0 sec) St = Site Coefficient F8 = Site Coefficient F„= Max Considered Earthquake Acc. SMS = Max Considered Earthquake Acc. SM1= @ 5% Damped Design SDS = SD1 = Building Occupancy Categories Design Category Consideration: Seismic Design Category for 0.1 sec Seismic Design Category for 1.0sec S1 < .75g Since Ta < .8Ts (see below), SDC = Comply with Seismic Design Category D 12.8 Equivalent lateral force procedure Seismic Force Resisting Systems D v 139.80 %g 47.80 %g 1.000 1.523 F8.S8 F,,.S1 2 /3(SMS) 2 /3(SM1) Table 20 -3 -1, Default = D = 1.398g Figure 22 -1 through 22 -14 = 0.478g Figure 22 -1 through 22 -14 Table 11.4 -1 Table 11.4 -2 = 1.398 (11.4 -1) = 0.728 (11.4 -2) = 0.932 (11.4 -3) = 0.485 (11.4 -4) Table 1 -1 with dist. between seismic resisting system >40ft Table 11.6 -1 Table 11.6 -2 Section 11.6 Control (exception of Section 11.6 does not apply) T- R301.2.2.1. II, Standard Flexible Diaphragm D D NA D IRC, Seismic Design Category = D2 A. BEARING WALL SYSTEMS 7. Spedal reinforced masonry shear walls Ct = 0.02 Building ht. Hn= 27 C = a -400 Approx Fundamental period, Te = Ct(hn)x <Ta- 0.8Ts = 0.8(SD1 /Sos) Is structure Regular & 5 5 stories ? Response Spectral Acc.( 0.2 sec) S8= 1.398g F8 = 1.00 5% Damped Design SDS = %(F0.S8) = 0.932g Yes x = 0.75 T- 12.8 -2 ft Limited Building Height (ft) = 160 far-Sef 0.485g Table 12.8 -1 = 0.237 12.8 -7 TL = 8 Sec - 0.332 Use T = 0.237 = 0.417 Control (exception of Section 11.6 does not apt 12.8.1.3 Max Ss 5 0.15g Response Modification Coef. R = 5 Over Strength Factor 00= 2 Importance factor I = 1 Seismic Base Shear V = C8 W Cs= R/� =0.186 or need not to exceed, C8 = SDI = 0.410 (R/I).T or Ce - T (R/') N/A Min Ce = 0.5S1I /R N/A Use Ce = 0.186 Design base shear V = 0.186 W Control (11.4 -3) Table- 12.2 -1 foot note g Table 11.5 -1 For T5 TL For T > TL For Si a 0.6g O. � '� w (12.8 -2) (12.8 -3) (12.8 -4) (12.8 -6) b1?1C1 ll•tl NA(L11J ( ?LAM EN1.3.or UI ApiWAGM @ 8' —a" PURLI fJ a4 2517. Van. .PL`(W41717 -17Ae.441K k . SHOWN • X55 ROOF 1JAILII.1• 1.10T-5 I; t ov.lrye Iod.N iLam'A''(("'2" X1f :Dr pf1RAM �L) 0..R1 E7* . .4, C.014TJ JUOUra PAN el. • • •.phG1r5; IO- .:.NAILS :' @.3 "Aj. J IF RAVEL. ;1Nt . ADC -,E AN.b. i0*!' 'I.IAIL5. -@ 1111..0. C , .AT ALL . • UJTa m i pMTt.: .►PI T S 4 Q ; L NA LING (E?4zKEp pIMAIR AM• .• •\ 2 .PRO.v.i Pe 100 tJA.1s. @: C . A1.L ( -AN b-.. EX: rEta 4 IP:..UA( 5..@, I2" @ INTERMEDJA r &I :, Z f� NAILI0e.(I.L.ocKED 117IPgIN -IR6N) ,. • 0 _� y. i cY. �� =�1y� .',����'7y�,��,�}~ ���.,�'� ��• i �tli3��� } 10 r alt � N4. �. pp ��� s�.. � s H,rc i - t� . 7u�n..i�) ti 9�f.`a� •^:- atS��� fe 3i � a l.'�,"Z. n 3•-n, �. s.., t, a4 R..a. •.A,f�: eki. >..1. n z. J50/ Z.RS fiinEUTy �� AMERICAN FOREST & PAPER ASSOCIATION Table 4.2A Nominal Unit Shear Capacities for Wood -Frame Diaphragms Blocked Wood Structural Panel Diaphragms (Excluding Plywood for Ga)3,2,3,4 Sheathing Grade Common Nail Size Minimum ' Fastener Penetration in Framing (in.) Minimum Nominal Panel Thickness (in.) Minimum Nominal Framing Width (in.) Structural 1 6d 1 -1/4 5/16 2 3 8d 1 -3/8 3/8 2 3 10d 1 -1/2 • 15/32 2 3 Sheathing and Single -Floor 6d 1 -1/4 5/16 2 3 3/8 2 3 8d 1-3/8 3/8 2 3 7/16 2 3 15/32 2 3 10d 1 -1/2 15/32 2 3 (1-9/32 ) 2 3 A SEISMIC Nail Spacing (In.) at diaphragm boundaries (all cases), at continuous panel edges parallel to load (Cases 3 & Nail Spacing (in.) at diaphragm bo res (all cases), at continuous panel edges parallel to load (Cases 3 Q}, and at all • anel edges (Cases 5 & 6) Nail Spacing (in.) at other panel edges 6 1 4 2 I 1 .. Nail Spacing (in. at other panel edges (Cases 1, 2, 3, 0 IllillintIMILII 6 6 V. J 3 (Of) v, G. v. G. v. G. v. .. G. (p10' (kips /in.) (plf) (kips/In.) (plf) (kipsfin.) (plf) (kips/in.) 370 15.0 500 8.5 750 12.0 840 1010 20.0 420 12.0 560 7.0 840 9.5 950 700 17.0 540 14.0 720 9.0 1060 13.0 1200 1175 21.0 600 12.0 800 7.5 1200 10.0 1350 1710 18.0 640 24.0 850 15.0 1280 20.0 1460 755 31.0 720 20.0 960 12.0 1440 16.0 1640 1080 26.0 340 15.0 ' 450 9.0 670 13.0 760 1790 21.0 380 12.0 500 .7.0 760 10.0 B60 17.0 370 13.0 500 7.0 750 10.0 840 18.0 420 10.0 560 5.5 840 8.5 950 14.0 480 15.0 640 9.5 960 13.0 1090 21.0 540 12.0 720 7.5 1080 11.0 1220 18.0 510 14.0 680 8.5 1010 12.0 1150 20.0 570 11.0 760 7.0 1140 10.0 1290 17.0 540 13.0 720 7.5 1060 11.0 1200 19.0 600 10.0 800 6.0 1200 9.0 1350 15.0 580 25.0 770 15.0 1150 21.0 1310 33.0 650 21.0 860 12.0 1300 17.0 1470 28.0 21.0 850 13.0 80 18.0 1460 28.0 ICIW 17.0 960 10.0 1440 14.0 1640 24.0 1. Nominal unit shear capacities shall be adjusted in accordance with 4.2.3 to deter- mine ASD allowable unit shear capacity and LRFD factored unit resistance. For general construction requirements see 4.2.6. For specific requirements, see 4.2.7.1 for wood structural panel diaphragms. 2. For framing grades other than Douglas Fir -Larch or Southem Pine, reduced nominal unit shear capacities shall be determined by multiplying the tabulated nominal unit shear capacity by the Specific Gravity Adjustment Factor = [1 - (0.5 - G)], where G = Specific Gravity of the framing lumber from the NDS. The Specific Gravity Adjustment Factor shall not be greater than 1. 3. Apparent shear stiffness values, G,, are based on nail slip in framing with mois- ture content less than or equal to 19% at time of fabrication and panel stiffness values for diaphragms constructed with OSB panels. When plywood panels are used, G, values shall be determined in accordance with Appendix A. 4. Where moisture content of the framing is greater than 19% at time of fabrication, G, values shall be multiplied by 0.5. -FAS DvR- c i i a� Case 1 Load 7. Framing Blocking, if used 11/11111 11111111111 Diaphragm boundary Case 5 Blocking, if used Case 4 Load Nail Spacing (In.) at diaphragm boundaries (all cases), at continuous panel edges parallel to load (Cases 3 & 4), and at all,panel edges (Cases 5 & 6) 11111 Nail Spacing (in.) at other panel edges (Cases 1, 2 3, & 4) I 1 6 IllillintIMILII 3 lilll ® V. V. V„ (Of) (Of) WO (Plf) ._ Case 4 Load Continuous panel joints Case 2 B WIND Nail Spacing (In.) at diaphragm boundaries (all cases), at continuous panel edges parallel to load (Cases 3 & 4), and at all,panel edges (Cases 5 & 6) 11111 Nail Spacing (in.) at other panel edges (Cases 1, 2 3, & 4) I 1 6 ®E 3 lilll ® V. V. V„ (Of) (Of) WO (Plf) ._ -1121011i- 1175 590 785 1175 1330 755 1010 1485 Continuous panel joints Case 2 B WIND Nail Spacing (In.) at diaphragm boundaries (all cases), at continuous panel edges parallel to load (Cases 3 & 4), and at all,panel edges (Cases 5 & 6) 6 I 4 1 2 -1/2 1 2 Nail Spacing (in.) at other panel edges (Cases 1, 2 3, & 4) 6 6 4 3 v,,. V. V. V„ (Of) (Of) WO (Plf) 520 700 1050 1175 590 785 1175 1330 755 1010 1485 1680 840 1120 1680 1890 895 1190 1790 2045 1010 1345 2015 2295 475 630 940 1065 530 700 1065 1205 520 700 1050 1175 590 785 1175 1330 670 895 1345 1525 755 1010 1510 1710 715 950 1415 1610 800 1065 1595 1805 755 1010 1485 1680 840 1120 1680 1890 810 1080 1610 1835 910 1205 1820 2060 895 1190 1790 2045 1010 1345 2015 2295 N01 C(1-'I,Case3 Ills ®=1AuuuI1 llll�l�1�1AA11 1 lill11111E11!111 11111 SIN3ISAS DNIISIS3H-33 III 1tla31V1 1/11111 .1.11®I1 1 Case 8 Framing -- VIII` -., 11111®11! 11111111111,1111 Continuous pane join V' + IIAISI3S aNv ONIM HOJ SNOISIAO Jd NOI 3f VI • J.14.1)4 S 0 C�t4Ar.c71wJ (ST llNrsz -� LI N- 4-74c-CE `� Eit U �S }�oLDaL Z 2788 A --�- 4---� 1 'S 4) I& (t) 678x [ S b1RCa 13r4►w� 1, 3c4 pIP "Roy SHEAR- tA/M. C.M. 3dK 1 14-rt, 57(S x /8 (6) i" 13(1L-Ti 0 K Z r S I t -APsaN awn — sty C P1 4v----- xrssti.1 s &34XV› GLut 0 Pk-412-1-1 I-1 Puizi-+13 1312-4 G3 c9NfuecTLcy4 n N Pl. - fit$ s LL. C 4' PPrtf s- c WTt aN PLAN/ - UN s; U (Zd ietaLS — 4 -mu Bolts cohiNZci I /2oa - BOLTS Wood -to -Metal Connections (Side Piece is Metal) Mode I: Crushing of wood, no nail rotation, no nail bending —> uniform load on wood Mode II: Crushing of wood, nail rotation, no nail bending —> non - uniform load on wood Mode Ilim: Plastic hinge and crushing in main member (nail bending) Mode Ills: Plastic hinge and crushing in side member (nail bending) Mode IV: Two plastic hinges near shear plane �o. of side members = no. of bolts per row = bolt spacing = Lbat In wood= Db = tm = t.= Fyb = 5 in 5.125 in in in In psi Sinrile Shear Mode 1m: Z = 7175 ibs Mode I,: Modell: Z = 3245 ibs Mode 111m: Z = 4216 ibs Mode III,: Z = 2857 lbs Mode IV: Z = 3868 Ibs Z = 2857 ibs Z' = 4562 ibs CD = Ct = Cm = Cg = Co = 1.00 1.00 Em = Es = 9m = ee = SGm = dm = d, = 1�.� 7777 psi psi degrees degrees In In C� tom_ k1 = [Re +2Re2 *(1 +Rt +R2) +Rt2R 31 Re *(1 +R1) (1 +Re) k2 = - 1+ [2 *(1 +Re) +2 *Fy,,*(1 +2 *R.) *D2]lrz [ 3 *Fem *tm2 ] k3 = - 1 +[2 *(1+R.) +2 *Fe, *(2+R.) *D2]1n [ Re 3 *Fem*te2 ] ki = 0.537 ( Fe.para)m = 5600 psi k2 = 0.561 (Fe.perp)m = 2233 psi k3 = 9.128 Ke= 1.000 Re = 0.10 Rt= 13.67 FeO ,= Afe psi Fe6m = 5600 psi Double Shear Mode Im: Z = 7175 Ibs Mode III,: Mode IV: Z = 5715 ibs Z = 7736 ibs Z= 5715 ibs Z = 9125 ibs 13()L 1 (<-0) T3alTS 3V cik Seismic/Wind `For Cg: (1.0 for T <100° F) L Y = 270000 (0.7 for lat. Toad if MC >19 %, 0.4 if single metal plate has two or more rows for bolts) u = 1.01 m = 0.87 n= 2 REA = Side member Provided Edge Distance (loaded edge) = 1.5 Provided Edge Distance (UN- loaded edge) = 1.5 Provided End Distance = 1.5 Provided Center -to- Center Spacing = 5 Provided Row Spacing = 5 angle: load to grain = 0 Load PARALLEL to Grain Minimum Edge Distance = 1.5 inches Minimum End Distance = 4 Inches 7 inches 5 inches Min Spacing for Bolts in a Row = 4 inches Min. Spacing between Rows = 1.5 inches Ca Main Member 1 Provided Edge Distance (loaded edge) = 1 Provided Edge Distance (UN- loaded edge) = 1.00 Provided End Distance = 1.00 Provided Center -to- Center Spacing = 1 Provided Row Spacing = angle: load to grain = (compression) (tension, softwoods) (tension, hardwoods) 0 Co 1.00 1.00 1 0.64 Load PERPENDICULAR to Grain Minimum Edge Distance = 4 inches ...for loaded edge 1.5 inches ...for UN- loaded edge Minimum End Distance = 4 inches Min Spacing for Bolts in a Row = 4 Inches Min. Spacing between Rows = 4.453125 inches WoodFastenerslBC 261 > Pima-- -c p3/4 CD Th.I6) w24rewice C ) t o` EX? Sr/ N5 4xt Lep 'Pufl1 L S 1 51f2Sof$ L47: LA. c5 F'FS T -\1uS SoSCAS Do 1131.4" l 1JTg22 ref-- f t 4 rC C(4ui4. 64> S E7, 860 'Pfri S l3 it Page 1 295 fldelity.ecw:Lateral 295 Fidelity Tukwila, WA PKJB 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 1:40PM, 3 FEB 10 Description : Remodel of existing warehouse Scope : LIB Rev: 580004 UM". KW-0606898, Ver 5.8.0, 1- Nov -2006 _(c)1983 -2006 ENERCALC Engineering Software Masonry Pier Analysis & Design Description Shear wall along Grid 2.2 General Information Code Ref: ACI 530 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Total Lateral Force Seismic Zone Load Duration Factor 99.00 k 4 4-1' 1.00 Moduli: Em = rm • Moduli: Ev =Em' 750.00 0.40 Shear Pier Data Pier Height Pier Length Wall Thickness "j" : Depth Mult. Pier Fixity f'm Fs Sp Insp Grout Spacing Pier #1 25.50 ft 76.00 ft 8 In 0.90 Pin -Fix 1,500 psi 24,000 psi Yes 24 in ...7q/-) 1 , 3 Analysis Data Pier #1 Height/Length 0.3355 (H /L) ^3 0.0378 Rel. Defl 0.1286 Sum Rigidity 7,774.23 Rigidity = .001 /Defl 7,774.234 % Force to Pier 1.00 Shear to Pier 99.000 k Relative Defl • 10 1'5 0.00 in M / (V*Depth) 0.373 Em 1125,000.0 psi Ev 450,000.0 psi Summary Shear Reinforcing... fv=W(12'est•jd) 34.79 psi Fv: w/o Reinf. 46.83 psi Fv: w/ Reinf. 70.24 psi Horiz. Shear Av Req'd Not Req'd In^2/ft Pier #1 Bending Reinforcing... Moment © End "d" to tension As Bending As Req'd 2,524.50 k -ft 68.40 ft - (,� 4- 5 TEN sI�N s c GNL ?) %4M_ Dow£LS @ C.6RN S -KS IS o<FE.x ?LAN oLCPER PL. 1.441 VP:RI z V- 1S�.tcl _ z c S Fd ur'( A.'[TAG"k (z4 @TcPceswes- 2d @ `e c f.r PLL S -rte 4mA T12 a�c�2 �2� #' E V-1 'PLL(L.xx7i C01J T 13Gmr• 13rr.'m @ i (4)-#4 cow?. DF No Z cQ •6��r�' -� (x)4ts) @ S I rnPSoN PizrSuRE- 4Ad LJrJ P- w( WI Ar.‘ctta2 11Q1-Ts @ 24"Q-c- 8G C 1 u WALL BALD c '(' --(L V./Au To gcx s S az_ (i). L15 Nr.w PLYtAtiruD EXIS71N4 PI' krcrU6� S /MP.SvN ST' 2.1.,15 1. 41_ou oc Nrc_w 4 xco rte. eta R. S 1 ti ?S cIN Nu Q. 4xto LB 2c. @ 2XCD Ews7-7N4 a 241 Ex?s;7,Jt 4xl Co CS`/8xlS @ 6e-rb. A -rt. 13) 295 Fidelity Tukwila, WA PKJB 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 1:38PM, 3 FEB 10 L� Description : Remodel of existing warehouse Scope : Rev. 580004 User. KW- 0808898 Ver 5.8.0, 1- Nov-2008 _ (c)1983 -2008 ENERCALC Engineering Software Masonry Pier Analysis & Design Page 1 II 295 ftdelity.ecw:Lateral Description Shear wall along Grid 2.2 General Information Code Ref: ACI 530-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Total Lateral Force Seismic Zone Load Duration Factor 99.00 k 4 1.00 Moduli: Em = fm • 750.00 Moduli: Ev = Em • 0.40 _Shear Pier Data 1 Per Height Pier Length Wall Thickness "j" : Depth Mult. Pier Fixity fm Fs Sp Insp Grout Spacing Pier #1 26.00 ft 76.00 ft 81n 0.90 Pin -Fix 1,500 psi 24,000 psi Yes 24 in Analysis Data 1 Height/Length (H /L) ^3 Rel. Defl Sum Rigidity Rigidity = .001 /Defl % Force to Pier Shear to Pier Relative Defl • 10 1'5 M / (V•Depth) Em Ev Summary Pier #1 0.3421 0.0400 0.1318 7,585.52 7,585.525 1.00 99.000 k 0.00 In 0.380 1125,000.0 450,000.0 psi psi Shear Reinforcing... fv= V /(12 *est•jd) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd Pier #1 34.79 psi 46.73 psi 70.10 psi Not Req'd in^2/ft 2,574.00 k -ft 68.40 ft 1.57 in2 295 Fidelity Building February 6, 2010 Lateral Design — Mezzanine The new mezzanine comprises an area of just over 3,000 square feet. The total base shear is 10,716 pounds. The seismic shear resisting system is a combination of masonry shearwalls, concrete shearwall (Existing along east wall) and a new plywood sheathed wall at the north edge. The masonry shearwall response modification coefficient (R = 5) governs the design. V = 0.133 W I _ ('(4')(zs v= /0,7kco IL kl .-7IC�1 . Ptxx /T3ir bl)Pri A6fr V @ �4C%A rbGE �� 'S,3S8lb nn 53g81� Skar per ts4 v�nax, ` I22 �1 P o�� 73- 3 NEW Wetv"" StilF4A4 wAU- %2.s' =2e• =- `l6 VLY ("1(147 Flo Blocking k% 15 M =35iZ bgA6 l-r80' '1— -- 51_41 5 3S8/t, vs' vatl. 44' fl? 295 Fidelity Tukwila, WA PKJB 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 12:19PM, 4 FEB 10 Description : Remodel of existing warehouse 'n I L 2 Scope : 1 ' ` Rev: 580004 User. KW-0606898, Ver 5.8.0, 1-Nov -2008 _(e)1983 -2008 ENERCALC Engineering Software Masonry Pier Analysis & Design Page 1 295 fidelity.ecwCalwlations Description Mezzanine Shear Piers �.L toIJ Ci Si-td--1 l 'General Information Code Ref: ACI 530 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Total Lateral Force Seismic Zone Load Duration Factor 5.40 k 4 1.00 Moduli: Em = fm * Moduli: Ev = Em • 750.00 0.40 Shear Pier Data Pier Height Pier Length Wall Thickness j" : Depth Mult. Pier Fixity fm Fs Sp Insp Grout Spacing Pier #1 Pier #2 Pier #3 Pier #4 13.00 ft 13.00 ft 13.00 ft 13.00 ft 5.50 ft 5.50 ft 4.00 ft 4.00 ft 81n 8 in 8 in 81n 0.90 0.90 0.90 0.90 Fix -Fix Fix -Fix Fix -Fix Fix -Fix 1,500 psi 1,500 psi 1,500 psi 1,500 psi 24,000 psi 24,000 psi 24,000 psi 24,000 psi Yes No No No 24 in 24 In 24 in 241n Analysis Data Height/Length (H/L)A3 Rel. Defl Sum Rigidity Rigidity = .001 /Defl % Force to Pier Shear to Pier Relative Defl * 10A5 M / (V*Depth) Em Ev Summary Shear Reinforcing... fv= V /(12 *est *jd) 8.98 psi 8.98 psi 5.68 psi 5.68 psi Fv: w/o Relnf. 35.00 psi 17.50 psi 17.50 psi 17.50 psi Fv: w/ Relnf. 58.09 psi 29.05 psi 29.05 psi 29.05 psi Horiz. Shear Av Req'd Not Req'd inA2 /ft Not Req'd inA2 /ft Not Req'd InA2/ft Not Req'd inA2/ft 1 Pier #1 Pier #2 Pier #3 Pier #4 2.3636 2.3636 3.2500 3.2500 13.2051 13.2051 34.3281 34.3281 2.2551 2.2551 4.8976 4.8976 1,295.24 443.437 443.437 204.183 204.183 0.34 0.34 0.16 0.16 1.849 k 1.849 k 0.851 k 0.851 k 0.00 in 0.00 in 0.00 In 0.00 in 1.313 1.313 1.806 1.806 1125,000.0 1125,000.0 1125,000.0 1125,000.0 psi 450,000.0 450,000.0 450,000.0 450,000.0 psi Pier #1 Pier #2 Pier #3 Pier #4 Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd 12.02 k -ft 4.95 ft 0.10 1n2 12.02 k -ft 4.95 ft 0.10 in2 5.53 k -ft 3.60 ft 0.06 1n2 5.53 k -ft 3.60 ft 0.06 in2 Floor Level: Mezzanine Wall Line: North Wall - 25 foot Unit Shear Calculations Seismic Design Category D, E, or F? (or Seismic Zone 3 or 4) Lateral Load to Wall Line = Total Length of Shearwalls = Unit Shear Load (v) = yes 5,358 25.0 214 Ibs ft pif Reference attached shearwall schedule for more information. Use Shearwall Type Plvwooc( Gvpboard, P1 -6 G2 -6 Overturning Calculations Pu Pdl Seismic Controlled Design? CULUMu roof yes (Affects aspect ratio) Terminology : V = Panel Shear (Ibs) W = Panel Self Weight (Ibs) w = Trib. Roof /Floor Load (plf) Pdi = DL Reaction from Header /Beam (Ibs) P„ = Uplift from Shearwall Above (Ibs) OTM = Overturning Moment (ft-Ibs) RM = DL Resisting Moment (ft-Ibs) Equations: V = vL OTM = VH RM = 2 /3[(W +wL)(L /2) +PdiL] U = (OTM -RM) /L + P„ Reference attached Simpson cutsheets for holdown descriptions, capacities, and installation requirements. Holdown capacities are based on SPF /HF values with 1.33 load duration factor. Load Check, IV = Max. Aspect Ratio: Check Aspect Ratio: (Ref. IBC Table 2305.3.3, footnote (a), when aspect ratios are exceeded 5,358 (Compare w/ Load Above) 2.0 OK H (ft) Project 295 Fidelity Engineer: Van Heyningen Date: 2/2/2010 Project # 09047 Subject Shearwall Design Checker: Date: Page t— 3 Floor Level: Mezzanine Wall Line: North Wall - 25 foot Unit Shear Calculations Seismic Design Category D, E, or F? (or Seismic Zone 3 or 4) Lateral Load to Wall Line = Total Length of Shearwalls = Unit Shear Load (v) = yes 5,358 25.0 214 Ibs ft pif Reference attached shearwall schedule for more information. Use Shearwall Type Plvwooc( Gvpboard, P1 -6 G2 -6 Overturning Calculations Pu Pdl Seismic Controlled Design? CULUMu roof yes (Affects aspect ratio) Terminology : V = Panel Shear (Ibs) W = Panel Self Weight (Ibs) w = Trib. Roof /Floor Load (plf) Pdi = DL Reaction from Header /Beam (Ibs) P„ = Uplift from Shearwall Above (Ibs) OTM = Overturning Moment (ft-Ibs) RM = DL Resisting Moment (ft-Ibs) Equations: V = vL OTM = VH RM = 2 /3[(W +wL)(L /2) +PdiL] U = (OTM -RM) /L + P„ Reference attached Simpson cutsheets for holdown descriptions, capacities, and installation requirements. Holdown capacities are based on SPF /HF values with 1.33 load duration factor. Load Check, IV = Max. Aspect Ratio: Check Aspect Ratio: (Ref. IBC Table 2305.3.3, footnote (a), when aspect ratios are exceeded 5,358 (Compare w/ Load Above) 2.0 OK H (ft) L (ft) V W w \ Pdl Pu Uplift (U) Req'd Holdown PHD /HD Strap 12.0 25.0 5,358 3,000 100 2,500 0 -928 NA NA 0.0 0.0 0 0 0 0 0 NA NA 0.0 0.0 0 0 0 0 0 0 NA NA 0.0 0.0 0 0 0 0 0 0 NA NA 0.0 0.0 0 0 0 0 0 0 NA NA 0.0 0.0 0 0 0 0 0 0 NA NA 0.0 0.0 0 0 0 0 0 0 NA NA 0.0 0.0 0 0 0 0 0 0 NA NA Anchor Specifications and Performance Data 29 s F is uT7 I`i1L k ANCHOR MATERIAL: Carbon steel, heat treated. The Titen HD Is recommended for permanent dry, non - corrosive applications or temporary outdoor applications. See www.s/mpsonanchors.com for more Information. FINISH: Zinc plated or Mechanically galvanized CODES: ICC -ES ESR -1056; City of L.A. RR25560; Florida FL2304.2; Factory Mutual 3017082 TEST CRITERIA The Titen HD anchor has been tested In accordance with ICC -ES's Acceptance Criteria for Predrilled Fasteners (Screw Anchors) In Concrete or Masonry (AC106) for the following; • Static tension and shear loading. • Critical and minimum edge distance and spacing. • Seismic and wind loading. • Combination tension and shear loading. ANCHOR FATIGUE TESTING: Tested In accordance with ASTM E-488 for the effects of fatigue. 25% of the average ultimate load was applied to the anchor for 2 million cycles at a frequency of 15 Hz. Subsequent load tests showed no reduction in ultimate tension capacity. VIBRATORY LOAD TESTING: A 150 Ib. concrete block was suspended from a %' diameter anchor embedded at 1+,4' and vibrated for 12.6 million cycles at a frequency of 30 Hz and an amplitude of 0.0325 Inches. Subsequent load test showed no reduction In ultimate tension capacity. FIELD TESTING: For guidance on field testing see technical bulletin T SAS- THDINSP04. Tension Loads in Normal - Weight Concrete _ E DOD Bit . Embed p Critical . p Tension Load roa2000psi(1e 8MPa) f fci3000pal P Pe 240 0pci�e.0 MPa) ' lbs. (kN) l lbs. (kN) l lbs. (kN) lbs. k). U Ultimate : lbs. Elev. l lbs. Allow. % 7 2% 4 3 6 6 ( 4,297 1 1076 1 1 315 6 6,204 1 1,560 33 ( 7 087 3 347 1 1 770 2 2,115 9 9,820 1 1,434 2 2,455 % 3 Y' ( 231 4 4 8 8 7 4,610 1 1;155: 1 1,400 - 6 6,580. 1 1,645 394 4 7,413 4 412:. 1 1,855 2 2270 1 10,742 6 600 2 2,665 531 1 10278 2 297 2 2,570 3 3240 : ::15,640. : :2341 3 3,910 % % % 4 VA 4 5 1 10 8 4,610 1 • ( ((5.1)155 , ( 1,400 6 6 680 1 • ( 1645 4% 5 8,742 5 515 2 591 1 12,953 1 1 A64 3 3,240 3 3,955 1 18,580 4 • ( 4,670 44 4 y' ( 244 4 6 1 12 ' 1 4,674 1 1,170 1 1,405 6 6,580 1 1 645: 494 6 10,340 ' . .1,096 2 2;585: 3 3,470 1 17,426 1 1' 591' 4 4,355 534 .. 1 13,755: 1 1,016 3 3,440 4 4,055 1 18,680 1 1,743 . . 4,670 1,vor4 SN'g ACI mT XtS77/JG SLP 'TD �- i,155 Pe--4s/134f = 26G " See notes below. � 6, 6c_ Shear Loads In Normal - Weight Concrete Shear Load She Drill Bit Oepib Edge Spacing • Pct 2000 pal (13.8 MPa) P 2 3000 psi . .:Pc 2 4000 pal (27.6 MPa) in. . Dia. In Dist. Dist. • Concrete (20.7 MPa) Concrete • (mm). In: (mm) In. In. Ultimate, Std.Dev. Allow. Allow. Ultimate: Std. Des.. Allow.. (mm) (mm) lbs. (I N) lbs. ,(kN) ' lbs. (kN) lbs. (kN) lbs. (kN) lbs. (kid) lbs. (kN) 23'4 6,353 1 685 1 665 1 740 (9.5) % (700) (1414) (152) (28.3) (1.1) (5.4) (5.7) 6,377 1,006 1 595 1070 1740 (95) (28.4) (4.5) (.1) (7.4) (r7.7) 2% 6,435 1 605 2,050' • 9,987 2 495 (70) (28.6) . (2 ,) '(9.1) • (44.4) 0.8) (12.7) ,h 6 (28 . 9,324 1 285 2,330 . 2,795 ' ' 13,027 597 3,255 39i (92) (152) (41.5) ... (5.7) (10.4) (12.4) ' . . (5r7.9) (2:7) : (14.5) 531 • 11,318: 1 245 .2 830 3045: . 3,255 (146) .. . (50.3) . : (5.5) : . (12.6). (13.5) .. • .... (14.5) 244 7,745 1,940 2,220 9,987 2,495 (70) (34.5) • (8.6) (9.9) (44.4) • (11.1) 4% 7% 10 8,705 1,830 2,175 3,415 18,507 1 650 4,650 (15.9) % (105) (191) (254) (38.7) (8.1) (9.7) (15.2) (82.8) (7.3) (zo.7) 531 12 A98 2,227 3,125 3,890 4,650 (146) (55.6) (9.9) (13.9) (17.3) (20.7) 234 7,832 1,960 2,415 11,460 2,865 (70) . (34.8) (8.7) : . (10.7) (51.0) ., . • . (12.7) , % : 434 9 12 11,222 2,900 2,805 '4A00 • 24,680 2,388 6,170 (19.1) . ' •: (117). (229) (305) (49.9):. • (12.9) • : (12.5) : (20.0) . (109.8) (10.5) : , (27.4) 53'4 19,793. ' 3,547 4,950 6,660 . 24,680 795 6,170 • (146) (88.0) (15.8) .. . (22,0) (24.7) . (109.8) • (3:5) .... (27.4) 1. The allowable loads listed are based on a safety factor of 4.0. 2. Allowable loads may be Increased 331h% for short-term loading due to wind or seismic forces where permitted by code. 3. Refer to allowable load adjustment factors for spacing and edge distance on pages 9 and 10. 4. The minimum concrete thickness is 1% times the embedment depth. 5. Tension and Shear (cads for the Titen HD anchor may be combined using the elliptical interaction equa- tion (n =%). Allowable load may be Interpolated for concrete compres- sive strengths between 2000 psi and 4000 psi. 6 i 1 1. The allowable loads listed are based on a safety factor of 4.0. 2. Allowable loads may be Increased 331h% for short-term loading due to wind or seismic forces where permitted by code. 3. Refer to allowable load adjustment factors for spacing and edge distance on pages 9 and 10. 4. The minimum concrete thickness is 1% times the embedment depth. 5. Tension and Shear (cads for the Titen HD anchor may be combined using the elliptical interaction equa- tion (n =%). Allowable load may be Interpolated for concrete compres- sive strengths between 2000 psi and 4000 psi. 6 i 1 230�7- 11 Ce3ito Bolts L.5 BOLTS Wood -to -Metal Connections (Side Piece Is Metal) Mode 1: Crushing of wood, no nail rotation, no nail bending —> uniform Toad on wood Mode II: Crushing of wood, nail rotation, no nail bending —> non - uniform load on wood Mode Illm: Plastic hinge and crushing In main member (nail bending) Mode Ills: Plastic hinge and crushing In side member (nail bending) Mode IV: Two plastic hinges near shear plane o. of side members = :,+r? ;k' Em = no. of bolts per row = Es = bolt spacing = 5 in 0m = Lb011 In wood= 6.75 in 0, = Db = `'vin SGm = tm r ?: Fyb =` : l�!I7 ' psi de= psi psi degrees degrees In in k1 = [Re +2Re2 *(1+Rt +R 2) +R12Re3[1 `2-Re *(1 +R.,) (1 +Re) k2 = - 1 +[2 *(1 +Re) +2 *F (1 +2'R.)*D2)72 [ 3 *Fem *tm2 1 k3 = - 1 +r2 *(1 +R„) +2 *F,,,, *(2 +R,1*D2)12 [ Re 3 *Fem *te2 ) k1 = 1.051 (Fe.para)m = 5600 psi k2 = 0.507 (Fe.perp)m = 2578 psi k3= 10.126 Ita = 1.000 Re = 0.10 Rt = 27.00 Fe0, = ` t . c ! • i psi FeOm = 5600 psi Single Shear Double Shear Mode Im: Z = 7088 Ibs Mode Im: Z = 7088 Ibs Mode i,: Mode II: Z = 3174 lbs Mode IIIm: Z = 3767 lbs Mode III,: Z = 1585 Ibs Mode III,: Mode IV: Z = 2176 lbs Mode IV: Z = 1585 lbs Z' = 2536 lbs CD= Ct = Cm = Cg = CA= 1.00 1.00 Seismic/Wind (1.0 for T <100° F) Z = 3170 lbs Z = 4352 Ibs Z = 3170 Ibs Z' = 5072 Ibs [For Cg: Y = 175370 (0.7 for lat. load If MC >19 %, 0.4 if single metal plate has two or more rows for bolts) u= 101 m = 0.89 Side member Provided Edge Distance (loaded edge) = Provided Edge Distance (UN- loaded edge) = Provided End Distance = Provided Center -to- Center Spacing = Provided Row Spacing = angle: load to grain = 1.5 1.5 1.5 5 5 0 Load PARALLEL to Grain Minimum Edge Distance = 2.5 Inches Minimum End Distance = 3 Inches 5.25 inches 3.75 inches Min Spacing for Bolts in a Row = 3 inches Min. Spacing between Rows = 1.125 Inches Co Main Member 1 Provided Edge Distance (loaded edge) = 1 Provided Edge Distance (UN- loaded edge) = 1.00 Provided End Distance = 1.00 Provided Center -to- Center Spacing = 1 Provided Row Spacing = angle: load to grain = 0 Load PERPENDICULAR to Grain Minimum Edge Distance = 3 (compression) 1.125 (tension, softwoods) Minimum End Distance = 3 (tension, hardwoods) Min Spacing for Bolts in a Row = 3 Min. Spacing between Rows = 3.75 n= 1 RE, = 0.60 Co 1.00 1.00 1 Inches ...for loaded edge Inches ...for UN- loaded edge inches inches inches WoodFastenerslBC (rL.CQ Z '.owS le, d /JAILS @.. Ca" dC @ (91 21 . fr_____is.-- Ps @. 2' /Z a c C_ Vak$ 11X,Ej @tg-ear a 1 `!e T # (, 1>LYt s18m pc.-r gxraf- 1 - x DF i Gg- W LD i MF of -FLAN O_. 1 Zx + LR.4sS 4 fj� ttom sr 11� ''►ti -oT HaLa_ ` Is c b ikt Ar!La- -rU V./ I3T1" l—r— �x 5 x1' -e4 L.cYO Sr.) • (An Lc V,' ALL TM," k 4- 11 511)ii. 'PLATE 5 /Ox x /Lc Vql 0) In ys 110LT� t N SS ?Et2 �� RAM ? x—� x 2`b i Cam' 14upt Nat. 3x Zx1' -go I'nr tLA 1.J l f-Yr fb C fv\ T Res C C.ol r IJ L P `- of Pqk Arc, 04/4 i SI s5i; 1 x18 GLULw- 51st Phi s 15 x i, n Sti‘Cc PLATE SIZG P1-P 5 i/+ s s` 4 /I(9 comer. ALL c614P 'S./ZT &ZS t • N/N PLAN vices PLATE 7 x/4 x 2' -0` KµuretsxZx► /0" Cc. >4bsXsk-o" Vs1A u.S 1 - GR-16 € CD 9'1,1 4 -0--- a- --. Ex1s71N6 GCs ,cgc. "111 17PO4 L 5i% 6I' 6 in INALcI 1/e 'PL`t i-cu-uo stizI 4-1•1° Ix 5/8x11-914 wI () 5A" c ou cser-t A,.ruiae. s u cr,e.tA -v2 �IUI�ut.,J Vi S7E4 Iu CiFP „,• . 4 1 295 Fidelity Building February 6, 2010 Gravity Design — Roof Framing 24' -r 24' -r © 24' -r 24' -r 24' -r ig E76S@IC OL S j• : 10' PUf6W Fy 111err. ... : NEMER J,M14 L NEW 4X6 0 4 1-0^ 0C AT 4• OC Gx - P] gw a �e �--(x - Ora 6 P7011241 MC. PRIM x °) TOP OF CAM PARAPET OR �d TCPOFCWE7!- TCP OF CAI - CAN PARAPET tf T4 450T AT 16. 0.C. TYPICAL AT CIYOPT U11.0. NEW FASCAN BRAY E\DROOF FRAMING PLAN 9G4LE, VS' .1' -0' 14441 /C. 0 TOP OF 0.41 PARAPET 295 Fidelity Tukwila, WA PKJB No 09047 Title : Dsgnr: Description : Scope : Job # Date: 3:38PM, 22 JAN 10 Rev: 580004 User. KW-0606898, Ver 5.8.0, 1- Nov -2008 _(c)1983 -2008 ENERCALC Engineering Software General Timber Beam Page 1 295 fidelity.ecw.Celculations Description Existing Glulam Beam on Grid B General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Section Name 6.76)(33 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 6.750 in 33.000 in GluLam 1.150 Pin -Pin 35.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E 37.00 ft ft 10.00 ft 2,400.0 psi 240.0 psi 650.0 psi 1,700.0 ksi Lu Lu Lu 2.00 ft 0.00 ft 0.00 ft _Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 310.00 #/ft #/ft 310.00 #/ft LL LL LL 640.00 #/ft #/ft 640.00 #/ft Point Loads 1 Dead Load Live Load ...distance Summary 4,650.0 Ibs 9,600.0 Ibs 47.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs lbs 0.000 ft Span= 37.00ft, Right Cant= 10.00ft, Beam Width = 6.750in x Depth = 33.in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,887.55 psi Fb 2,283.28 psi 0.827 : 1 -192.7 k -ft 233.1 k -ft 141.00 k -ft at -64.71 k -ft at 0.00 k -ft - 192.71 k -ft 233.11 fv 145.72 psi Fv 276.00 psi Maximum Shear * 1.5 Allowable Shear. 16.716 ft 37.000 ft Reactions... Left DL Right DL Beam Design OK 32.5 k 61.5 k @ Left 16.83 k @ Right 24.10 k Camber. @ Left 0.000 in @ Center 0.265 in @ Right 0.1691n 4.99 k 16.78 k Max 16.83k Max 48.08 k Deflections Center Span... Dead Load Deflection -0.176 in ...Location 15.401 ft ...Length /Deft 2,517.5 Camber ( using 1.6 • D.L. Defl) ... @ Center 0.265 in @ Left 0.000 In @ Right 0.1691n Total Load -0.955 in 17.843 ft 464.68 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead oad Total Load 0.000 in 0.000 in 0.0 0.0 -0.113 In -1.089 In 2,129.7 220.3 Page 2 2958delity.ecw.Calcutations 295 Fidelity Tukwila, WA PKJB No 09047 Title : Dsgnr: Description : Scope : Job # 12'5 Date: 3:38PM, 22 JAN 10 Rev: 580004 User. KW-0808898, Her 5.8.0, 1-Nov -2008 _ (c)1983 -2008 ENERCALC Engineering Software General Timber Beam Description Existing Glulam Beam on Grid B tress Calcs Bending Analysis Ck 20.128 Cf 0.831 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 4.118 ft 5.984 Max Moment 141.00 k -ft 0.00 k -ft 192.71 k -ft @ Left Support 21.28 k 77.106 in2 276.00 psi 16.83 k 48.08 k Sxx 1,225.125 in3 CI 0.996 Sxx Read 741.05 in3 0.00 in3 1,008.47 In3 @ Right Support 32.46 k 117.603 in2 276.00 psi Bearing Length Req'd Bearing Length Req'd Area 222.750 1n2 Allowable fb 2,283.28 psi 2,293.07 psi 2,293.07 psi 3.835 in 10.958 In [Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 13.37 k 13.37 k 0.00 k Deflection 0.0000 in 0.0000 In 0.0000 in 14250.00 ibs 950 00 tuft 111111111111111 111111111111111111111 950.00 Nft 950.00 #fft 1111111111 950.00 ##/ft 37.00ft 10.00 ft Mmax = 141.00 k -ft Dmax = - 0.9554 In Mmax (a) right = - 192.70 k -ft Rmax = 18.827 k Rmax = 48.076 k Vmax @ left = 16.827 k Vmax ® rt = 24.101 k Defl © right end = 1.0894 in Page 1 11 295 fidelity.ecwCalculationa 1 295 Fidelity Tukwila, WA PKJB No 09047 Title : Dsgnr: Description : Scope : Job # "P-5 Date: 3:41 PM, 22 JAN 10 Rev. 580004 Uaer. KW- 0608898 Ver 5.8.0, 1- Nov -2008 (c)1983 -2008 ENEItCALC Engineering Software General Timber Beam Description Existing Glulam Beam on Grid C [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6.75x33 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fbdty Wood Density 6.750 In 33.000 in GluLam 1.150 Pin -Pin 35.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,700.0 ksi 37.00 ft ft 10.00ft Lu Lu Lu 2.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 310.00 #/ft #/ft 310.00 #/ft LL LL LL 620.00 #/ft #/ft 620.00 #/ft Point Loads Dead Load Live Load ...distance Summary 4,650.0 Ibs 9,300.0 Ibs 47.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Span= 37.00ft, Right Cant= 10.00ft, Beam Width = 6.750in x Depth = 33.1n, Ends are Pin -Pin Max Stress Ratio 0.810 ; 1 Maximum Moment -188.7 k -ft Allowable 233.1 k -ft Max. Positive Moment 137.61 k -ft at 16.716 ft Max. Negative Moment -64.71 k -ft at 37.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support - 188.71 k -ft Max. M allow 233.11 Maximum Shear * 1.5 Allowable Shear: @ Left @ Right Camber: © Left @ Center © Right Reactions... fb 1,848.37 psi fv 142.71 psi Left DL 4.99 k Fb 2,283.28 psi Fv 276.00 psi Right DL 16.78 k Max Max Beam Design OK 31.8 k 61.5 k 16.46 k 23.61 k 0.0001n 0.265 in 0.1691n 16.46 k 47.10 k !Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 © Center @ Left © Right Dead Load -0.176 in 15.401 ft 2,517.5 " D.L. Deft) ... 0.265 in 0.000 In 0.169 in Total Load -0.931 In 17.843 ft 476.91 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl Dead Load Total Load 0.000 In 0.000 In 0.0 0.0 -0.113 In -1.056 In 2,129.7 227.2 295 Fidelity Tukwila, WA PKJB No 09047 Title : Dsgnr: Description : Scope : Job # 9 Date: 3:41 PM, 22 JAN 10 Rev: 580004 User. KW-0606888, Ver 5.8.0, 1- Nov -2006 (c)1983 -2008 ENERCALC Engineering Software General Timber Beam Page 2 295 fldelity.ecw:Calculations Description Existing Glulam Beam on Grid C tress Calcs Bending Analysis Ck 20.128 Cv 0.831 © Center @ Left Support @ Right Support Shear Analysts Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 4.118 ft 5.984 Max Moment 137.61 k -ft 0.00 k -ft 188.71 k -ft @ Left Support 20.81 k 75.381 in2 276.00 psi 16.46 k 47.10 k Sxx 1,225.1251n3 CI 0.996 Sxx Read 723.23 in3 0.00 in3 987.54 in3 © Right Support 31.79 k 115.173 in2 276.00 psi Bearing Length Req'd Bearing Length Req'd Area 222.750 in2 Allowable fb 2,283.28 psi 2,293.07 psi 2,293.07 psi 3.751 In 10.735 In Query Values M, V, & D @ Specified Locations © Center Span Location = © Right Cant. Location = © Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 13.11 k 13.11 k 0.00 k Deflection 0.0000 In 0.0000 in 0.0000 in 13950.00 Ibs 930.00#,ft 11111 1111111111111111111111111111111 930.00Nft 930.00 #rft 1111111111 930.00 #!ft 37.00 ft 10.00 ft Rmax =16.457 k Vmax © left = 16.457 k Mmax = 137.61 k -ft Dmax = - 0.9309 In Mmax © right = - 188.70 k -ft Rmax = 47.098 k Vmax @ rt = 23.605 k Dell @ right end = 1.0561 In Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined y 295 Fidelity Tukwila, WA PKJB No 09047 Title : Dsgnr: Description : Scope : Job# ZS Date: 3:48PM, 22 JAN 10 Rev. 580004 User. KW-0808888, Ver 5.8.0, 1- Nov -2008 _ (c)1983 -2008 ENERCALC Engineering Software General Timber Beam Description Existing Glulam Beam on Grid D Page 1 295 fldelity.eoN:Calculalions General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 6.75x33 6.750 in 33.000 In GluLam 1.150 Pin -Pin 35.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,700.0 ksi 25.00 ft Lu ft Lu 10.00ft Lu 2.00 ft 0.00 ft 2.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 310.00 #/ft #/ft 310.00 #/ft LL LL LL #/ft #/ft 620.00 #/ft Point Loads Dead Load Live Load ...distance Summary 4,650.0 Ibs 9,300.0 Ibs 35.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs lbs 0.000 ft Ibs lbs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Span= 25.00ft, Right Cant = 10.00ft, Beam Width = 6.750in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,848.37 psi Fb 2,374.13 psi 0.779 ; 1 -188.7 k -ft 242.4 k -ft 5.29 k -ft at -64.71 k -ft at 0.00 k -ft - 188.71 k -ft 242.38 fv 142.48 psi Fv 276.00 psi Beam Design OK Depth = 33.In, Ends are Pin -Pin Maximum Shear * 1.5 31.7 k Allowable 61.5 k 5.447 ft Shear: @ Left 3.00 k 25.000 ft @ Right 23.65 k Camber: @ Left 0.000 in @ Center 0.068 in @ Right 0.372 In 1.96 k Max -3.00 k 15.43 k Max 35.89 k Reactions... Left DL Right DL Deflections Center Span... Dead Load Deflection 0.045 in ...Location 17.877 ft ...Length/Defl 6,615.7 Camber ( using 1.6* D.L. Defl) ... @ Center 0.068 In @ Left 0.000 in @ Right 0.372 In Total Load 0.045 in 17.877 ft 6,615.71 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Loac( 0.000 in 0.000 In 0.0 0.0 -0.248 In -0.952 in 966.7 252.2 Page 2 1 295 Odellty.ecw:Calcuiations 295 Fidelity Tukwila, WA PKJB No 09047 Title : Dsgnr: Description : Scope : Job # Date: 3:48PM, 22 JAN 10 2`t Rev: 580004 User. KW-0606898, Ver 5.8.0, 1-Nov-2006 (c)1983 -2006 ENERCALC Engineering Software General Timber Beam Description Existing Glulam Beam on Grid D _Stress Calcs Bending Analysis Ck 20.128 Cv 0.864 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 4.118 ft 5.984 Max Moment 64.71 k -ft 0.00 k -ft 188.71 k -ft @ Left Support 5.94 k 21.537 in2 276.00 psi -3.00 k 35.89 k Sxx 1,225.125 in3 Ci 0.996 Sxx Redd 327.06 in3 0.00 in3 953.82 in3 @ Right Support 31.74 k 114.988 in2 276.00 psi Bearing Length Req'd Bearing Length Req'd Area 222.750 in2 Allowable fb 2,374.13 psi 2,384.75 psi 2,374.13 psi 0.683 in 8.180 in [Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear -3.00 k -3.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in /1/0 310°"ffill lllll llllllffiffil1!ffiffillll91000" 25.00 ft 13950.b0 Ibs 930.00 #/ft 11111111 ♦ 11-193000#m 10.00 ft Rmax = -2.996 k Vmax © left = 2.996 k Mmax = 64.70 k -ft Dmax = 0.0453 in Mmax t right = - 188.70 k -ft Rmax = 35.891 k Vmax rt = 23.652 k Defl @ right end = 0.9515 In Note! Short Term Loads Are WIND Loads. 295 Fidelity Tukwila, WA PKJB No 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 4:41 PM, 22 JAN 10 Description : Remodel of existing warehouse Scope: Rev: 580007 User. KW-0806898 Ver 5.8.0, 1 -Nov -2008 _ (0)1983 -2008 ENEACALC Engineering Software Steel Beam Design Page 1 285 fidelity.ecwCalculations Description New Steel Beam on Grid E General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 11 Steel Section : W21X44 Center Span Left Cant. Right Cant Lu : Unbraced Length 39.00 ft 0.00 ft 0.00 ft 0.00 ft Pinned- Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 50.00 ksi 1.00 29,000.0 ksi [Distributed Loads DL LL ST Start Location End Location #1 0.300 #2 0.615 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Point Loads Note! Short Term Loads Are WIND Loads. Dead Load Live Load Short Term Location Summary #1 1.000 20.000 #2 #3 #4 #5 #6 #7 k k k ft Using: W21X44 section, Span = 39.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 191.983 k -ft 224.400 k -ft fb : Bending Stress 28.233 ksi 33.000 ksi fb / Fb 0.856: 1 Shear fv : Shear Stress fv / Fv 19.216 k 2.657 ksi 0.133 : 1 144.620 k 20.000 ksi Beam OK Static Load Case Governs Stress Max. Deflection Length /DL Defl Length /(DL +LL Defl) -2.129 in 219.8 : 1 219.8:1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL+ST Maximum Onlv 0 Center A Center 0 Cants 0 Cants Max M + 191.98 k -ft 191.98 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 19.19 k Shear @ Right 19.22 k Center Defl. -2.1291n Left Cant Defl 0.000in Right Cant Defl 0.000 In ...Query Defl @ 0.000 ft 19.19 19.22 -2.129 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -2.129 0.000 0.000 0.000 0.000 0.000 0.000 0.000 k k 0.000 In 0.000 in 0.000 in 0.000 In Reaction @ Left 19.19 19.19 19.19 k Reaction @ Rt 19.22 19.22 19.22 k Fa calc'd per Eq. E2 -1, K'L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy 295 Fidelity Tukwila, WA PKJB No 09047 Title : 295 Fidelity Job # 090471 Dsgnr: Phillip Van Heyninge Date: 4:41 PM, 22 JAN 10 Description : Remodel of existing warehouse Scope : Rev. 580007 User. KW-0608898 Vet 5.8.0, 1- Nov -2006 (c)1983 -2008 ENERCALC Engineering Software Steel Beam Design Page 2 295 ftdelity.ecwCalculatlons Description New Steel Beam on Grid E Section Properties W21X44 Depth Web Thick Width Flange Thick Area Rt 20.660 In 0.350 In Weight Ixx 6.500 In Iyy 0.450 in Sxx 13.001n2 Syy 1.5701n R -xx Values for LRFD Design.... R "yy J 0.770 1n4 Zx Cw 2,110.00 1n6 ZY K 44.16 #/ft 843.000 in4 20.700 in4 81.600 1n3 6.370 in3 8.060 in 1.260 In 95.400 in3 10.200 in3 0.950 In Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 1 Notel Short Term Loads Are WIND Loads. 295 Fidelity Tukwila, WA PKJB No 09047 Title : 295 Fidelity Job # 090471' Dsgnr: Phillip Van Heyninge Date: 4:40PM, 22 JAN 10 Description : Remodel of existing warehouse Scope : vs Rev: 580007 User. KW -0606898, Ver 5.8.0, 1- Nov -2006 (c)1983 -2008 ENERCALC Engineering Software Steel Beam Design Page 1 295 fidelity.ecwCaladatlona Description New Steel Beam on Grid F General Information Steel Section : W21X50 Center Span Left Cant. Right Cant Lu : Unbraced Length 43.00 ft 0,00 ft 0.00 ft 0.00 ft Pinned- Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 50.00ksi 1.00 29,000.0 ksi Distributed Loads Notel Short Term Loads Are WIND Loads. #1 DL LL ST Start Location End Location 0.300 #2 0.615 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Point Loads Dead Load Live Load Short Term Location #1 1.000 20.000 Summary #2 #3 #4 #5 #6 #7 k k k ft Using: W21X50 section, Span = 43. End Fixity = Pinned - Pinned, Lu = 0 Moment fb : Bending Stress fb / Fb Shear fv : Shear Stress fv1Fv OOft, Fy = 50.0ksi .00ft, LDF = 1.000 ctuai 233.131 k -ft 29.604 ksl 0.897 : 1 21.281 k 2.689 ksi 0.134: 1 Allowable 259.875 k -ft 33.000 ksi 158.308 k 20.000 ksi Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length /(DL +LL Defl) -2.701 in 191.1 : 1 191.1: 1 Force & Stress Summary 1 Max. M + Max. M - Max. M © Left Max. M @ Right Maximum 233.13 k -ft DL Only 233.13 Shear @ Left 21.28 k 21.28 Shear @ Right 21.21 k 21.21 Center Defl. -2.701 in Left Cant Defl 0.000 in Right Cant Defl 0.000 in ...Query Defl @ 0.000 ft 0.000 Reaction @ Left 21.28 21.28 Reaction @ Rt 21.21 21.21 Fa calc'd per Eq. E2 -1, K *Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy -2.701 0.000 0.000 « -- These columns are Dead + Live Load placed as noted -» LL LL +ST LL LL +ST A Center a Center (aa Cants A Cants 0.000 0.000 0.000 0.000 -2.701 0.000 0.000 0.000 21.28 21.21 0.000 0.000 0.000 0.000 k -ft k -ft k -ft k -ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k 295 Fidelity Tukwila, WA PKJB No 09047 Title : 295 Fidelity Job # 09047 Vik Dsgnr: Phillip Van Heyninge Date: 4:40PM, 22 JAN 10 Description : Remodel of existing warehouse Scope : Rev 580007 User. KW- 0608898, Ver 5.8.0, 1-Nov -2008 _(6)1983 -2008 ENERCALC Engineering Software Steel Beam Design Page 2 295 fideiity.ecwCaicutaUons Description New Steel Beam on Grid F [Section Properties W21X50 Depth Web Thick Width Flange Thick Area Rt 20.830 in 0.380 In 6.530 In 0.535 in 14.70 1n2 Weight Ixx Iyy Sxx Syy 1.6001n R -xx Values for LRFD Design.... R-ri J 1.140 in4 Zx Cw 2,570.001n6 Zy K 49.93 #/ft 984.000 ln4 24.900 in4 94.500 In3 7.640 In3 8.180 in 1.300 In 110.000 In3 12.200 In3 1.040 In fp5 1.0Qk 0.30kiftififfillffillffiffilffirnifilffiffiffil1ffifficookift 0.61 klft 1 1 1111111111111 ! 111111111111111111111111111 l l 1 l 0.61 k/ft 43.00 ft Lmax = 21.280 k Vmax @ left = 21.280 k Mmax = 233.13 k -ft Dmax = - 2.7006 in Rmax = 21.211 k Vmax@ rt= 21.211 k 295 Fidelity Tukwila, WA PKJB No 09047 Rev. 580010 User KW-0608898 Ver5.8.o, 1- Nov -2008 c)1983 -2006 ENERCALC Engineering Software Description Title : 295 Fidelity Job # 09047��� Dsgnr: Phillip Van Heyninge Date: 4:40PM, 22 JAN 10 Description : Remodel of existing warehouse Scope : Steel Column New HSS Columns at Grids E and F Page 1 295 fldelity.eavCalculations General Information Steel Section HSS6X6X1 /4 Column Height 27.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced Code Ref. AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 II 46.00 ksi 1.000 29,000.00 ksi 13.000 ft 13.000 ft X -X Sidesway : Y -Y Sidesway : Kxx Kyy Restrained Restrained 1.000 1.000 Loads Axial Load... Dead Load Live Load Short Term Load Summary 1 18.00 k 30.00 k k Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments 3.000 in 0.000 In Section : HSS6X6X1 /4, Height = 27.00ft, Axial Loads: DL = 18.00, LL = 30.00, ST = 0.00k, Unbraced Lengths: X -X = 13.00ft, Y -Y = 13.00ft Combined Stress Ratios AISC Formula H1 -1 AISC Formula H1 - 2 AISC Formula H1 - 3 Dead 0.3067 0.3295 Live 0.5300 0.5492 DL + LL 0.9040 0.8788 Column Design OK Ecc. = 3.000in DL + ST + (LL if Chosen) 0.9040 0.8788 XX Axis : Fa calc'd per Eq. E2-1, K *Llr < Cc YY Axis : Fa calc'd Der Eq. E2 -1. K *Llr < Cc tresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb: o : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual [Analysis Values Dead 20.25 ksi 3.44 ksl 27.60 ksi 5.66 ksi 27.60 ksi 0.00 ksi Live DL + LL DL + Short 20.25 ksl 20.25 ksi 20.25 ksi 5.73 ksi 9.16 ksi 9.16 ksi 27.60 ksi 9.43 ksl 27.60 ksi 0.00 ksi 27.60 ksi 15.09 ksi 27.60 ksi 0.00 ksi 27.60 ksi 15.09 ksi 27.60 ksi 0.00 ksi F'ex : DL +LL Fey : DL +LL F'ex : DL +LL +ST Fey : DL +LL +ST Max X -X Axis Deflection 33,492 psi Cm:x DL +LL 33,492 psi Cm:y DL +LL 33,492 psi Cm:x DL +LL +ST 33,492 psi Cm:y DL +LL +ST -1.169 in at 15.660 ft Max Y -Y Axis Deflection 0.60 0.60 0.60 0.60 Cb:x DL +LL Cb:y DL +LL Cb:x DL +LL +ST Cb:y DL +LL +ST 0.000In at 1.00 1.00 1.00 1.00 0.000 ft 1 295 Fidelity Tukwila, WA PKJB No 09047 Title : 295 Fidelity Dsgnr: Phillip Van Heyninge Date: 4:40PM, 22 JAN 10 Description : Remodel of existing warehouse Job # 09047 Scope : Rev: 580010 User KW-0606898, Ver 5.8.0, 1- Nov -2008 (c)1983-2008 ENERCALC Engineering Software Steel Column Description New HSS Columns at Grids E and F Page 2 295 fidelily.ear.Calcuiations 'Section Properties HSS6X6X1 /4 Depth Web Thick Width Flange Thick Area Rt 6.000 in 0.233 in 6.000 in 0.233 in 5.24 in2 0.000 in Weight hoc Iyy Sxx Syy Rxx Ryy Section Type = HSS- Square 17.80 #/ft 28.600 1n4 28.6001n4 9.540 in3 9.540 in3 2.340 in 2.340 in Values for LRFD Design.... J 45.600 in4 Cw Zx Zy 15.40 in6 11.200 in3 11.200 in3 0.000 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 50.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. #6 #7 ft 295 Fidelity Tukwila, WA PKJB 09047 Rev: 580007 User. KW- 0606898, Ver 5.8.0, 1- Nov -2008 (c)1983 -2008 ENERCALC Engineering Software Title : 295 Fidelity Job # 09047 C1 Dsgnr: Phillip Van Heyninge Date: 10:41AM, 8 FEB 10 Description : Remodel of existing warehouse Scope : Steel Beam Design Description Roof - New Steel Beam - South edge supporting Beam on Grid F Page 1 2959delity.ecwMeuanine Framing [General Information Steel Section : W21X50 Center Span Left Cant. Right Cant Lu : Unbraced Length [Distributed Loads 38.00 ft 0.00 ft 0.00 ft 2.00 ft Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together #1 #2 #3 DL 0.050 LL 0.100 ST Start Location End Location #4 #5 Note! Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft k/ft ft ft [Point Loads Dead Load Live Load Short Term Location Summary #1 #2 #3 #4 #5 8.000 12.000 18.000 Using: W21X50 section, Span = 38.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 2.00ft, LDF = 1.000 Actual Allowable Moment 224.774 k -ft 259.875 k -ft fb : Bending Stress 28.543 ksi 33.000 ksi fb l Fb 0.865: 1 Shear fv : Shear Stress fv1Fv 14.325 k 1.810 ksi 0.090 : 1 158.308 k 20.000 ksi Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL +LL Defl) -1.708 In 636.9 : 1 267.0 : 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Oniv (0. Center Cca Center O. Cants al Cants Max. M + 224.77 k -ft 93.50 224.77 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 14.33 k 6.11 14.33 k Shear @ Right 13.27 k 5.69 13.27 k Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction © Left Reaction @ Rt -1.708 in -0.716 -1.708 -1.708 0.000 0.000 In 0.000 in 0.000 0.000 0.000 0.000 0.000 In 0.000 in 0.000 0.000 0.000 0.000 0.000 in 0.000 ft 0.000 0.000 0.000 0.000 0.000 In 14.33 6.11 14.33 14.33 k 13.27 5.69 13.27 13.27 k Fa caic'd per Eq. E2 -1, K "Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy 295 Fidelity Tukwila, WA PKJB 09047 Rev.. 580007 User KW-0608898, Vet 5.8.0, 1-Nov -2008 _ (c)1983.2008 ENERCALC Engineering Software Title : 295 Fidelity Dsgnr: Phillip Van Heyninge Date: 10:41AM, 8 FEB 10 Description : Remodel of existing warehouse Job # 09047/R t ` Scope : Steel Beam Design Description Roof - New Steel Beam - South edge supporting Beam on Grid F Page 2 295 9delity.ecw.Meuanlne Framing Section Properties W21X50 Depth Web Thick Width Flange Thick Area Rt 20.830 In Weight 0.380 in Ixx 6.530 In lyy 0.535 In Sxx 14.70 1n2 Syy 1.600 in R -)o Values for LRFD Design.... R-yy J 1.1401n4 Zx Cw 2,570.001n6 Zy K 49.93 #/ft 984.000 in4 24.900 in4 94.500 in3 7.640 in3 8.180 In 1.300 In 110.000 in3 12.200 in3 1.040 in 1 fao I T IS c.1<- T-o NOTCH 73Tcfc1v Cc evTlhluou3 L,tt.l �'�a�CA ► LA" _A.I�, l'(2 t Luxes I i" 1 \- '/4 Stb PLATE T4G—PC 3 / (z) 3/4." Z3c�L,^ s R S S CaL Pa2 P CZ) 1,0 d HAMS D& CC tai '-OI. ( � +A/co_ 1) Lu.3 i��w nt2 3 1/2."K (.9' /L' NAI Tit - NAS i tj Tb V,121 i, S r#"( 5 /dx 3 72 LAGS Z¢° cc. Cs -rAoG l) C) %L 3 5 1Z-c ie TWiln w SlMPs ot) 73 416 Acts -?NL� 4x 1 co PLigDM /9C,w tAt 21 x so Exis7. -t oizAG3 /4 x SS G1. SH auc.� 13E. id* G 54f VI+ 2.. Ml (Z) 3/4 1 LTs rx 74 xi' SRS .. Tat- 4-?c NA-tuze- Fr42. Tt- 295 Fidelity Building February 6, 2010 Gravity Design — Mezzanine Framing 9 co co x cOl 2eh Ot• /Poe,ti J'J o � 4 LBV 3.56 /16 HANGER 3 3 X 16 (2.2E) PSL 3 3 X 16 (2.2E) PSL 3 • X 16 (2.2E) PSL 4.0 IS. W/ SIMPSON WP 2.37 HANGERS TYP. `3 16 TJI 360 AT 6 OC 16" TJI 360 _ T 16" OC CO C7 X W21 C MEZZANINE FRAMING PLAN SCALE: I /S' =1' -0' TRITE NORTH DOSING CONCRETE TIL1F -UP PANELS U 0 • by Waye.haeuser TJ -Beam® 0.35 Serial Number. User. 2 1/28/2010 5:22:57 PM Page 1 Engine Version: 8.35.0 Typical Floor Joists at New Mezzanine 16" TJI® 360 @ 16" o!c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED b 2C7" Product Diagram is Conceptual. LOADS: Analysis Is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition SUPPORTS: Input Width 1 Timberstrand LSL Beam 3.50" 2 Timberstrand LSL Beam 3.50" Bearing Length Hanger Hanger Vertical Reactions (Ibs) Live /Dead /Uplift/Total 819/574/0/1393 819/574/0/1393 Ply Depth Nailing Detail Other Depth 1 16.00" N/A H1: Top Mount Hanger None 1 16.00" N/A H1: Top Mount Hanger None -Web stiffeners are required at support(s): 1, 2. Attach with 3-8d (2.5 ") box nails, clinched. -See (Level® Specifier's /Builder's Guide for detail(s): Hi: Top Mount Hanger HANGERS: Simpson Strong -Tle® Connectors Support Model Slope Skew Reverse Top Flange Flanges Offset N/A No N/A No 1 Top Mount Hanger WPU2.37 (H1 =16) 0/12 0 2 Top Mount Hanger WPU2.37 (H1 =16) 0/12 0 - Nailing for Support 1: Face: 4 -16d , Top 3-16d , Member: 6 -N10 - Nailing for Support 2: Face:.4 -16d , Top 3-16d , Member: 6 -N10 DESIGN CONTROLS: Maximum 1360 1360 8160 Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Design Control Result -1360 2190 Passed (62 %) 1360 1505 Passed (90 %) 8160 8405 Passed (97 %) 0.578 0.600 Passed (L/498) 0.983 1.200 Passed (U293) 32 30 Passed Top Flange Slope 0 0 Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 Support Wood Species N/A N/A - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. PROJECT INFORMATION: 295 Fidelity Tukwila, WA PKJB No. 09047 OPERATOR INFORMATION: Phillip Van Heyningen PKJB 112 Olds Station Road, Suite B Wenatchee, WA 98801 Phone : 509 664 -5181 Fax : 509 665 -8750 phily @pkjb.com Copyright O 2009 by iLevel®, Federal way, WA. TJI®,TJ -Beam® and TimberStrand® are registered trademarks of iLevel ®. e -I Joist °,Pro' and TJ -Pro° are trademarks of iLevel®. Simpson Strong -Tie® Connectors Sa a registered trademark of Simpson Strong -Tie Company, Inc. C: \Documents and Settings \Phillip\My Documents \Engineering \09047 0 295 Fidelity \Floor Joiats.sms by Weyerhaeuser TJ -Beam® 8.35 Serial Number. User 2 128/2010 5:22:57 PM Page 3 Engine Version: 8.35.0 Typical Floor Joists at New Mezzanine 16" TJI® 360 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group Max. Vertical Reaction Total (lbs) 1393 Max. Vertical Reaction Live (lbs) 819 Selected Bearing Length (in) Max. Unbraced Length (in) 24' 40 1393 819 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 560 -560 Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Loading on all spans, LDF = 1.00 , Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: 295 Fidelity Tukwila, WA PKJB No. 09047 560 -560 560 560 574 574 3360 1.0 Dead + 1.0 Floor 1360 -1360 1360 -1360 1360 1360 1393 1393 8160 0.578 0.983 OPERATOR INFORMATION: Phillip Van Heyningen PKJB 112 Olds Station Road, Suite B Wenatchee, WA 98801 Phone : 509 664 -5181 Fax : 509 665 -8750 philv@pkjb.com Copyright O 2009 by iLevela, Federal Way, WA. TJI49,TJ -Beam® and TimberStrandV are registered trademarks of SLeve10. e -I Joist °,Pro° and TJ -Pro' are trademarks of iLevele. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. C: \Documents and Settings \Phillip \My Documents \Engineering \09047 @ 295 Fidelity \Floor Joists.sms 5 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ` 295 Fidelity Tukwila, WA PKJB No 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 1:36PM, 28 JAN 10 ,t\ Description : Remodel of existing warehouse Scope: Rev: 580007 User. KW-0606898, Ver 5.8.0, 1-Nov-2008 _ (c)1983-2006 ENERCALC Engineering Software Steel Beam Design Page 1 1 295 fldelity.ecw.Meuanine Framing Description Mezzanine - New Steel Beam - East Edge General Information Steel Section : W16X31 Center Span Left Cant. Right Cant Lu : Unbraced Length 16.50 ft 0.00 ft 0.00 ft 1.33 ft Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together Fy 50.00 ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0ksi Distributed Loads DL LL ST Start Location End Location Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 0.300 0.845 k/ft 0.100 k/ft k/ft ft ft Point Loads Note! Short Term Loads Are WIND Loads. Dead Load Live Load Short Term Location #1 8.000 32.000 2.500 #2 #3 #4 #5 #6 #7 k k k ft Summary Using: W16X31 section, Span = 16.50ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 1.33ft, LDF = 1.000 Actual Allowable Moment 107.816 k -ft 129.800 k -ft fb : Bending Stress 27.411 ksi 33.000 ksi fb / Fb 0.831 : 1 Shear fv : Shear Stress fv / Fv 44.466 k 10.182 ksi 0.509 : 1 87.340 k 20.000 ksi Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length /(DL +LL Defl) -0.461 in 849.8 : 1 429.5 : 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only A Center CcD. Center t5 Cants @ Cants Max. M + 107.82 k -ft 50.64 107.82 k -ft Max. M - k -ft Max. M @ Left k-ft Max. M @ Right k -ft Shear @ Left 44.47 k Shear @ Right 16.59 k Center Defl. -0.461 in Left Cant Defl 0.000 in Right Cant Defl 0.000 in ...Query Defl @ 0.000 ft 16.49 10.91 44.47 16.59 k k -0.233 -0.461 -0.461 0.000 0.000 In 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 In 0.000 0.000 0.000 0.000 0.000 In Reaction @ Left 44.47 16.49 44.47 44.47 k Reaction @ Rt 16.59 10.91 16.59 16.59 k Fa calc'd per Eq. E2 -1, K*Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy 295 Fidelity Tukwila, WA PKJB No 09047 Title : 295 Fidelity Dsgnr: Phillip Van Heyninge Date: 1:36PM, 28 JAN 10 Description : Remodel of existing warehouse Job # 09047 Scope : t-A5 Rev: 580007 User. KW-0606898 Vet 5.8.0, 1- Nov -2008 _ (c)1983 -2008 ENEI�CALC Engineering Software Steel Beam Design Description Mezzanine - New Steel Beam - East Edge Page 2 295 fldelity.ecwMeaanine Framing [Section Properties W16X31 Depth Web Thick Width Flange Thick Area Rt 15.880 in 0.275 In 5.525 In 0.440 in 9.12 in2 Weight Ixx Iyy Sr( Syy 1.390 in R -xx Values for LRFD Design.... R-yy J 0.460 in4 Zx Cw 739.00 in6 Zy K 30.98 # /ft 375.000 in4 12.400 in4 47.200 in3 4.490 in3 6.410 in 1.170 in 54.000 in3 7.030 in3 0.842 in L `le uz 4u ?L CQxZ` M xl� W.1 (2) g `'cli K (9" 114i' G A . . 11. I W 24 XC7 Co e C t7) CreNfoNT) ILAN bum,. / `/4 Page 1 295 fidelity.ecur.Mezzenina Framing Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 1 295 Fidelity Tukwila, WA PKJB 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 10:42AM, 8 FEB 10 Description : Remodel of existing warehouse Scope : 1 Rev. 580004 User. KW- 0808898, Ver 5.8.0, 1-Nov-2008 _ (c)1983 -2008 ENERCALC Engineering Software General Timber Beam Description Mezzanine - New shorter Glulam Beam Grid D General Information Section Name 8.75x15 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 6.750 In 15.000 In GluLam 1.000 Pin -Pin 35.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksl 14.00 ft Lu ft Lu ft Lu 2.00 ft 0.00 ft 0.00 ft [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 300.00 #/ft #/ft #/ft LL LL LL 1,000.00 #/ft #/ft #/ft Span= 14.00ft, Beam Width = 6.7501n x Depth = 15.1n, Ends are Pin -Pin Max Stress Ratio 0.648 1 Maximum Moment 32.5 k -ft Allowable 50.1 k -ft Max. Positive Moment 32.45 k -ft at 7.000 ft Max. Negative Moment 0.00 k -ft at 0.000 ft Max © Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 50.06 Reactions... fb 1,538.51 psi fv 113.19 psi Left DL Fb 2,373.43 psi Fv 240.00 psi Right DL Beam Design OK Maximum Shear * 1.5 11.5 k Allowable 24.3 k Shear: @ Left 9.27k @ Right 9.27 k Camber: © Left 0.000ln © Center 0.123 in © Right 0.000 in 2.27 k Max 9.27 k 2.27 k Max 9.27 k Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 " @ Center @ Left © Right Dead Load -0.082 In 7.000 ft 2,046.1 D.L. Defl) ... 0.123 in 0.000 in 0.000 in otal Load -0.335 in 7.000 ft 501.43 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length /Defl Dead Load Total Load 0.000 In 0.000 In 0.0 0.0 0.000 In 0.000 In 0.0 0.0 Stress Calcs Bending Analysis Ck 22.210 Cv 0.991 @ Center @ Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 4.118 ft 4.034 Max Moment 32.45 k -ft 0.00 k -ft 0.00 k -ft © Left Support 11.46 k 47.752 In2 240.00 psi 9.27 k 9.27 k Sxx 253.125 in3 Area CI 0.998 Sxx Req'd 164.08 In3 0.00 in3 0.00 in3 @ Right Support 11.46 k 47.752 in2 240.00 psi Bearing Length Req'd Bearing Length Req'd 101.250 in2 Allowable fb 2,373.43 psi 2,377.76 psi 2,377.76 psi 2.113 In 2.113 In 295 Fidelity Tukwila, WA PKJB 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 10:42AM, 8 FEB 10 Description : Remodel of existing warehouse Scope : I " ' Rev: 580004 Use KW-0606898, Ver 5.8.0, 1 -Nov -2006 (c)1983 -2008 ENERCALC Engineering Software General Timber Beam Description Mezzanine - New shorter Glulam Beam Grid D Page 2 295 fidelity.ecw.Meuanlne Framing Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 9.27 k 0.00 k 0.00 k Deflection 0.0000 In 0.0000 In 0.0000 in 295 Fidelity Tukwila, WA PKJB 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 10:42AM, 8 FEB 10 Description : Remodel of existing warehouse Scope: Rev: 580007 User. KW-0805898, Ver 5.8.0, 1 -Nov -2008 Steel Beam Design (c)1983 -2008 ENERCALC Engineering Software Description Mezzanine - New Steel Beam - Grid E and F Mq Page 1 295 fidellty.ecw..Meuanine Framing General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W24X68 Center Span Left Cant. Right Cant Lu : Unbraced Length 39.00 ft 0.00 ft 0.00 ft 2.00 ft Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together Fy 50.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Distributed Loads Note! Short Term Loads Are WIND Loads. DL LL ST Start Location End Location Summary #1 0.750 0.900 #2 #3 #4 #5 #8 #7 k/ft k/ft k/ft ft ft Using: W24X68 section, Span = 39. End Fixity = Pinned- Pinned, Lu = 2 Moment fb : Bending Stress fb / Fb Shear fv : Shear Stress fv1Fv 00ft, Fy = 50.0ksi .00ft, LDF = 1.000 Actual Allowable 326.687 k -ft 423.500 k -ft 25.456 ksl 33.000 ksi 0.771 : 1 33.506 k 3.402 ksl 0.170 : 1 196.959 k 20.000 ksl Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length /(DL +LL Defl) -1.685 in 583.1 : 1 277.7 : 1 Force & Stress Summary 1 Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt Maximum 326.69 k -ft 33.51 k 33.51 k -1.685 In 0.000In 0.000 In 0.000 ft « -- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Onlv Co)_ Center (i Center Cd) Cants Cc0 Cants 155.57 326.69 k -ft k -ft k -ft k -ft 15.96 33.51 k 15.96 33.51 k -0.803 0.000 0.000 0.000 33.51 15.96 33.51 15.96 Fa calc'd per Eq. E2 -1, K *L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy -1.685 0.000 0.000 0.000 33.51 33.51 -1.685 0.000 0.000 0.000 33.51 33.51 0.000 0.000 0.000 0.000 0.000 In 0.000 In 0.000 In 0.000 In k k 295 Fidelity Tukwila, WA PKJB 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 10:42AM, 8 FEB 10 Description : Remodel of existing warehouse Scope : Mir Rev. 580007 User. KW-0606898, Ver 5.8.0, 1- Nov -2008 _ (c)198 -2008 ENERCALC Engineering Software Steel Beam Design Page 2 295 fidelity.ecw.Meuanine Framing Description Mezzanine - New Steel Beam - Grid E and F Section Properties W24X68 1 Depth Web Thick Width Flange Thick Area Rt 23.730 in 0.415 in 8.965 in 0.585 In 20.10 1n2 2.260 In Values for LRFD Design.... J 1.870 1n4 Cw 9,430.00 In6 Weight Ixx Iyy Sxx Syy R -xx R -yy Zx Zy K 68.27 # /ft 1,830.000 in4 70.400 ln4 154.000 in3 15.700 in3 9.550 In 1.870 In 177.000 in3 24.500 1n3 1.090 in 295 Fidelity Tukwila, WA PKJB 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 10:42AM, 8 FEB 10 Description : Remodel of existing warehouse Scope: Rev. 580004 User. KW-0808898 Ver 5.8.0, 1- Nov -2008 (e)1983 -2008 ENEACALC Engineering Software General Timber Beam Page 1 295 Bdelity.ecw.Menanine Framing Description Mezzanine - Perimeter Beams at North Edge General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name PrIIm: 3.6x16.0 Beam Width 3.500 in Beam Depth 16.000 in Member Type Manuf /So.Pine Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 1.000 Pin -Pin 35.000 poi Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 24.00 ft Lu ft Lu ft Lu MicroLam 2.0E E 2,925.0 psi 285.0 psi 750.0 psi 2,000.0 ksi 2.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 200.00 #/ft #/ft #/ft LL LL LL 200.00 #/ft #/ft #/ft Span= 24.00ft, Beam Width = 3.500in x Depth = 16.in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,393.03 psi Fb 2,898.68 psi 0.826 : 1 29.78 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 36.07 fv 119.12 psi Fv 285.00 psi 29.8 k -ft 36.1 k -ft at 12.000 ft at 24.000 ft Maximum Shear * 1.5 Allowable Shear: @ Left @ Right Camber: @ Left @ Center @ Right Reactions... Left DL Right DL 2.56 k 2.56 k Max Max Beam Design OK 6.7 k 16.0 k 4.96 k 4.96 k 0.000 in 1.001 In 0.000 in 4.96 k 4.96 k Deflections Center Span... Dead Load Deflection -0.667 In ...Location 12.000 ft ...Length/Defl 431.5 Camber ( using 1.6 " D.L. Defl) ... @ Center 1.001 in @ Left 0.000 in @ Right 0.000 in Total Load -1.292 in 12.000 ft 222.87 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Stress Calcs Bending Analysis Ck 21.207 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 4.118 ft 8.036 Max Moment 29.78 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 6.67 k 23.406 in2 285.00 psi 4.96 k 4.96 k Sxx 149.3331n3 Area 56.000 in2 CI 0.991 Sxx Reci'd 123.28 in3 0.00 in3 0.00 in3 @ Right Support 6.67 k 23.406 in2 285.00 psi Allowable fb 2,898.68 psi 2,925.00 psi 2,925.00 psi Bearing Length Req'd 1.891 in Bearing Length Req'd 1.891 In 295 Fidelity Tukwila, WA PKJB 09047 Rev: 580004 User. KW-0606898, Ver 5.8.0, 1 -Nov -2008 (c)1983 -2006 ENERCALC Engineering Software Title : 295 Fidelity Dsgnr: Phillip Van Heyninge Date: 10:42AM, 8 FEB 10 Description : Remodel of existing warehouse Job* 09047 Scope: General Timber Beam Description Mezzanine - Perimeter Beams at North Edge Page 2 295 gdelity.ecwMeuanine Framing Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 4.96 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 In 0.0000 In 1 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 295 Fidelity Tukwila, WA PKJB 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 10:42AM, 8 FEB 10 Description : Remodel of existing warehouse Scope : Ivx Rev: 580007 User. KW -0806898 Ver 5.8.0, 1-Nov-2006 (c)1983 -2008 ENEI'tCALC Engineering Software Steel Beam Design Page 1 295 fldelity.ear.Meaanine Framing Description Mezzanine - New Steel Beam - spanning entry fin walls General Information Steel Section : W16X40 Center Span Left Cant. Right Cant Lu : Unbraced Length 13.00 ft 0.00 ft 0.00 ft 10.00 ft Pinned- Pinned Bm Wt. Added to Loads LL & ST Act Together Fy 50.00 ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0ksi Distributed Loads Notel Short Term Loads Are WIND Loads. DL LL ST Start Location End Location #1 0.150 0.150 #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Point Loads Notel Short Term Loads Are WIND Loads. Dead Load Live Load Short Term Location #1 #2 #3 #4 #5 #6 #7 14.750 k 14.750 k k ft 1.750 Summary Using: W16X40 section, Span = 13.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 10.00ft, LDF = 1.000 Actual Allowable Moment 47.981 k -ft 141.423 k -ft fb : Bending Stress 8.899 ksi 26.230 ksi fb / Fb 0.339 : 1 Shear fv : Shear Stress fv1Fv 27.739 k 5.681 ksi 0.284 : 1 97.661 k 20.000 ksi Beam OK Static Load Case Governs Stress Max. Deflection Length /DL Defl Length /(DL +LL Defl) -0.077 in 3,970.4 : 1 2,028.8 : 1 Force & Stress Summary <c- These columns are Dead + Live Load placed as noted - -» DL LL LL+ST LL LL +ST Maximum Onlv fa Center Cil Center O. Cants @ Cants Max. M + 47.98 k -ft 24.19 47.98 Max.M - Max. M @ Left Max. M @ Right Shear @ Left 27.74 k 14.00 27.74 Shear @ Right 6.18 k 3.22 6.18 Center Defl. - 0.0771n -0.039 -0.077 -0.077 0.000 0.000 In Left Cant Defl 0.000In 0.000 0.000 0.000 0.000 0.000 In Right Cant Defl 0.000 In 0.000 0.000 0.000 0.000 0.000 In ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 In k -ft k -ft k -ft k -ft k k Reaction @ Left 27.74 14.00 27.74 27.74 k Reaction @ Rt 6.18 3.22 6.18 6.18 k Fa calc'd per Eq. E2 -2, K'Ur> Cc I Beam, Major Axis, (102,000' Cb / Fy)^.5 <= UrT <= (510,000 Cb / Fy)^.5 , Fb per Eq. F1 -6 Page 2 i 295 Odelity.ecwMeuanlne Framing r 295 Fidelity Tukwila, WA PKJB 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 10:42AM, 8 FEB 10 Description : Remodel of existing warehouse Scope : i4 Rev: 580007 User. KW-0808898 Ver 5.8.0, 1-Nov -2006 _(c)1983 -2006 ENEI}CALC Engineering Software Steel Beam Design Description Mezzanine - New Steel Beam - spanning entry fin walls Section Properties W16X40 Depth Web Thick Width Flange Thick Area Rt 16.010 In Welght 0.305 in iv( 6.9951n lyy 0.505 In Sxx 11.801n2 Syy 1.820 In R -xx Values for LRFD Design.... R-yy J 0.790 1n4 Zx Cw 1,740.001n6 Zy K 40.08 #/ft 518.000 ln4 28.900 In4 64.700 in3 8.250 in3 6.630 In 1.570 in 73.000 in3 12.700 in3 0.907 In 295 Fidelity Building February 6, 2010 Entrance Canopy Design & Details Co Pe 3', x 131h_ Z4t- -V4 csk S t /ZX L4 ?SL_ Z9 S 'Fi nr u ri C2 • H u C4� x � teuws (Z) *4 /1 N Br-AVV, COPY .L_ErG,i t 1ELEVAT� o J &acc4 PLATE 4 x x a' -c: a5inr Pis x4xa‘4" Pic 1 Lam- q_x '` 0,_41 Prk p&c 24`k NSA-% 3/4A 6k LVL I 1N Vr uzb L—LAS 28 'Za S C,Pfva PT Zaxar _ sIfr,1 SC44 LSTA 24 �O 24" °C., LY(..lOvtN iu — Z C."Dx F� I.`F(..rcrw� ALL_ 7'7 73 S L-oCJ ' V■i( Fuu AEP74 731-<)0(--_c_. la• MAILS Co 411 U C j}(_ DC,ES.. X7c8 81-004_ Q 24443c LFa 2.8 htiNcALS by Weyerhaeuser TJ -Beam® 8.35 Serial Number. Use 2 211201012:08:40 PM Page 1 Engine Version: 8.35.0 Fascia Board LVL at Canopy Perimeter 1 314" x 14" 1.9E Microllam® LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0112 Roof Slope0112 Ali dimensions are horizontal. Overall Dimension: 15' 1 S r , 2 Y' 6 12 b Product Diagram is ConceptuaL LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 6' Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Width Length 3.50" 2.67" 3.50" 2.67" Vertical Reactions (Ibs) Detail Live /Dead /Uplift/Total 1215 /774/0/1989 1215/774/0/1989 -See iLevel® Specifier's/Builder's Guide for detail(s): R1: Blocking PESIGN CONTROLS: Maximum Shear (Ibs) 1459 Moment (Ft -Lbs) 3833 Live Load Defl (in) Total Load Defl (in) Design -1135 3833 0.089 0.141 Control 5353 13949 0.390 0.585 Other R1: Blocking 1 Ply 1 3/4" x 14" 1.9E Microllam® LVL R1: Blocking 1 Ply 1 3/4" x 14" 1.9E Microllam® LVL Result Passed (21 %) Passed (27 %) Passed (L/999+) Passed (L/998) Location Rt. end Span 1 under Snow ADJACENT span loading MID Span 1 under Snow ALTERNATE span loading MID Span 1 under Snow ALTERNATE span loading MID Span 1 under Snow ALTERNATE span loading - Deflection Criteria: STANDARD(LL:U360,TL:U240). Additional checks follow. -Left Overhang:(LL:0.200 ", TL:2U240). -Right Overhang:(LL:0.200 ", TL:2U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 13' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate and adjacent member pattem loading. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT( The analysis presented is output from software developed by iLevel ®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, Input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR (Level® PRODUCTS ONLY( PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Distribution product listed above. PROJECT INFORMATION: 295 Fidelity Tukwila, wa Copyright O 2009 by iLevel ®, Federal Way, WA. Microllam® is a registered trademark of iLevel:. OPERATOR INFORMATION: Phillip Van Heyningen PKJB 112 Olds Station Road, Suite B Wenatchee, WA 98801 Phone : 509 664 -5181 Fax : 509 665 -8750 philv©pkjb.com • by Weyerhaeuser TJ -Beam® 8.35 Serial Number. User. 2 2/1/2010 12:08:40 PM Page 2 Engine Version: 6.35.0 Fascia Board LVL at Canopy Perimeter 1 3/4" x 14" 1.9E Microllam® LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 2' 1.75" " 11' 8.50" ^ 2' 1.75" Max. Vertical Reaction Total (lbs) 1989 1989 Max. Vertical Reaction Live (lbs) 1215 1215 Required Bearing Length in 2.67(W) 2.67(W) Max. Unbraced Length (in) 192 192 167 192 192 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) -81 439 -439 81 Max Shear at Support (lbs) -208 566 -566 208 Member Reaction (lbs) 774 774 Support Reaction (lbs) 774 774 Moment (Ft -Lbs) 0 -223 1435 -223 0 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) -206 1121 -1121 206 Max Shear at Support (lbs) -530 1445 -1445 530 Member Reaction (lbs) 1974 1974 Support Reaction (lbs) 1974 1974 Moment (Ft -Lbs) 0 -568 3660 -568 0 Live Deflection (in) -0.038 0.081 -0.038 Total Deflection (in) -0.063 0.133 -0.063 ALTERNATE span loading on odd # spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) -206 780 -780 206 Max Shear at Support (lbs) -530 1006 -1006 530 Member Reaction (lbs) 1535 1535 Support Reaction (lbs) 1535 1535 Moment (Ft -Lbs) 0 -568 2375 -568 0 Live Deflection (in) -0.014 0.033 -0.014 Total Deflection (in) -0.038 0.085 -0.038 ALTERNATE span loading on even # spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) -143 1121 -1121 143 Max Shear at Support (lbs) -369 1445 -1445 369 Member Reaction (lbs) 1813 1813 Support Reaction (lbs) 1813 1813 Moment (Ft -Lbs) 0 -395 3833 -395 0 Live Deflection (in) -0.044 0.089 -0.044 Total Deflection (in) -0.068 0.141 -0.068 PROJECT INFORMATION: OPERATOR INFORMATION: 295 Fidelity Phillip Van Heyningen Tukwila, wa PKJB 112 Olds Station Road, Suite B Wenatchee, WA 98801 Phone : 509 664 -5181 Fax : 509 665 -8750 phily @pkjb.com Copyright 0 2009 by iLevel ®, Federal Way, WA. Microllam® is a registered trademark of iLevel ®. by Weyerhaeuser TJ -Beam® 6.35 Serial Number. User. 2 2/1120101208:40 PM Page 3 Engine Version: 8.35.0 Fascia Board LVL at Canopy Perimeter 1 3/4" x 14" 1.9E Microllam® LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support # 1, LDF = 1.15, 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) -206 1135 -1106 143 Max Shear at Support (lbs) -530 1459 -1430 369 Member Reaction (lbs) 1989 1798 Support Reaction (lbs) 1989 1798 Moment (Ft -Lbs) 0 -568 3747 -395 0 Live Deflection (in) -0.040 0.085 -0.042 Total Deflection (in) -0.064 0.137 -0.067 ADJACENT span loading over support # 2, LDF = 1.15, 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) -143 1106 -1135 206 Max Shear at Support (lbs) -369 1430 -1459 530 Member Reaction (lbs) 1798 1989 Support Reaction (lbs) 1798 1989 Moment (Ft -Lbs) 0 -395 3747 -568 0 Live Deflection (in) -0.042 0.085 -0.040 Total Deflection (in) -0.067 0.137 -0.064 PROJECT INFORMATION: OPERATOR INFORMATION: 295 Fidelity Phillip Van Heyningen Tukwila, wa PKJB 112 Olds Station Road, Suite B Wenatchee, WA 98801 Phone : 509 664 -5181 Fax : 509 665 -8750 phily @pkjb.com Copyright ® 2009 by iLevel ®, Federal Way, WA. Microllam® is a registered trademark of iLevel ®. by Weyerhaeuser TJ- Beam® 8.35 Serial Number: User. 2 2/1/201012:12:48 PM Page 1 Engine Version: 8.35.0 Canopy Side Beams 3 118" x 12" Glulam (24F - V4 DF) THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0112 Root Slope0112 All dimensions are horizontal. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 2' Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(Ibs) Snow(1.15) 1215 774 11' - SUPPORTS; Overall Dimension: 11' 2._j Product Diagram Is ConceptuaL COI Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Pocket In masonry wall 3.50" 1.50" -201 / -25 / -227 / -227 By Others None 2 Steel column 3.50" 1.52" 1853 / 1229 / 0 / 3082 By Others None -See (Level® Specifier's /Builder's Guide for detail(s): By Others DESIGN CONTROLS: Maximum Design Control Result Location Shear (lbs) 2180 2078 6900 Passed (30 %) Right OH under Snow loading Moment (Ft -Lbs) -4473 -4473 13297 Passed (34 %) Right OH under Snow ALTERNATE span loading Live Load Defl (in) 0.042 0.200 Passed (2U999 +) Right OH under Snow ALTERNATE span loading Total Load Defl (in) 0.066 0.215 Passed (2L/783) Right OH under Snow ALTERNATE span loading - Deflection Criteria: STANDARD(LL:U360,TL:U240). Additional checks follow. -Right Overhang:(LL:0.200 ", TL:2U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 11' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattem loading. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT( The analysis presented is output from software developed by iLevel ®. iLevel® warrants the sizing of its products by this software will be accomplished In accordance with current code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. - PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the (Level® Distribution product listed above. -The analysis presented is appropriate for Glulam beams. PROJECT INFORMATION: OPERATOR INFORMATION: 295 Fidelity Phillip Van Heyningen Tukwila, wa PKJB 112 Olds Station Road, Suite B Wenatchee, WA 98801 Phone : 509 664 -5181 Fax : 509 665 -8750 phily @pkjb.com Copyright C 2009 by iLevel ®, Federal Way, WA. TJ -Beam® is a registered trademark of iLevel®. C: \Documents and Settings \Phillip\My Documents \Engineering \09047 @ 295 Fidelity \Canopy Edge Beams.sms by Weyerhaeuser TJ -Beem® 6.35 Serial Number. User. 2 2/1/201012:12:46 PM Page 2 Engine Version: 6.35.0 Canopy Side Beams 3 1/8" x 12" Glulam (24F - V4 DF) THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 8' 8.25" " 2' 1.75" Max. Vertical Reaction Total (lbs) -227 3082 Max. Vertical Reaction Live (lbs) -201 1853 Required Bearing Length in 1.50(W) 1.52(S) Max. Unbraced Length (in) 132 132 132 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) -76 -327 813 Max Shear at Support (lbs) -32 -371 858 Member Reaction (lbs) -32 1229 Support Reaction (lbs) -25 1229 Moment (Ft -Lbs) N/A -1751 0 Loading on all spans, LDF = 1.15 Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) , 1.0 Dead + 1.0 Floor + 1.0 Snow -228 -800 2078 -128 -902 2180 -128 3082 - 113 3082 N/A -4473 0 - 0.021 0.039 - 0.033 0.063 ALTERNATE span loading on odd # spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) -71 -643 1446 Max Shear at Support (lbs) 29 -745 1519 Member Reaction (lbs) 29 2264 Support Reaction (lbs) 44 2264 Moment (Ft -Lbs) 5 -3112 0 Live Deflection (in) -0.007 0.016 Total Deflection (in) -0.019 0.040 ALTERNATE span loading on even Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION; 295 Fidelity Tukwila, wa # spans, LDF = 1.15 , 1.0 Dead -309 -720 2078 -236 -793 2180 - 236 2974 - 227 2974 N/A -4473 0 -0.024 0.042 - 0.036 0.066 + 1.0 Floor + 1.0 Snow OPERATOR INFORMATION; Phillip Van Heyningen PKJB 112 Olds Station Road, Suite B Wenatchee, WA 98801 Phone : 509 664 -5181 Fax : 509 665 -8750 phily @pkjb.com Copyright C 2009 by SLevel®, Federal Way, WA. TJ -Beam® is a registered trademark of iLevel ®. C: \Documents and Settings \Phillip \My Documents \Engineering \09047 @ 295 Fidelity \Canopy Edge Beams.ems cos 295 Fidelity Building February 6, 2010 Wall Design — CMU (Masonry) 295 Fidelity Tukwila, WA PKJB 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 10:45AM, 8 FEB Description : Remodel of existing warehouse Scope: Rev: 580001 User. KW-0808898 Ver 5.8.0, 1 -Nov -2008 (c)1983 -2008 ENEACALC Engineering Software Slender Masonry Wall Page 1 295 fide8ty.ecw.Masonry Wall Description Plain wall General Information Calculations are designed to 97- UBC /03- IBC /03 -NFPA Requirements Wall Height Thickness Rebar Size Rebar Spacing Rebar Location Grouted Cells w/ Bars Only 26.00 ft 8.0 in 5 24 In Center fm fy Wall Wt Multiplier Medium Weight Block Fr = 2.5 • (fm) ^.5 Seismic Factor 1,500.0 psi 60,000.0 psi 1.00 2.50 0.270 Loads Vertical Loads... Uniform Eccentric Load... Dead Load Live Load Eccentricity Roof Concentric Load... Dead Load Live Load Roof Summary 50.00 #/ft 100.00 #/ft 2.00 In 0.00 #/ft 0.00 #/ft Wind Load (full height) Lateral Loads... Point Load @ height Seismic Distributed Load Dist. to Top Dist. to Bottom Seismic 16.00 psf 0.00 Ibs 0.00 ft 0.00 #/ft 0.00 ft 0.00 ft Wall Design OK 26.00ft high, 8.00in thick w/ #5 bars at 24.00in on center at , MedWt Block fm = 1,500.0psi, Fy = 60,000.0psi, Special Inspection Req'd, Grout @ Rebar Only Factored Load Bending : Seismic Load Governs Service Load Deflection : Wind Load Govems Maximum Iterated Moment : Mu 25,843.87 in-# Maximum Iterated Deflection 1.983 in Moment Capacity 28,227.09 in4 Deflection Limit 2.184 In Mn • Phi : Moment Capacity Mu: (0.90 +1.0E),(1.2D +1.3W +f1 •L +.5Lr) Mu: (1.2D+f1 •L +1.0E),(1.20 +1.6Lr +.8W) Overstress Precentage Allow Deflection: 0.007 • Height Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 • Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 • fm Seismic 28,227.1 in-# 25,843.9 in-# 25,843.9 in4 0.00 2.184 in 1.894 in 164.7 0.0034 0.0053 12.88psi 60.00psi Wind 28,227.1 in4 24,688.3 in-# 14,660.3 in-# 0.00 2.184 in 1.983 in 157.4 0.0034 0.0053 12.88 psi 60.00 psi P -Delta Analysis Factored Load Analysis Basic Moment without P -Delta Basic Deflection without P -Delta Moment In excess of Cracking Moment Max. Iterated Wall Deflection Max. Iterated Wall Moment Service Load Analysis Basic Moment without P -Delta Basic Deflection without P -Delta Moment in excess of Cracking Moment Max. Iterated Wall Deflection Max. Iterated Wall Moment Seismic 22,290.94 in4 2.93 in 12,830.44 in-# 3.68 in 25,843.87 in-# Seismic 15,929.24 in-# 1.57 in 6,468.75 in-# 1.89 In 17,452.02 in-# Wind 21,201.19 in-# 2.69 in 11,740.70 in4 3.44 in 24,688.33 in-# Wind 16,273.99 in-# 1.64 in 6,813.50 in4 1.98 in 17,868.06 in-# Page 2 295 fidelity.ecw:Masonry Wall 295 Fidelity Tukwila, WA PKJB 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 10:45AM, 8 F Description : Remodel of existing warehouse Scope : Rev: 580001 User. KW- 0806898, Ver 5.8.0, 1- Nov -2006 _(c)1983.2008 ENERCALC Engineering Software Slender Masonry Wall Description Plain wall Load Summary Vertical Load Summary... DL © Max. Mom Loc. LL @ Max. Mom Loc. 0.9 * Dead Load 1.05 • Dead Load 1.275 • Live Load Wall Weight Wall Weight • Seismic Factor [Analysis Values Phi Equivalent Solid Thickness Gross Area A -steel As - Percent As- Effective = (Pu + As • Fy) / Fy As -eff : Wind As -eff : Seismic 'a' : Compression Block 'a' : Wind 'a' : Seismic 804.00 Ibs 0.00 lbs 723.60 lbs 844.20 Ibs 0.00 Ibs 58.00 psf 21.92 psf 0.80 5.20 In 62.40 in 0.16 In2 0.0034 0.169 in2 0.169 in2 0.66 in 0.66 in Lateral Load Summary... 1.3 *Wind Load 1.7 "Wind Load Seismic Factor • Wall Wt. 1.43 • Seismic Weight 1.87 • Seismic Weight Rebar "d" Distance 20.80 psf 27.20 psf 21.92 psf 31.35 psf 41.00 psf 3.81 in Mn = Phi • As -eff • Fy • (d -a /2) Wind Seismic Em= 900*Pm n = 29E6 / Em Fr = 2.5 • (Pm) ^.5 Sgross Mcracking = Sgross • Fr I -Gross I- Cracked - Wind I- Cracked - Seismic Phi: Wind Phi: Seismic 28,227.09 in-# 28,227.09 in-# 1350000.00 psi 21.48 96.82 ps 97.71 in 9,460.49 in 372.51 in4 35.24 in4 35.24 in4 0.800 0.800 1 _3) -15.6 -15.68 psfD psf 2.18:OG-psf► • —► Seismic Load Wind Load 26.00 ft Fy = 60000.psi Pm = 1500.ps1 5 Using: fit © 24.In Thick = 8.1n MASONRY SLENDER WALL PER IBC -2006, MSJC -05, SECTION 3.9.5 Ver52003 Compressive strength, fm = Yield strength of rebars, fy = Wind Load, W = Seismic Load QE= Fp= Design response spectral, Sos = Wall unsupported height, h = Parapet Height, p = Eccentric, e = Design width, b = Effective thickness, t = Design, d = Weight of the wall, Wu = Reduction factor, 4) = Tributary Dead Load, D = Tributary Live Load, L = Vertical Rebars Spacing = Horizontal rebars Spacing = Wt of the wall © mid height Pw = Factored load from trib Floor /Roof , Pur = Factored weight of wall © mid Ht, Puw = Factored axial load, Pu = Max Pu/Au = Factored distributed lateral load, wu= Ae= Ass = 8= c= Nominal strength, Me = I== Modulus of Rupture fr = la = Ma = deflection a„ (10times) Sa = Applied ultimate strength, Mu = Mu <Mer,8.= Mcr <Mu <M,8u= �Mn M„ obtained by Iteration of Strength check Deflection at service Toad Unfactored lateral load, w = Unfactored Load from trib floor /roof, Pr = Pw = P= Aee= a= c= I == Ms = M.< M„.8.= MW <Ms <Mn, fie= Allowable, A = Check total reinforcement Vertical reinforcement = Horizontal reinforcement = Total = 1500 psi 60000 psi 16 psf 0.27 W1, - 0.93 g 25.333 ft -- oft 0 in 12 In 7.63 In 3.81 In 72 psf 0.9 MSJC 3.1.4.1 100 pif 100 pif #5 24 In #5 48 In 912 Ibs Puw +Pur 15.9 5 0.02fm, OK E= QE t 0.2SosD =QE± 0.19D Load Combination, IBC 1605.2.1 U = 1.20 D + 1.6L U= 1.20 D +0.5L +1.6W U= 1.39 D +0.5L +1.QE U= 0.90 D +1.6W U= 0.71 D +1.QE 0.155 sq.in (Pu +Ae.fy) /fy (P „ +A,.fy) /(0.8.fm.b) a/0.8 (Aefy+ Pu)(d - a/2) n.Aee. (d- c)2 +bc3 /3 84.0 psi, per T- 3.1.7.2.1 b.t3/12 (fr.I9) /0,5.t (5. Mer. h2)/(48. Em• Io) h/t= n= Em = 39.8 27.6 700 fm 12.4.2.3 (16-3) (16-4) (16-5) (16-6) (16-7) For clay masonry = 1,050,000 psi MSJC 1.8.2 fr = 84.0 psi, per T- 3.1.8.2.1 Load Combination For Strength Design: (16 -3) (16-4) (16 -5) 280.0 170.0 188.6 1094.4 1094.4 1264.4 (3 -25) 1374.4 1284.4 1453.0 (3 -23) 15.0 13.8 15.9 25.8 19.2 = 0.18 0.18 0.18 (3 -28) = 0.74 0.73 0.75 3.3.2(g) = 0.93 0.92 0.93 (3 -27) = 36,713 36,375 36,954 = 44.03 43.78 44.21 = 84 84 84 = 444 444 444 3.3.5.4 = 9,780 9,780 9,780 0.20 0.20 0.20 wu.h2 /8 +Puc ° /2 +Pu.bu (3 -24) _ (5.Mu.h2) /(48.Em.Ie) 8cr +5.(Mu-Mcr)h2 /(48.Em.Icr) _ shall not be less than Mu 881n = (1)Mn > Mu (3 -26) Load combination = Pr +Pw (P +A,.fy) /fy Ase•fy/(0.8.fm.b) a/0.8 n.Aee.(d- c)2 +bc3 /3 w, h2 /8 +Pr.e /2 +(Pr +Pw).8e (5. Ms. h2) /(48. Em• la) 6c, +5.(M; Mcr)h2 /(48.Em.lcr) .007(h) 0.0017 Au 0.0008 A9 0.0025 Au 0 30,343 22,618 0.00 N/A N/A N/A 4.61 2.86 33,042 32,738 33,259 OK OK OK D + L + (W or 0.7E) (16 -15) Seismic Wind 13.4 16.0 200.0 200.0 912.0 912.0 = 1,112.0 1,112.0 0.17 0.17 0.72 0.72 0.90 0.90 = 43.43 43.43 = 14,178 17,420 (3 -30) = N/A N/A (3 -31) = 1.13 1.81 (3 -29) = 2.13 2.13 OK OK pif Ibs Ibs Ibs In2 In In In4 lb-In Inch Inch Inch (16-6) (16-7) 90.0 71.4 lbs 820.8 650.8 lbs 910.8 722.2 lbs 9.9 7.9 psi 25.6 19.2 pif 0.17 0.17 sq.in 0.71 0.70 Inch 0.89 0.87 inch 35,283 34,697 Ib-In 42.98 42.51 hit 84 84 psi 444 4441n4 9,780 9,760 Ib-In 0.20 0.20 In 28,458 20,229 lb-in N/A N/A Inch 4.19 2.48 Inch 31,755 31,227 Ib-In OK OK 295 Fidelity Tukwila, WA PKJB 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 10:44AM, 8 F Description : Remodel of existing warehouse Scope: Rev: 580001 User. KW -0606898, Ver 5.8.0, 1-Nov -2008 (e)1983 -2008 ENERCALC Engineering Software Masonry Lintel Design Page 1 296 fldelity.ecw:Masonry Well Description Long Lintel Grid E.2 to G General Information Code Ref: ACI 530 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 fm Fs Em =fm* Special Inspection Seismic Factor Wall Wt Mutt. Block Type 1,500.0 psi 24,000.0 psi 900.00 0.270 1.000 Medium Wt Clear Span Lintel Depth Thickness End Fixity Bar Spacing 36.00 ft 8.00 ft 8.00 In Fix -Fix 3.000 In Rebar Size # Bars E/F Top Clear Btm Clear # Bar Sets Load Duration Factor Live Loads Not Included with Wind /Seismic 6 2 7.000 In 4.0001n 4 1.330 Applied Loads Wind Load 18.00 psf _Moments & Shears Vertical Loads DL Only DL + LL DL + Wind / Seismic + (LL) Lateral Loads Wind Seismic Equiv. Solid Thick Summary Moment Actual Allowable 67.39 293.74 k -ft 67.39 293.74 k -ft 390.68 k -ft 15.55 18.20 7.600 in Wall Wt 22.37 k -ft 22.37 k -ft 78.00 psf Shear Ac ual Allowable 17.65 38.73 psi 17.65 38.73 psi 51.51 psi 5.48 6.41 E 1350,000.0 psi 51.51 psi 51.51 psi n 21.4815 Span= 36.00ft, Depth= Using 4 bar sets of 2- #6 Combined Stress Ratios DL + LL DL + Wind (+ LL) DL + Seismic (+ LL) Combined Stress Results... DL + LL DL + Wind (+ LL) DL + Seismic (+ LL) 8.ft, Thick= 8.00inMedium Weight Block, Special Inspection bars spaced 3.000in apart, Ends are Fix -Fix (shear governs) (bending governs) (bending governs) fb /Fb fv /Fv fb /Fb fv /Fv fb /Fb fv /Fv Vertical 0.2294 0.4558 0.1725 0.3427 0.1725 0.3427 Lintel OK 0.4558 . 1.00 0.8678 ' 1.00 0.9860 I 1.00 Lateral : Combined 0.2294 : 1.00 0.4558 : 1.00 0.6953 0.8678 : 1.00 0.1064 0.4491 : 1.00 0.8135 0.9860 1.00 0.1245 0.4672 : 1.00 Design Values Vertical Strength As k:(np ^2 +2np) ^.5 -np np J =1 -k/3 M:mas =Fb k J b d ^2/2 * LDF M:StI= FsAsjd Lateral Strength As k:(np^2 +2np) ^.5 -np np i =1-k/3 M:mas =Fb k j b d ^2/2 * LDF M:StI = Fs *As *j *d *LDF 1.7600 in2 0.28 0.0539 0.907 336.64 k -ft 293.74 k -ft 1.76 in2 0.31 0.07 0.90 22.37 k -ft 23.06 k -ft Allowable Stresses Masonry Fb... 0.33 fm (.5 if w/o sp insp) Steel Masonry Fv fm ^.5 * (.5 If w/o sp insp) 495.00 psi 24,000.00 psi 38.73 psi 295 Fidelity Tukwila, WA PKJB 09047 Rev. 580001 User KW-0806898 Ver 5.8.0, 1- Nov -2008 `(c)1983 -2008 ENEI}CALC Engineering Software Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 10:44AM, 8 FEB 10 Description : Remodel of existing warehouse Scope : Masonry Lintel Design Description Long Lintel Grid E.2 to G Page 1 II 295 lidelity.ecw.Masonry Wall General Information Code Ref: ACI 530 -02, 1997 UBC, 2003 IBC, 2003•NFPA 5000 36.00 ft Rebar Size 8.00 ft # Bars E/F 8.00 in Top Clear Fix -Fix Btm Clear 3.000 in # Bar Sets Load Duration Factor Live Loads Not Included with Wind /Seismic fm Fs Em =fm* Special Inspection Seismic Factor Wall Wt Mult. Block Type 1,500.0 psi 24,000.0 psi 900.00 0.270 1.000 Medium Wt Clear Span Lintel Depth Thickness End Fixity Bar Spacing 6 2 7.000 in 4.000 in 4 1.330 Applied Loads Wind Load [Moments & Shears 18.00 psf 1 Vertical Loads DL Only DL + LL DL + Wind /Seismic + (LL) Lateral Loads Wind Seismic Equiv. Solid Thick Summary Moment Actual Allowable 67.39 293.74 k -ft 67.39 293.74 k -ft 390.68 k -ft 15.55 18.20 7.600 In Wall Wt 22.37 k -ft 22.37 k -ft 78.00 psf S ear Actual Allowable 17.65 38:73 psi 17.65 38.73 psi 51.51 psi 5.48 51.51 psi 6.41 51.51 psi E 1350,000.0 psi n 21.4815 Lintel OK Span= 36.00ft, Depth= 8.ft, Thick= 8.00inMedium Weight Block, Special Inspection Using 4 bar sets of 2- #6 bars spaced 3.000in apart, Ends are Fix -Fix Combined Stress Ratios DL + LL (shear governs) DL + Wind (+ LL) (bending governs) DL + Seismic (+ LL) (bending governs) Combined Stress Results... DL + LL DL + Wind (+ LL) DL + Seismic (+ LL) fb /Fb fv /Fv fb /Fb fv /Fv fb /Fb fv /Fv Vertical 0.2294 0.4558 0.1725 0.3427 0.1725 0.3427 0.4558 0.8678 0.9860 1 Lateral 0.6953 0.1064 0.8135 0.1245 1.00 1.00 1.00 Combined 0.2294 ; 1,00 00 : 1.1.00 00 0.8678 : 1.00 0.4491 0.4558 : 1. 0.9860 : 0.4672 : 1.00 Design Values Vertical Strength As k:(npA2+2np)A.5-np np j =1 -k/3 M:mas =Fb k j b dA2/2 * LDF M:StI = Fs As J d Lateral Strength As k: (np "2 +2np) ".5 -np np j =1 -k/3 M:mas =Fb k j b dA2/2 * LDF M:Sti = Fs *As *j *d *LDF 1.7600 in2 0.28 0.0539 0.907 336.64 k -ft 293.74 k -ft 1.76 in2 0.31 0.07 0.90 22.37 k -ft 23.06 k -ft Allowable Stresses Masonry Fb... 0.33 fm (.5 if w/o sp Insp) Steel Masonry Fv f m ^.5 * (.5 If w/o sp Insp) 495.00 psi 24,000.00 psi 38.73 psi 1 295 Fidelity Building February 6, 2010 Gravity Design - Foundation 0 FOUNDATION PLAN SCALE: 1/8'0-0' Code Ref. ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dimensions... Width along X -X Axis Length along Y -Y Axis Footing Thickness Col Dim. Along X -X Axis Col Dim. Along Y -Y Axis Base Pedestal Height 295 Fidelity Tukwila, WA PKJB 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 11:21AM, 8 FEB 10 Description : Remodel of existing warehouse Scope : f-2- Rev 580002 User: KW-0606898, Ver 5.8.0, 1 -Nov -2006 _(0)1983 -2008 ENERCALC Engineering Software General Footing Analysis & Design Description New Wall Footing - worst case Page 1 295 fldeUty.ecw:Foundation [General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight 2,000.0 psf 1.000 4 2,500.0 psi 60,000.0 psi 145.00 pcf 0.00 psf Min Steel % Rebar Center To Edge Distance 2.500 ft 1.000 ft 12.00 In 11.50 In 12.00 In 0.000 in 0.0014 3.50 In [Loads Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Summary 2.400 k 1.700 k k Creates Rotation about Y -Y Axis (pressures © left & right) k -ft k -ft k -ft Creates Rotation about Y -Y Axis (pressures © left & right) k k k ...ecc along X -X Axis 0.000 In ...ecc along Y -Y Axis 0.000 In Creates Rotation about X -X Axis (pressures © top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures t top & bot) k k k 2.50ft x 1.00ft Footing, 12.0in Thick, w/ Column Support 11.50 x 12.00in x 0.0in high Max Soil Pressure Allowable "X' Ecc, of Resultant "Y' Ecc, of Resultant X -X Min. Stability Ratio Y -Y Min. Stability Ratio DL +LL DL +LL+ST 1,785.0 1,785.0 psf 2,000.0 2,000.0 psf 0.000 In 0.000 In 0.000 In 0.000 In No Overturning 1.500 :1 No Overturning Footing Design OK Actual Allowable Max Mu 0.743 k -ft per ft Required Steel Area 0.259 in2 per ft Shear Stresses.... 1 -Way 2 -Way Vu 1.453 3.026 Vn • Phi 85.000 psi 170.000 psi _Footing Design Shear Forces ACI C-1 ACI C -2 ACI C -3 Vn • Phl Two -Way Shear 3.03 psi 2.78 psi 1.05 psi 170.00 psi One -Way Shears... Vu © Left 1.45 psi 1.33 psi 0.50 psi 85.00 psi Vu © Right 1.45 psi 1.33 psi 0.50 psi 85.00 psi Vu © Top 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu © Bottom 0.00 psi 0.00 psi 0.00 psi 85.00 psi Moments Cl A C -1 ACI C -2 ACI C -3 Ru / Phi Mu Q Left 0.74 k -ft 0.68 k -ft 0.26 k -ft 11.4 psi Mu © Right 0.74 k -ft 0.68 k -ft 0.26 k -ft 11.4 psi Mu Q Top 0.00 k -ft 0.00 k -ft 0.00 k -ft 0.0 psi Mu © Bottom 0.00 k -ft 0.00 k -ft 0.00 k -ft 0.0 psi As Read 0.26 1n2 per ft 0.26 in2 per ft 0.02 in2 per ft 0.02 in2 per ft 295 Fidelity Tukwila, WA PKJB 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 11:21AM, 8 FEB 10 Description : Remodel of existing warehouse Scope : Rev. 580002 User. KW-0606898 Ver 5.8.0, 1- Nov -2006 (e)1983 -2008 ENEACALC Engineering Software General Footing Analysis & Design Description New Wall Footing - worst case Page 2 295 fidelity.ecwFoundation Soil Pressure Summary Service Load Soil Pressures DL + LL DL +LL +ST Factored Load Soil Pressures ACI Eq. C -1 ACI Eq. C -2 ACI Eq. C -3 LAC! Factors (per ACI 318 -02, ACI C-1 & C-2 DL ACI C-1 & C -2 LL ACI C-1 & C -2 ST ....seismic = ST • : Left Right Top Bottom 1,785.00 1,785.00 1,785.00 1,785.00 psf 1,785.00 1,785.00 1,785.00 1,785.00 psf 2,703.00 2,499.00 994.50 2,703.00 2,499.00 994.50 2,703.00 2,499.00 994.50 2,703.00 psf 2,499.00 psf 994.50 psf applied intemally to entered Toads) 1.400 ACI C-2 Group Factor 1.700 ACI C -3 Dead Load Factor 1.700 ACI C -3 Short Term Factor 1.100 Used in ACI C -2 & C -3 0.750 Add "I "1.4" Factor for Seismic 0.900 Add"' "0.9" Factor for Seismic 1.300 1.400 0.900 1 1 C Les Sum Pt S , 'R L? NE,c3 14 SS cA,Lk.olek pE2 PLAN c 4 /6"crt EA Wks/ 2.1- ( +4� 6 tE 295 Fidelity Tukwila, WA PKJB 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 11:28AM, 8 FEB 10 Description : Remodel of existing warehouse Scope : LRker. 580000 User. KW-0806898 Ver 5.8.0, 1-Nov -2008 (c)1983.2006 ENE1 CALC Engineering Software Square Footing Design Page 1 2951Idelity.ecw:Foundation 1 Description New Footings for Roof Columns at Wall General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 16.000 k 12.000 k 0.000 k 4 0.000 psf 145.00 pcf 1.000 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ii Footing Dimension Thickness #of Bars Bar Size Rebar Cover fc Fy 4.000 ft 12.00 in 4 5 3.250 2,500.0 psi 60,000.0 psi 10.00 in Allowable Soli Bearing 2,000.00 psf Note: 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 [Reinforcing Rebar Requirement Actual Rebar "d" depth used 200 /Fy As Req'd by Analysis Min. Reinf % to Req'd Summary i 8.438 in 0.0033 0.0010 in2 0.0014 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.259 in2 1.037 in2 0.0014 4.00ft square x 12.0in thick with 4- #5 bars Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 1,895.00 psf 2,000.00 psf 1,895.00 psf 2,000.00 psf 3.61 k -ft / ft 11.26 k -ft / ft Footing OK Vu : Actual One -Way 25.02 psi Vn *Phl : Allow One -Way 85.00 psi Vu : Actual Two -Way 63.08 psi Vn *Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections... 6 # 4's 4 # 5's 3 # 6's 2 # 7's 2 # 8's 2 # 9's 1 # 10's Lt 8 CrntA._ op, Co' A1AUL Gam- +SZ 4. Net-3 14 SS Co LL& h-i.FJ pqZ PL—Pad LA13 a/-J CiRAbz i" GA? 1kA1,t, To CA Lu Ws. fl � u w f (4) ‘ /"�.9.tor, ant-► s 2. 4 fi 4. L TYP. WAIL. Fc.u3T 4I 0 N LL) SS CU W lvi h! @ WA Fcs cs l a-0 A7�t� 41-S rZE! hiF PEA .o-ni scHuLE_ 295 Fidelity Tukwila, WA PKJB 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 11:18AM, 8 FEB 10 Description : Remodel of existing warehouse Scope : Rev: 580000 User. KW-0608898, Ver 5.8.0, 1- Nov -2008 (c)1983 -2008 ENERCALC Engineering Software Square Footing Design Description New Corner Footing at Mezzanine General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension Page 1 295 fidelity.ecwCelculatlons Code Ref. ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 3.000 k Footing Dimension 6.000 k Thickness 0.000 k # of Bars 4 0.000 psf 145.00 pcf 1.000 Bar Size Rebar Cover rc Fy 4.000 ft 12.00 In 4 5 3.250 2,500.0 psi 60,000.0 psi 4.00 In Allowable Soil Bearing 2,000.00 psf Note: 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 [Reinforcing Rebar Requirement Actual Rebar "d" depth used 200 /Fy As Req'd by Analysis Min. Reinf % to Req'd Summary 8.438 in 0.0033 0.0005 in2 0.0014 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.259 in2 1.037 in2 0.0014 4.00ft square x 12.Oin thick Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity with 4- #5 bars 707.50 psf 2,000.00 psf 707.50 psf 2,000.00 psf 1.85 k -ft / ft 11.26 k -ft / ft Footing OK Vu : Actual One -Way 12.31 psi Vn *Phi : Allow One -Way 85.00 psi Vu : Actual Two -Way 39.22 psi Vn *Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections... 6 # 4's 4 # 5's 3 # 6's 2 # 7's 2 # 8's 2 # 9's 1 # 10's Code Ref: ACI 318 -02, 1997 UBC, 2003 1BC, 2003 NFPA 5000 Footing Dimension 3.000 ft 1 Thickness 12.00 in # of Bars 4 Bar Size 4 Rebar Cover 3.250 fc 2,500.0 psi Fy 60,000.0 psi 295 Fidelity Tukwila, WA PKJB 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 11:17AM, 8 FE Description : Remodel of existing warehouse Scope : Rev: 580000 User. KW -0808898, Ver 5.8.0, 1 -Nov -2008 _(c)1983 -2008 ENERCALC Engineering Software Square Footing Design Description New Canopy Footings Page 1 295 fidelily.ecw:Calwialions [General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 1.500 k 2.000 k 0.000 k 4 0.000 psf 145.00 pcf 1.000 4.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 1BC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered Toads to ultimate loads within this program Is according to ACI 318 -02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 200 /Fy As Req'd by Analysis Min. Reinf % to Req'd Summary 8.500 in 0.0033 0.0002 in2 0.0014 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.259 in2 0.778 in2 0.0014 3.00ft square x 12.0in thick Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity with 4- #4 bars 533.89 psf 2,000.00 psf 533.89 psf 2,000.00 psf 0.72 k -ft / ft 9.82 k -ft / ft Footing OK Vu : Actual One -Way 4.99 psi Vn *Phi : Allow One -Way 85.00 psi Vu : Actual Two -Way 15.16 psi Vn *Phi : Allow Two-Way 170.00 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 295 Fidelity Tukwila, WA PKJB 09047 LR,er 580000 Use KW- 0608898 Ver 5.8.0,1- Nov -2006 (c)1983 -2008 ENE? CALC Engineering Software Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 10:25AM, 8 FEB 10 Description : Remodel of existing warehouse Scope : Square Footing Design Description New Footings at Grids E and F Page 1 295 fldellty.ecw..Meuanlne Framing [General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Footing Dimension 7.000 ft Thickness 14.00 In # of Bars 7 Bar Size 6 Rebar Cover 3.250 tc 2,500.0 psi Fy 60,000.0 psi Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 20.000 k 50.000 k 0.000 k 4 0.000 psf 145.00 pcf 1.000 9.00 in Allowable Soil Bearing 2,000.00 psf Note: 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 Reinforcing Rebar Requirement Actual Rebar "d" depth used 200 /Fy As Req'd by Analysis Min. Reinf % to Req'd Summary 10.375 in 0.0033 0.0022 in2 0.0029 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.365 in2 2.556 in2 0.0014 7.00ft square x 14.Oin thick with 7- #6 bars Max. Static Soil Pressure 1,597.74 psf Allow Static Soil Pressure 2,000.00 psf Max. Short Term Soil Pressure AIIow Short Term Soil Pressure Mu : Actual Mn • Phi : Capacity 1,597.74 psf 2,000.00 psf 12.42 k -ft / ft 19.51 k -ft / ft Footing OK Vu : Actual One -Way 46.17 psi Vn *Phi : Allow One -Way 85.00 psi Vu : Actual Two -Way 146.72 psi Vn`Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections... 13 # 4's 9 # 5's 6 # 6's 5 #7's 4 #8's 3 #9's 3 #10's Page 1 295 fldetity.ecw.Foundefon 295 Fidelity Tukwila, WA PKJB 09047 Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 11:14AM, 8 FEB 1 Description : Remodel of existing warehouse Scope : Rev. 580000 User. KW-0806898, Ver 5.8.0, 1- Nov -2008 (c)1983 -2008 ENERCALC Engineering Software Square Footing Design Description Existing Type 1 footing @ mezzanine roof support General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ` Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 19.000 k 30.000 k 0.000 k 4 0.000 psf 145.00 pcf 1.000 14.00 In Footing Dimension Thickness #of Bars Bar Size Rebar Cover fc Fy 5.000 ft 12.00 In 5 5 3.250 2,500.0 psi 60,000.0 psi Allowable Soil Bearing 2,500.00 psf Note: 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 _Reinforcing Rebar Requirement Actual Rebar "d" depth used 200 /Fy As Req'd by Analysis Min. Reinf % to Req'd Summary 1 8.438 in 0.0033 0.0016 In2 0.0022 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.259 in2 1.296 In2 0.0014 5.00ft square x 12.0in thick with 5- #5 bars Max. Static Soil Pressure Allow Static Soll Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn " Phi : Capacity 2,105.00 psf 2,500.00 psf 2,105.00 psf 2,500.00 psf 6.07 k -ft / ft 11.26 k -ft / ft Vu : Actual One -Way Vn "Phi : Allow One -Way Footing OK 39.64 psi 85.00 psi Vu : Actual Two -Way 93.91 psi Vn "Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections... 7 #4's 5 #5's 3 #6's 3 # 7's 2 # 8's 2 # 9's 2 # 10's 1 295 Fidelity Tukwila, WA PKJB 09047 Rev 580000 User. KW-0808898, Ver 5.8.0, 1-Nov -2008 (c)1983 -2008 ENERCALC Engineering Software Title : 295 Fidelity Job # 09047 Dsgnr: Phillip Van Heyninge Date: 11:24AM, 8 FEB 10 Description : Remodel of existing warehouse Scope : Square Footing Design Description New Column at wall footings LGeneral Information Page 1 295 fldelity.ecwCalculations Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension (12.000k ` iNCLL&? C 12.000 k 0.000 k WALL TEL 4 0.000 psf 145.00 pcf 1.000 1 0.00 in Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Footing Dimension 4.000 ft Thickness 12.00 In #of Bars 4 Bar Size 5 Rebar Cover 3.250 fc 2,500.0 psi Fy 60,000.0 psi Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered Toads to ultimate loads within this program Is according to ACI 318 -02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 200 /Fy As Req'd by Analysis Min. Relnf % to Req'd Summary 1 8.438 in 0.0033 0.0010 in2 0.0014 % As to USE per foot of Width Total As Req'd Min Allow % Relnf 0.259 in2 1.037 in2 0.0014 4.00ft square x 12.0in thick with 4- #5 bars Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * PhI : Capacity 1,895.00 psf 2,000.00 psf 1,895.00 psf 2,000.00 psf 3.61 k -ft / ft 11.26 k -ft l ft Footing OK Vu : Actual One -Way 25.02 psi Vn•Phl : Allow One -Way 85.00 psi Vu : Actual Two -Way 63.08 psi Vn *Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections... 6 # 4's 4 # 5's 3 # 6's 2 # 7's 2 # 8's 2 # 9's 1 # 10's Lauchlin R. Bethune Associates, Inc. • Landscape Architecture & Planning, ASLA June 27, 2011 Ms. Stacey MacGregor City of Tukwila Planning Department 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 RE: 295 Fidelity Building 5920 South 180th Street Tukwila, Washington Dear Ms. MacGregor, IRJUN2920111 COMMUNE y °EVELOPll yr The landscape:and irrigation construction at the 295 Fidelity Building in Tukwila, Washington has been completed per the Landscape Planting Plan and Landscape Irrigation Plan Issued for Construction 6/7/10. The property will be professionally maintained by Teufel Landscape for the next year. Some minor plant replacement will be completed as needed. The final approved plans require us to attend a walk through with planning staff to interpret the landscape plan. Please contact me if you would like to meet on -site to review the landscape. Sincerely, Lauchlin R. Bethune Associates, Inc. La getli RI& Lauchlin Bethune, ASLA President CC Mr. Frank Agostino, Corporate Real Estate Mr. Bob Kroese, PKJB Mr. Scott Akerman, Poe Construction Mr. Steve Johnson, Teufels Landscape file: Ib /gen/20102sm.doc P.O. Box 1442 • Maple Valley, Washington 98038 • (425) 432 -9877 • facsimile (425) 432 -9878 • ity of U_ -1;�1a Jim Haggerton, Mayor epartment of Community Development Jack Pace, Director June 1, 2010 Kendra Lundahl 119 S Main St, Ste 410 Seattle, WA 98104 RE: Correction Letter #2 Development Permit Application Number D10-Q35 295 Fidelity — 5920 S 180 St Dear Ms. Lundahl, 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 memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, 'fer Marshall it Technician encl File No. D10 -035 W:\Permit Center \Correction Letters\2010\D10 -035 Correction Letter #2.DOC 6300 Southcenter Boulevard, Suite #100 a Tukwila, Washington 98188 o Phone: 206 - 431 -3670 o Fax: 206 - 431 -3665 J DATE: APPLICANT: RE: ADDRESS: • PLANNING DIVISION COMMENTS May 28, 2010 Bob Kroese 295 Fidelity D10 -035 Building Permit 5920 S 180th Street • The following comments apply to the building permit review. 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. Conditions of Building Permit Issuance: 1. Revise the plan set to show a solid, gated enclosure for the dumpster designed to coordinate with the architecture of the building and located so as to preserve the site's design for access and safety. 2. The metal flashing along the top of the existing building wall shall be painted color P -5 Carnelian rather than P -2 Meadow Lark in order to integrate the two facades. 3. The Design Review is subject to a 21 day appeal period. Commencing construction prior to exhaustion of the appeal period is at the applicant's risk. 4. Include restriping the Dania lot to meet the parking lot stall dimensions required by City code and the quantity of stalls determined by the parking determination file L10 -022. Restriping shall provide 236 stalls between these two lots. 5. Revise the building permit application to reflect the approved design review drawings. Submit revised design review sheets SD -2, SD -3, SD -4, A -2.1, A -2.2, DR -2, bike rack cut sheets, parking lot light fixture cut sheet, and a clear and legible landscape plan. Conditions of Building Permit Final: 6. Prior to calling for a final inspection of the building permit, the applicant shall have the Landscape Architect who designed the plans or the Landscape Contractor who installed the landscaping provide a "Certification of Planting" to the City of Tukwila. The Certification shall note that the planting has been completed per the approved landscape plan. The City shall not conduct any inspection until this certification has been provided. 7. Record the Ingress, Egress, and Reciprocal Parking Agreement (L10 -022) and provide the recording number to the City. Reid ' iddleton May 20, 2010 File No. 262010.005/00603 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal 295 Fidelity Building (D10 -035) Dear Mr. Benedicto: EWED O � tA MAY 21 2010 PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 2006 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. The "red- lined" revisions noted below were made to the drawings. 1. Detail D /S5.1. Add note for fillet weld, a shown. Structural special inspections by qualified special inspectors do not appear warranted for this project, which appears to be work of a minor nature. If it is determined otherwise, the applicable special inspections are noted below. 1. Structural welding of concrete reinforcement (e.g., Details D /S5.1 and B /S6.1): Periodic. 2. Installation of anchor bolts /rods in masonry: Continuous. 3. Installation of headed (shear) stud anchors masonry: Continuous. 4. Installation of masonry and concrete adhesive and screw anchors (e.g., Details on Sheets S2.2 and S5.1): In accordance with qualifying report of evaluation service (e.g., ICC -ES). 5. Adhesive installation of concrete reinforcement (e.g., Detail A/S3.1): In accordance with qualifying report of evaluation service (e.g., ICC -ES). 6. Masonry construction, including mortar, reinforcement, and structural connections: Periodic. 7. Grout placement at masonry construction: Continuous. 8. Wood -framed seismic - force - resisting system: Periodic. Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425141 -3800 Fax: 425 741 -3900 • • Mr. Bob Benedicto, Building Official City of Tukwila May 20, 2010 File No. 262010.005/00603 Page 2 Enclosed are two sets of the revised structural drawings, one set of the original architectural drawings, structural calculations, and correspondence from the building engineer for your records. If you have questions or need additional clarification, please contact us. Sincerely, Reid Midd ton, Inc. Philip :! azil, P.E., S.E. Senior Engineer Enclosures cc: Kendra Lundahl, PKJB Architecture and Engineering (by e -mail) Bob Kroese, PKJB Architecture and Engineering (by e -mail) Phil Van Heyningen, PKJB Architecture and Engineering (by e -mail) Brenda Holt, City of Tukwila (by e -mail) knb \planrevw \tukwila\ 10 \t006r3. doc \prb Reid iddleton k J architecture + Engineering May 14, 2010 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Project Name: Fidelity Building (D10 -035) Project Address: 5920 S. 180th Street, Tukwila RE: Building Permit Plan Review — Second Response Letter This letter accompanies the drawings revised May 14, 2010 to comply with comments made by Philip Brazil of Reid Middleton. I apologize for this apparent lack of communication on my part that resulted in an inadequate set of drawings. This has been rectified. Sin 6. Anchor bolts at 4x8 ledgers to CMU wall, Details B /S2.2, A/S6.1 and D /S6.1: the embedment length is now specified correctly 7. Detail B/S6.1, knife plate length. Please see the detail as revised and corrected. 8. Details D /S5.1 and B /S6.1: connection of #5 bars to steel knife plate: proper welds are now specified. 9. Detail B/S6.1: the drag beam has been aligned with the masonry wall. 10. Detail B /S6.1: The #5 bars shown in the detail are drawn in a pattern to provide adequate clear distance between all the bars (4" oc and staggered on opposite sides of the knife plate). The bar length was increased to 48" to further ensure adequate development. (the actual development required calculates out to less than 36 ") 12. The connector plate from the steel embed back plate to the HSS column is now specified. It is a 4" x 3/8" x 1' -0" flat bar. The tension /compression Toad at this point is less than 5,400 pounds. 13. Details H /S2.4 and J /S2.4: welds are now specified for back plate and bearing plates. 14. The straps that were shown on the drawings are now identified as Simpson MSTC40. Please reference the plan on Sheet S2.2. D 1 ajhrr--- Phillip V. Heyningen, PE RECEIVED MAY 1 7 2010 REID MIDDLE I L. 119 South Maio Street, Suite 410 Seattle, WA 98104 p 206 621 2210 S 206 624 124 a 110 Olds Station And, Suite 8 Wenatchee, WA 98101 p S09 661 5111 (S09 66S 8730 4 ' * • �". r Akk k 1 architecture + engineering April 27, 2010 . Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Project Name: Fidelity Building (D10 -035) Project Address: 5920 S. 180th Street, Tukwila RE: • Building Permit Plan Review - Response Letter The following is an itemized list of responses to structural comments made by Philip Brazil of Reid Middleton. 1. Special Inspections: We decided to include all recommended special inspections as a requirement for this project. Please see sheet S1.0 for additional list of special inspections. 2. Mezzanine Framing Plan: Shear Wall Design A shearwall schedule and other pertinent shearwall information is now included. Please see Sheet S2.1 for shearwall schedule and shearwall location and length. The added 4' -0 square footing at the east end is for bearing and uplift. The west end is located on the new 7' -0° square column footing. 3. Seismic Response Coefficient ASD method was used. This is now indicated in the calculations and the General Notes on Sheet S1.0. 4. Mezzanine level base shear The General Notes have been corrected to show the base shear is 10.7 kips. 5. Epoxy adhesive anchors: The specified epoxies are now called out correctly for concrete applications. 6. Anchor bolts at 4x8 ledger to CMU wall, Details B/S2.2, A/S6.1 and D /S6.1: the embedment length is now specified correctly 7. Detail B/S6.1, knife plate length. Please see the detail as revised and corrected. 8. Details D /S5.1 and B /S6.1: connection of #5 bars to steel knife plate: proper welds are now specified. 9. Detail B /S6.1: the drag beam has been aligned with the masonry wall. 10. Detail B/S6.1: embedment/development length of the #5 bars has been verified and is sufficient to develop the required capacity of this drag connection. 11. The purlin to purlin drag connections have been added to the roof plan. Please see new detail J on sheet S6.1. 12. Detail D /S5.1: connection of steel side plates to the HSS column: The welds are now specified on the detail. 13. Details H /S2.4 and J /S2.4: welds are called out for back plate and bearing plates. 14. The straps that connect the edge beams for seismic forces are now shown on the drawings. Please reference the plan on Sheet S2.2. Sincerely, Phillip Van Heyni en, PE 111 loath Olio Snot, Spite 410 Asttle,WA 901* t 101 124 1110 f 101 04 1141 • 111 Olds Station bad. Snits 1 Wenatchee. WA 11101 p 309 114 SI01 1 S09 US 1150 Comment # 3: IBC2006 (1613), ASCE 7 -05 CHAPTER', 12, 13 SEISMIC DESIGN CRITERIA Soil Site Class D I v Response Spectral Acc. (0.2 sec) S, = 139.80%g = 1.398g Figure 22 -1 through 22 -14 Response Spectral Acc.( 1.0 sec) Si = 47.80 %g = 0.478g Figure 22 -1 through 22 -14 Site Coefficient F8 = 1.000 Site Coefficient F„ = 1.523 Max Considered Earthquake Acc. SMS = F,.S, = 1.398 Max Considered Earthquake Acc. SMI = F,,.S1 = 0.728 @ 5% Damped Design SDS = 2/3(SMS) = 0.932 SD1 = 2/3(SM1) = 0.485 Building Occupancy Categories a, Standard v Table 20 -3-1, Default = D • L4 Design Category Consideration: ( Flexible Diaphragm Seismic Design Category for 0.1 sec D Seismic Design Category for 1.0sec D S1 < .75g NA Since Ta < .8Ts (see below), SDC = D Comply with Seismic Design Category D 12.8 Equivalent lateral force procedure Seismic Force Resisting Systems CI= Building ht. H„ = Approx Fundamental period, T, = 0.8Ts = Is structure Regular & 5 5 stories 7 Response Spectral Acc.( 0.2 sec) S5= F8 = @ 5% Damped Design Sox = Response Modification Coef. R = Over Strength Factor 1Zo = Importance factor 1= Seismic Base Shear V = v Table 11.4 -1 Table 11.4 -2 (11.4 -1) (11.4 -2) (11.4 -3) (11.4 -4) Table 1 -1 with dist. between seismic resisting system >40ft Table 11.6 -1 Table 11.6 -2 Section 11.6 Control (exception of Section 11.6 does not apply) T- R301.2.2.1. IRC, Seismic Design Category = D2 A BEARING WALL SYSTEMS 1. Spedal reinforced concrete shear walls 0.02 27 4.400 C1(hr,)x Ca- 0.8(SD1/SDS) IYes 1.398g 1.00 2 /(Fe.S,) = 0.932g x = 0.75 T- 12.8 -2 ft Limited Building Height (ft) = 160 fe --Spi_ef 0.485g Table 12.8 -1 = 0.237 12.8 -7 T� = 8 Sec - 0.332 Use T = 0.237 = 0.417 Control (exception of Section 11.6 does not api 5 2 1 C, W SDs R/I SDI 12.8.1.3 Max Ss S 0.15g (11.4 -3) Table- 12.2 -1 foot note g Table 11.5 -1 Cs= =0.186 or need not to exceed, C, = = 0.410 For TS T1 (R /I).T or C,- SDtT� N/A For T > T2(R/l) Min C, = 0.5S11/R N/A For S1 z 0.6g Use C,= 0.186 Design base shear V = 0.186 W Control (.. '1') cp 6.(D J o.12 V/- (12.8 -2) (12.8 -3) (12.8 -4) (12.8 -6) • • Calc proof sheet for COMMENT #10: AC2 530 - OS 2.j, /o•S ' 0.13 cie l< �rw 0. Is 7...<40,00.3r,;) 6 .8)._ (ts ( 38.,2) 2 2,5.2 -.N S Cow IS Givcm •. OK FIbEU T7 7A-110416 1ZESPof4 S1 . To CAI r -,,PI 2..I7- #' 1 p BLS c 4b /s 4 ab ` b-Cotc C #S)00 acsb psi ) K= s ZS Cs x .c.zs�� Y Tm = .t3�'a.')Za 602 1s BUNDlIZ S A can=7" t i_ • Joanna Spencer - Fidelity Building D10 -035 • Page 1 of 1 From: To: Date: Subject: CC: Attachments: Joanna- "Kendra Lundahl" "'Joanna Spencer ' 05/19/2010 9:15 AM Fidelity Building D10 -035 Attached is the PSCAA permit for the Fidelity Building. The abatement contractor, A & C Services, is currently working on completion of the project. The ten day waiting period was waved by PACAA. Please let me know if you have any question regarding this or need additional information. Best- Kendra E Lundahl pkjh architectural group, p.s. 119 s. main st. suite 410 seattle, WA 98104 206.624.3210 D l0 -035 file: / /C: \Documents and Settings \joanna.TUKWILA \Local Settings \Temp\XPgrpwise \4B... 05/27/2010 Ma 18 10 07:08a Was Approved Transaction pscleanair.org 13053376 p.2 Pogo 1of1 Notification Case #: 201001282 This page must be printed. A printout of the notification, all amendments to the notification, and the asbestos survey shall be available for Inspection at all times at the asbestos project or demolition site (Rag HI, 4.03(0)(6)), . Fee Amount Paid $75.00 • Credit Card Transaction it VRFF583E5OFE Transaction Dare 05/13/10 Owner's Name Boeing Oregon Mesabi Trust Phone (206) 624 -4494 Project Street Address 5920 50 180 th ST. City Tukwila Zip 98188 Contact Person JACK LINK Phone (206) 624 -4494 Mailing Address 1325 4TH ave ste 1940 Seattle , WA 98101 This project includes a demolition. Demolition Start Date 06/04/10 Completion Date 06/20/10 Demolition will be completed by a demolition contractor Demo Contractor POE Construction Contractor Job N Contact Wayne Williams Phone (253) 833 -24( Mailing Address 1519 West Vally I1 hwy suite 103 Auburm , WA 98001 (1) 1 certify that the Information 1 have provided Is to the best of my knowledge true and accurate. (2) T understand that f must file an Amendment to this Notification If: o The type of project has changed. The project types are asbestos and demolition. o Tho quantity of friable asbestos to be removed meets a larger project category. o The project's start or completion date has changed. (3) t understand one Notification must be flied for each structure. The only exception IS for a single - family residence that Includes multiple ancillary structures, such as a detached garage or other outbuildings having the same street address. If there Is no Street address, I have used a building number. (4) I understand the fees for this Notification arc nonrefundable. If you have questions, Contact us al OsbestOS @psClcanuir.orq or 206.689.4058. https://secure.pseleanair.org/Asbestos/Approved.aspx 5/13/2010 - 03s coal 18 10 07:08a •ias 13053376 p.1 0 ® m ED ClEg ® m 295 Fidelity Building 5920 South 180th Street, Tukwila WA April 1, 2010 Page2of4 Asbestos - Containing MateriatfACMa All accessible areas of the building to be impacted were Inspected as part of this investigation. Suspect asbestos - containing building materials that were encountered during the inspection are identified below, Limited destructive access to investigate potential concealed ACMs was performed during this sprvey. Additional unidentified ACM'may exist in concealed locations associated with the work areas. Concealed ACM that may exist in these areas include, but are not limited to, asphalt paper vapor barriers inside walls, ceilings and beneath concrete slab, insulation on below -slab piping in building, pipe insulation and mechanical components in wall and ceiling cavities, electrical cables, circuit breaker panels, and breaker box Insulating boards. The attached asbestos bulk sample chain -of- custody lists all suspect materials that were sampled and analyzed for asbestos, of which, the following materials were found to contain asbestos: • 12" Gray vinyl floor tile (ACM) and black mastic (ACM) on concrete In the first floor office (SW) and restrooms — Approximately 925 square feet; • 12" Brown and tan (non -ACM) on black mastic (ACM) on concrete in the first floor office area (G4 -2 through A4-2) — Approximately 2,520 square feet; • 12" White vinyl floor tile with brown square pattern on wood second floor show room area and stage — Approximately 800 square feet; • 12" Red vinyl floor tile (ACM) and black mastic (ACM) on wood second floor offices, restrooms and janitors storage — Approximately 800 square feet; • 12" Red faux brick vinyl floor tile (ACM) and black mastic (ACM) on concrete front entry — Approximately 250 square feet; • Dark gray sealant on roof mounted HVAC unit — Approximately 400 linear feet. • Brown glue dots (ACM associated with 12" White ceiling tiles (non -ACM) on second floor wall - Approximately 150 square feet. • Gypsum wallboard and Joint compound (composited at less than 2 %). Materials that were sampled and tested negative for asbestos Included: • Brown covebase mastic - throughout; • White sink undercoat — break area; • Counter laminate and yellow mastic — break area; • Texture on gypsum walls — first and second floor office areas; • 2'x4' white lay -In ceiling tiles, throughout; • Non -skid stripes, clear mastic, pink vinyl and yellow mastic — stairs; • Gray pebble pattem sheet vinyl second floor show room area: • Woven straw type wall covering — first floor office (SW): • Yellow mastic behind wood wall paneling — second floor office; • Yellow mastic behind laminate wainscot — restrooms, janitors storage; • Tan carpet mastic — first and second floor office area; • Yellow carpet mastic first and second floor office area; • White flex duct connectors — roof mounted HVAC duct; • Black paper and mastic on fiberglass batting — second floor above ceiling, • Black sealant on roof mounted antenna anchors; May 13, 2010 File No. 262010.005/00602 RECEIVED MAY 14 20101 coax 9€ Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Second Submittal 295 Fidelity Building (D10 -035) Dear Mr. Benedicto: 4i7/Lo We reviewed the proposed project for compliance with the structural provisions of the 2006 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. Several of the previous review comments (letter to the city of Tukwila, dated March 23, 2010) have not been addressed completely in the recent submittal. The comments below supersede the previous review comments and outline the remaining issues. The permit applicant should address these comments. The numbering system from our previous letter has been retained for your reference. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the building engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. 6. At Details B/S2.2, A/S6.1, and D /S6.1, the diameters, but not the lengths, of the / anchor bolts at the 4x8 ledger plates is still not specified, preventing verification �/ of the structural adequacy of the bolts. The lengths should be specified to enable review. See IBC Section 2107.1 and Section 2.1.4 of ACI 530 -05 /ASCE 5- 05 /TMS 402 -05 (MSJC -05). 7. At Detail B /S6.1, the knife plate is specified in the plan view as 12 inches long, but its dimension in the sectional view is still specified as 22 inches long. The detail should be revised. 8. At Details D /S5.1 and B /S6.1, a connection for the #5 reinforcing bars to the knife plate is still not specified, preventing verification of their structural adequacy. The connection should be specified to enable review. Note that a flare bevel weld is typically used, not a fillet weld. Engineers Planners Surveyors Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 • • Mr. Bob Benedicto, Building Official City of Tukwila May 13, 2010 File No. 262010.005/00602 Page 2 9. Detail B /S6.1 still appears to conflict with the roof framing plan, Sheet S2.3. The detail indicates the location of the 5 1/8 -inch by 8 -inch glued - laminated beam opposite the masonry shear wall to the east, but the roof framing plan indicates the location to the north of the masonry shear wall. The roof framing plan should be revised. 10. Also at Detail B /S6.1, the embedment length of the #5 reinforcing bars in the masonry is still not structurally adequate to develop the strength of the reinforcement, principally due to the clear spacing between bars on opposite sides of the knife plate. The calculations submitted in response to our comment assume that to determine development length one bar in each pair of bars on opposite sides of the knife plate can be neglected This is not specifically permitted by the MSJC. Substantiating data verifying structural adequacy should be submitted for review. The structural design may need to be revised. Please verify. See IBC Section 2107.1 and Section 2.1.10.3 of MSJC -05. 12. At Detail D /S5.1, a connection of the steel side plates to the steel HSS column appears essential for the transfer of the seismic collector forces to the masonry shear wall, but the dimensions for the plate and its connection to the column and the masonry embedment plate are still not specified, preventing verification of structural adequacy. The dimensions and connections should be specified to enable review. 13. At Details H/S2.4 and J /S2.4, the connections of the bearing plate to the side plates and the back plate still do not appear to be specified, preventing verification of their structural adequacy. The connections should be specified to enable review. 14. Seismic collector design forces are reported at Grids E/3.3 and F/3.3 on page ML1 of the calculations, but there still does not appear to be a design for resistance to these forces in the drawings. Lines implying the installation of seismic collectors are indicated on the revised mezzanine framing plan, but no design information is provided to enable review. A design should be added to the drawings to enable review. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila May 13, 2010 File No. 262010.005/00602 Page 3 Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Phil ', Brazil, P.E., S.E. Senior Engineer cc: Kendra Lundahl, PKJB Architecture and Engineering (by e -mail) Bob Kroese, PKJB Architecture and Engineering (by e -mail) Phil Van Heyningen, PKJB Architecture and Engineering (by e -mail) Brenda Holt, City of Tukwila (by e -mail) knb\26 \planrevw \tukwila\ 10 \t006r2. doc \prb Reid iddleton April 12, 2010 Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Kendra Lundahl PKJB Architecture and Engineering 119 S Main St, Suite 410 Seattle, WA 98104 RE: Correction Letter #1 Development Permit Application Number D10 -035 295 Fidelity — 5920 S 180 St Dear Ms. Lundahl, 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 and Public Works Departments. At this time the Building and Fire Department have no comments. Planning Department: Stacy MacGregor at 206 433 -7166 if you have questions regarding the attached memo. Public Works Department: Joanna Spencer at 206 431 -2440 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician encl File No. D10 -035 W:\Permit Center \Correction Letters\2010\D10 -035 Correction Letter #1.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • • PLANNING DIVISION COMMENTS DATE: April 12, 2010 APPLICANT: Bob Kroese RE: 295 Fidelity D10 -035 Building Permit L10 -009 Administrative Design Review ADDRESS: 5920 S 180`h Street The following comments apply to both the design review and the building permit review. A design review decision is necessary prior to issuance of the building permit. The other departments in the City that reviewed your plans also need to have their comments satisfied prior to issuing a design review decision. 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. In addition to the plans required to revise your building permit. Include a small set of plans with your resubmittal for the design review file. 2. Provide a sample of the glazing and curtain wall system (color). 3. Update the architectural drawings to reflect the colors shown on the colors and materials board. 4. See Public Works comments regarding the railroad tracks. 5. Locate the bike rack outside the pedestrian connection entry to the public entrance. 6. Provide a photometrics plan that shows the lighting levels provided by the exterior lighting. Exterior lighting shall not spill off -site and shall provide even levels without dramatic light level changes or dark areas. 7. Show existing and proposed ground and rooftop mechanical equipment. All mechanical equipment shall be screened from view. TMC 18.60.050 B4e. 8. The sign shown is not reviewed for compatibility with the sign code (size, area, setbacks). The City is in the process of adopting a new sign code and a sign will be reviewed upon a complete application for a sign permit. The sign materials and general design are reviewed for this design review application and are acceptable. Parking Lot Layout 9. Include restriping of the Dania parking lot as part of the building permit. 10. Include loading bays for each of the 3 buildings. Show on plans. Loading space requirements are per TMC 18.56.060. 11. Raised curbs or curb stops shall be used around the landscape islands to prevent plant material from being struck by automobiles. 18.52.035 4d Include curb stops where needed to meet code. 12. Standard and compact parking stalls shall be allowed a two -foot landscaping overhang to count towards the stall length. TMC 18.56.040. Where a 2 foot overhang is needed, show on plan. 13. The vehicle overhang over the pedestrian entrance to the building may overhang too far to make that path functional. The path appears to only be 3' wide if a 2' vehicle overhang occurs. Increase the width and call out the dimension of the path on the plans. Show the vehicle overhang on the plans. 14. Provide a pedestrian path across the entire front of the building for safe access. TMC 18.60.050 B 15. 2 -way drive - aisles adjacent to stalls 19'x8.5' and 16'x8' need to be 25' wide; they are shown at 24'. TMC Title 18, figure 18 -6. Correct the drive -aisle width. Landscaping 16. Planting Standards: TMC 18.52.035 4 a. Interior landscape islands shall be distributed to break up expanses of paving. Landscaped areas shall be placed at the ends of each interior row in the parking area with • • no stall more than 10 stalls or 100 feet from a landscape area. Add islands to the center parking section and move the southern-most island (in the compact stall section) to the west one stall. b. The minimum size for interior parking lot planting islands is 100 square feet and for areas adjacent to public or private streets, a minimum of 15 square feet of landscaping is required for each parking stall. Call out the square footage of all landscape areas on the plans. c. Planting islands shall be a minimum of 6 feet in any direction and generally the length of the adjacent parking space. Call out their dimensions. d. A minimum of 1 evergreen or deciduous tree is required for each landscape island with the remaining area to contain a combination of shrubs, living groundcover and mulch. The southern most landscape island (in the compact stall section) requires a tree. 17. For areas adjacent to public or private streets, a minimum of 15 square feet of landscaping is required for each parking stall. TMC 18.52.035 3 18. 15' of Type I landscaping is required across the front of the site. Landscape perimeter averaging may be allowed as a Type 2 special permission decision if all of the following criteria are met: TMC 18.52.020 B a. Plant material can be clustered to more effectively screen parking areas and blank building walls. b. Perimeter averaging enables significant trees or existing built features to be retained. c. Perimeter averaging is used to reduce the number of driveways and curb cuts and allow joint use of parking facilities between neighboring businesses. d. Width of the perimeter landscaping is not reduced to the point that activities on the site become a nuisance to neighbors. e. Averaging does not diminish the quality of the site landscape as a whole. 19. See also item #23 below. Plant Material Legend 20. Include quantity of each type of plant on the table. TMC 18.52.050 21. Revise the plant size column on the planting table to reflect City standards: a. Evergreen trees shall be a minimum of 6 feet in height at time of pla b. Deciduous trees shall have at least a 2 inch caliper at time of according to the American Standard for Nursery Stock. c. Shrubs shall be at least 18 inches in height at time of planting. TMC 18.52.030 d nting. planting, determined General Construction Notes (Landscape Plan) 22. Include the following in the planting notes and revise the planting details as necessary: a. Till in of organic material to a depth of 18 inches and mulch. . TMC 18.52.040 c b. Dig a hole that is just shallower than the size of the root ball and just wider than the size of the root ball. Planting pits must be only the depth of the existing root ball or else the bottom of the planting pits must be compacted prior to planting to insure there is no settling. If planting on a slope, dig a shelf that is two to three times the size of the plant root ball (see diagram at right). c. Root balls of potted and balled and burlapped (B &B) plants must be loosened and pruned as necessary to ensure there are no encircling roots prior to planting. At least the top half of burlap and any wire straps are to be removed from B &B plants prior to planting. The plant should be completely vertical. The top of the root flare, where the roots and the trunk begins, should be about one inch from the surrounding soil. d. Fill the hole with the original soil, watering to remove air pockets. If planting on a slope, create a soil berm at the front of the plant. Water the tree or shrub again after the transplant is complete. Plantina on a Slope • • e. Spread 4 inches of arborist chip mulch over the entire planting area. The mulch should not touch the plant trunk or the tree root flare. Maintain at least a three inch mulch -free ring around the base of the plant trunks, woody stems and crowns of perennial plants. Building Design TMC 18.60.050 4. 23. The western side of the building front is a large unadorned wall. Incorporate windows and /or architectural details such as repeating the design of the entrance element. The landscaping is all low shrubs in this area. Add landscaping such as trees or a trellis to minimize the appearance of this blank front. 24. Explain the goal of using quoins at the building corners. How do they fit within the architecture of the building? 25. Increase the size of the footing element (split face CMY in charcoal) to further anchor the building to the site. Plan Conditions 26. A Washington State licensed landscape architect shall prepare and stamp the landscape plans in accordance with the standards herein. 27. Installation of the landscaping and screening shall be completed and a Landscaping Declaration submitted by the owner or owner's agent prior to issuance of the certificate of occupancy. If necessary due to weather conditions or construction scheduling the installation may be postponed to the next planting season if approved by the Community Development Director and stated on the building permit. A performance assurance device equal to 150% of the cost of the labor and materials must be provided to the City before the deferral is approved. The property owner shall keep all planting areas free of weeds and trash and replace any unhealthy or dead plant materials for the life of the project in conformance with the intent of the approved landscape plan and TMC Section 8.28.180. 28. Pursue recording a new reciprocal parking agreement for this site and for Dania as the striping plan submitted to Dania was never executed and the parking on the site in non - compliant. The building permit cannot be finalled until this is approved and executed. Informational Items: 29. The building is parked for the uses described. 27 stalls for 5446 sf of warehouse, 18 stalls for 5970 sf of office, 149 for Dania site. 194 stalls are required to meet code. If a future change in use takes place, the parking requirements will be reviewed to verify they continue to meet code. DATE: PROJECT: PERMIT NO: PUBLIC WORKS DEPARTMENT COMMENTS March 22, 2010 295 Fidelity Bldg 5920 S 180th Street D10-035 PLAN REVIEWER: Contact Joanna Spencer (206) 431 -2440 if you have any questions regarding the following comments. 1) Before the permit can be issued please provide a copy of PSAPCA demolition permit from www.PugetSoundCleanAir.org or for the time being a proof that you have applied. 2) Since the existing 1.5" WM will be relocated into the landscaping island please include the attached City of Tukwila Details WS -02 and WS -03 on your plan. Specify size, manufacturer and model number of the proposed RPPA and include backflow cut sheet. Please make sure that the RPPA is from the WA State Department of Health list of approved backflows. 3) On sheet C3 of 4 please show the vertical clearance between the two new lines for the relocated WM and the new storm drainage line to avoid any conflict. 4) On your plan please show the R/R tracks segment you plan to remove and submit a letter /permit from the R/R company. 5) Your landscape plan shows a 1" WM irrigation meter, which is not shown on any civil plans. City records show that only 1.5" domestic water meter is serving this property. Please verify if this WM exists or are you planning to install a new one. You can contact Mr. Todd Reedy, Water Operations Foreman at 206 433 -1863 if you need assistance in the field locating this WM. Please note that the fee for a new 1" WM is $16,112.50. Another solution might be to tap the irrigation from the domestic water service. 6) Engineer's signature was missing on the civil plans. H: Joanna/D10 -035 Reid iddleton May 13, 2010 File No. 262010.005/00602 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Second Submittal 295 Fidelity Building,(Di:O__� 033) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2006 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. Several of the previous review comments (letter to the city of Tukwila, dated March 23, 2010) have not been addressed completely in the recent submittal. The comments below supersede the previous review comments and outline the remaining issues. The permit applicant should address these comments. The numbering system from our previous letter has been retained for your reference. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the building engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. 6. At Details B/S2.2, A/S6.1, and D /S6.1, the diameters, but not the lengths, of the anchor bolts at the 4x8 ledger plates is still not specified, preventing verification of the structural adequacy of the bolts. The lengths should be specified to enable review. See IBC Section 2107.1 and Section 2.1.4 of ACI 530 -05 /ASCE 5- 05/TMS 402 -05 (MSJC -05). 7. At Detail B /56.1, the knife plate is specified in the plan view as 12 inches long, but its dimension in the sectional view is still specified as 22 inches long. The detail should be revised. 8. At Details D /S5.1 and B /S6.1, a connection for the #5 reinforcing bars to the knife plate is still not specified, preventing verification of their structural adequacy. The connection should be specified to enable review. Note that a flare bevel weld is typically used, not a fillet weld. Engineers Planners Surveyors Reid Middleton, Inc 128134th Street SW Suite 200 Everett, WA 98204 Ph: 425141 -3800 Fox 425141 -3900 • • Mr. Bob Benedicto, Building Official City of Tukwila May 13, 2010 File No. 262010.005/00602 Page 2 9. Detail B /S6.1 still appears to conflict with the roof framing plan, Sheet S2.3. The detail indicates the location of the 5 1/8 -inch by 8 -inch glued - laminated beam opposite the masonry shear wall to the east, but the roof framing plan indicates the location to the north of the masonry shear wall. The roof framing plan should be revised. 10. Also at Detail B /S6.1, the embedment length of the #5 reinforcing bars in the masonry is still not structurally adequate to develop the strength of the reinforcement, principally due to the clear spacing between bars on opposite sides of the knife plate. The calculations submitted in response to our comment assume that to determine development length one bar in each pair of bars on opposite sides of the knife plate can be neglected This is not specifically permitted by the MSJC. Substantiating data verifying structural adequacy should be submitted for review. The structural design may need to be revised. Please verify. See IBC Section 2107.1 and Section 2.1.10.3 of MSJC -05. 12. At Detail D /S5.1, a connection of the steel side plates to the steel HSS column appears essential for the transfer of the seismic collector forces to the masonry shear wall, but the dimensions for the plate and its connection to the column and the masonry embedment plate are still not specified, preventing verification of structural adequacy. The dimensions and connections should be specified to enable review. 13. At Details H /S2.4 and J /S2.4, the connections of the bearing plate to the side plates and the back plate still do not appear to be specified, preventing verification of their structural adequacy. The connections should be specified to enable review. 14. Seismic collector design forces are reported at Grids E/3.3 and F/3.3 on page ML1 of the calculations, but there still does not appear to be a design for resistance to these forces in the drawings. Lines implying the installation of seismic collectors are indicated on the revised mezzanine framing plan, but no design information is provided to enable review. A design should be added to the drawings to enable review. Reid iddleton • • • Mr. Bob Benedicto, Building Official City of Tukwila May 13, 2010 File No. 262010.005/00602 Page 3 Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have questions or need additional clarification, please contact us. Sincerely, Reid •'ddleton, Inc. Phil s Brazil, P.E., S.E. Senior Engineer cc: Kendra Lundahl, PKJB Architecture and Engineering (by e-mail) Bob Kroese, PKJB Architecture and Engineering (by e-mail) Phil Van Heyningen, PKJB Architecture and Engineering (by e-mail) Brenda Holt, City of Tukwila (by e-mail) knb\26 \planrevw \tukwila\ 10 \t006r2. doc \prb Reid iddleton • • Department of Community Development February 25, 2010 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review 295 Fidelity Building — D10 -035 5920 S 180 Street Dear Mr. Swanson: Jim Haggerton, Mayor Jack Pace, Director Please review the enclosed plans and documents for structural compliance with the 2006 International Building Code. If you should have any questions, please feel free contact us in the Permit Center at (206) 431- 3670. Sincerely, fer Marshall it Technician encl File: D10-035 W:\Permit Center\Structural Review\D10 -035 Structural Review.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 02/15/10 MON 14:12 FAX ALDARRA MANAGEMENT o?eY7, 03 10 003 •,i.; -(• ..r,i:,Nr)I(IMGATC EXL-CUTIVE GENT: • I!.• sTrsEEr • SEATILE,wn•NINGTON gb12'_ • 12G(1 AL: .r C:/.M6mriF. 1V./ /: f aa�•__, McCann Construction Company, Inc. 8013 Perimeter Road South Boeing Field Seattle, Washington 98108 Attention: Mr. Lowell Gordon Gentlemen: November 7', 1975 Site Inspection Proposed Building South 180th Street and Andover Park Tukwila, Washington CITY OF TUKWILR FEB 2 2 2010 Wes ,j rtiWI C E R In accordance with your request of November 6, 1975, a representative of our firm visited the site on that date to evaluate the condition of the near - surface fill soils which have been placed over a period of several years. The purpose of our inspection was to define the suitability of the existing fill with respect to compactability. The discussion and conclusions provided herein do not include consideration of foundation support conditions. An evaluation was made on the basis of the observed surface conditions, supplemented by six shallow test pits excavated using a backhoe provided by your firm. The proposed building area, located just east of the existing Doces' facility, is roughly 100 by 300 feet in plan dimensions with the long axis trending north- south. Surveyors were in the process of locating building corners during our site visit_ The site is generally level at rough yard grade with ponded water in the central portion, except for the northern third where up to 3 or 4 feet of loose debris fill has been placed. A moderate growth of weeds and grass covers the site. The upper soils across the site consist of soft, wet, sandy silt with some gravel: the fill above yard grade in the northern portion of the site is similar, except that it contains asphalt debris. The upper fill is in a saturated condition, essentially unworkable, and unsuitable for structural fill. In the southern two - thirds of the site, the depth of unsuitable soils extends roughly 6 to 12 inches below the existing fill surface. In the northern third of the building area, this thickness is increased by the height of the excess fill, or to as much as 4 feet below the surface of the fill. Ifi9CORNPLETE TO � O� LTR# I / 02/15/10 MON 14:12 FAX 'McCann Construction Company, Inc. November 7, 1975 Page 2 ALDARRA MANAGEMENT WJ 1.104 The unsuitable material is underlain by medium dense to dense gray and light brown silty sand with occasional gravel. In general, this material is suit- able for float slab support. However, the silt content is high enough to render this soil moisture - sensitive and very susceptible to disturbance. Based on our inspection, we conclude that the soft unsuitable surface material described above, including the excess fill in the northern building area, should be stripped and removed from the site. Great care should be exercised in stripping to minimize disturbance `of the underlying firmer soils. As the unsuitable soils are stripped, the area should be brought to grade immediately using an imported, clean, well - graded sand or sand and gravel. No area of the exposed fill should be'allowed to stand overnight without this protective cover of imported sand, and grading of the exposed surface of the existing fill should be such that depressions in which water could "pond" within the clean granular fill are not formed. We understand that you are considering construction of the dock - height fill pad using the silt and silty sand material from the old Associated Grocers surcharge fill. Our previous experience with this material has shown that it is extremely difficult, if not impossible, to compact these soils to suitable densities during wet weather conditions. We therefore suggest that consider- ation be given to the use of a clean granular material which would be workable during the winter season. we anticivate that the above will suit your present needs. If you have any further questions concerning site preparation, or if we can be of further assistance in this matter, please contact us. JKT:WJG:fin 3 Copies Submitted 8886- 031 -05 Yours very truly, Ick K. Tuttle Partner 02/15/10 MON 14:13 FAX ALIAKKA MAjNAl3iY:1ti tAN1 10 u u L. ! ^. �.I'J fl PTHGC.TC L /_^LiT1 -C :'Fr • If .. r I007 crRCrT - ; rt•T1LE•WA5HINGTOII JC•:n' • 1 ?O' i c • 7V.'01 McCann Construction Company, Inc. 8013 Perimeter Road South Boeing Field Seattle, Washington 98108 Attention: Mr. Lowell Gordon Gentlemen: Report of Consultation Settlement Behavior Proposed Project 295 Tukwila, Washington November 18, 1975 A ... �_.__� Y i• . .4- r;Ir:. l 1 • This letter summarizes our consultation regarding potential settlement behavior of a proposed warehouse building which will be located on the north side of 180th Street, roughly 600 feet west of Andover Park West in Tukwila, Washington. The scope of our work for this project was included in our proposal dated October 27, 1975. This consultation was authorized on November 17, 1975 in a telephone conversation between Mr. Lowc11 Gordon of your firm and Ms. Jack K. Tuttle of Dames &'Mocre. Our study of settlement behavior is based on subsurface information and soil strength and compressibility data which we have in our files from previous investigations in this portion of the Southcenter complex. This information indicates that the thickness of compressible soils is relatively small in comparison to other areas to the north. In addition, we have observed the existing near - surface soil conditions during a recent site inspection. The evaluation of these conditions was based on surficial observations supplemented by six shallow test pits. The results of our site inspection were summarized to you in a letter dated November 7, 1975. In this letter. recommendations were given concerning site preparation and suitable fill material. we anticipate that the proposed development will consist of a one -story ware- house structure with a soil - supported floor slab at carloading height. The finish floor grade will be at Elevation 26.33, or approximately 212 feet above existing site grade. The warehouse will be of concrete tilt -up construction typical of that used in many buildings in the Southcenter area. The structure will be supported on shallow foundations bearing on fill. 02/15/10 MON 14:13 FAX McCann Construction Company, InC. November 18, 1975 Page 2 ALDARRA MANAGEMENT Z1006 Based on our previous explorations in the vicinity of the site and the information gained in our recent site inspection, we anticipate that the planned new fill will cause settlements of approximately 115 to 2 inches. This settlement should occur rapidly and be nearly complete roughly 1 month after the placement of the fill. Further settlement is expected to occur as a result of structural foundation loads and the anticipated storage loads across the floor slab. We estimate that approximately 1 inch of settlement will occur across the building area as a result of floor loads approximately 250 pounds per square foot. Differential settlements across slabs should be less than 15 inch in 50 feet. This estimate assumes adequate site preparation and fill placement. Our recent site inspection indicated that the existing fill soils at exterior footing levels, while adequate for at -depth support of floor slabs, would be marginally suitable for the direct support of foundation loads. In addition, nearby explorations to the west of the building location encountered only 1 to 2 feet of fill over relatively soft native soils. Consequently, we recommend that exterior footing locations be overexcavated to a depth of 2 feet below footing grade and a width of 1 foot to each side of the footings and backfilled with well- compacted granular fill material. The base of the footings should extend a minimum of 18 inches below the lowest exterior grade and should have a minimum dimension of at least 2 feet. For these conditions, the exterior footings may be proportioned using a total design bearing pressure of 2,000 pounds per square foot. Interior footings which are underlain by at least 4 feet of compacted fill may be designed using a total design bearing pressure of 2,500 pounds per square foot. We estimate that exterior footings designed and constructed in accordance with these recommendations will undergo settlements of up to approximately 1 inch. This would be in addition to settlement which would occur under the influence of the planned storage loads. Based on our analyses, we anticipate that the risk of significant damage to the structure due to differential settlements will be small for the planned type of construction, and that it is reasonable to proceed with construction without surcharging the site. It will be preferable to delay all construction for approximately one month after the carloading height fill is placed to minimize settlement of structural elements due to the influence of this loading. If floor slab or footing construction is undertaken while fill settlements are still occurring, some misalignment from design grades may be experienced. ' 02/15/10 MON 14:13 FAX McCann Construction Company, Inc. November 18, 1975 Page 3 ALDARRA MANAGEMENT ]007 We anticipate that the information given above will fulfill your present needs. If you have any questions or would like further information, please contact us. JKT:WJG:fm 3 Copies Submitted Job 8886- 031 -05 Yours very truly, DAMES & MOORE By ff4t ,iack K. Tuttle Partner • • p 1 b architecture + engineering February 19. 2010 Mr. Dave Larson City of Tukwila Department of Community Development Building Department 6300 Southcenter Blvd., Suite #100 Tukwila, WA 98188 re: 295 Fidelity Building 5920 South 180th Street Tukwila, WA Permit no.: D10 -035 Dear Dave: Thank you for your response to our permit submittal referenced above. We have provided the following corrections as noted below. 1. We have enclosed a copy of the original soils report with professional recommendations. There are no signs of settlement or other indications in the building or property that would lead us to use an alternate bearing value. More importantly we plan on confirming the existing bearing value after demolition has commenced. We have also added notes to the lead sheet of our plans indicating that after demolition the soils engineer will test the bearing capacity at the actual footing locations for verification that the 2000 psf bearing value is being met. As the building is currently under lease, permission for destructive testing within the building is not a fesible option. Our preference, and the most accurate method, would be to test the bearing capacity at the actual footing locations rather auger through paving sections which could vary from the actual footing locations. 2. The structural plans and calculations have been resubmitted with wet stamped signatures as requested. Be .t Regard bert Kroese PKJB Architectural Group, PS 119 South Main Street, Suite 410 Seattle, WA 98104 p 206 624 3210 f 206 624 3243 m 112 Olds Station Road, Suite B Wenatchee, WA 98801 p 509 664 5181 f 509 665 8150 • • p 1 b architecture + engineering February 19. 2010 Joanna Spencer City of Tukwila Department of Community Development Public Works Department 6300 Southcenter Blvd., Suite #100 Tukwila, WA 98188 re: 295 Fidelity Building 5920 South 180th Street Tukwila, WA Permit no.: D10 -035 Dear Stacy: Thank you for your response to our permit submittal referenced above. We have provided the following corrections /response as noted below 1. Pertinent project areas are as follows: a) Existing building areas: 59,830 sf warehouse, 15,340 sf office and 1,067 sf warehouse mezzanine. b) Areas to be demolished: 3,214 sf warehouse, 15,340 sf office and 1,067 sf warehouse mezzanine. c) New areas to be added: 3,000 sf ground floor office and 3,000 sf mezzanine office which will be located in current warehouse space. d) Dewatering will not take place with this proposal /application. 2. Original geoteclmical report is included. 3. A cost estimate for the site work has been prepared and is included with our submittal. 4. PSCAA demolition permit will be applied for. The owner is procuring a hazardous materials report which is needed to submit for the PSCAA demolition permit. 5. See attached civil engineer response. 6. Owner will contact the railroad and coordinate shortening of the spur. 7. Also, we understand that because the building is currently leased traffic impact fees will not be assessed for this project. 119 South Main Street, Suite 410 Seattle, WA 98104 p 206 624 3210 f 206 624 3243 0 112 Olds Station Road, Suite 8 Wenatchee, WA 98801 p 509 664 5181 f 509 665 8750 Joanna Spencer City of Tukwila Public Works Page 2 Best Regards, obert Kroese KJB Architectural Group, PS • • r • Wwq,� sy City of T • Jim Haggerton, Mayor Department of Community Development February 11, 2010 Kendra Lundahl 119 S Main St Suite 410 Seattle, WA 98104 RE: Incomplete Letter #1 Development Permit Application D10 -035 295 Fidelity — 5920 S 180 St Dear Ms. Lundahl, Jack Pace, Director This letter is to inform you that your permit application received at the City of Tukwila Permit Center on February 8, 2010 is determined to be incomplete. Before your application can continue the plan review process the attached /following items from the following department(s) need(s) to be addressed: Building Department: Dave Larson at 206 431 -3678 if you have any questions concerning the attached comments. Planning Department: Stacy MacGregor at 206 - 433 -7166 if you have any questions concerning the attached comments. Public Works Department: Joanna Spencer at 206 431 -2440 if you have any questions concerning the attached comments. Please address the comment above in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician Enclosures File: D10 -035 W:\Permit Center \Incomplete Letters\2010\D 10 -035 Incomplete Ltr 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 o Fax: 206 - 431 -3665 I Tukwila Building Division Dave Larson, Senior Plan Examiner Determination of Completeness Memo Date: February 9, 2010 Project Name: 295 Fidelity Permit #: D10 -035 Plan Review: Dave Larson, Senior Plans Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Please provide a geotechnical report. An assumed soil bearing value of 2000 lbs. per square foot may not be acceptable for this location and also would not be acceptable for commercial structures. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. • • PLANNING DIVISION COMMENTS DATE: 2 -9 -10 APPLICANT: 295 Fidelity RE: D10 -035 ADDRESS: 5920 S 180th Street The plans as submitted are not complete. 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. Apply for administrative design review. According to TMC 18.60.030(2), Design Review is required when: Any exterior repairs, reconstruction, cosmetic alterations or improvements, if the cost of that work equals or exceeds 10% of the building's assessed valuation (for costs between 10% and 25 %, the changes will be reviewed administratively). The project is valued at $443,130 and the building is valued at $2,472,900 therefore, administrative design review required. 2. Apply for SEPA. The project triggers a SEPA review for threshold determination. The proposal creates more than 40 parking spaces, demolishes more than 12,000 square feet, and has cut and fill in excess of 500 cubic yards. 3. A reciprocal ingress /egress /parking agreement applies to this site in cooperation with Dania. Dania has approval from the City to rescind the parking agreement upon restriping the parking lot. Dania's parking plan may no longer be valid with the new 295 Fidelity plan. Coordinate with Dania to either withdraw or revise the previous parking decision. PUBLIC WORKS DEPARTMENT COMMENTS DATE: February 10, 2010 PROJECT: 295 Fidelity Bldg 5920 S 180th Street PERMIT NO: D10-035 PLAN REVIEWER: Contact Joanna Spencer (206) 431 -2440 if you have any questions regarding the following comments. 1) Please clarify in writing the square footage building area that will be demolished and square footage of the new area that will be added at the mezzanine level including the use of the subject space, office or warehouse. Will dewatering take place at this site? 2) A geotechnical report is required, please refer to the attached pages 10 and 11 of the Public Works Infrastructure Design and Construction Standards. 3) Since Public Works portion of the permit has a progressive fee please provide a cost estimate for the site work excluding installation of the new landscaping; Public Works Bulletin A -1, 2 is attached for reference. Only cost of material for installation of the storm drainage system was included in your submittal. 4) Provide copy of PSAPCA demolition permit from www.PugetSoundCleanAir.org or for the time being a proof that you have applied. 5) Since the existing 1.5" WM will be relocated into the landscaping island please include the attached City of Tukwila Detail WS -02 on your plan. Specify size, manufacturer and model number of the proposed RPPA and include backflow cut sheet. Show vertical clearance between the exiting and proposed new utility lines to prevent any conflict 6) Removal of the existing R/R tracks will require the R/R company approval, please start the process early. H: Joanna/D10 -035 incompl City o*I'ukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Parcel No.: 3523049105 Address: 5920 S 180 ST TUKW Suite No: Applicant: 295 FIDELITY BUILDING WATER METER INFORMATION Permit Number: D10-035 Issue Date: 06/17/2010 Permit Expires On: 07/09/2011 DESCRIPTION OF WORK: DEMOLITION OF 150' OF LINEAR FEET OF THE SOUTHERN FACADE, 62.5 FEET OF THE SOUTHWEST FACADE, AND 87.5 FEET OF THE SOUTHEAST FACADE IN ORDER TO PROVIDE ADDITIONAL PARKING IN FRONT OF THE BUILDING. NEW CONSTRUCTION WILL CREATE NEW PARKING, A REPLACEMENT FACADE, AND AN ACCESSIBLE ENTRY. A MEZANNINE OF 3,000 SF WILL REPLACE EXISTING ONE TO BE DEMOLISHED. Public Works ACTIVITIES INCLUDE EROSION CONTROL, STORM DRAINAGE, SANITARY SEWER, RELOCATION OF DOMESTIC WM, INSTALLATION OF RPPA ON DOMESTIC WATER, NEW DEDUCT WM AND DCVA FOR IRRIGATION, UPGRADE OF FIRE DEPT CONNECTION (FDC) WITH KNOX LOCK BOX, FIRE DDCVA BACKFLOW TESTING. METER #1 METER #2 METER #3 Water Meter Size: 1.5 1 Quantity: 1 1 Water Meter Type: PERM DED Work Order Number: 11040129 0 0 Connection Charge: Y $225.00 $0.00 $0.00 Installation: Y $2,125.00 $0.00 $0.00 Additional Install Deposit: $0.00 $0.00 $0.00 Plan Check Fee: Y $10.00 $0.00 $0.00 Inspection Fee: Y $15.00 $0.00 $0.00 Turn On Fee: Y $25.00 $0.00 $0.00 Subtotal: $2,400.00 $0.00 $0.00 Cascade Water Alliance (RCFC): N $0.00 TOTAL WATER FEES: $2,400.00 $0.00 $0.00 doc: WTRMTR D10 -035 Printed: 01 -14 -2011 .:Perkins Cciie LLP 1201 Third Avenue 4800 .... Seattle, Awashiniton 98101-i099 ' : Attention : .James D:'bradel • 1111111111111111111311 PERK/N1 COIE 60 7000945 76.00 PAGE-001 OF 015 A/07/2010 13:34 KIN6 COUNTY, WA Document Tit le(s) (or transaitions;:Contned therein):':',..''' 1. Parking and Reciprocal IngresS:and Egress..Eatethenf:.Agreement • ..: .. .. , Reference Number(s) of Documents assigned or releilied: • . ; (on page 1 of documents(s)) ::.. .:: .. ,.- - . , : •••: ..:. ..:. Grantor(s) (Last name first, then first name and inifials) . ' - ---: . . . . 1. William'E. Boeing, Jr., as Co Trustee under the Indenture ofTrusi, Dated May 25„1932, and Oecuied by W.E.Boeing, ak.Trustor 2. We lls Fargo.,Bank.4,.I.A., as Co Trustee under the Indenture oftrust dated May 25, 193.2, and Executed by W.E. Boeing;::as Trustor .. „.. . , .,. 3. 'Ili -Land Corporation . . ...... ,„ .... :... .: ..kcIditiOnal names on page,. of document. • .f.Grantee(s).(Lastparrie first, then first name and initials): 1. '..:Tri-Land Corporation:, :: :•••: 2. Wittiam..E.Boeeing, Jr., as:..to-Trusteeofthe Indenture of Trust, Dated May 25, 1932, and Executed by W.E. Boeing, as Triistor-: .:: :,:••:' ''':: . ..... - 3. Wells Fargo Bank, N.A., asiCo-Trustieaf thelndenture of Trust, dated May 25, 1932, and Executed by W.E. Boeing, as Trustor ,:‘" •: :: ...•-:. .:. . ..: Additional names on page of.document: Legal description (abbreviated ,e lot, hJock,"platbr section,:tovynship; range) Ptn. NWANEY4 of S35, T23N, R4t;.W.M.;; all lit King Cotinty; WA?" ....":. •• .. . Full legal is on pages 11-12 of document. • Assessor's Property Tax Parcel/Account Number,: ,:. .:.• ....„.„. .,. : .. .: 3523049105 • - • • ../ : .• 3523049103 - • • . . . . . . . . . .' .... PARKING AND RECIPROCAL INGRESS AND EGRESS EASEMENT AGREEMENT 00045-0028/LEGAL176136593 -„„ PARKING AND RECIPROCAL INGRESS AND EGRESS EASEMENT AGREEMENT • Parking and Reciprocal Ingress and Egress Easement Agreement (this "'Agreement") is .ntide and entered into as of the 1 day of "Stint , 2010, ("Effective Date") by and between WILLIAM E. BOEING, JR., and WELLS FARGO BANK; N.A.;as Co-Trustees under the Indenture of Trust, dated May 25, 1932, and executed by W E Boeing, as Trustor (the "tiOE1NG OREGON MASABI TRUST" or "BOMT'), and TRIAAND COR.POIZATIQls,f, a:Washington corporation ("Tri-Land"). RECITALS A. BOMT IS the owner o0ertain real.property, morefiarticularly described on Exhibit A attached hereto and incorporated herein by thii.referet*e„,,Which is located at 5920 S. 180th Street, Tukwila, WashingOn (the "Pidelity,Property")::: B. Tri-Land is the ownerOfcertain real property, more particularly described on Exhibit B attached hereto and incorporated herein by this reference, which is located at 1251 Andover Park West, Tukwila, Washington (the,."`Tri-Land Property7):' • C. 'BOMT and Tri-Land previously entered'intO' that certain RECIPROCAL EASEMENT FOR INGRESS AND EGRESS dated September, 9, 2009, and recorded in the real property records of King County, Washington, on November .1.0,.,20Q)51, Under Recording Na. 20091110000119.(the "Prior Agreement"). •' D. 00MT anti TrI+Land are entering this Agreement to revoke and terminate the Prior:Agreement...and:to create a new-parking easement that burdens the Fidelity Property, along with new reciprocal easements that.burden both the Fidelity Property and the Tri-Land Property in favor.of the other for ingress and egress on and to driveways and drive aisles of the Properties. •• '•:. .:AGREEMENT NOW THEREFORE, in consideration ofthe Inutual *Mises and covenants contained herein, the receipt and sufficiency ofwhich are hereby aelcnowledged, the Parties agree as follows: . s. 1. Revocation of Prior Agreement. BOMT and Tri-Land hereby revoke " and terminate the Prior Agreement. PARKING AND RECIPROCAL INGRESS AND EGRESS EASEMENT AGREEMENT 00045-0028/LEGAL17613659.3 . . . . . .•• PAGE I . , , 2 : 2 . s' :Parking Easement. • 2. 1 :Grant of Parking Easement. BOMT for itself, its successors and assigns hereby grants, declares and establishes an easement for the use of twenty-two (22) off-street parking stalls(the'Paiking Easement") over that portion of the Fidelity Property (the "Parking Area") depicted on the :Site plan attached hereto as Exhibit C and incorporated herein by this reference (the "..:Site Nn"), which Parking Easement is intended to run with the land, benefiting the Tri-Land Property and burdening the Fidelity Property, all as described in this Agreement Expressly excluded fromtlili'Agreement are all five (5) of the Fidelity Property's Ainerican's.With Disabdities Mt parking stalls. 2.2 Assignment. The Parking shall be for the sole benefit of Tri-Land, its tenants, and its successors. Tri-Land shall.have,n-d'right to assign„ encumber or otherwise transfer any interest in this Agreement or any paft of the PorkingArea, other than assignments, encumbrances, or other transfers:associated with a conveyance of the entire Tri- Land Property. 3. Reciprocal Ingress and Egress Easement. ,3.1 , Grant of Reciprocal Ingress and Egress Basement: BOMT and Tri-Land . mutually grant•their:employees, contractors, tenants, visitors, agents and an easement for ingress and egress for motor vehicles, and for maneuvering of delNery„.irehiclet (the "AcCess8asernentl over those portions of the Fidelity Property and the "I'd-land Property (the "Mutual Access Area") depicted on Exhibit C. The Access Easerneit is intended to run With the land, benefiting and burdening both the Tri-Land Property and the Fidelity Property, all as described in 3.3 Use of t1 Mutual AcceSS Area. BOMT and Tri-Land, their employees, contractors, tenants, ;:liiitors, agents and invitees may use the Mutual Access Area for ingress, egress, and manetiveringof degyery:•:vehicles. 3.3 Parking in Mutual-kecess Area Na'motOr .vehicle parking is allowed within the Mutual Access Area except in the parking stags and, in the case of delivery vehicles, the delivery bays, as depicted on the sife Plan. • • 3.4 Future Parking. BOMT,:initekle:disiretidn, may add additional parking stalls to the Fidelity Property in a number and arrangement sirnilaic.but not necessarily identical, to those located within the Mutual Access Area and on the Tr-Land Property, as depicted on the Site Plan. The addition of such new parking is:Conditioned upon that parking having no material impact upon Tri-Land's operations on.illeTri-Land Propeity,' . . , 3.5 Assignment. BOMT and Tri-Land shall not assign;...enc4mber.or otherwise., transfer any interest in this Agreement or any part of the Mutual Accesi:Area, other than PARKING AND RECIPROCAL INGRESS AND EGRESS EASEMENT AGREEMENT PAGE 2 00045-0028/LEGAL1 7613659.3 • assignments, encumbrances, or other transfers associated with the conveyance of the Fidelity Property or Tri-Land Property in their entireties. 4 'Easements to Run with the Land. This Agreement, all other covenants, agreements, rights, and obligations created hereby, shall run with the Fidelity Property and the Tri-Land Property; and shall be binding on and pure to the benefit of all persons having or acquiring „fee title to theFidelitY.,PrOpeiiy.'or Tri-Land Property, al] upon the terms, provisions, and condition s set forth herein. This Agreement, and all rights and obligations of BOMT and Tri-Land with respect to.the.Parking.:Area and the Mutual Access Area, both set forth herein, will commence as of the EffectiVe.Pate and shall c,ontinue in perpetuity. 5. Maintenance. :.. . . , 5.1 Parking Area. BOMT and itsSuceessors shall be responsible, at its sole cost and expense, for all maintenance and rePair..Ufthe ParkingArea,:exCept as provided in Section 8.2 of this Agreement. Access Area BOMT.and.TriLLand.:and.:theU:.succeSSOrs shall each be responsible for all.maintenance, repair, and if necessary, feplaCemerif dritte Portion ofihe Mutual Access Area located on the Fidelity Propert. y and theTrI=LandPrOperty,,respectively. All maintenance and repair shall be at such owner's sole cost and expense. . . 6. COnsideration. The easements granted under this Agreement are mutual and reciprocal and the :grant -and. conveyance by each party is in consideration of the grant and conveyance by the 9ther. Neither BOMT nor Tri-Land may collect, attempt to collect or permit the colleCtitin of any charge or fee for access to or through the Parking Area or Mutual Access Area,..Or for the eerckk of any easement rights granted under this Agreement. •. 7. ImproveMent. BOMT.''and..Tri-Land each may, at such party's own cost and expense, improve the Fidelity Property ancftheTritand.Property, respectively, subject to the easements granted hereby in: any mannei:Consistent.with the purposes of such reciprocal easements; provided that (i):;sucniMprovernents shall comply with all applicable laws; and (ii) no such improvements shall unreaionably'impair the .continuous and uninterrupted use of the Parking Area and Mutual kcoesi Area for the purposes set in this Agreement. 8. Indemnification. BOMT and Tri-Land agree to indemnify one another according to the following: ....... . . . . . . . . 8.1 BOMT Indemnification. BOMT herebS, agrees 10 defend,.:indernnify.andhold harmless Tri-Land, its officials, employees, agents and stafftO.theextent perrnitted by law from any and all claims, liabilities, legal actions, damages, legal..feesicOsts,,.;:debts, or claims of every kind or nature whatsoever arising out of any acts or OmiSsiuninf BONIT. in connection with this Agreement; provided, however, that the requirements ofthis' PARKING AND RECIPROCAL INGRESS AND EGRESS EASEMENT AGREEMENT 00045-0028/LEGAL I 7613659.3 paragraph shall not apply to that portion of any such claim that reflects Tri-Land's own negligenee..,Additionally, BOMT agrees to pay for all damages to Tri-Land-owned property ,resulting fronf•BOMT's use the Mutual Access Area. 8.2 Tri-tarid Indemnification. Tri-Land hereby agrees to defend, indemnify and hold harmless BOMT, its elected ind appointed officials, officers, directors, managers, employees ,:•and agentS from any and all claims, liabilities, legal actions, damage, legal feesicbstsi•debts,,:dernandS, Or claims ofe'Ver'Y'ind or nature whatsoever arising out of any act or il).mission of Tri-Land in connection with this Agreement; provided, however, that the requirements of this paragraph shall not apply to that portion of any such claim that reflects BOMT's ownlegligencei: Ad4itiorially, Tli-Larid agrees to pay for all damages to BOMT- owned property resulting from Tri7Land'f use of the Parking Area and the Mutual Access Area. 8.3 Claims. The party seeking indetnnificationUnder this Section 8 (the "Indetnnitee") shall notify the other party "Indemnitor") n Writing of the subject action or claim promptly after the Indemnitee learns of the same, cOoperatewith,the Indemnitor, at the Indemnitor's expense, in connection with the 'defense and settlement of the claim or action and permit the Indemnitor to control the defense and settlement'Of'such action of claim, provided that the Indemnitor may not settle the actionbr,olaiM'Withouithe' Indemnitee's prior written consent, which will not be unreasonably withheld Further, the Inderrinitee.; at its expense, may participate in the defense and settlement of'the'action or claim with counsel of its own choosing. • 9; •Taxes andinsiirance:. 9 Taxes BOMT and Tr-Land shall each pay the property taxes and assessinent§..apAricalile to the Portions of their respective properties addressed by this Agreement. . . 9.2 Insurance. BOMT and shall each obtain and at all times maintain an insurance policy or policies .insuring the other against liability for injury or death of persons or damage to property arising out of the use, operatibn;and maintenance of the Parking Area and Access Area on their respective ?roperties, such insurance to be in a sum of not less than One Million Dollars ($1,000,600) ,co'inbined'isingle lumt with respect to injuries to or death of persons and destruction of or damage tO proPerty upon a Party's request, the other Party shall submit written evidence that such insurance policy or policies 'are irieffect. 9.3 Waiver of Subrogation. Neither BOMT for Tri-Landishall be liable to the other or to any insurance company (by way of subrogation or otherwise) insuring the other party for any loss or damage to any building, structure or tangible personal property Of the. other or of any third party occurring in or about the Fidelity firoperty; Tri-LandProper6,, Mutual Access Area, or Parking Area, even though such loss or damage might have been occasioned by the negligence of such party, its agents or employees, if SuchlaSs or damage', .• • , PARKING AND RECIPROCAL INGRESS AND EGRESS EASEMENT AGREEMENT 00045-0028/LEGAL 17613659.3 PAGE 4 • • • • • •• woUldfall within the scope of a fire and extended coverage (all risk) policy of insurance, whe.therOr.not the party suffering the loss actually maintained such insurance. Each party h4.11obfain frdm its respective insurer under each insurance policy it maintains a waiver of a[1 rights of subrogation that the insurer of one party may have against the other party, and 00MT and Tii-Land Shall each indemnify the other against any loss or expense, including . . reasonable attorneys", fees, resulting from the failure to obtain such a waiver. . • , 10. Tenants. •:BOMT and Tri-Land acknOW,ledge and agree that each may have a tenant or tenants at their respective Propertie“the "MOMS') and that the Tenants may in turn be responsible Linder their ieases for the perfOrtrianceand payment of obligations of BOMT and Tri-Land undeethi§.Agreement. BOMT and Tri7tand each shall, to the extent the obligations of the other under this Agreernerit are satisfied, accept such performance and payment by the Tenanti. • , 1 1. Modifications or Revocation: This Agreernerit.may. not be modified, changed, altered, or revoked unless the Parties agree in•writing. Any modification or revocation of this Agreement is not effective unless first approved by the City of Tjakwila:(the "City").: ...• 12. NOtices...11otices required to be given under this AgreOnen Wail be in w4tingend shall be given as follows, or to other such addresse's . as oomT,.Tri-Land; and:alp-city may • • • : from time tg time provide: Ifto BOMT„, 1325 Fourth Avenue, Suite 1940 . • . . Seattle, Washington 98110 If to Tri.1.4nd:,...- 1325 Fourth Avenue, Suite 1940 eattle,,Washington 98110 • • • If to City: ... Director of Community Development City of Tukwila Department of Comm!.irtity Development 6300Southeentei Suite 100 Tukwila', WA 98188-2544 Notices shall be delivered in persori or by United States mail, postage prepaid, certified or registered mail, return receipt requested; or recognized overnight courier.::„ 13. Incorporation of Recitals. The above recitals are true and correct and incorporated herein. • .• .• .• 1. 1.•• 1•• •, •• • , • , .• . ••. •• • • • , 1• •, • 1 • • I• •• 14. Entire Agreement. This Agreement contains the complete and integrated understanding of the Parties and supersedes all other understanding, agreements or negotiations whether oral or written not set forth herein. ..• PARKING AND RECIPROCAL. INGRESS AND EGRESS EASEMENT AGREEMENT 00045-0028/LEGAL I 7613659.3 PAGE 5 • . 15. Governing Law. This Agreement shall be governed by and construed in accordance ,.with the laws of the State of Washington. Severability. If any part of this Agreement is found to be in conflict with applicable laws, such part shall be inoperative, null and void, insofar as it is in conflict with said laws, ...th• remainder'of the Agreement shallfemain in full force and effect. PARKING AND RECIPROCAL INGRESS AND EGRESS EASEMENT AGREEMENT 00045 - 0028 /LEGAL 17613659.3 WITNESS WHEREOF, the Parties have executed this Agreement as of the date first above, • WILLIAM E. BOEING, JR., AS CO- RIJSTEE • ;UNDERTHE INDENTURE OF TRUST, DATED MAY 25,1932, AND EXECUTED BY W.E. BOEING AS TRUSTOR WELLS FARGO BANK, NA., AS CO-TRUSTEE UNDER TIIE INDENTURE OF TRUST, DATED MAY 25,1932, AND... XEC D BY W.E. BOEING, A T 5/- By ( WM. MilMMIreirOjW TRI-LAND CORPORATION By Name: ack J. Link President PARKING AND RECIPROCAL INGRESS AND EGRESS EASEMENT AGREEMENT 00045-0028/LEGAI.17613659.3 PA98 7 STATE . F..WASHINGTON ) ) ss. UNTY OF Ire Ylq On this::' day: of fir et:./ :./ , 2010, before me, the undersigned, a Notary:Pubfic`in and for the State ofWdshington, duly commissioned and sworn, personally appeared WILLIAM E. BO1✓ING, 7�2., tome known to be the person who signed as Co- Trustee under the Irsdentdre :of Trust,;dated May;125, 1932, and executed by W.E. Boeing, as Trustor, and ..who executed .rhe within and foregoing instrument and acknowledged said instrument to be,his „free and voluntary act anddeed for the uses and purposes therein mentioned; and on oath statecl that.he was authorized to execute the said instrument as Co- Trustee under the Indenture. :Of Trust, dated: May 25,,.- 1.932, and executed by W.E. Boeing, as Trustor. IN WITNESS WHEREOF-�I have hereunto set my hand and official seal the day and year first above written. DON W. COOMBS STATE OF WA$HINGTQN NOTIRY`PUBLIC :. MY COMMISSION EXPIRES (Sign tureof Notary)„...- • Da Al c 47.; (Print or stamp name otNotary) NOTARY PUBLIC in and for.tbe State of Washington, residing at QeL(e 0,4C My appointment expires: S”. - 17-.- PARKING AND RECIPROCAL INGRESS AND EGRESS EASEMENT AGREEMENT PAGE 8 00045 -0028 /LEGAL 17613659.3 STATE OF WASHINGTON /COUNTY. OF ) ss. On this 1. s4 day of , 2010, before me, the undersigned, a Notary Public 'in arid for the Sta of Washington, duly commissioned and sworn, personally appeared to me known to be the person who signed as t Le...Pre 14.44.4. cif VVELLS;FARGO BANK, N.A., the Co-Trustee under the Indenture of Trust; dated May 25,,.:1932, and executed by W.E. Boeing, as Trustor, the national banking asspCiatiOn that eXecutedihe:■,Vithin and foregoing instrument and acknowledged said-instrtiment to be the,free'and' voluntary act and deed of Wells Fargo Bank, N.A., as Co Trustee under the Indeniurciif Trust, dated May 25, 1932, and executed by W.E. Boeing, as Trustor, for the uses and purposes therein menticined; and on oath stated that was authorized to execute the said instrument on behalf &Wells Fargo Bank, N.A., and that Wells Fargo Bank, N.A.,,Ikas,autitoried to execute said'instrument on behalf of the Indenture of Trust, dated May 25, 1932, Old executed by V.E. Biieingras Trustor. IN WITNESS WHEREOF I have hereunto set,iny,hand and official seal the day and year first above written. o_cActirire_. L ?vb (Print or stamp name of Notary) NOTARY PUBLIC in and for the State ofWashington, residing at :My:appointment expires: 3 - 2-01— • • • PARKING AND RECIPROCAL INGRESS AND EGRESS EASEMENT AGREEMENT 00045-0028/LEGAL176 13659.3 STATE OF WASHINGTON ) ) ss. `COUNTY OF ) On this Z7 : " day :of := .�?'�Q y;' , 2010, before me, a Notary Public in and for the State of Washington, duly: commissioned.and•sworn, personally appeared JACK J. LINK, to me known to be :the person Who signed; s president of TRI -LAND CORPORATION, the corporation that executed the within:;and fotegoing [ nstrument, and acknowledged that said instrument to'bc the free and voluntary act and. deed of said corporation for the for the uses and purposes their n mentioned, and on..:oath stated that he was duly elected, qualified and acting as said officer of::the corporation' andd that he was authorized: to execute said instrument. GIVEN UNDER my hand and official seal hereto affixxd'the day and year in this certificate first above written. DON W COOMBS STATE OF WASHi4iGTO1N .•., NOTARY .PUBLIC MY COMMISSION; "EXPIRES: 05 :4142 (Signature of Notary) �c�V td • e :oc (Print or stamp name of Notary)::' NOTARY PUBLIC in a id.fo i the:State of Washington, residing at OP.decluC My appointment expires: 5-7 2.1 . t't) PARKING AND RECIPROCAL INGRESS AND EGRESS EASEMENT AGREEMENT 00045- 0028/LEGAL 17613659.3 EXHIBIT A Legal Description of Fidelity Property THE WEST 250 FEET MEASURED AT RIGHT ANGLES TO THE WEST LINE OF THE :FOLLOWING DESCRIBED PROPERTY: THAT PORTION OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 35. TOWNSHIP 23 .NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS .FOLLOWS:,: COMMENCING°A.T.THENORTHEAST CORNER, OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SAID :SECI;`I'ON 35;'` THENCE SOUTH 01 °5143.9 "4EST ALONG' THE EAST LINE OF SAID NORTHWEST QUARTER OF THE NORTHEAST QUARTER DISTANCE OF 103/74 FEET; THENCE NORTH 87 °55'02" WEST 4 DISTANCE OF :30.00 FEET TO`THE WEST MARGIN OF ANDOVER PARK WEST AND THE TRUE POINT OF BEGINN,1NO; THENCE CONTINUING NORTH 87 °55'-.92" WESTA DISTANCE OF 27.4.00.,. FEET; THENCE NORTH O1 °51'39" EAST A DISTANCE OF 272.50 FEET; THENCE NORTH 87 °55'02" WEST A DISTANCE OF 440.70 FEET; THENCE SOUTH.G1 °51'39" WEST A DISTANCE,Q.E_:553..89 FEET::TOALINE 36 FEET NORTH OF THE CENTERLINE OF SOUTH 180TH STREET;; • ; THENCE SOUTH 8750'09" EAST ALONG SAID LINE A DISTANCE 0685:::17 FEET; THENCE ALONG A CURVE TO THE LEFT, THE CENTER OF WHICH BEARS: WEST 27 °26'23"'WEST HAVING A RADIUS OF 50.00 FEET, AN ARC DISTANCE OF 52:97 FEET THROUGH A`CENTRAL °ANGLE OF 60 °41'58" TO THE WEST MARGIN.,OF :ANDOVER PARK WEST; THENCE NORTH 01 °51,139" EAST ALONG SAID WEST MARGIN A DISTANCE OF 238.66 FEE :::TO THF°'TRUE POINT OF BEGINNING; TOGETHER WITH ANON- E5(.CLUSLVE EASEMENT FOR INGRESS AND EGRESS OVER AND ACROSS A`STRIP OF'LANI7t°50 FEET IN WIDTH DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST, CORNER OF THAT CERTAIN TRACT OF LAND CONVEYED TO 186 CORPORATION.RY DEED RECORDED.UNDER RECORDING NUMBER 7111100109; THENCE NORTH 87 °55'02" WESTA DISTANCE bF 6070 FEET ;':. THENCE SOUTH 0l °51'39" WEST PARALLEE tO ANDOVER ,PARK WEST A DISTANCE OF 50.00 FEET; THENCE SOUTH 87 °55'02" EAST A DISTANCE OF 930.70 FEET TO`THE WEST OF ANDOVER PARK WEST; THENCE NORTH 01 °51'39" EAST ALONG SAID WESTMARGIN A:DISTANCE OF 50.00 FEET TO THE SOUTHEAST CORNER OF SAID TRACT OF LAND CONVEYED: BY INSTRUMENT RECORDED UNDER RECORDING NUMBER 7111'100:109, THENCE NORTH 87 °55'02" WEST ALONG THE SOUTH LINE OF SAID TRACT OF LAND A DISTANCE OF 270.00 FEET TO THE POINT OF BEGINNING. PARKING AND RECIPROCAL INGRESS AND EGRESS EASEMENT AGREEMENT 00045 -0028 /LEGAL 1 7613659.3 EXHIBIT B Legal Description of Tri-Land Property THAT PORTION OF-THE NORTHWEST QUARTER. OF THE NORTHEAST QUARTER OF SECTION 35, 'TOWNSHIP 23 NORTH RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBEDAS FOLOWS: COMMENCING AT THE NORTHEASTOORNER,OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SA14::SECTION'35;' THENCE SOUTH 01°5.1'.'39 WEST ALONGTHEEAST LINE OF SAID NORTHWEST QUARTER OF T14E-NORTHEAST QUARTER:A:DISTANCE OF 1,003.74 FEET; THENCE NORTH 87°55'02" WEST:A DISTANCE OF 30.00 FEET TO THE WEST MARGIN OF ANDOVER PARK WEST AND THE TRUE POINT OF-13EGINNINqf THENCE CONTINUING NORTH:87°55'0r WEST A DISTANCE OF 270.00 FEET; THENCE NORTH 01°51'39" EAST A DISTANCE OF:272.50 FEET; THENCE NORTH 87°55'02" WEST 'A DISTANCE OF 440,70SF5E1%.:' THENCE SOUTH 01°51'39" WEST A 61STAN.CE OF 553.0 FEET:TO,A.LINE 36 FEET NORTH OF THE CENTERLINE OF SOUTH I ilOTH STREET;.: THENCE .SOUTH 87°50'09" EAST ALONG SAID LINE A pisTANCO,F18.5.17. FEET; THENCE ALONG A CURVE TO THE LEFT, THE :CENTER OF WHICH BEARS WEST 27°26'23" WEST HAVING A RADIUS OF 50.00 FEET, AN ARC DISTANCE OF 523,7 FEET THROUGH A CENTRAL ANGLE OF 60°41'58" TO THE WEST MARGIN OF :ANDOVER PAR( WEST; THENCE:NORTH 0°51'39" EAST ALONG SAID WEST MARGITil •A,DISTANCE OF 238.66 FEET TO THE TRUE potNT..OF BEGINNING; EkCEPT,T,HE WEST 250 FEET THEREOF MEASURED AT RIGHT ANGLE$ TO THE WEST LINE THEREOF; TOGETHER WITH A'NON-ECL6SIYEEASEMENT FOR INGRESS AND EGRESS OVER AND ACROSS A.STRIP-bF 4ND sayEET IN WIDTH DESCRIBED AS FOLLOWS: BEGINNING AT THE,SOOTHWEST CORNER. OF THAT CERTAIN TRACT OF LAND CONVEYED TO 186 CORPORATION BY DEEDitEcoRpED UNDER RECORDING NUMBER 7111100109; . . THENCE NORTH 87°55'02" WEST A,DISTANCE OF 660.10 FEET,. • THENCE SOUTH 01°51'39" WEST PARALLEL, TO ANDOVER PARK WEST A DISTANCE OF 50.00 FEET; THENCE SOUTH 87°55'02" EAST A DISTANCE 936.70EET TO THE WEST MARGIN OF ANDOVER PARK WEST; THENCE NORTH 01°51'39" EAST ALONG SAID WEST:MAR:GIN A DISTANCE' OF 50.00 FEET TO THE SOUTHEAST CORNER OF SAID TRACT OF LAND CONVEYED BY RECORDING NUMBER 7111100109; . . . THENCE NORTH 87°55'02" WEST ALONG THE SOUTH LINE OF SAID:TRACtOF LAND A DISTANCE OF 270.00 FEET TO THE POINT OF BEGINNING. .-•••.. .. .,.: PARKING AND RECIPROCAL INGRESS AND EGRESS EASEMENT AGREEMENT ,..' PAGE 12 ,..' ;.' 00045•0028/LEGAL1 7613659.3 .. - EXHIBIT C Site Plan $ee;attached document] PARKING AND RECIPROCAL INGRESS AND EGRESS EASEMENT AGREEMENT 00045 -0028 /LEGAL 17613659.3 . .. . . .......,.. ..... ..• ... r ti b0 ; rnl z; 9 II 0 Millaili111^).Bia7/11111.1111i.l. 111.01 fl I ' I I '111 ...DOSESFAX.r.: . 1■41-vm FIDELITY BUILDING VIE Uss4?0 ftEsow,T■oms 5020 S 40csSTREET tuswa..A. WAS/40110N 1 P..q . b., MET 3111.11f.11=1=1171•111•1•111• Worm,— nravn. enarscs. sawrr.—ccr.cri=4,■=m1 • PE T f � `}., $ COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -035 PROJECT NAME: 295 FIDELITY SITE ADDRESS: 5920 S 180 ST Original Plan Submittal Response to Correction Letter # x DATE: 07 -15 -10 Response to Incomplete Letter # Revision # 1 After Perniit Issued DEPARTME TS: 61,212'1'3 uilding Divi ion C_ I Fire Prevention ill N /A. "L.A. 40 Public Wofks Structural SM N 4- 140 Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 07-20-10 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: ElNo further Review Required DATE: proved with Conditions DUE DATE: 08-17 -10 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 •PEW E84• PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -035 DATE: 06/09/10 PROJECT NAME: 295 FIDELITY BUILDING SITE ADDRESS: 5920 S 180 ST Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural af‘rk c -lc to Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 06/10/10 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS ROUTING: Building Please Route X Structural Review Required ❑ No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/08/10 Approved n Approved with Conditions Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 OD ft. tolf PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -035 PROJECT NAME: 295 FIDELITY SITE ADDRESS: 5920 S 180 ST Original Plan Submittal X Response to Correction Letter # 1 DATE: 05 -13 -10 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: Bu Iding Division ❑ u lic Fire Prevention Structural n gp.ot.o Planning ' ivision Permit Coordinator t DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 05 -18 -10 Complete Incomplete ❑ Not Applicable ❑ Comments: • Permit Center, Use Only . •r • INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: DUE DATE: 06-15-10 Approved with Conditions .1 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: (iti011 6 2 Departments issued corrections: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials: J\ A' Documents /routing slip.doc 2 -28 -02 •PERM1TCOORDCOPYI PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -035 PROJECT NAME: 295 FIDELITY SITE ADDRESS: 5920 S 180 ST DATE: 02/22/10 Original Plan Submittal Response to Correction Letter # X Response to Incomplete Letter # 1 Revision # after Permit Issued EPARTME .3 TS: �_, Building vision 1 3 1 I t0 u lic or s Fire Prevention Structural AP -21) 10 S Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete n DUE DATE: 02/23/10 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Building Please Route Xf Structural Review Required n No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03/23/10 Approved Approved with Conditions ❑ Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only /l CORRECTION LETTER MAILED: �� �� ( Departments issued corrections: Bldg ❑ Fire ❑ Ping PW Staff Initials: tiuic Documents/routing slip.doc 2 -28 -02 PERMIT COORD COPt10 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -035 DATE: 02/08/10 PROJECT NAME: 295 FIDELITY SITE ADDRESS: 5920 S 180 ST X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued DEPART ENT S: BL v °--j2/1 0 uilding 'vision �s 4 - i -Iv �ubiic r WIN PP IV SNI C,ew 61 Fire Prevention Planning Division Structural ❑ Permit Coordinator El DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 02/09/10 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: 03-"' `I0 LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg' Fire ❑ PIngjg— PW4T-- Staff Initials: TUES /THURS ROUTING: Building Please Route n Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DUE DATE: 03/09/10 DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 �(( PROJECT NAME: 29 5- --i U� 11 �+� 4.y SITE ADDRESS: 8-c1,l -() & 1 OD S-r 1 PERMIT NO: ' i Q- 0 3 S ORIGINAL ISSUE DATE: (o -1l-1 v REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE t VLoLi10 STAFF INITIALS 1 _7`1 -/d l Summary of Revision: Summary of Revision: .e r.. 4-4 s; ye L 6 r- -e et I) Received by: ye - LU t- /b-4L REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF .INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person atlmit Center. Revisions will not be accepted through the mail, fax, etc. Date: 07 14 2010 Plan Check/Permit Number: D10 -035 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Fidelity Building Project Address: Contact Person: 5920 S 180th Street Kendra Lundahl Phone Number: (206) 624 -3210 Summary of Revision: In reviewing the intent of the TMC with Rebeca Fox it is clear that the required space listed is for the entire enclosure space. Prior the area had been designed so that the dumpster itself met SQ FT requirement. The result was that the enclosure space was much larger than necessary. The resign reduces the size from 493 sq ft to a more compact 200 sq ft. Other than the change is size and a minor shift in location the design of the enclosure remains the same. The dumpster shifts north to align with the corner of the building to allow free use of and exiting roll up door. This shift requires the curbing to be restructured a bit as well as 194 sq feet of landscape to be deleted. Please see the updated landscaping calculations, 19 /SD 17, which show that the landscaping provided is still far more than required. saceveD currtnesu PERMIT CENTER Sheet Number(s): SD -7 "Cloud" or highlight all areas of revision including date of re�jsi Received at the City of Tukwila Permit Center by: [Entered in Permits Plus on -7— (S —C D II: \Applications \Forms- Applications On Line \2010 Applications \7 -2010 - Revision Suhmittal.doc Created: 8 -13 -2004 Revised: 7 -2010 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Web site: http://www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 6/9/10 Plan Check/Permit Number: D10 -035 O Response to Incomplete Letter # 0 Response to Correction Letter # 2 Q Revision # after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner Project Name: 295 Fidelity Project Address: 5920 S 180th Street Contact Person: Kendra Lundahl /Bob Kroese Phone Number: (206) 624 -3210 Summary of Revision: Per the conditions of building permit issuance a gated enclosure for the dumpster has been added (see SD7& SD3). The metal flashing along the top of the building has been changed to P -5 Carnelian (see sheet A2.1 &A2.2 Restriping of the lot has been noted on the site plan (see SD 3). RECEIVED env OFTUKWILA JUN 0 9 2010 PETS (4) sets of updated plans (34) sheets each see index (1) half size & (1) one full size et of SD2,3,4,7, A2.1,2.2, DR1,DR2. Sheet Number(s): (1) Bike Rack and (1) Parking Lot Light cut sheet "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: [ Entered in Permits Plus on 41 `10 I I:AApplieations\Fonns- Applications On Lino A2009 -O0 Revision Submittal.doe Created: 1 -13 -2004 Revised: 8 -2009 1 City of Tukwila Steven M. Mullet, Mayor 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 Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 5 • 2.0I 0 Plan Check/Permit Number: D10-035 n Response to Incomplete Letter # ® Response to Correction Letter # 1 L Revision # after Permit is Issued • Revision requested by a City Building Inspector or Plans Examiner Project Name: 295 Fidelity Project Address: 5920 S 180 St Contact Person: K,tt t.'I7 .) LVI- iOkilL Phone Number: ZO(D • (02-4 • 277.-1 Summary of Revision: cSf -LET 110.2. P•OQ G ot.Q G'T•t 0[-k $ c51 ¶ ( y %L. 4 V k HP 5C pF. N tov >✓ Gi-t k}{y PCB Lb petG- �t RECErvED LA r�32010 PERA6101 i *F. Sheet Number(s): LL5 C%-1 1 5 (' -?t1 6D -4) 1D - ID \!- -1 , 92_ -l. , (-'1✓ I (- 1 11-'1 "Cloud" or highligh7 td areas of revision including date of revisio, Received at the City of Tukwila Permit Center by: Entered in Permits Plus on Si . T r ( D \applications \forms - applications on line\revision submittal Created: 8 -13 -2004 Revised: City of Tukwila Steven M. Mullet, Mayor 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 Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail,. fax, etc. Date: 2. `) ') - "- 1 0 Plan Check/Permit Number: D 1 0-035 Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner • Project Name: 295 Fidelity Project Address: 5920 S 180 St efTY OF T ORA FEB 22 2010 PERMIT CENTER Contact Person: 015 1 . v C Phone Number: 7.--06 ' (021-4 Summary of Revision: 6 are. t .r 't t vs+- -5 . Sheet Number(s): 61D 1 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: in Permits Plus on 01-12-11 I „, \applications \forms - applications on TineArevision submittal Created: 8 -13 -2004 Revised: Contractors or Tradespeople Peter Friendly Page • General /Specialty Contractor A business registered as a construction contractor with LEI 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. Business and Licensing Information Name Poe Construction Inc UBI No. 171004362 Phone 2538332400 Status Active Address Po Box 1838 License No. POECOI *247QZ Suite /Apt. License Type Construction Contractor City Auburn Effective Date 11/9/1976 State Wa Expiration Date 5/1/2011 Zip 980711838 Suspend Date County King Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status NORTHCI905CQCorthway Construction Inc Construction Contractor General Unused 2/18/2010 2/18/2012 Active Business Owner Information Name Role Effective Date Expiration Date Poe, Charles E President 03/01/1996 Amount Peterson, Alan D Secretary 04/25/2000 DTC0526D9242C0F10 Williams, Wayne W Vice President 03/01/1996 Fry, Kyle R Treasurer 03/12/2003 02/18/2010 Clark, Dennis M Chief Operating Officer 07/09/2003 01/16/2006 Reifschneider, Carol M Secretary 01/01/1980 07/09/2003 Welfringer, Suzanne M Treasurer 11/09/1976 07/09/2003 Poe, Fred W ENbsp; 01/01/1980 01/01/1980 Bond Information Page 1 of 2 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 4 SAFECO INS CO OF AMERICA 5698019 05/01/2002 Until Cancelled $12,000.00 03/05/2002 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 30 CHARTER OAK FIRE INS CO DTC0526D9242C0F10 05/01/2010 Until Cancelled $1,000,000.0004 /29/2010 29 CHARTER OAK FIRE INS CO DTC0526D9242C0F09 05/01/2009 05/01/2010 $1,000,000.0004 /20/2009 28 CHARTER OAK FIRE INS DTC0526D92421ND 05/01/2007 05/01/2009 $1,000,000.00 04/21/2008 27 TRAVELERS INDEM OF CT DTC0526D92421ND 05/01/2007 05/01/2008 $1,000,000.00 04/20/2007 26 TRAVELERS INDEMNITY CO OF AMER DTC0526D92421ND 05/01/2005 05/01/2007 $1,000,000.0004 /19/2006 25 TRAVELERS INDEMNITY CO KC08400088 05/01/2005 05/01/2006 $1,000,000.00 04/07/2005 https://fortress.wa.gov/lni/bbip/Print.aspx 06/17/2010 2009134.01 LAYERSTATE: GENERAL NOTES: 1. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. 2. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, NOTIFY THE UTILITIES INSPECTOR AT (206) 433 -0179. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING (206) 433 -0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMITS(S) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF THE CITY OF TUKWILA "DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS" AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE - APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA "DEVELOPMENT GUIDELINES AND DESIGN CONSTRUCTION STANDARDS ", UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10. PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. HORIZONTAL DATUM SHALL BE WASHINGTON STATE (GRID) COORDINATES, NORTH ZONE, USING NAD 83 -91 SURVEY CONTROL AND TIED TO ANY TWO CITY OF TUKWILA HORIZONTAL CONTROL MONUMENTS. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12. REPLACE OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 13. RETAIN, REPLACE OR RESTORE EXISTING VEGETATION IN RIGHTS -OF -WAY, EASEMENTS, AND ACCESS TRACTS. CONSTRUCTION NOTES: 1. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PREMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS, SPECIFICATIONS, AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. PERMITTEE SHALL APPLY FOR A REVISION FOR ANY WORK NOT ACCORDING TO APPROVED PLANS. 2. PERMITTEE /CONTRACTOR SHALL ARRANGE A PRE - CONSTRUCTION CONFERENCE WITH THE CITY'S INSPECTOR(S) PRIOR TO BEGINNING ANY WORK. 3. WORK IN ROADWAYS: A. ALL WORK IN ROADWAYS SHALL MEET TMC 11 AND THE FOLLOWING: B. PRIOR TO ANY ACTIVITY IN CITY RIGHT -OF -WAY, THE PERMITTEE SHALL PROVIDE THE CITY A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL. THE TRAFFIC CONTROL PLAN SHALL INCLUDE THE LOCATION, ADDRESS AND DESCRIPTION OF TRAFFIC FLOW DURING THE WORK AND SHALL MEET MUTCD REQUIREMENTS. C. ALL WORK REQUIRING LANE CLOSURES MUST BE BY PERMIT ONLY. FROM THE THIRD THURSDAY IN NOVEMBER TO THE FOLLOWING JANUARY 2ND, THE DIRECTOR DOES NOT ALLOW LANE CLOSURES IN THE TUKWILA URBAN CENTER. D. FIRE, PEDESTRIAN, AND VEHICULAR ACCESS TO BUILDINGS SHALL BE MAINTAINED AT ALL TIMES, EXCEPT WHEN PERMITTEE HAS PERMISSION FROM THE BUILDING OWNER AND THE DIRECTOR TO CLOSE AND ACCESS. E. ALL ROADWAYS SHALL BE KEPT FREE OF DIRT AND DEBRIS USING STREET SWEEPERS. USE OF WATER TRUCKS FOR CLEANING ROADWAYS REQUIRES PRE - APPROVAL FROM THE DIRECTOR. F. INSTALL STEEL PLATES OVER ANY TRENCH, AT ANY TIME WORK IS STOPPED AND THE TRENCH IS LEFT OPEN. CONTRACTOR NOTES: 1. CONTRACTOR TO VERIFY ALL INFORMATION OF EXISTING CONDITION PRIOR TO CONSTRUCTION. 2. USE CITY OF TUKWILA STANDARD PLANS WHERE APPLICABLE, 1251 ANDOVER PARK WEST TUKWILA, WASHINGTON GRADING AND EROSION CONTROL NOTES: 1 THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARING LIMITS, INSTALL CONSTRUCTION ENTRANCE, AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER. 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UN- WORKED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UN- WORKED FOR TWO DAYS OF MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: A. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UN- WORKED FOR MORE THAN 12 HOURS. B. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. C. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UN- WORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. 7. FAILURE TO MAINTAIN ESC MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE DIRECTION OF THE DIRECTOR AND ASSESSED AS A LIEN AGAINST HE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. 8. DURING THE LIFE OF THE PROJECT, THE PREMITTEE SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR, RESTORE, OR REPLACE ALL GRADE SURFACES; WALLS, DRAINS, DAMS, STRUCTURES, VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES, AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. 9. THE PERMITTEE SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES, AND SHALL, WITH THE DIRECTOR'S APPROVAL, REMOVE SEDIMENT DEPOSITION RESULTING FROM PROJECT- RELATED WORK. 10. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS ANS ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. 11. AS THE FIRST ORDER OF BUSINESS, THE PERMITTEE SHALL INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES PER THE ESC AND SHALL INSTALL THE DOWNSTREAM TEMPORARY ESC MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE REMOVED, INSTALL AND ESTABLISH THE UPSTREAM PERMANENT ESC MEASURES. 12. THE PERMITTEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS, THEIR BUFFERS, AND ADJACENT PRIVATE PROPERTIES AND PUBLICRIGHTS -OF -WAY OR EASEMENTS FROM DAMAGE DURING GRADING OPERATIONS. THE PERMITTEE SHALL RESTORE, TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT, SENSITIVE AREAS, THEIR BUFFERS, AND PUBLIC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY PERMITTEE'S OPERATIONS. 13. PERMITTEE SHALL ARRANGE FOR AND COMPLY WITH THE FOLLOWING: nrn2nng1s4\dwa\01 COVER SHT C1.dwa. C1 -COV. 6/3/2010 9:28:54 AM A. NOTIFY THE PUBLIC WORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ESC MEASURES. B. OBTAIN PERMISSION IN WRITING FROM THE PUBLIC WORKS DEPARTMENT PRIOR TO MODIFYING THE ESC PLAN. C. MAINTAIN ALL ROAD DRAINAGE SYSTEMS, STORM WATER DRAINAGE SYSTEMS, CONTROL MEASURES AND OTHER FACILITIES AS IDENTIFIED IN THE ESC PLAN. D. REPAIR ANY SILTATION OR EROSION DAMAGES TO ADJOINING PROPERTIES AND DRAINAGE FACILITIES. E. INSPECT ACCORDING TO APPROVED ESC INSPECTION SCHEDULE AND MAKE NEEDED REPAIRS IMMEDIATELY. GRADING AND EROSION CONTROL UTILITY NOTES: 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES OVER 4 -FEET DEEP. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. POWER, CABLE, FIBER OPTICS, AND TELEPHONE LINES SHALL BE IN A TRENCH WITH A 5 -FOOT MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS -OF- WAY OR EASEMENTS AFTER ASPHALT PAVING. STORM DRAINAGE NOTES: 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA "DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS ", AND THE CURRENT "KING COUNTY SURFACE WATER DESIGN MANUAL ", UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLET WITH "DUMP NO WASTE ". LEGAL DISCRIPTION THE WEST 250 FEET MEASURED AT RIGHT ANGLES TO THE WEST LINE OF THE FOLLOWING DESCRIBED PROPERTY: THAT PORTION OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SAID SECTION 35; THENCE SOUTH 01'51'39" WEST ALONG THE EAST LINE OF SAID NORTHWEST QUARTER OF THE NORTHEAST QUARTER A DISTANCE OF 1,003.74 FEET; THENCE NORTH 87'55'02" WEST A DISTANCE OF 30.00 FEET TO THE WEST MARGIN OF ANDOVER PARK WEST AND THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 87'55'02" WEST A DISTANCE OF 270.00 FEET; THENCE NORTH 01'51'39" EAST A DISTANCE OF 272.50 FEET; THENCE NORTH 87'55'02" WEST A DISTANCE OF 440.70 FEET; THENCE SOUTH 01'51'39" WEST A DISTANCE OF 553.89 FEET TO A LINE 36 FEET NORTH OF THE CENTERLINE OF SOUTH 180TH STREET; THENCE SOUTH 87 °50'09" EAST ALONG SAID LINE A DISTANCE OF 685.17 FEET; THENCE ALONG A CURVE TO THE LEFT, THE CENTER OF WHICH BEARS WEST 27'26'23" WEST HAVING A RADIUS OF 50.00 FEET, AN ARC DISTANCE OF 52.97 FEET THROUGH A CENTRAL ANGLE OF 60'41'58" TO THE WEST MARGIN OF ANDOVER PARK WEST; THENCE NORTH 01°51'39" EAST ALONG SAID WEST MARGIN A DISTANCE OF 238.66 FEET TO THE TRUE POINT OF BEGINNING; TOGETHER WITH A NON- EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS OVER AND ACROSS A STRIP OF LAND 50 FEET IN WIDTH DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF THAT CERTAIN TRACT OF LAND CONVEYED TO 186 CORPORATION BY DEED RECORDED UNDER RECORDING NUMBER 7111100109; THENCE NORTH 87'57'02" WEST A DISTANCE OF 660.70 FEET; THENCE SOUTH 01'51'39" WEST PARALLEL TO ANDOVER PARK WEST A DISTANCE OF 50.00 FEET; THENCE SOUTH 87 °55'02" EAST A DISTANCE OF 930.70 FEET TO THE WEST MARGIN OF ANDOVER PARK WEST; THENCE NORTH 01'51'39" EAST ALONG SAID WEST MARGIN A DISTANCE OF 50.00 FEET TO THE SOUTHEAST CORNER OF SAID TRACT OF LAND CONVEYED BY INSTRUMENT RECORDED UNDER RECORDING NUMBER 7111100109; THENCE NORTH 87 °55'02" WEST ALONG THE SOUTH LINE OF SAID TRACT OF LAND A DISTANCE OF 270.00 FEET TO THE POINT OF BEGINNING. T U K W I MINKLER BLVD Z z SITE S 180th ST KKK Lei a_ W 0 z NTERURBAN SW 43rd ST ct w OAKESDALE HORIZONTAL DATUM HORIZONTAL DATUM: N AD 83/91 VERTICAL DATUM VERTICAL DATUM: NAVD 88 VI CI \ITY VAP NOT TO SCALE ORIGINATING BENCHMARK: BRASS DISC STAMPED "NGS N 254 RESET 2 1974" SET IN DRILL HOLE IN BASE OF TRAFFIC SIGNAL POLE, SOUTHEAST QUADRANT INTERSECTION OF SOUTH 180TH STREET AND SOUTHCENTER PARKWAY. ELEVATION = 31.87' SITE BENCHMARK "A ": CHISELED SQUARE SET AT EAST SIDE OF DRIVE AT BACK OF WALK, SOUTH SIDE OF 180TH STREET, SOUTH SIDE OF SOUTHEAST DRIVE TO MOVIE THEATER, +/- 500' EAST OF SOUTHCENTER PARKWAY. ELEVATION = 28.64' SITE BENCHMARK "B ": CHISELED SQUARE SET IN BACK OF WALK, 0.5' EAST OF WEST EDGE OF STAIRS, SOUTH SIDE 180TH STREET +/- 330' WEST OF ANDOVER PARK WEST. ELEVATION = 26.62' SITE BENCHMARK "C ": CHISELED SQUARE SET ON SOUTH EDGE, CENTER BOTTOM OF CONCRETE STAIRS, NORTH SIDE OF TRI -LAND DRIVE, SOUTHEAST CORNER OF BUILDING #1177 ANDOVER PARKWAY. ELEVATION = 27.11' OWNER TRI LAND CORPORATION ARCHITECT PKJB ARCHITECTURAL GROUP, P.S 119 SOUTH MAIN STREET, SUITE 410 SEATTLE, WA 98104 SURVEYOR BUSH, ROED & HITCHINGS 2009 MINOR AVE. EAST SEATTLE, WA 98102 CONTACT: JAMES HARPER, P.L.S.. (206) 323 -4144 CIVIL ENGINEER BUSH, ROED & HITCHINGS 2009 MINOR AVE. EAST SEATTLE, WA 98102 CONTACT: JAY DECKER, P.E. (206) 323 -4144 SHEET INDEX: COVER SHEET EROSION CONTROL PLAN GRADING & UTILITY PLAN DETAILS 01 C2 C3 C4 RECEIVED "11152011 PUBLICWWORKS D10' 035 • U C8�� Z oroo .,, *or d U • _ NNZ p) fx > 0000 CV CO CV X J U° < f- z 1 w cki Ll. � 0 w a W z Wo 0 0 t z ar w �_ Z3� 2 > 7 U . o N (Vl O7i m L/ E 0 co 0 N 0 N ISSUED FOR CONSTRUCTION OWNER REVISIONS PERMIT REVISIONS z 0 V) cc w N 0 z AS -BUILT THE GENERAL CONTRACTOR HAS REVIEWED THESE CONSTRUCTION DOCUMENTS AND ACKNOWLEDGES THAT THEY REFLECT ANY CHANGES MADE DURING CONSTRUCTION. BY POE CONSTRUCTION { DATE: 2011/06n4 .C.NIA..+,n^.,..n.^ti.- n,., -,N L^ 1�M^ Cafl 2 Working Days Before You Dig 1- 800 - 424 -5555 Miles Underground Location Center (ID,MT,ND,ORIWA) COVER SHEET f- I-- W (!) W H- Y m Q 4)(n O_ LW LLI LLvz O -Oc W ZviO < 0 Z _ NW N1412 WASHINGTON drawn by JHH checked by JDD scale 1 " =20' date 01/29/10 job no. 2009134.01 sheet C 1 of 4 2009134.01 LAYERSTATE: W INLET TE= 25.69' 1E-24.19' (8 "PVC 0) 0 II 1 SthElEiDEiM TF= 25.02' 4 "D � I DESCRIBED LIMITS OF BLANKET TELEPHONE EASEMENT, REC. NO. 2554741 BO ING iVFSABI OREGON TRUST FIDELITY WEST 5920 S. 180TH ST. 1 —STORY CONC. BLDG. 67,488 SQUARE FEET TAX# 352304 - 9105 -03 onaanatua I 1 ' 1 /1,1?1 /17 BLDG. I,�, HT.= 56.02' FFE= 29.22' t) to /� ■ c 8 "W(R) CONC. STAIRS 0 (1) P) II V) z 2 "G(P) 0 O 4 ISIDEMEge 4 IE= 24.32'(8 "PVC N) ( IE= 24.37(6 "PVC S) co SILIf FENCE (SE ' DETAIL) I I., 11 11 II 11 11 FFE = 29.22 /I /71/111 STRIPING IN I POOR CONDITION /I4- I / 1,1 II o ! v La UI RO CONC. STAIRS CONC. STAIRS �w 0w CD 0 z n' v 0 L .�1 E-E= 29.18' 1 0 0 SSMH TE= 27.90' COC= 16.70' (12 "CP II I 1 \I 1 1 } 1_4' °:DEC ( — an 1 I OMIT (E CONSTRlJC11ON L (TYPICAL) z 0 0 I I 1 14 I P. S. 1 1 I 1 I I 1 El SSMH(48 TE= 25.99' C0C= 16.09' (6 "CP N) ' E W) Eg z w Ur N O W CJ U O 0 - Jo ,�- w 0 Cpl --- - -;;l. 8 "W(R) CONC. STAIRS 8 "FILTER CAP(R) WATER VALVE CASING AT SURFACE I\---'im\E-H CONC. ` STAIRS 1 P.S. I% -7 77- 7'TT/ -„ // / / / / / / / / / / /// /✓ / / / / / / / /04\ I4\ LLI _L LLLZ/ I. CB PROTECTION- — (SEE DETAIL) 1 P.S. I—f 717 T I� u Lu Lu L1 0 w 0 w 0 x w 0 w z J OF PARENT LEGAL N BLDG. HT.= 56.35' LOADING DOCK CONC. STAIRS ro 1 Ui n_ 11 II - F I 1 V) V) '\ II CB jECT1 ON — — —If f (SEE 1 DETAIL) ,'{1- — _ _, ! ` w 0o I.,` 7 UTILITY EASEMENT, REC. . 7312190674 1 I 1 P. 7 1 14 1 1 I I I I 1 _1_2" " s s V) IN E. SIDE WALK. ED(P) TD(P) INLET - TE= 26.42' IE= 24.72'(8 "CP 5) U: \LDD \2009134 \dwg \02_TESC SHT C2.dwg, C2.0 -ERO, 6/3/2010 9:37:29 AM 10 "W(P) -` S87 °50'09 "E(D S 180th STREET N87 °51'02 "W(C) 1429.28'(M) -ED) ED(P) SL(P) N) FIRE HYDRANT INSET INTO BUILDING WALL DESCRIBED LIv11TS OF BLANKET TELEPHONE EASEMENT, REC. NO. 2554741 CONSTRUCTION SEQUENCE 1. ARRANGE PRE — CONSTRUCTION MEETING WI, TH CITY OF TUKWILA PUBUC WORKS DEPARTMENT REPRESENTATIVE. 2. MARK LIMIT OF CONSTRUCTION. 3. INSTALL CATCH BASIN PROTECTION. 4. INSTALL SILT FENCE. HELMER'S MUSIC 1207 ANDOVER PARK 1—STORY CONC. BLOCK TAX# 352304-9092- 5. MAINTAIN EROSION CONTROL MEASURES. AS SITE CONDITIONS CHANGE A RELOCATE OR INSTALL NEW MEASURES S REQUIRED SO THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN tCCORDANCE WITH CITY STANDARDS. 6. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, PLASTIC SHEETING, OR EQUIVALENT. 7. STABIUZE ALL AREAS WITHIN SEVEN DAf YS OF REACHING FINAL GRADE. 8. PAVE NEW PARKING AREA. 9. UPON COMPLETION OF THE PROJECT, STABIUZE ALL DISTURBED AREAS AND REMOVE BMPS IF APPROPRIATE. METAL STAIRS PLANTER 20 0 STAIRS DANIA FURNITURE 1251 ANDOVER PARK WEST 1—STORY CONC. BLDG. 99,908 SQUARE FEET TAX# 352304-9103-05 LEGEND SILT FENCE CATCH BASIN PROTECTION LIMITS OF CLEARING GRAPHIC SCALE 10 2 40 inch = 20 ft. D El CONC. STAIRS INLET / / / / // // �/ // //1 I-/XLF / S /l/ / /� // _z_____ , / / / ALLS // / / S87 °50'09 "EDEED — ----7877r-r5TrCr') .-7—.....-=--.773.--,.._,,..._.,..........___— _ — „ - — -- — — - ,----ED(P) / UTILITY EASEMENT, REC. NO. 7312190674 15' UTILITY EASEMENT, SITE BENCHMARK "B" CHISELED SQUARE SET IN BACK OF WALK, S. SIDE OF 180TH ST. EL= 28.62' S 180th STREET Kiniowows AS-BUILT THE GENERAL CONTRACTOR HAS REVIEWED THESE CONSTRUCTION DOCUMENTS AND ACKNOWLEDGES THAT THEY REFLECT ANY CHANGES MADE DURING CONSTRUCTION. BY: POE CONSTRUCTION (12"CP E,W) Call 2 Woridng Daye Before You Dig 1-800-424-5555 Utitiee Underground Location Center LAND SURVEYORS E re) ro COLA 0000 X Li La I ce c8 M 5- mg? CO 61 cp 0 0 ISSUED FOR CONSTRUCTION OWNER REVISIONS PERMIT REVISIONS 0 LJ EROSION CONTROL PLAN a_ 0 0 cp LIJ 0 17) 11-1 cn WASHINGTON drawn by JHH checked by JDD scale date 01/29/10 job no. 2009134.01 sheet C2 of 4 2009134.01 LAYERSTATE: ((l) f z LLI 0 (1) 0 CL a_ w z w 0 2 F-- 0 u) 0 0 00 X w, L a a 0 a FFE= 29.16' a 1 1 X111 0 N 11� 0113 I E a DESCRIBED LIMITS OF BLANKET TELEPHONE EASEMENT, REC. NO. 2554741 X499 - a a I BOEING N ESAB I 0 OREGON :TRUST FIDELITY WEST 5920 S. 180TH ST. 1 -STORY CONC. BLDG. 67,488 SQUARE FEET TAX# 352304- 9105 -03 BLDG. HT.= 56.02' 0 Cn x 25.35 VOLUMES: D CUT = 19.9213 FILL = 82.3013 NET = 62.3801 FILL 0 INLET TE= 25.69' IE= 24.19' (8 'PVC S) II 11 11 III x N 1 N EXIST. BLDG. FF =29.2± REMOVE EXIST. 4 "SS TO SOUTH & INSTALL FrE=2 6" SSCO TE =29.10 IE =21.0± FIELD VERIFY EN, 25.1'. 25.1± LI r7TH 1: :1:- flr• 1 @] GM EM 11 V 8 "FILTER CAP(R) WATER VALVE CASING AT SURFACE FIRE HYDRANT INSET INTO BUILDING WALL DESCRIBED LIMITS OF BLANKET TELEPHONE EASEMENT, REC. NO. 2554741 1 L BLDG. HT.= 56.35' 25.11 2" HMA 1/2", PG 64 -22 OVER 4" COMPACTED CRUSHED SURFACING TOP COURSE OVER COMPACTED SUBGRADE TO 95% MAX. DENSITY MODIFIED PROCTOR 02 ,,II'ti lily 111I1i it i „1,1,1.111, ei 0 N N I II .8± ! CROSSING! JIE =224± x TE= 2 .9± \25.8± !CROSSING! 21 IE =22.5± (.:" S TES 21.9± 11)/2" x 25.89, x 26.26 SSMH TE= 27.90' /J COC= 16.70' /III (12" C P y EAT SAWCUT ON SITE PAVEMENT 3" HMA 1/2", PG 64 -22 OVER 6" COMPACTED CRUSHED SURFACING TOP COURSE OVER COMPACTED SUBGRADE TO 95% MAX. DENSITY MODIFIED PROCTOR SE6TION RELOCATE EX. WATER METER REDUCED PRESSURE PRINCIP (RPPA) IMMEDIATELY DOWNSI 1 -,,C1/2" WATER METER. INSTF DETER DOWNSTREAM OF RPF WATER NOTES jJI - 1. THE EXIST. 8 "DETECTOR DOUBLE CHECK VALVE ASS'Y. II II/ if 1 2. CONTACT THE TUKWILA FIRE DEPARTMENT FOR STORZ p KNOX LOCK BOX ORDERING INFORMATION. `` '1 L- ._, I 3. RPPA SHALL BE IN HOT ROCK /BOX OR EQUAL FREEZE W LiNLSCAPE r x it NDiJ(TYPICAL- /11---1-,., PROTECTION ENCLOSURE ANCHORED INTO A 24 "x50 "x4" SEE LIIaCAPE PLAN)/ p I \ CONCRETE PAD. REMOVE. EXIST. Ir o ASPHA 'T AVEMENT (f 'P.)II tt NEEDS TO BE TESTED ON AN ANNUAL BASIS. 27.1± Zo ro IN E. SIDE WALK. mllu� At BA IN TOR ' `IL- d R---' -CA TRID E U IT =2 .20 IE =22.90 (SEE DETAIL SHT. C4.0) 26.56 x 26.25 6" SCO 25.19.1.E 25.6± =19.6± CONNECT TO EXIST. VERIFY PRIOR TO CONSTRUCTION I IL III 0 160 4.) RPPA SHALL BE: WATTS, 1Y2 ", 0009M2QT, OR APPROVED 1' EQUAL, ON THE WASHINGTON STATE D.O.H. APPROVED LIOT. rt 27.23 SANSACO" • L INLET TE= 24.p5' IE= 22.1 ++5' UTILITY EASEMENT, REC. 8 "CMP( E) NO. 7312190674 EXISTING BUILDING TO REMAIN NO WORK WACO E \TERPf HELMER'S MUSIC 1207 ANDOVER PARK 1- STORY . CONC. BLOCK TAX# 352304 -9092- N87 °54'18 "W(C) N87 °55'02 "W(DEED) TRI -LA\ D CORPORATION DANIA FURNITURE 1251 ANDOVER PARK WEST 1 -STORY CONC. BLDG. 99,908 SQUARE FEET TAX# 352304 - 9103 -05 EXISTING BUILDING TO REMAIN NO WORK 20 25.71 26.14 /ZLZ± 1XIZL! "PRIVATE ° I A 1.2SS_. GRASS S875009EDEED1 26.76 26.50 TD(P} 10 "W(P )-/ 2s.25 S87 °50'09 "E(DEED) ED EXISTING FIRE HYDRANT S 180th STREET N87 °51'02 "W(C) 1429.28'(M) �587°5T' ()T'ECC) INLET TE= 26.42' IE= 24.72'(8 "CP 5) 2-6-.00- ` 25.81 SL(P) - '``- -- GRAPHIC SCALE 0 10 80 ( IN FEET ) inch = 20 ft. 8 "SD CD' 15' UTILITY EASEMENT, R- E- G 8_4Il8.9L0516 ED(P) 25.63 -26- 25.53 • 1 MODIFY EXIST. FIRE DEPT. CONNECTION (FDC) WITH STORZ KNOX LOCK BOX * SANITARY SEWER NOTE. IF EXIST. SANITARY SIDE SEWER IS ONLY 4 DIAMETER, IT SHALL BE REPLACED WITH A 6' DIAMETER ALL THE WAY 0 THE EXIST. SEWER MANHOLE AND THE TRENCH RESTORED IN -KIND. (PERMIT REVISION) 110 "W(P) { .1 SITE BENCHMARK "B" CHISELED SQUARE SET IN BACK OF WALK, S. SIDE OF 180TH ST. EL= 28.62' EXISTING FIRE HYDRANT "SPEED LIMITS RECEIVED 35 MPH" JUN 15Z011 TUKWILA PUBLIC WORKS S 180th STREET N87 °51'02 "W(C) 1429.28'(M) AS -BUILT THE GENERAL CONTRACTOR HAS REVIEWED THESE CONSTRUCTION DOCUMENTS AND ACKNOWLEDGES THAT THEY REFLECT ANY CHANGES MADE DURING CONSTRUCTION. BY: POE CONSTRUCTION DATE: 201 1/06/14 B I -{ -5 .STOP" SSMH(48 ") - TE= 26.12' COC=1 5.37' (12 "CP E,W) (8 "CP N) Call 2 Working Days Before You Dig 1- 800 - 424 -5555 Utlities Underground Location Center (ID,MT,ND,OR,WA) U z tic z U W 0 LAND SURVEYORS ENGINEERS U U • IIU I to Cb 000o 0 NcoNLL X J Lei 2 w 611 0 (0 0 N 0 ISSUED FOR CONSTRUCTION OWNER REVISIONS PERMIT REVISIONS z 0 s W cc N 0 Z GRADING & UTILITY PLAN 1/J 0 l.l. w 0 0 z U) 1-- (f) LLI z 0 LJ 0 z_ LLl 0 CO WASHINGTON drawn by JHH checked by JDD scale 1 " =20' date 01/29 /10 job no. 2009134.01 sheet C 3 of 4 U:\LDD \2009134 \dwg \03_GRD & UTL C3.dwg, C3 -GRD, 6/3/2010 9:49:20 AM 2009134.01 LAYERSTATE: Td YIYII.I'1Ut Vl.V METER SIZE 1-1/2" / MI • RETURN PERIOD OF PEAK FLOW (yrs) •� # OF CARTRIDGES REQUIRED 3 Dimension A" 13.25' MEDIA TYPE T.B.D. RIM ELEVATION 25.20 17,25° I.E. DIAMETER INLET STUB Dimension B - Riser Height 12 ", 15 ", 18", 214, 24", 27a 122, 15 ", 18 ", 2 , 24", 27R Dimension C - Nom!nai pI +e size of inlet and ode( 1 -1!2" 21.50" 00 ' _ o I�� 2'I 1 AIL 26.63" • •� Dimension D' • NOTES: 1. COMPOUND METER SUPPLIED AND SET BY THE CITY. 2" SINGLE REGISTER METER REQUIRES PRE - APPROVAL. 2. METER BOX SUPPLIED BY PERMITEE. 3, METER SETTER TO BE APPROVED BY THE CITY INSPECTOR PRIOR TO BACKFILL. 4. REFER TO CHAPTER 7 OF THE STANDARDS. `CONTACT PUBLIC WORKS OPERATIONS FOR PREFERRED SPACING. NOT TO SCALE City of Tukwila METER 1 "112" AND 2" SETTEI'R SNEETt WS-O2 REVISION B1: 08.0 LAST REVISIOtr 08.04 APPROVAL: B. SHELTON 8" 0 OUTLET STUB (SEE NOTE 5) WEIR WALL SCUM BAFFLE SQUARE ACCESS COVER CONCRETE COLLAR (SEE NOTE 6) \._ INLET STUB (OPTIONAL) (SEE NOTE 5) 3 -CART. CATCHBASIN - PLAN VIEW SCALE: N.T.S. INLET GRATE RECTANGULAR ACCESS COVER F UNDERDRAIN MANIFOLD 1 4" 0 OPENING • 1 -10 3/8" INSIDE 11 1 _ fL' -5 7/8" /7INSIDE ' -10 1/4" CLEANOUT OUTSIDE J ACCESS PLUG 1 • 5/8" I I I I 1.0 3 /V' ' -7 5/8" 3' -5 1/8" INSIDE 8" 0 OUTLET PIPE (SEE NOTE 5) 3 -CART. CATCHBASIN - SECTION VIEW SCALE: N.T.S. SHEET 1/3 DATE 00 /00 /00 BY xxx REVISION xxx 1 STEEL CATCHBASIN STORMFILTER PLAN AND SECTION VIEW STANDARD DRAWING - 3- CARTRIDGE UNIT DESIGNED BY: JHL DRAWN BY: JHR 1/12/04 DATE: 'PROJECT NO.: 'DRAWING FILE NAME: XXXX CBSF -3 -S.DWG STORMFILTER CARTRIDGE (TYP) THE STORMWATER MANAGEMENT StormFilter U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639, No. 5,624,576, AND OTHER U.S. AND FOREIGN PATENTS PENDING STORMWATER MANAGEMENT INC. (800) 548 -4667 1 I•\I nn\9nnQ1s4\riwa \04 DETAIL SHT C4.dwa. C4.0 -DET. 6/3/2010 9:50:58 AM 38" 1.9IN. 0 AK. Mr Q IRA.:r.i t R s.Jt[. ■11111111111U Z Ai'. . 1.!•at ii]fttia.�i. -..- stn aI. FINISH GRADE 0 24" MIN. 12" 1i 0 0 1 oft. I .* 1 SEE WS-02 0 PAINTED HIGH TENSILE D.I. SERVICE SADDLE WITH DOUBLE STRAP, AWWA I.P, THREAD TAP, ROMAC 202S OR EQUAL SIZE AS REQUIRED. ® CORPORATION STOP, AWWA I.P. INLET BY MALE IRON PIPE THREAD OUTLET, MUELLER BALL NO. B-2969 OR EQUAL AS NEEDED.. ©COUPLING MALE IRON PIPE THREAD BY MUELLER 110 FITTING, MUELLER NO. H -15451 OR EQUAL. © COPPER TUBING, TYPE K OR HIGH MOLECULAR DENSITY POLYETHYLENE. g TRACING TAPE FOR POLYETHYLENE PIPE. NOTES: 1, SERVICE LINE SHALL BE PERPENDICULAR TO THE WATER MAIN UNLESS OTHERWISE APPROVED BY THE ENGINEER. 2. BYPASS WILL 13E LOCKED OFF BY CONSTRUCTION INSPECTOR WHEN METER SPREADER I5 INSTALLED. 3. METER WILL BE SUPPLIED AND INSTALLED BY THE CITY OF TUKWILA. 4. SETTER SHALL BE POSITIONED TO CENTER RIGID SPREADER UNDER INSPECTION LID AND PROVIDE ADEQUATE CLEARANCE BETWEEN BYPASS AND BOX WALL FOR OPERATING AND LOCKING BYPASS VALVE, NOTTO SCALE City of Tukwila SERVICE 1 -1/2" & 2" DOMESTIC s11EET: WS-03 REVISION *1: 00.03 APPROVAL: B. SHELTON 5 5/8" OVERLAP 3 3/4" (TYP) SQUARE ACCESS COVER 9 3/ 1 ° w .sd• A. • A • • • ". Y A N A C E M E •• : :BOO -548 -4667 :• : :: • .4 4" 0 OPENING PERMANENT POOL ELEVATION INLET STUB (OPTIONAL) A 4 . • • 2' -2 1/8" INSIDE RIM •a • REINFORCING BARS (SEE NOTE 6) INLET GRATE RECTANGULAR ACCESS COVER • • M A N A C E N E :;;I; • • ° 1 • A • • v d 4 2' -2 1/8" INSIDE RIM 2' -2 1/8" 3' -8 3/4" INSIDE RIM INSIDE RIM 8' -2" OUTSIDE RIM 3 -CART. CATCHBASIN - TOP VIEW SCALE: N.T.S. i NI 4 5/8" / Pt 11 1/4" 4 5/82 -1 3/4" 3 -CART. CATCHBASIN - SECTION VIEW 8" 0 OUTLET STUB (SEE NOTE 5) 2" 0 OUTLET PIPE FROM UNDERDRAIN SCALE: N.T.S. LIFTING EYE (TYP OF 4) 0 CARTRIDGE SUPPORT 1' -10 7/8" OUTSIDE 3 -CART. CATCHBASIN - SECTION VIEW SCALE: N.T.S. THE STORMWATER MANAGEMENT StormFilter U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639, No. 5,624,576, AND OTHER U.S. AND FOREIGN PATENTS PENDING SHEET DATE 00 /00 /00 BY xxx REVISION xxx 2/3 2 STEEL CATCHBASIN STORMFILTER TOP AND SECTION VIEW STANDARD DRAWING - 3- CARTRIDGE UNIT DESIGNED BY: .1HL DRAWN BY: JHR DATE: PROJECT NO.: 1/12/04 IXXXX 'DRAWING FILE NAME CBSF- 3 -S.DWG STORMWATER MANAGEMENT INC. (800) 548 -4667 JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. DESIGN WATER QUALITY FLOW RATE (cfs) / MI • RETURN PERIOD OF PEAK FLOW (yrs) •� # OF CARTRIDGES REQUIRED 3 CARTRIDGE FLOW RATE (15 GPM STD) • . MEDIA TYPE T.B.D. RIM ELEVATION 25.20 NOTE: BE IN WHEN I.E. DIAMETER INLET STUB N/A N/A OUTLET STUB 22.90 h1 a: • t► - i.i��i■I .. _E� 00 ' _ o I�� 1 AIL • •� ►._.III.._ • WI .■ /11 Isimilli r Amosimm SCUM BAFFLE SQUARE ACCESS COVER CONCRETE COLLAR (SEE NOTE 6) \._ INLET STUB (OPTIONAL) (SEE NOTE 5) 3 -CART. CATCHBASIN - PLAN VIEW SCALE: N.T.S. INLET GRATE RECTANGULAR ACCESS COVER F UNDERDRAIN MANIFOLD 1 4" 0 OPENING • 1 -10 3/8" INSIDE 11 1 _ fL' -5 7/8" /7INSIDE ' -10 1/4" CLEANOUT OUTSIDE J ACCESS PLUG 1 • 5/8" I I I I 1.0 3 /V' ' -7 5/8" 3' -5 1/8" INSIDE 8" 0 OUTLET PIPE (SEE NOTE 5) 3 -CART. CATCHBASIN - SECTION VIEW SCALE: N.T.S. SHEET 1/3 DATE 00 /00 /00 BY xxx REVISION xxx 1 STEEL CATCHBASIN STORMFILTER PLAN AND SECTION VIEW STANDARD DRAWING - 3- CARTRIDGE UNIT DESIGNED BY: JHL DRAWN BY: JHR 1/12/04 DATE: 'PROJECT NO.: 'DRAWING FILE NAME: XXXX CBSF -3 -S.DWG STORMFILTER CARTRIDGE (TYP) THE STORMWATER MANAGEMENT StormFilter U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639, No. 5,624,576, AND OTHER U.S. AND FOREIGN PATENTS PENDING STORMWATER MANAGEMENT INC. (800) 548 -4667 1 I•\I nn\9nnQ1s4\riwa \04 DETAIL SHT C4.dwa. C4.0 -DET. 6/3/2010 9:50:58 AM 38" 1.9IN. 0 AK. Mr Q IRA.:r.i t R s.Jt[. ■11111111111U Z Ai'. . 1.!•at ii]fttia.�i. -..- stn aI. FINISH GRADE 0 24" MIN. 12" 1i 0 0 1 oft. I .* 1 SEE WS-02 0 PAINTED HIGH TENSILE D.I. SERVICE SADDLE WITH DOUBLE STRAP, AWWA I.P, THREAD TAP, ROMAC 202S OR EQUAL SIZE AS REQUIRED. ® CORPORATION STOP, AWWA I.P. INLET BY MALE IRON PIPE THREAD OUTLET, MUELLER BALL NO. B-2969 OR EQUAL AS NEEDED.. ©COUPLING MALE IRON PIPE THREAD BY MUELLER 110 FITTING, MUELLER NO. H -15451 OR EQUAL. © COPPER TUBING, TYPE K OR HIGH MOLECULAR DENSITY POLYETHYLENE. g TRACING TAPE FOR POLYETHYLENE PIPE. NOTES: 1, SERVICE LINE SHALL BE PERPENDICULAR TO THE WATER MAIN UNLESS OTHERWISE APPROVED BY THE ENGINEER. 2. BYPASS WILL 13E LOCKED OFF BY CONSTRUCTION INSPECTOR WHEN METER SPREADER I5 INSTALLED. 3. METER WILL BE SUPPLIED AND INSTALLED BY THE CITY OF TUKWILA. 4. SETTER SHALL BE POSITIONED TO CENTER RIGID SPREADER UNDER INSPECTION LID AND PROVIDE ADEQUATE CLEARANCE BETWEEN BYPASS AND BOX WALL FOR OPERATING AND LOCKING BYPASS VALVE, NOTTO SCALE City of Tukwila SERVICE 1 -1/2" & 2" DOMESTIC s11EET: WS-03 REVISION *1: 00.03 APPROVAL: B. SHELTON 5 5/8" OVERLAP 3 3/4" (TYP) SQUARE ACCESS COVER 9 3/ 1 ° w .sd• A. • A • • • ". Y A N A C E M E •• : :BOO -548 -4667 :• : :: • .4 4" 0 OPENING PERMANENT POOL ELEVATION INLET STUB (OPTIONAL) A 4 . • • 2' -2 1/8" INSIDE RIM •a • REINFORCING BARS (SEE NOTE 6) INLET GRATE RECTANGULAR ACCESS COVER • • M A N A C E N E :;;I; • • ° 1 • A • • v d 4 2' -2 1/8" INSIDE RIM 2' -2 1/8" 3' -8 3/4" INSIDE RIM INSIDE RIM 8' -2" OUTSIDE RIM 3 -CART. CATCHBASIN - TOP VIEW SCALE: N.T.S. i NI 4 5/8" / Pt 11 1/4" 4 5/82 -1 3/4" 3 -CART. CATCHBASIN - SECTION VIEW 8" 0 OUTLET STUB (SEE NOTE 5) 2" 0 OUTLET PIPE FROM UNDERDRAIN SCALE: N.T.S. LIFTING EYE (TYP OF 4) 0 CARTRIDGE SUPPORT 1' -10 7/8" OUTSIDE 3 -CART. CATCHBASIN - SECTION VIEW SCALE: N.T.S. THE STORMWATER MANAGEMENT StormFilter U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639, No. 5,624,576, AND OTHER U.S. AND FOREIGN PATENTS PENDING SHEET DATE 00 /00 /00 BY xxx REVISION xxx 2/3 2 STEEL CATCHBASIN STORMFILTER TOP AND SECTION VIEW STANDARD DRAWING - 3- CARTRIDGE UNIT DESIGNED BY: .1HL DRAWN BY: JHR DATE: PROJECT NO.: 1/12/04 IXXXX 'DRAWING FILE NAME CBSF- 3 -S.DWG STORMWATER MANAGEMENT INC. (800) 548 -4667 JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED MAINTENANCE STANDARDS 1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY. 2 "x2" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED FILTER FABRIC FILTER FABRIC FENCES SHALL STALLED ALONG CONTOUR EVER POSSIBLE MINIMUM 4 "x4" TRENCH BACKFILL TRENCH WITH NATIVE SOIL OR 3/4 " -1.5" WASHED GRAVEL 2 "x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT 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 BARRIER TO FLOW AND THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE IF THIS OCCURS, REPLACE THE FENCE AND /OR REMOVE THE TRAPPED SEDIMENT. 4. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT IS 6" HIGH. 5. IF THE FILTER FABRIC HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. SILT FENCE STANDARD STRENGTH FILTER FABRIC GRATE 11111 1 1 1 1 1 1 111(1 1 CATCH BASIN 1 1- NOTE: ONLY TO BE USED WHERE PONDING OF WATER ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW WILL NOT RESULT IN EROSION OF SLOPES. MAINTENANCE STANDARDS 1. ANY ACCUMULATED SEDIMENT ON OR AROUND THE FILTER FABRIC PROTECTION SHALL BE REMOVED IMMEDIATELY. SEDIMENT SHALL NOT BE REMOVED WITH WATER, AND ALL SEDIMENT MUST BE DISPOSED OF AS FILL ON -SITE OR HAULED OFF -SITE. 2. ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED WHEN THE SEDIMENT HAS FILLED ONE -THIRD OF THE AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY. 3. REGULAR MAINTENANCE IS CRITICAL FOR BOTH FORMS OF CATCH BASIN PROTECTION. UNLIKE MANY FORMS OF PROTECTION THAT FAIL GRADUALLY, CATCH BASIN PROTECTION WILL FAIL SUDDENLY AND COMPLETELY IF NOT MAINTAINED PROPERLY. FILTER FABRIC CB PROTECTION GENERAL NOTES 1.) STORMFILTER BY STORMWATER MANAGEMENT INC., PORTLAND, OREGON 800/548 -4667. 2.) FILTERS TO BE SIPHON- ACTUATED AND SELF - CLEANING. 3.) STEEL STRUCTURE TO BE MANUFACTURED OF Y4" STEEL PLATE. 4.) STORMFILTER REQUIRES RE UIRES 2.3' OF DROP FROM RIM TO OUTLET. INLET (IF APPLICABLE) AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. 5.) CBSF EQUIPPED WITH 4" LONG STUBS FOR INLET (IF APPLICABLE) AND OUTLET PIPING. STANDARD OUTLET STUB IS 8" IN DIAMETER. CONNECTION TO COLLECTION PIPING CAN BE MADE USING FLEXIBLE COUPLING BY CONTRACTOR. 6.) FOR H -20 LOAD RATING, CONCRETE COLLAR IS REQUIRED. CONCRETE COLLAR WITH QUANTITY (2) #4 REINFORCING BARS TO BE PROVIDED BY CONTRACTOR. 7.) ALL STORMFILTERS REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR DETAILS. 8.) STANDARD DETAIL SHOWS MAXIMUM NUMBER OF CARTRIDGES. EXACT NUMBER REQUIRED TO BE SPECIFIED ON SITE PLANS. 3- CARTRIDGE CATCHBASIN STORMFILTER DATA DESIGN WATER QUALITY FLOW RATE (cfs) / PEAK FLOW RATE (cfs) 0.346 RETURN PERIOD OF PEAK FLOW (yrs) 100 # OF CARTRIDGES REQUIRED 3 CARTRIDGE FLOW RATE (15 GPM STD) 15 MEDIA TYPE T.B.D. RIM ELEVATION 25.20 NOTE: BE IN WHEN I.E. DIAMETER INLET STUB N/A N/A OUTLET STUB 22.90 8" CIRCLE CONFIGURATION: OUTLET OUTLET is ri t► �) 00 O 1 NOTES /SPECIAL REQUIREMENTS: 1 i -I 1 I- -1 I i m -I I I I I I -III I I I i - -I i I I I I III = 1 - (I II- hI I I - 1 -I I � - r - r-H -I I I- I I III -I I - - III = - III -1 ; I I I I - I - I _ I - - 6' MAX. / POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED MAINTENANCE STANDARDS 1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY. 2 "x2" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED FILTER FABRIC FILTER FABRIC FENCES SHALL STALLED ALONG CONTOUR EVER POSSIBLE MINIMUM 4 "x4" TRENCH BACKFILL TRENCH WITH NATIVE SOIL OR 3/4 " -1.5" WASHED GRAVEL 2 "x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT 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 BARRIER TO FLOW AND THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE IF THIS OCCURS, REPLACE THE FENCE AND /OR REMOVE THE TRAPPED SEDIMENT. 4. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT IS 6" HIGH. 5. IF THE FILTER FABRIC HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. SILT FENCE STANDARD STRENGTH FILTER FABRIC GRATE 11111 1 1 1 1 1 1 111(1 1 CATCH BASIN 1 1- NOTE: ONLY TO BE USED WHERE PONDING OF WATER ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW WILL NOT RESULT IN EROSION OF SLOPES. MAINTENANCE STANDARDS 1. ANY ACCUMULATED SEDIMENT ON OR AROUND THE FILTER FABRIC PROTECTION SHALL BE REMOVED IMMEDIATELY. SEDIMENT SHALL NOT BE REMOVED WITH WATER, AND ALL SEDIMENT MUST BE DISPOSED OF AS FILL ON -SITE OR HAULED OFF -SITE. 2. ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED WHEN THE SEDIMENT HAS FILLED ONE -THIRD OF THE AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY. 3. REGULAR MAINTENANCE IS CRITICAL FOR BOTH FORMS OF CATCH BASIN PROTECTION. UNLIKE MANY FORMS OF PROTECTION THAT FAIL GRADUALLY, CATCH BASIN PROTECTION WILL FAIL SUDDENLY AND COMPLETELY IF NOT MAINTAINED PROPERLY. FILTER FABRIC CB PROTECTION GENERAL NOTES 1.) STORMFILTER BY STORMWATER MANAGEMENT INC., PORTLAND, OREGON 800/548 -4667. 2.) FILTERS TO BE SIPHON- ACTUATED AND SELF - CLEANING. 3.) STEEL STRUCTURE TO BE MANUFACTURED OF Y4" STEEL PLATE. 4.) STORMFILTER REQUIRES RE UIRES 2.3' OF DROP FROM RIM TO OUTLET. INLET (IF APPLICABLE) AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. 5.) CBSF EQUIPPED WITH 4" LONG STUBS FOR INLET (IF APPLICABLE) AND OUTLET PIPING. STANDARD OUTLET STUB IS 8" IN DIAMETER. CONNECTION TO COLLECTION PIPING CAN BE MADE USING FLEXIBLE COUPLING BY CONTRACTOR. 6.) FOR H -20 LOAD RATING, CONCRETE COLLAR IS REQUIRED. CONCRETE COLLAR WITH QUANTITY (2) #4 REINFORCING BARS TO BE PROVIDED BY CONTRACTOR. 7.) ALL STORMFILTERS REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR DETAILS. 8.) STANDARD DETAIL SHOWS MAXIMUM NUMBER OF CARTRIDGES. EXACT NUMBER REQUIRED TO BE SPECIFIED ON SITE PLANS. 3- CARTRIDGE CATCHBASIN STORMFILTER DATA DESIGN WATER QUALITY FLOW RATE (cfs) 0.081 PEAK FLOW RATE (cfs) 0.346 RETURN PERIOD OF PEAK FLOW (yrs) 100 # OF CARTRIDGES REQUIRED 3 CARTRIDGE FLOW RATE (15 GPM STD) 15 MEDIA TYPE T.B.D. RIM ELEVATION 25.20 (CHECK: RIM - IE -OUT = 2.3') I.E. DIAMETER INLET STUB N/A N/A OUTLET STUB 22.90 8" CIRCLE CONFIGURATION: OUTLET OUTLET is ri t► �) 00 O Li INLET INLET NOTES /SPECIAL REQUIREMENTS: THE STORMWATER MANAGEMENT StormFilter U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639, No. 5,624,576, AND OTHER U.S. AND FOREIGN PATENTS PENDING SHEET DATE 3/3 00 /00 /00 BY xxx REVISION xxx 3 STEEL CATCHBASIN STORMFILTER NOTES AND DATA BLOCK STANDARD DRAWING - 3- CARTRIDGE UNIT D ESIGNED BY: Jam- DRAWN BY: JHR DATE: PROJECT NO.: 1/12/04 XXXX 'DRAWING FILE NAME CBSF- 3 -S.DWG STORMWATER MANAGEMENT INC. (800) 548 -4667 RECEIVED , JUR15 2011 iUKVVIl,4\ PUBUcW K AS -BUILT THE GENERAL CONTRACTOR HAS REVIEWED THESE CONSTRUCTION DOCUMENTS AND ACKNOWLEDGES THAT THEY REFLECT ANY CHANGES MADE DURING CONSTRUCTION. BY POE CONSTRUCTION DATE: 2011/06n4 Call 2 Working Days Before You Dig 1- 800- 424 -5555 Utisitiee Underground Location Center t1D,MT,ND,OR,WA) U z ' ^w V / 0 z 0 H W 0 IIx T� tn LAND SURVEYORS ENGINEERS J U Nt NI- CO ro o am- p N- I I U NtroNZ MIDI 0000 N00NL_ xLi Li < 61 0 t0 0 N 0 N •d• ISSUED FOR CONSTRUCTION OWNER REVISIONS PERMIT REVISIONS z 0 5 it (NI 0 z (1) LLJ 0 PARK WEST 1251 ANDOVER E- V) F- CC W G z 0 LLJ 0 z_ LLJ 0 CO WASHINGTON drawn by JHH checked by JDD scale 1 " =20' date 01/29/10 job no. 2009134.01 sheet C4 of 4 C.C.D #1 1' 1 -1/2' X 3/8' X I -1/2' STEEL PLATE WELDED CLOSURE PIECE. EASE EDGES AND CORNERS OR STEEL. J+ ABOVE FINISHED GRADE 41_0' 1/4' STEEL PLATE WELDED 3 SIDES: EASE EDGES AND COMERS OF STEEL. REKEYABLE PADLOCK SUCH AS MASTERLOCK 6850 PRO SERIES® REKEYABLE 2' PADLOCK 01 Nil %110 �I Allitill,k/ II 0 EQ" 3" EQ" OPEN END OF WALL 3, 6/14/10 e- 24" #3 X ®16" OC. ALT. (STAGGER) SIDES IN MORTAR BED JOINT (2) #5 ® END OF WALL L4X4X3 /8X O' -8" W/ (2) 1/2" 0 X 6" WHS'S ©5 "GA. UMPSTER GATE SUPPORT 3' =1' -0' TOP OF SLAB SLOPES TOWARD "FRONT" 12" THICKENED EDGE —! (2) #4 BOT. WALL /SLAB DOWELS • • " STOP FOOTING © FRONT EDGE OF WALL FRONT FOOTING EDGE ' =1' -0' "4 DOWELS 18' LONG W/ EMBED 4' al/EPDXY INTO EXISTING WALL. PROVIDE a 2' -0' OC. 2' -I0' 11' -4' 3 1/14/10 19 2' CMU SLOPED CAP IN 'CASTLE WHITE'. 8' SPLIT -FACE CHARCOAL CMU BLOCK STEEL ANGLE FRAME, GRIND WELD JOINT SMOOTH. 3/8' x 2' STEEL STIFFENER BAR MOMMMMISI oOWM ®® ®tea _ IMWT® 'MEW IMM '� ®�' MOMMMEM — -,moo - - sier® ®_ \a W /o® NOTE: SEE STRUCT. DWGS ON THIS SHEET FOR REINF. 4 PT • T. STEEL PLATE W/ HOLES FOR CANE BOLTS EMBED IN CONC. SLAB TOP OF CONC. FLOOR SLAB 4 AC N ENCLOSURE GATES 1/4' =1' -0' VERIFY 10' -0'. (0' -2 1/2' 01 -0, FLUSH WITH EXIST. ASPHALT PAVING (DATUM). 0 7 (0' 2 1/2') ADD WHEEL STOP ADD WHEEL STOP 6' THICK CONC. SLAB EXTEND TO ASPHALT CONC. PAVING, MATCH ELEV. 8' SPLIT -FACE CHARCOAL CMU BLOCK ADD WHEEL STOP, TYP. 511177/ I > / riA G, FLUSH WITH EXIST. G / I ASPHALT PAVING / (DATUM). 9 SDI I / / 1 I// / /I K/ / /I 7 / / / - / / K///// / / I, /// 0' -0' DATUM FOR TRASH ENCLOSURE IS SET FLUSH WITH EXIST. ASPHALT PAVING. i SEPARATE PERMIT REQUIRED FOR: ,U echanicai plias Piping City of Tukwila BUILDING DIVISION FIDELITY BUILDING LANDSCAPING 3/8' STEEL PLATE W/ HOLES FOR CANE BOLTS, EMBED IN CONC. SLAB ADD WHEEL STOP, TYP. EXISTING CURB. i DEMO CURBS. PATCH ASPHALT AND PREP. FOR NEW DUMPSTER SLAB, ENCLODURE AND CURBING. ADJUSTED INTERIOR LANDSCAPE: (PER TMC 1852.035.3) STALLS LANDSCAPE AREA REQ. FRONT 89 15 SF/PER I ,335 SF REQUIRED 2,495 SF PROVIDED BACK • 20 . 10 SF/PER 200 SF REQUIRED F 2,452 SF PROVIDED LANDSCAPE AREA ADJUSTMENT = - 194 SQ FT REVISED�7.13.2olo /, TRASH ENCLOSURE PLAN 1/14/1 0 (1:11R) .2 0 TOP OF WALL 7' -4' MIN. ABO EXIST. GRADE PATCH EXIST. ASPHALT AS REQ'D 0 REVISIONS No changes shall made. to the scope of work without prior approval of Tukwila Building Division. NOTE Revisions will require a new plan submittal and may include additional plan review fees. NEW CAST IN PLACE LANDSCAPE CURBING. PATCH WITH EXISTING CURB. LANDSCAPING TO BE REMOVED NEW EXTRUDED CONC. CURB PATCH WITH EXISTING CURB. EXISTING CURB. c SD.- onim %o®' 011 Oploop AcklA (2) #4 © TOP COURSE (2) #4 ® 6TH COURSE #4 ® 32" OC, VERT. 5 39" CO 32" OC 5" (2) #4 ® 1ST COURSE 6" SLAB W/ #4 ® 16" OC. EA. WAY LIGHT BROOM FINISH. 4 • a. 2' -O" FILE CO r''f Permit No.. Plan review approval Is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged.. 6A0 By Date: City • Ila BUILDING DIVISION W. t. iv i�ieiit *Oil Ise. 4001: h104 A:0t.L.1 III -1 I 1 -111= II III REVIEWED FOR CODE COMPLIANCE ° JUL 29 2010 City o kwila BUILDIN II�ISIfN TOL' DF SLAB e 'REAR' OF ENCLOSURE 4" CRUSHED ROCK OR GRAVEL MIN. 1-IT. TOP OF SLAB. 0' -0' NOTE: FOOTING IS CONT. ® ALL FOUR EDGES OF. ENCLOSURE FRONT FOOTING EDGE WELD COLLAR TO CA BOLT. BIM. GUIDES, COLLAR 15 TO PREVENT CANE BOLT FROM BEING REMOVED - A.C. PAVING 7/ • 1 611 TOP OF WALL 3 1/2' x 3 1/2' x 3/S' GALV. STEEL .ANGLE FRAME ALL .AROUND, PAINT TO MATCH METAL PANEL. 3' DEEP, Is GA GALV. METAL PANELS, WELDED TO STEEL s ANGLE FRAME WELD 1/2' DIA BAR ON ANGLE FOR CANE BOLT REST 3/8' x 2' STEEL STIFFENER BAR WELDED TO ANGLE FRAME 4 EMBEDDED STEEL PLATE W/ HOLES FOR CANE BOLTS. GATE DETAIL CONC. SLAB SLOPED TO FRONT 31=11-01 i EQ" 8' SPLIT FACE CHARCOAL CMU BLOCK L4X4X3 /SX 0' -S' W/ (2)1/2' 0 X 6' WHS'5651GA. TO MATCH FULL GATE HEIGHT, 1/2' NELSON STUDS WELDED e 1' -0' OC, PAINT TO MATCH CMU WALLS 3 1/2' x 3 1/2' x 3/8' GALV. STL. ANGLE FRAME ALL AROUND, PAINT TO MATCH METAL PANEL. - 3/8' x 2' CROSS BAR STIFFENER WELDED TO STL: ANGLE FRAME GALV. MTL PANELS, VULCRAFT.TYPE 3N, 3' DEEP 18 GA. • OR EQUAL, SUBMIT COLOR FOR APPROVAL. 4' x 8' x 3/8' STEEL PLATE W/ HOLES FOR CANE BOLTS EMBED IN CONC. SLAB W/ STUDS 0 1 1 i v ii 7, i, n ®w CANE BOLTS AT LOWER FRAME, SECURE TO 1/4' PLATE TO ANGLE FRAME. HEAVY DUTY HINGES, 1 1/2' PAIR PER 6/8/I0 DR, WELD TO STEEL GATE DETAIL iii:VISIUN NUJ__ biO035 0 w 0 w DD SUBMITTED FOR OWNER APPROVAL SUBMITTED FOR BUILDING PERMIT. a w z c.D w 0 0 SUBMITTED 0 N PERMIT REVISONS BID SET SENT OUT 0 00 CO 0 N N OWENER REVISONS 1- TO CITY FOR P SUBMITTED CORRECTIONS -J CO rfiz 0 w 0 w a _l z N C.9 0 z 0 0 0 0 rn 0 0) 0 c N 0 0 0 0 0 N c 0 0 bo c 0 0 a V 0 44 t 1 11) 0 CO CD 0 co Cfl A 4 zo, W co go, Z z O z H O _! >w� O � z D W F- U) 03 +-. Q 0 0 z co 0 I— J 06 Lr) J W RECEIVED JUL 15 2010 PERMIT CENTER 5719 1 REGISTERED ARCHITECT 'ROBERT A. KROESE STATE OF WASHINGTON DRAWN KEL CHECKED RAK DATE 7/15/2010 SCALE AS NOTED JOB NUMBER 09047 SD -7 0 N YBU ILDI PLANNING APPROVED No be made.to these Planning Division p��p�e Approved 6yc, �i�G/r¢ Oate:, Cfe ��u2 PROJECT SCOPE DEMOLITION OF 150'0 LINER FEET OF THE EXISTING SOUTHERN FACADE 62'5 3/e " OF THE EXISTING SOUTHWEST FACADE AND 81'5 3/4. ° OF THE EXISTING SOUTHEAST FACADE N ORDER TO PROVIDE ADDITIONAL REQUIRED PARKING IN FRONT OF THE BUILDING. NEW ., CONSTRUCTION WILL CREATE NEW PARKING A REPLACEMENT FACADE AND AN ACCESSIBLE ENTRY. A MEZZANINE OF APPROXIMATELY 3,000 SQUARE FEET WILL REPLACE THE EXISTING ONE TO BE DEMOLISHED. LEGAL DESCRIPTION W 250 FT MEAS AT R/A TO W LN OF FOLD DESC TR FOR NUJ 1/4 OF NE 1/4 BEG NE CO R SD SUED TH S 1.51 -39 W 100314 FT TH N 81 -55 -02 W 30 FT TO W MGN ANDOVER PARK IUEST 4 TPOB TH CONTG N 81 -55 -02 W 210 FT TH N 1 -51 -39 E 212.50 FT TH N 81 -55 -02 W 440.10 FT TH S 1 -51 -39 W 553.89 FT TO A LN 36 FT N OF C/L OF S 180TH ST TH S 81 -50 -09 E 685.11 FT TH ALG CURVE TO LFT CENTER OF WCH BEARS W 21 -26 -23 W RAD 50 FT ARC DIST 52.91 FT THRU C/A OF 60.41 -58 TO W MGN OF ANDOVER PARK WEST T14 N I -51 -39 E 238.66 FT TO TPOB VICINITY MAP i d Tu K WI. a MINKLER BLVD N O SITE S 180th ST z m z SW 43rd ST OAKESDALE A VICINITY N AP NOT TO SCALE SEPARATE PERMIT REQUIRED FOR: 2 echanicai 1 ctrical 8 umbing Al Gas Piping City of Tukwila BUILDING DIVISION SYMBOLS g ROOM NAME 1101 ORE. BUILDING SECTION WALL SECTION DETAIL` INTERIOR FINISH WALL ELEVATIONS GRID LINES - COLUMN ROOM NAME AND NUMBER FIRE EXTINGUISHER SEE SPECIFICATIONS REVISION TAG DOOR TAG ILLUMINATED EXIT SIGN ARROW INDICATES DIRECTION ILLUMINATED EXIT SIGN WITH EGRESS PATH .LIGHTING WITH BATTERY BACKUP SYSTEM EGRESS PATH LIGHTING ON BATTERY BACKUP SYSTEM GENERALNO.TES 1. THE APPROVED PLANS SHALL NOT BE CHANGED OR ALTERED WITHOUT AUTHORIZATION FROM THE BUILDING OFFICIAL. THE APPROVED PLANS ARE REQUIRED TO BE ON THE JOB SITE. 2. ALL WORK SHALL MEET LOCAL CODES AND ORDINANCES. 3. ALL NAILING SHALL COMPLY WITH NAILING SCHEDULE OF THE IBC. 4. CONTRACTOR DESIGNED ELECTRICAL. SUBMIT TO BUILDING DEPARTMENT FOR PERMIT. PROFESSIONAL STAMP REQUIRED. 5. CONTRACTOR DESIGNED MECHANICAL. SUBMIT TO BLDG- DEPARTMENT FOR PERMIT. PROFESSIONAL STAMP REQUIRED. 6. METAL DUCTS TO BE INSULATED AND JOINTS TO BE TAPED. 1.. BATT INSULATION SHALL HAVE ALL TEARS AND JOINTS SEALED WITH TAPE. 8. WALLS TO BE FIR= STOPPED: 9. IF ANY ERRORS, OMISSIONS OR INCONSISTENCIES APPEAR IN THE DRAWINGS, . SPECIFICATIONS OR OTHER DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE OWNER OR ARCHITECT IN WRITING OF SUCH OMISSIONS, ERRORS, OR INCONSISTENCIES BEFORE PROCEEDING WITH THE WORK, OR ACCEPT, FULL RESPONSIBILITY FOR COSTS TO RECTIFY SAME. TYPICAL DETAILS OR BUILDING STANDARDS 5HALL APPLY WHERE NO SPECIFIC DETAILS ARE GIVEN. ALL DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE SHOWN ON PLANS, ELEVATIONS, SECTIONS AND DETAILS: ALL EXIT DOORS TO BE OPERABLE FROM INSIDE THE BUILDING WITHOUT KEYS OR SPECIAL KNOWLEDGE. FIR- EXTINGUISHERS SHALL BE PROVIDED PER NFPA 010, OR REQUIREMENTS OF LOCAL FIRE OFFICIALS: 14. ALL INTERIOR WALL COVERING MATERIALS SHALL BE FIRE RESISTIVE OR SHALL BE TREATED TO BE FIRE RESISTIVE, SO AS TO RESULT IN A FLAME SPREAD RATING OF AT LEAST CLASS III FOR GENERAL AREAS AND CLASS II FOR EXIT WAYS, DELIVER CERTIFICATE TO LOCAL FIRE DEPARTMENT AS REQUIRED. PENETRATIONS, IN WALL REQUIRING PROTECTED OPENINGS ARE TO BE FIRE STOPPED PROVIDE LOCKING DEVICE READILY DISTINGUISHED AS LOCKED WITH SIGN ON DOOR STATING 'THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED IN I' HIGH LETTERS. TACTILE CHARACTER SIGNS 51-IALL BE INSTALLED PER ANSI STANDARDS CHAPTER 1, AND MOUNTED AT 48' AFF. WITH A MAX. HEIGHT OF 60' APP. ADJACENT TO THE LATCH SIDE OF THE DOOR PER ANSI 4111.1 -2003 4 1033.10 AND Ii. 18. PROVIDE AUDIBLE AND VISUAL ALARMS AND NOTIFICATION APPLIANCES IN ACCORDANCE WITH NFPA 12 SECTION 10522 AND CHAPTER 1 OF ANSI STANDARDS. 19. PROVIDE VENTILATION AS REQUIRED BY UNIAC AND SUBMIT DESIGN TO CITY FOR REVIEW. 20. MANUALLY OPERATED FLUSH BOLTS ARE NOT PERMITTED AND NO MORE THAN ONE OPERATION FOR THE UNLATCHING IS ALLOWED. 21. EGRESS DOORS SHALL BE READILY OPENABLE FROM THE EGRESS SIDE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFOR PER SECTION 1008.1.8 OF THE IBC 22.: DOOR HANDLES, PULLS, LATCHES, LOCKS AND OTHER OPERATIN DEVISES ON DOORS SHALL NOT REQUIRE TIGHT GRASPING, TIGHT PINCHING OR TWISTING OF THE WRIST TO OPERATE: 23. SPRINKLERS ABOVE THE MEZZANINE: THE GENERAL CONTRACTOR IS TO PROVIDE SPRINKLER COVERAGE UNDERNEATH THE MEZZANINE FOR OFFICE USE, TO COVER THE SPACE BETWEEN THE MEZZANINE DECK, AND THE FUTURE OFFICE CEILING. THE SPRINKLER DROPS FOR BELOW THE OFFICE AREA CEILING ARE NOT TO BE INSTALLED. THE GC 16 TO STUB '1''S" FOR THE FUTURE OFFICE SPRINKLER HEADS AND CAP. THE T'S WILL BE EXTENDED TO THE SUSPENDED CEILING DURING THE OFFICE TENANT IMPROVEMENTS: 10. IL 12. 13. 15. 16. No changes REVISIONS shall be mad O! work a to the scope prior approval Tukwila Building V1SIO l of NOTE: Revisions will Division. and may include additional a la W plan submittal plan review fees. SITE & ZONING INFO. TAXPAYER TAX PARCEL NUMBER PROJECT ADDRESS BOEING OREGON MESABI TRUST 1325 4TH AVE SUITE 1940 SEATTLE WA 98101 3523049105 5920 S 180th • STREET TUKWILA, WA 98188 GOVERNING ZONING CODE - SITE STATISTICS ZONE - PROPERTY TYPE- SITE AREA - BUILDING SETBACKS- FRONT: SECOND FRONT SIDES REAR MAX HEIGHT ALLOWED: EXISTING HEIGHT: MAX. HEIGHT PROPOSED: LANDSCAPE REQUIREMENTS- FRONT SIDES REAR BUILDING AREAS (ZONING): EXISTING WAREHOUSE: WAREHOUSE MEZZANINE: EXISTING OFFICE (MAIN FLOOR): EXISTING OFFICE (MEZZANINE): PROPOSED WAREHOUSE AREA: PROPOSED OFFICE (MAIN FLOOR): PROPOSED OFFICE MEZZANINE: TUKWILA MUNICIPAL CODE (TUC) TUKWILA URBAN CENTER (C) COMERCIAL 3.18 ACRE . 15 FEET 15 FEET 10 FEET 10 FEET 115 FEET 30' -8" ABOVE EXIST. GRADE 33' -1' ABOVE EXIST. GRADE 15 FEET NONE NONE 59,830 SF 1,061 SF 1;610 SF 1;610 SF 54A00 SF 2,985 SF 2,985 5F R PARKING DANIA SITE (TRI -LAND PROPERTY) DANIA PARKING REQ'D PER DAVID KEHLE PLAN 4 AGREEMENT : 149 TOTAL PROVIDED ON DANIA (TRI -LAND) PROPERTY: 121 REQ'D ON 'BOMT' PROP. PER RECIPROCAL PARKING AGREEMENT: (22) FIDELITY SITE (BOh1T PROPERTY) PROPOSED PROJECT PARKING REQUIRED = 61 TOTAL STALLS PROVIDED :109 REQUIRED WAREHOUSE 54,400 SF AT I per 2000 SF: 21 REQUIRED OFFICE :5,910 5F AT 3 per _1000 SF: 18 REQUIRED BY RECIPROCAL PARKING AGREEMENT = 22 TOTAL PARKING REQUIRED TI.11S PROJECT: 61 ADA REQUIRED: 5' ADA PROVIDED: 5 COMPACT ALLOWED= 32.1 COMPACT PROVIDED= 36 1 TOTAL PARKING REQUIRED BOTH SITES• 194 PARKING PROVIDED BOTH SITES= 236 BUILDING DEMOLITION BUILDING OWNER 15 TO PROVIDE THE CONTRACTOR WITH A HAZARDOUS MATERIALS SURVEY INDICATING LOCATION OF HAZARDOUS MATERIALS INCLUDING BUT NOT LIMITED_ TO ASBESTOS AND PRODUCTS CONTAINING ASBESTOS (IF MY EXIST). THE DEMOLITION CONTRACTOR 15 TO APPLY FOR A PERMIT TO REMOVE HAZARDOUS MATERIALS (IF ANY) WITH THE PUGET SOUND CLEAR AIR AGENCY. NO DEMOLTIO• IS TO COMMENCE UNTIL THE BUILDING H45 BEEN REMEDIATED (IF HAZARDOUS MATERIALS EXIST), AND THE DEMOLITION CONTRACTOR HAS RECEIVED A PERMIT FROM THE PUGET SOUND CLEAN AIR AGENCY. 24. SPRINKLERS BELOW THE MEZZANINE: TH E GE N ERAL CONTRACTOR IS TO PROVIDE SPRINKLERS UNDERNEATH THE ROOF STRUCTURE FOR OFFICE USE, WHICH ARE TO COVER THE SPACE BETWEEN THE MEZZANINE DECK AND THE FUTURE MEZZANINE OFFICE CEILING. THE SPRINKLER DROPS FOR BELOW THE MEZZANINE OFFICE CEILING ARE NOT TO BE INSTALLED. THE CONTRACTOR IS TO STUB 115" FOR THE FUTURE OFFICE SPRINKLER HEADS AND CAP FOR FUTURE EXTENSION DURING THE TENANT IMPROVEMENT. THE LATERAL SPRINKLER LINE FEED IS TO BE CONCEALED IN THE PERIMETER WALLS OF THE MEZZANINE AND 51-IALL NOT BE VISIBLE FROM THE FINISHED OFFICE AREA. 25. FIRE ALARMING IS PROVIDED BY WASHINGTON ALARM, CONTACT: RYAN AAL (206) 328- 3288. THE GENERAL CONTRACTOR IS TO MAINTAIN AN OPERATIONAL FIRE PROTECTION SYSTEM TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. IF THE FIRE PROTECTION SYSTEM REQUIRES DISABLING, THE GC 51-IALL PROVIDE A FIRE WATCH DURING PERIODS WHEN THE BUILDING IS NOT OCCUPIED BY THE GC'S WORK FORCES. 26. THE COMPLY WITH THE CITY OF TUKWILA OF FIRE DEPARTMENT REGULATIONS. 45 . REQUIRED UPGRADE THE ENTIRE BUILDING'S FIRE PROTECTION SYSTEM. 21. THE EXISTING ROOF MOUNTED HVAC UNITS FOR THE OFFICE ARE TO BE REMOVED. NEW HVAC UNITS ARE TO BE DESIGNED AND INSTALLED AS PART OF THE TENANT IMPROVEMENT PACKAGE AND ARE NOT PART OF THIS BID: EXISTING GAS FIRED UNIT HEATERS IN THE WAREHOUSE ARE TO BE INSPECTED, REPAIRED AND RELOCATED UNDER A SEPARATE CONTRACT AND ARE NOT PART OF THIS BID. BUILDING CODE INFO. GOVERNING BUILDING CODE - EXISTING BUILDING AREAS: FOOTPRINT: 61,500 SF WAREHOUSE: 59,830 5F FIRST FLOOR OFFICE: 1,610 SF MEZZANINE OFFICE: 1 .610 WAREHOUSE MEZZANINE: 1,061 SF AREAS DEMOLISHED: 15,340 5F OFFICE (INCL. MEZZANINE) 3 .214 SF WAREHOUSE 1,061 SF WAREHOUSE MEZZANINE NEW AREAS ADDED: 3,000 SF MEZZANINE FOR FUTURE OFFICES NEW OVERALL BUILDING AREAS: (PER 2006 WAREHOUSE - OFFICE- MEZZANINE - EXTERIOR ENTRY CANOPY TOTAL SQUARE FOOTAGE 2006 INTERNATIONAL BUILDING CODE W/ WASHINGTON AMENDMENTS INTERNATIONAL BUILDING CODE) 54,446 SF 2,985 SF 2,985 SF 105 5F 61,121 SF A ALLOWABLE AREA: PER 2006 INTERNATIONAL BUILDING CODE SECTION 506 Aa= (At (At X If) (At X 3) ) = 83,125 SF At= 11,500 If= .15 Is =3 BUILDING STATISTICS- CONSTRUCTION TYPE OCCUPANCY TYPE - OVERALL BUILDING AREAS -.2006 IBC FIRST FLOOR WAREHOUSE AREA BUSINESS AREA MEZZANINE BUSINESS AREA ENTRY CANOPY GROSS BUILDING AREA- OCCUPANCIES III -B SPRINKLERED S -1 WAREHOUSE, DISTRIBUTION 54,446 SF • 2,985 SF 2,985 SF 105 SF 61,121 SF FIRST FLOOR 1. WAREHOUSE BUSINESS 54 ;446 SF 6 500 GSF / OCCUPANT OCCUPANT LOAD 109 2,985 SF e 100 GSF / OCCUPANT OCCUPANT LOAD = 30 MEZZMNE BUSINESS FIRST FLOOR OC: 139 2,585 SF e 100 GSF / OCCUPANT OCCUPANT LOAD = 30 MEZZANINE OL: 30. TOTAL BUILDING OCCUPANT LOAD' .169 DRAWING INDEX ARCHITECTURAL SITE. SD 1 COVER SHEET SD 2 SD 3 SD 4 SD 5 SD 6 SD CIVIL C1 C2 C3 C4 LA 1' LA 2 SITE DEMOLITION PLAN SITE PLAN ENLARGED SITE PLAN SITE DETAILS LANDSCAPE AREA DUMPSTER ENCLOSURE DETAIL COVER SHEET EROCDN CONTROL PLAN GR4& ;NG 4 UTILITY PLAN DE'i,�,,iS PLANTING PLAN IRRIGATION PLAN Aar- ITECTURet A1.1 BUILDING DEMOLITION PLAN 412 FLOOR PLAN 413 ENLARGED FLOOR PLAN A1.4 ROOF PLAN A2.1 A22 A3.1 A32 ELEVATIONS ELEVATIONS. SECTIONS SECTIONS A4.1 DETAILS 442 SCHEDUALS -DOOR 4 WINDOW itakalEAL SID STRUCTURAL NOTES S2.1 FOUNDATION PLAN 622 MEZZANINE FRAMING PLAN 52.3 ROOF FRAMING PLAN 52.4 CANOPY FRAMING PLAN AND DETAILS 53.1 STRUCTURAL ELEVATIONS AND DETAILS 54.1 55.1 552 56.1 FOUNDATION DETAILS MEZZANINE DETAILS MEZZANINE DETAILS / \ ROOF DETAILS REV'S/ED FOR CODE COMPLIANCE APPROVED JUN 16 2010 vLA City of T Gila BUILDING ISio i FILE COPY Permit No. 0 PROJECT START DATE DD SUBMITTED FOR OWNER APPROVAL SUBMITTED FOR BUILDING PERMIT a W Z 0 cn W 0 O U- 0 W 0 PERMIT REVISONS 0 co co BID SET SENT OUT OWENER REVISONS 1- m 0 U 0 SUBMITTED CORRECTIONS J IQ- COCJ Z W 0 0! W D J z LT Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: By Date b i • L p City Of Tukwila BUILDING DIVISION PROJECT TEAM CU4E& BOEING OREGON MESABI TRUST 1325 4TH AVE SUITE 01940 SEATTLE WA 98101 EGRESS LIGHTING NOTES UNDER NORMAL POUTER, THE ILLUMINATION LEVEL SHALL BE NOT LESS THAN 1 FOOT - CANDLE AT EVERY POINT IN THE MEANS OF EGRESS PATH. ILLUMINATION SHALL BE PROVIDED AT THE RATE OF 1.0 WATT OF FLOURESCENT ILLUMINATION PER SQUARE FOOT OF AREA STRUCTURAL ENGINEER PHILLIP VAN HEYNINGEN PKJB ARCHITECTURAL GROUP,PS 112 OLDS STATION ROAD, SUITE B WENATCHEE, WA 98801 509.6645181 LANDSCAPE ARCHITECT: LAUCHLIN R. BETHUNE. LAUCHLIN R BETHUNE ASSOCIATES, INC. 24813 241TH PLACE SE MAPLE VALLEY, WA 98038 425.432.9811 PROVIDE EGRESS PATH LIGHTING W/ ILLUMINATED EGRESS SIGNS AND BATTERY BACKUP POUTER PER MC SECTION 1006.1. SEE FLOOR PLAN FOR LOCATIONS. SOILS REPORT ARCHITECT: BOB KROESE PKJB ACRHITECTURAL GROUP,PS 119 S. MAIN ST SUITE 410 SEATTLE, WA 98104 206.6253210 CIVIL ENGNEER JAY D. DECKER, P.E. AP BUSH, ROAD, 4 HITCHINGS, INC. 2005 MINOR AVENUE EAST SEATTLE, WA 98102 -35I3 206.403.0933 CONTRACTOR TO BE DETERMINED RECEIVED CITY OF TUKWILA JUN 092010 PERMIT CENTER PROJECT SCHEDULE THE INTENDED PROJECT SCHEDULE 15 TO BEGIN CONSTRUCTION WORK IN SPRING OF 2010 AND CONCLUDE 1 : "'4( IN SUMMER 2010. BUILDING IS DESIGNED WITH A BEARING CAPACITY OF 2,000 PSF FOR FOUNDATION DESIGN PER THE 501L5 REPORT PREPARED BY DAMES 4 MOORE.. CONTRACTOR IS TO VERIFY THE BEARING CAPACITY OF THE SOILS AFTER DEMOLITION AT ALL NEW FOOTINGS WITH SPECIAL INSPECTION OF SOILS BY A LICENSED SOILS ENGINEER APPROVED FOR SPECIAL INSPECTION WITH THE CITY OF TUKWILA BUILDING DEPARTMENT. VERIFY APPROPRIATE BEARING VALUES AND REPORT FINDINGS TO THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO POURING CONCRETE FOOTINGS. EROSION CONTROL 0 O_ co O O O O O 0) o) o) O F) N d d 0I 1!) 0 00 (O O co (o 2m C'3 Z Ci)Z 0 Z O x1- 0 W D 0 z .:W = CCI,r4 -' c 00 Q T Q _I J JW mN� oj sr) w GP 7 u 5719 REGISTERED ARCHITECT 'ROBERT A. KROESE STATE OF WASHINGTON DRAWN KEL CHECKED RAK . DATE 6/09/2010 SCALE AS NOTED JOB NUMBER krc.),(0 09047 p 0 0 5r)..S._D NO ADDITIONAL IMPERVIOUS AREA WILL BE ADDED TO THE SITE. WORK IS LIMITED TO THE AREA OF THE EXISTING BUILDING AND ADDITION OF LANDSCAPING. SEE CIVIL FOR EROSION CONTROL PLAN ` CORRECTION "' TRI -LAND DRIVE O N N U) 0 0 N87 °54'18 "W(C) 250.00'(C) N87 °55'02 "W(DEED) NES1 1PE WITH NEW PLAN III FIDELITY BUILDING AREA OF U10RK CUTBACK EXISTING SLAB TO RECEIVE NEW CONSTRUCTION PER STRUCTURAL. DEMO EXISTING COLUMNS, WALLS, AND MEZZANINE AS SHOttH (=DEMO EXISTING $6UTI -IERN = ILDING FACA'E DalrOi OCATIE SC�'I''�' - I4F1 '' ' M- I T 1 T T -T ,T I 1 � I I - - -- u REMOVE EXISTING SPACES AND RESTRIPE WITH NEW PLAN TRI- LAND DRIVENB7 °54'19 "w(c) N87 °55'02 "(DEED) 190.70'(C) DEMO LADDER PATCH AND PAINT. • DEMO 4 RESET BOLLARDS DEMO CURB )i/ DEMO STAIR -DEMO 4 RESET BOLLARDS DEMO 4 RESET S' BOLLARDS 111 1 Zat DEMO RAMPS. DUMPSTER TO BE RELOCATED DEMO EXISTING CURBING AS SHOWN. E>J1sTiANILIRFITRiuLt4LLedAt, 5/25/10 •t m � 9 DEMO EX STING CURBING AS SHOWN. N87 °54'18 "W(C) N87 °55'02 "W(DEED) RESTRIPE WITH NEW PLAN 190.70'(C) • EXISTING BUILDING TO REMAIN NO WORK CONTRACTOR TO STRIPE PARKING STALLS ON WEST SIDE OF BLDG PER PLAN. VERIFY W/ ARCHITECT. U 0 CV 1 1 1 N01 °52'23 "E(C) N01 °51'39 "E(DEED EXISTING BUILDING TO REMAIN NO WORK REVIEWED F® CODE COMPLIANCE JUN I.6 20Dti City of Tukuvila BUILDING DIVISION N87 °54'18 "W(C) 270.001(C) EXISTING BUILDING TO REMAIN NO WORK N87 °55'02 "W(DEED) W - U W W W Cl MNU � �. CO r T' co NZZN 1003.74'(C)(DEED) b 4 L= 52.97' = 50.00' D =60 °41 Alk glik 41111 S87 °50'09 "E(DEED) S 180TH STREET N87 °51'02 "W(C) 1429.28'(M) • • S 180TH STREET N87 °51'02 "W(C) TRUE NORTH bi -035 PROJECT START DATE. DD SUBMITTED FOR OWNER APPROVAL SUBMITTED FOR BUILDING PERMIT w Z U w 0 0 W 1- Cn PERMIT REVISONS BID SET SENT OUT 0 m c0 0 m N 10 OWENER REVISONS 1- 0 0 U 0 SUBMITTED CORRECTIONS O_ O 0) O_ N O O O O O 0) N 0) 0) 01.. C)(DEED) ; C)(DEED) 58 "'(C)(DEED) RECEIVED CITY OF TI,?'QMLA JUN 0 91I2010 PERMIT CIIENTER O t7 In O c0 0 0 CO • 0 tu to . r N u Z 7, z Z V Ott_ ci z I- 0 UJ 0 oC z. DW ..1.. u) CC1 0 < z co Q Q (f) _J J m0Y W u._ 5719 REGISTERED ARCHITECT OBERT A. KROESE STATE OF WASHINGTON SITE DEMOLITION PLAN, SCALE: 1'= 30 -'0' DRAWN KEL CHECKED RAK DATE 6/09/2010 SCALE AS NOTED JOB NUMBER 09047 SD-2 TRI- LAND. DRIVE TRI -LAND DRIVENB7 °54'19 "w(c) N87 °55'02 "(DEED) 190.70'(C) 87°$5'012�'8W(E EEd) 250.00 (C) 87`54'1 "W(C) N 7 °5602" (DE ED) 1 80.70 (C) RELOCATE DUMPSTER NEW b' BOLL PANIA SITE DANIA PARKING REQUIRED PER DAVID KEHLE DRAWING = 149 DANIA PARKING PROVIDED ON PROPERTY= 121 ON FIDELITY PROPERTY PER RECIPROCAL PARKING AGREEMENT= (22) FIDELITY SITE FIDELITY P: -: XGNG REQUIRED = 61 ° TOTAL STALLS PROVIDED =109` REQUIRED WAREHOUSE 54,400 SF AT I per 2000 SF= 21 REQUIRED OFFICE =5,910 5F AT 3 per 1000 SF= 18 REQUIRED BY RECIPROCAL PARKING AGREEMENT = 22 ADA REQUIRED= 5 ADA SHOU,N= 5 COMPACT ALOUD= 321 COMPACT SHOWN= 30 TOTAL PARKING REQUIRED BOTH SITES= 194 SPACES TOTAL PARKING PROVIDED BOTH SITES= 236 SPACES TOTAL 0 CO (.0 0 to N LO N 0 0 0 0 0 0 c0 NEIU CURB NEIU OVERNE O E NEW 6' BOLL 6 /8 /lm NEW 6' BOLL 6 /8 /I0 N87 °54'18 "W(C) 270.00'(C) N87 °55'02 "W(DEED) 6/8/10 CONTRACTOR TO STRIPE PARKING STALLS ON WEST SIDE OF BLDG PER PLAN. VERIFY W/ ARCHITECT. c7 Z°) > 5W0. °C? W _ CCI °C Q z co DI § CV J m 0, W °6 W O cn 6/8/10 10 NEW PARKING SFACES NEW I SP4CE51 5/25/10 5719 REGISTERED ARCHITECT 6/8/10 "ROBERT A. KROESE STATE OF WASHINGTON 5/25/1 ANEW LANDSCAPE ISLANDS C C C C C G C C C C/ STRIPE AC :e 4111111k Al& Al NEW LANDS ISLANDS_i r2 97'1 50.00' -60 °41 C)(DEED) - :C)(DEED) 58 "'(C)(DEED) S87 °50'09 "E(DEED) S 180TH STREET N87 °51'02 "W(C) 1429.28'(M) 1291H STREE N87 °51'02 "W(C) 4 Ann A[]IL \I\ RECFI ED CITY OF T KVgLA JUN 09 2010 PERMIT CENTER DRAWN KEL CHECKED RAK DATE 6/09/2010 SCALE AS NOTED JOB NUMBER 09047 SD -3 TRUE NORTH I11-91/2' 19' -6' NEW LANDSCAPE BED. RELOCATE EXISTING RED LACE JAPANESE MAPLE. APPROXIMATELY 8' CANOPY PER LANDSCAPE ARCHITECTURE PLANS NEW LANDSCAPE BED 9' -0 1/2' 24' -l' 24' -i' 10' -6' -1' -4 11' -4' 12' -3 1/2' e// O//////// IV/%W�/ Z/////®//////////// /// / //Ci°fSi////////W���.r''�1. �� ��.; /MAVAT/ / /Pi�/%�/' 84' -6 1/2' r 9' -4' v-K 1111111111 4' {0 4 U) 0' -2' 24' -6' in NEW LANDSCAPE BED WALL GLINT GJ 11 11111111 LINE CENTERED ON PKG STALL TYP. 0 0 0 SCA P E BE D NEW LANDSCAP ISLAND T -0' 2' 2' NEW LANDSCAPE BED -2' -2' %/ / ///XL FICA. -M �.,irif,'// // / / / // / / / / /////®/%. 24' -0' 5/25/Im 1T -0' 34' -0' WHEEL STOP m N NEW LANDSCAPE BED 9' -6' 5' -0' 11' -0' 20 8' -0' SEE CIVIL AND LANDSCAPE DRAWINGS FOR ADDITONAL INFORMATION ON SITE DESIGN 24' -0' 10 NEW LANDSCAPE BED REQUIRED AISLE 5/25/Im 10 STALLS 6 8' -6' 5/25/10 68' -0' 9 STALLS g 8' -6' 3 STALLS g 8' -0' 7' -0' 4 STALLS a 8' -6' 68' -0' NEW LANDSCAPE ISLAND 76' -6' 9 STALLS a 8' -6' rn 11 -0' 1 STALL 6 9' -6' 5= -J' MIN. 1 VAN STALL 0111-01 TYP. REVIEWEj ODE. COMP JAWCE • JUN l 6 2 )10 Cif of Tut. Nita ILL 5/25/lm NEW LANDSCAP ISLAND LI\ 11 -0' / / / / / // / / / / / /ree, %/////// CAR OVERHANG 8 STALLS a ///////////////////®////////// / / / / / / / / / / /// / / / // / / /////////�/ 10 STALLS 6 8' -0' 5/25/10 ANEW LANDSCAPE ISLAND. 9' -0' • L2 9 STALLS 6 8' -6' tM0035' 20 a // ///// / / /// / / / / ////// / / / /��S''.: 7ePA/" %./////////////////////////// / / / / / / / / / / / // / / / / / / / / / / 10 STALLS .e 8' -0' 33' -6 1/2' PERPENDICULAR FROM 5 PROPERTY LINE RECEIVED CITY OF TUJKWILA JUN 0 9 2010 PERMIT CENTER EXISTING VAULT TO REMAIN SCALE :. 1/S = PROJECT START DATE DD SUBMITTED FOR OWNER APPROVAL SUBMITTED FOR BUILDING PERMIT d cn w O` z w 0 0 SUBMITTED 0 1) (f) N PERMIT REVISONS BID SET' SENT OUT OWENER REVISONS 1- 0_ 0_ 0 U 0 SUBMITTED CORRECTIONS J H m U7 z 0) w 0 1- m w 0 J z 1 CONSTRUCTION 0 CO N O O O O O rn N rn ■ rn O r) O (0 0 O (0 0 5719 z 0 <!-- 1- 0 W �j = g Q 0 z o0 0 (/) J � N m c W. (1) REGISTERED ARCHITECT 'ROBERT A. KROESE STATE OF WASHINGTON DRAWN KEL CHECKED RAK DATE 6/09/2010 SCALE AS NOTED JOB NUMBER 09047 SD-.4. NOTE: 3 -'0' H. HANDRAIL REQUIRED ON STAIRS AND RAMPS. 3' -6' H. GAURDRAIL REQUIRED FOR ELEVATION CHANGES GREATER THAN 2' -6'., I 3 /8'0HIGH STRENGTH ALUMINUM BOLT, W/ RUBBER SLEEVE AND ISOLATION PAP, INTO EXPANSION ANCHOR IN HANDRAIL END. I. 15-1 THREADED RODS WITH 36' EMBEDMENT U Ira I' THICK GALV. STEEL BASEPLATE, TIP. SPACE MIDDLE RAIL STANCHION AT 4' -0' O.C. CABLE RAIL.PLAN 1 1/2' =11 -0' CABLE RAIL ELEVATION 1 1/2' =1' -0' 7 3/8" tJ 3/8 / 3/8" 3 /8" Pr M II VJ L 6X6Xi (TRIM TO DESIRED TAPER GRIND AND POLISH FOR ARCHITECTURAL APPEARANCE, GALV: I'0 8-1 THREADED RODS WITH 36' EMBEDMENT, TYP. STACNCHION DETAIL 3' =1' -0' 3/8" 3/8" 8' CMU BELOW 3/8" 3/8" 5 e BOTTOM L 6X6Xi (TRIM TO DESIRED TAPER GRIND AND POLISH FOR ARCHITECTURAL APPEARANCE, GALV. 1'0 13-1 THREADED RODS WITH 36' EMBEDMENT STACNCHION DETAIL 3' =1' -0' ! ° REQ. CLEAR 1 Amd • pm .1rAA "WAN O Ir • - •, 14T. VARIES SEE PLAN RAMP RAILING 1 1/21=11 -0' 5' -6' 2' CMU CAPSTIONE 8' CMU WALL 1 I/2'0 CLEAR ANODIZED. ALUM. HANDRAIL. NOTE: 3 -'0' HANDRAIL REQUIRED ON STAIRS AND RAMPS. 3' -6' GAURDRAIL REQUIRED FOR DROPS GREATER THAN 2' -61. • - •, •c HT: VARIES DETAIL 2' -6' PAINT W/ 2 COATS OF TRAFFIC LINE WHITE. PROVIDE PAINTED DIRECTIONAL ARROW AT ALL LOCATIONS INDICATED ON PLANS DIRECTIONAL ARROW 1/21=11-0' PROVIDE SYMBOL IN ALL HANDICAPPED PARKING STALLS INDICATED ON SITE PLAN ■■■■ uu■■■■r mm ■■��■■N ■■e■■■■■■ ■■■ii ■■■■EI■EI■■■■■ ■■■■ ■■I (MIN■ ■■■■■N ■■M■■ ■■■■■■L IMII ■R■■■■ ■ ■ ■■■■ ■■■■■■1 A■■■■■■■■■ ■■ ■■■ ■■■ ■■ ■t I®■■■■■ ■ ■ ■ ■■■■■ ■■ ■ ■ ■ ■NNO I■■■N■RN■M ■ ■ ■■■■■ i INEENE i IMEMEMiei MINENE ■■■■.p' ■■■■■■■■■■ M ■■■i ■ ■EI■■■■■■■■ ■■■r 1i i■Mli■■■■■■■■■M■■ - - -, d --- ••---- me ■■e =e_ :r� l� ®L...... —��, ■■■■■■■ ■■ i ■■■M ■■■Y■■■1 INNEN =® -- NM= Ti ■■= !: 1■■ ■■■ ■■■■11 Ili \■■■■■ NEIi 1 ■ ■ ■■EI ■REI■■I IL IN,- 1N NEIL \■■ ■■ ■■ ■■i '\ '■ ■■EI► `\ ■■■■■■V AS1 ..e■ M■■o '"uU�' lW" /EL .ds ■ ■■ MEIN■■ i■M■EI■N■■■ ■ ■■ ■■1, ■M■■EI■■■■■■■ ■■■■■■Mi0- ...111111■■■■■ ■■ ■■EI H.C. PARKING SYMBOL 1' =1' -0' LANDSCAPING EXTRUDED CONC. CURB NEW ASPHALT. MATCH EXISTING. \ / \ / \/ // P BASE COURSE �.p .O o8 ®00 ®0b. ,,,,,,•,.0 ob4, / /// Q o 0 00 �0� O° ° o .o /� / /// �o o O ° o 0. b 0.2o —111-111111-111:111:=_-.11 111 111:111-1-111 II II II I II 111 I II I III I I I I I I I I I I I I I I I I I I II I I I 111 I I I I1 111 I I1 I I1[11 I I 11 I I I 4 NOTE: CONTRACTOR TO MATCH EXIST. CONCRETE CURB. CURB DETAIL 1 1/2' =I' -0' I' CHAMFER N (3). "3 BAR TIES eV ' 0.C. TOP OF SASE 3' CLEAR (TYPICAL) T -6' MIN. (N OTOTi 'I III ®IIII ®(IIII= =1111=111=11 ANCHOR BOLTS AS REQ'D BY LIGHT POLE MFR (6) "5 BARS VERT. EQUALLY SPACED CONC. BASE 11 =11111 1111 4 ° DI • LIGHT POLE BASE +13 BAR TIES e 18' O.C. 1/2' =1' -0' 4'- 8' -0' WIDE - COMPACT (C) 8' -6' WIDE MEDIUM (M) 9' -0' WIDE - FULL (F) -PAINT STRIPING (WHITE) 2' -0' CURB OVERHANG ALOUD ON MEDIUM AND LARGE STALLS LENGTH U ggg 1 -to PARKING STRIPING 5' -0' WALKWAY STRIPES PAINTED ON SURFACE (WHITE) ACCESSIBLE WALKWAY 1/2'4-01 3' - LANDSCAPING I/2', RA u \ / \ / \\ .4 /!'I � f` _11I .111_111 III III II 11 I. PROVIDE EXP. JOINTS AT 25' O.0 MAX, AT CURVES, TANGENTS 4 CORNERS. 2. RUN BARS CONT. TNRU EXP. JOINTS. 3. BASE OF CURB TO REST ON COMPACTED FILL. 4. SACK FIN. EXPOSED SURFACES. 5. PAINT EXPOSED. SURFACES W/ (2) COATS TRAFFIC LINE YELLOW. .II - ASPHALT co O ° 0b O 0:4 °O 1 .p, •e 1 . 11 -111— .I I— III -11 III I 1 CONCRETE CURB 1 1/2' =1' -0' NOTE: PAINT EXPOSED PORTION OF STEEL PIPE W/ (2) COATS TRAFFIC LINE YELLOW .., 00 • ROUNDED CONC. CAP _ 6' DIA. STL. PIPE COL FILLED W/ CONC. . CEMENT WA51-1 • ••• • • BOLLARD 1/2' =1' -0' 5' -0' [�1 STANDARD II- Y,4N 9' -0' REVIEWED FOR CODE COMPLIANCE PEKE JLIN 16 2010 � Tukwila City of T >� BUILDING DIIIIRICii ACCESSABLE STALLS 1 /S' =1' -0' PROVIDE SIGN e ALL HANDICAPPED PARKING STALLS INDICATED ON SITE PLAN AS INDICATED ON SITE PLAN MOUNT METAL SIGN AT SAME HT ON CMU WALL WITH NO PIPE. 1'- (5° , Un norm . AIg1. PPM . WHITE LETTERS 1 SYMBOLS ON BLUE BACKING VAN AOCEUIBu ca METAL SIGN, BOLT TO PIPE COLUMN 12' X 16' VAN ACCESSIBLE SIGN AS REQ. PER PLAN 3' DIA. PIPE COL. W/ (2) COATS ENAMEL (WHITE) EMBED IS' INTO CONC. f- GRADE 8' DIA, x24' DEEP CONC. FOOTING H.C.PARKING SIGN 1/2' =I' -0' DUMMY JOINT 4' CONC. SLAB BROOM FIN. W/ 6x6 - WI.4xWI.4 WWM RADIUS CORNER • D 0 0 982 00 BASE COURSE (2) - 14 CONT. At PAVING PER CIVIL DRAUJNGS • % o_ps°0o0 0OQ 6as� o 1 -1 I I — I I I CONCRETE CURB 1 1/2' =1' -0' CLEAN, PRIME AND REFINISH RAILING WITH TWO COATS SF. ENAMEL 9' -4' 0 41-0' 4' -0' RAMP MIN. RAMP MIN. L- TER C , ON ALL i I' 7' 0 + 3' -10' L -5 L -5 0L + 3' -10' I' -I0' ). 1 -2' - 2' -2' j� [0-035 RECEIVED CITY OF TUKWI A JUN 0 9 2010 PERMIT CENTER ACCESSIBLE RAMP 1/4' = 1' -0' DD SUBMITTED FOR OWNER APPROVAL SUBMITTED FOR BUILDING PERMIT w V) z 0 w 0 0 0 m PERMIT REVISONS BID SET SENT OUT 0 03 (D o_ (V z 0 w z w 0 1- 0 rr 0 0 0 z 0 U w D- 0 0 0 m J CO v7 z w 0 a J z LL CONSTRUCTION DRAWINGS 0 0 CO N 0 0 0 0 0 N .O` 0) mot' 0) 0 M N) 11) 0 03 (0 0 5719 REGISTERED ARCHITECT OBERT A. KROESE STATE OF WASHINGTON DRAWN K EL CHECKED RAK DATE 6/09/2010 SCALE. AS NOTED JOB NUMBER 09047 SD -5 FIDELITY BUILDING LANDSCAPING INTERIOR LANDSCAPE: (PER TMC 18.52.035 3) STALLS LANDSCAPE AREA REQ. FRONT 89 . 15 SF/PER 1,335 SF REQUIRED 2,495 SF PROVIDED BACK 20 10 SF/PER 200 SF REQUIRED 2,646 SF PROVIDED PERIMETER LANDSCAPE: (PER TMC 18.52.020 B) UJIDTN LANDSCAPE DEPTH REQ. FRONTAGE 250' 15' 3,150 SF REQUIRED 1 3,848 SF PROVIDED INTERIOR LANDSCAPE - FRONT ® INTERIOR LANDSCAPE BACK PERIMETER LANDSCAPE TRI -LAND DRIVE. w w 0 N 0 0 T 0 N87 °54'18 "W(C) N87 °55'02 "W(DEED) w 11, W R 000 000 02000`00 00000 250.00 (C) O.000Oq 0 0 0 0 0 0( FIDELITY BUILDING AREA OF WORK REVIEWEDjE CODE COMPLIANCE APPROVED JUN 16 2010 City of Tukwila BUILDING DIVisinNi 'Q0.000. 00.0000 0 000 000 0 0 0 0 0 kiVti71 IN: 411-1:71.___y--.vi AVIMBENIMEO, . � z7i ?irvi vi.;vain i/ail ?ironiie�;vvi i riziii v azvii i iaviiL��v i��// \b c c C � ����L� L �1�tiI mow non C C 4 100'2 C 165'2 19612 a 217'2, 21712 c 2 C C C C C C C C C C • C CC C C C C C C 0.46.4 \ YAA S87 °51'02'E C . 252.00'(( S87 °50'09 "E(DEED) TRUE NORTIN S 180TH STREET N87 °51'02 "W(C) 1429.28'(M) 0 •• PROJECT START DATE DD SUBMITTED FOR OWNER APPROVAL SUBMITTED FOR. BUILDING PERMIT a w V) z w 0 SUBMITTED FOR 0 N to r-- PERMIT REVISONS BID SET SENT OUT 0 00 (D OWENER REVISONS t- m 0 0 z 0 1- 0 w 0 0 SUBMITTED J m z w 0 w o_ J z 0 CONSTRUCTION 0 0 co N 0 0 0 0 0 0) N rn •st• 0) 0 r) 1'0 LO 0 (0 0 0 (0 RFC,FIVPn CITY OF TUKWILA JUN 0 9 2010 PERiiillf CENTER Z 0 z D QI-O z Z. D W I 00 oc - "‘c) Z aTo (1) J W W �- OH OBERT A. KROESE STATE OF WASHINGTON DRAWN KEL CHECKED RAK DATE 6/09/2010 SCALE AS NOTED JOB NUMBER 09047 LANDSCAPE AREAS SD -6 SCALE: I' =30'0' TOP OF SLAB SLOPES TOWARD "FRONT" 12" THICKENED EDGE (2) #4 BOT.- • WALL /SLAB: DOWELS • 8" STOP FOOTING C., 0 FRONT EDGE OF. WALL FRONT FOOTING EDGE A/ / i /0 6/ AO 4 NI, ...hi& , EQ ". 3" EQ" OPEN END OF WALL DUMPSTER GATE SUPPORT 3' =1' -m' 24" #3 X ( ©16" OC. ALT. (STAGGER) SIDES IN MORTAR BED JOINT (2) #5 CO END OF WALL L4X4X3 /8X O' -8" W/ (2) 1/2" 0 X 6" WHS'S ©5 "GA. 2' CMU SLOPED CAP IN CASTEL WHITE. 8' SPLIT -FACE CHARCOAL CMU BLOCK STEEL ANGLE FRAME, GRIND WELD JOINT SMOOTH. 3/8' x 2' STEEL STIFFENER BAR 19 SDI limill■■■■ iri■iiaim -N. ■1 e ®s�� ®ii-� MAMI® W NOTE: SEE STRUCT. DWGS ON THIS SHEET FOR REINF. 4 FIG PET. STEEL PLATE W/ HOLES FOR CANE BOLTS, EMBED IN CONC. SLAB TOP OF CONC. FLOOR SLAB 4 AC PAVING. ENCLOSURE GATES 1/4'.1'-0' 15' -9' 7' -6'. 8' -3', *4 DOWELS I INTO EXIST; TOP OF WALL 1' -4' MIN. ABO • (0 EXIST. GRADE PATCH EXIST. ASPHALT AS REQ'D 0 LONG W/ EMBED 4' 111/EPDXY WALL. PROVIDE 6 2' -0' OC. 0' -4' ( 0'-4' 0 0 0 0 0 Ar 3' -1I' ///////////////////1" FRONT LOADING DUMPSTER 8' X 24' X 6.5' MIN 184 SQUARE FEET REQUIRED PER TMC I852.080.A2 J CONC. SLAB 0'-0' FLUSH WITH EXIST. ASPHALT PAVING (DATUM). 9 Sp1 9 0 „ A A.C. PAVING TRASH ENCLOSURE 8' SPLIT -FACE CHARCOAL CMU BLOCK 6' THICK CONC. SLAB EXTEND TO ASPHALT CONC. PAVING, MATCH ELEV. 10 Spy 0' -0' ) FLUSH WITH EXIST. ASPHALT PAVING (DATUM). 3/8' STEEL PLATE U/ HOLES FOR CANE BOLTS, EMBED IN CONC. SLAB 1/4'=1'-0' (2) #4 ®'TOP COURSE (2) #4 ® 6TH COURSE #4 ® 32" OC, VERT. 39" #5 ®. 32" OC (2) #4 © .1ST COURSE 6" SLAB W/ #4 ® 16" OC. EA. WAY e a• Pf► s e e s �• �• 1 -11 I -11 I -1 I -1 I 1 1 1 I 2' -O" TOEOF e 'REAR' OF ENCLOSURE MIN. HT. TOP OF SLAB_ 4" CRUSHED ROCK OR GRAVEL FRONT FOOTING 0' -m' NOTE: FOOTING IS CONT. ® ALL FOUR EDGES OF ENCLOSURE . EDGE 1'•1' -,a' REVIEWED FOR CODE COMPLIANCE IFED JUN 16 2010 City of Tukwila BUILDING DivISInM VELD COLLAR TO CANE BOLT BIM. GUIDES, COLLAR IS TO PREVENT CANE BOLT FROM BEING REMOVED A.C. PAVING • TOP OF WALL 3 1/2' x 3 I/2' x 3/8' GALV. STEEL ANGLE FRAME ALL AROUND, PAINT TO MATCH METAL PANEL 3' DEEP, 18 GA. GALY METAL PANELS, WELDED TO STEEL ANGLE FRAME WELD 1/2' DIA. BAR ON ANGLE FOR CANE BOLT REST 3/8' x 2' STEEL STIFFENER BAR WELDED TO ANGLE FRAME GATE DETAIL EMBEDDED STEEL PLATE W/ HOLES FOR CANE BOLTS. CONC. SLAB SLOPED TO FRONT 3'=1' -0' V bicoo3,7 8' SPLIT FACE CHARCOAL CMU BLOCK L4X4X3 /8X 0' -8' L. (2)1/2' 0 X 6' UHS'S65'GA. t0 MATCH FULL GATE HEIGHT, 1/2' NELSON STUDS UELDED 1' -0' OC, PAINT TO MATCH CMU WALLS 3 1/2' x 3 1/2' x 3/8' GALY. STL. ANGLE FRAME ALL AROUND, PAINT TO MATCH METAL PANEL. - 3/8' x 2' CROSS BAR STIFFENER WELDED TO STL. ANGLE FRAME - GI4LV. MIL PANELS, VULCRAFT TYPE 3N, 3' DEEP 18 GA. OR EQUAL, SUBMIT COLOR FOR APPROVAL. (4' x 8' x 3/8' STEEL PLATE W/ HOLES FOR CANE BOLTS EMBED IN CONC. SLAB W/ STUDS CANE BOLT5 AT LOWER FRAME, SECURE TO 1/4' PLATE TO ANGLE FRAME. HEAVY DUTY HINGES, 1 1/2' PAIR PER DR, WELD TO STEEL ANGLES GATE DETAIL RECEIVED CITY OF TUKWILA JUN 09 2010 PERMIT CENTER 3 •I' -m' SUBMITTED FOR OWNER APPROVAL 0 SUBMITTED FOR BUILDING PERMIT 0_ w z U w 0 0 SUBMITTED. PERMIT REVISONS BID SET SENT OUT 0 (0 OWENER REVISONS 1- 0 0 U z O w 0' 0 U 0 w J CO z 0 w 0 w 0 J z 11 O O CO N O rn N 0 rn O rn O 0 0 r-� Lo 0 m (0 0 (0 0 Z z 0 z.. ~.H J ) W 0 W zF_z W m 0 CC cn z co T < O m W 16 Lc' cn 5719 REGISTERED ARCHITECT OBERT A. KROESE STATE OF WASHINGTON DRAWN KEL CHECKED RAK DATE 6/09/2010 SCALE AS NOTED JOB NUMBER 09047 SD -7 N.E. 1/4 SEC. 35, TWP. 23 N., RGE. 3 E. W.M. TUKWILA, WASHINGTON GENERAL: NOTES: 1. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. 2.: AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, NOTIFY THE UTILITIES INSPECTOR AT : (206) 433 -0179. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING (206) 433.0179. GRADING AND . EROSION CONTROL NOTES: THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS: THE CONTRACTOR . SHALL HAVE THE PERMITS(S) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF THE CITY OF .TUKWILA "DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION: STANDARDS" AVAILABLE AT THE JOB SITE THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. GRADING AND EROSION CONTROL UTILITY NOTES: BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARING LIMITS, INSTALL CONSTRUCTION ENTRANCE, AND INSTALL EROSION PREVENTION. AND SEDIMENT CONTROL MEASURES. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC): MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES OVER 4- FEET DEEP: ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. POWER, CABLE, FIBER OPTICS, AND TELEPHONE LINES SHALL BE IN. A TRENCH WITH A 5 -FOOT MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS-O WAY OR EASEMENTS AFTER ASPHALT PAVING. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS: ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE- APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA "DEVELOPMENT GUIDELINES AND DESIGN CONSTRUCTION STANDARDS ", UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. ESC MEASURES, INCLUDING. ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED FROM MAY 1 THROUGH SEPTEMBER 30, P ROVI DE TEMPORARY AN D PERMANENT COVER MEASURES TO PROTECT DISTURBED AR EAS THAT WILL REMAIN UN- WORKED FOR SEVEN DAYS OR MORE STORM DRAINAGE NOTES: REVIEWED FOR CODE COMPLIANCE APPROVED F JUN 0 1 2010 City of Tukwila BUILDING DIVISION ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA "DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS ", AND THE CURRENT "KING COUNTY SURFACE WATER DESIGN MANUAL ", UNLESS OTHERWISE APPROVED. HORIZONTAL DATUM FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UN WORKED FOR TWO DAYS OF MORE IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL:. A. CONTRACTOR SHALL ' MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. MARK ALL STORM DRAIN INLET WITH "DUMP NO WASTE ". PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UN— WORKED FOR MORE THAN 12. HOURS. LEGAL DI SCRI PTI ON B. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. 10. PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. C. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UN— WORKED DURING THE WET SEASON (OCTOBER 1 _ THROUGH APRIL 30). MULCH ALL SEEDED AREAS: 11. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR: VERTICAL DATUM SHALL BE NAVD 1988: HORIZONTAL DATUM SHALL BE WASHINGTON STATE (GRID) V AND N USING NAD 83-91 1 SURE Y CONTROL L COORDINATES, NORTH ZONE, US TIED TO ANY TWO CITY OF TUKWILA HORIZONTAL CONTROL MONUMENTS. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12, REPLACE OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. FAILURE TO MAINTAIN ESC MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE DIRECTION OF THE DIRECTOR AND ASSESSED AS A LIEN AGAINST HE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. DURING THE LIFE OF THE PROJECT, THE PREMITTEE SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR, RESTORE, OR REPLACE ALL GRADE SURFACES; WALLS, DRAINS, DAMS, STRUCTURES, VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES, AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS.` 13. RETAIN, REPLACE OR RESTORE EXISTING VEGETATION IN RIGHTS—OF EASEMENTS, AND ACCESS TRACTS. CONSTRUCTION NOTES: ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY THE PREMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS, SPECIFICATIONS, AND ASSOCIATED PERMITS ON THE JOB SITE WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. PERMITTEE SHALL APPLY FOR A REVISION FOR. ANY WORK NOT ACCORDING TO APPROVED PLANS, THE PERMITTEE SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES, AND SHALL, WITH THE DIRECTOR'S APPROVAL, REMOVE SEDIMENT DEPOSITION RESULTING FROM PROJECT— RELATED WORK. 10 ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY.' THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS ANS ASSOCIATED PERMITS ON THE JOB SITE WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. 11. AS THE FIRST ORDER OF BUSINESS, THE PERMITTEE SHALL INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES PER THE ESC AND SHALL INSTALL THE DOWNSTREAM TEMPORARY ESC MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE REMOVED, INSTALL AND ESTABLISH THE UPSTREAM PERMANENT ESC MEASURES. PERMITTEE /CONTRACTOR SHALL ARRANGE A PRE- CONSTRUCTION CONFERENCE WITH THE CITY'S INSPECTOR(S) . PRIOR TO BEGINNING ANY WORK. WORK IN ROADWAYS: A. ALL WORK IN ROADWAYS SHALL MEET TMC 11 AND THE FOLLOWING B. PRIOR TO ANY ACTIVITY IN CITY RIGHT -OF —WAY, THE PERMITTEE SHALL PROVIDE THE CITY A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL. THE TRAFFIC CONTROL PLAN , SHALL INCLUDE THE LOCATION, ADDRESS AND DESCRIPTION OF ` TRAFFIC FLOW DURING THE WORK AND SHALL MEET MUTCD REQUIREMENTS. 12. THE PERMITTEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS, THEIR BUFFERS, AND ADJACENT PRIVATE PROPERTIES AND PUBLICRIGHTS -OF -WAY OR EASEMENTS FROM DAMAGE DURING GRADING OPERATIONS: THE PERMITTEE SHALL RE STORE , TO THE STANDARDS IN EFFECT AT THE 11ME OF THE ISSUANCE OF THE PERMIT, SENSITIVE AREAS, THEIR BUFFERS, AND PUBLIC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY PERMITTEE'S OPERATIONS. PERMITTEE SHALL ARRANGE FOR AND COMPLY WITH THE FOLLOWING: C. ALL WORK REQUIRING LANE CLOSURES MUST BE BY PERMIT ONLY. FROM THE THIRD THURSDAY IN NOVEMBER TO THE FOLLOWING JANUARY 2ND, THE DIRECTOR DOES NOT ALLOW LANE CLOSURES IN THE TUKWILA URBAN CENTER. A. NOTIFY THE PUBLIC WORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ESC MEASURES. FIRE, PEDESTRIAN, AND VEHICULAR ACCESS TO BUILDINGS SHALL BE MAINTAINED AT ALL TIMES, EXCEPT WHEN PERMITTEE HAS PERMISSION THE BUILDING OWNER AND THE DIRECTOR TO CLOSE AND ACCESS. THE WEST 250 FEET MEASURED AT RIGHT ANGLES TO THE WEST LINE OF. THE FOLLOWING DESCRIBED PROPERTY: HORIZONTAL DATUM: NAD 83/91 VERTICAL DATUM VERTICAL DATUM: NAVD 88 okf ca W O ce THAT PORTION OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON,: DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF. SAID SECTION 35; THENCE SOUTH 01'51'39" WEST ALONG THE EAST LINE OF SAID NORTHWEST QUARTER OF THE NORTHEAST QUARTER A DISTANCE OF 1,003.74 FEET; THENCE NORTH 87'55'02" WEST A DISTANCE OF 30.00 FEET TO THE WEST MARGIN OF ANDOVER PARK WEST AND THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 87'55'02" WEST A DISTANCE OF 270.00 FEET; THENCE NORTH 01'51'39" EAST A DISTANCE OF 272.50 FEET; THENCE NORTH 87'55'02" WEST A DISTANCE OF 440.70 FEET; THENCE SOUTH 01'51'39 WEST A . DISTANCE OF 553.89 FEET TO A LINE 36 FEET NORTH OF THE CENTERLINE OF SOUTH 180TH STREET; THENCE SOUTH 87'50'09 EAST ALONG SAID LINE A DISTANCE OF 685.17 FEET; THENCE ALONG A CURVE TO THE LEFT, THE CENTER OF WHICH BEARS WEST 27'26'23" WEST HAVING A RADIUS OF 50.00 FEET, AN ARC DISTANCE OF 52.97 FEET THROUGH A CENTRAL ANGLE OF 60'41'58" TO THE WEST MARGIN OF ANDOVER PARK WEST; THENCE NORTH 01'51'39" EAST ALONG SAID WEST MARGIN A DISTANCE OF 238.66 FEET TO THE TRUE POINT OF BEGINNING; TOGETHER WITH A NON-EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS OVER AND ACROSS A STRIP OF LAND 50 FEET IN WIDTH DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF THAT CERTAIN TRACT OF LAND CONVEYED TO 186 CORPORATION BY DEED RECORDED UNDER RECORDING NUMBER 7111100109; THENCE NORTH 87'57'02" WEST A DISTANCE OF 660.70 FEET; THENCE SOUTH 01'51'39" WEST PARALLEL TO ANDOVER PARK WEST A DISTANCE OF 50.00 FEET; THENCE SOUTH 87'55'02 EAST A DISTANCE OF 930.70 FEET TO THE WEST MARGIN OF ANDOVER PARK WEST; THENCE NORTH 01'51'39" EAST ALONG SAID WEST MARGIN A DISTANCE OF 50.00. FEET TO THE SOUTHEAST CORNER OF SAID TRACT OF LAND CONVEYED BY INSTRUMENT RECORDED UNDER RECORDING NUMBER 7111100109; THENCE NORTH 87'55'02 WEST ALONG THE SOUTH LINE OF SAID TRACT OF LAND A DISTANCE OF 270.00 FEET TO THE POINT OF BEGINNING. ORIGINATING BENCHMARK: BRASS DISC STAMPED "NGS N 254 RESET 2 1974" SET IN DRILL HOLE IN BASE OF TRAFFIC SIGNAL POLE, SOUTHEAST QUADRANT INTERSECTION OF SOUTH 180TH STREET AND SOUTHCENTER PARKWAY. ELEVATION = 31.87' CIVIL ENGINEERS SITE BENCHMARK "A ": CHISELED SQUARE SET AT EAST SIDE F DRIVE AT BACK OF WALK, SOUTH SIDE OF 180TH STREET, ` SOUTH SIDE OF SOUT =AST DRIVE TO MOVIE THEATER +/— 500' EAST OF SOUTHCENTER PARKWAY. ELEVATION = 28.64' SITE BENCHMARK "B ": CHISELED SQUARE SET IN BACK OF WALK, 0.5' EAST OF WEST EDGE OF STAIRS, SOUTH SIDE 180TH STREET +/- 330' WEST OF ANDOVER PARK WEST. ELEVATION = 26.62' SITE BENCHMARK "C ": CHISELED SQUARE SET ON SOUTH EDGE, CENTER BOTTOM OF CONCRETE STAIRS, NORTH SIDE OF TRI -LAND DRIVE, `;SOUTHEAST CORNER OF BUILDING #1177 ANDOVER PARKWAY. ELEVATION = 27.11. OWNER TRI LAND CORPORATION ARCHITECT PKJB ARCHITECTURAL GROUP, P.S. 119 SOUTH MAIN STREET, SUITE 410 SEATTLE, WA 98104 B. OBTAIN PERMISSION IN WRITING FROM THE PUBLIC WORKS DEPARTMENT PRIOR TO MODIFYING THE ESC PLAN: C. MAINTAIN ALL ROAD DRAINAGE SYSTEMS, STORM WATER DRAINAGE SYSTEMS, CONTROL MEASURES AND OTHER FACILITIES AS IDENTIFIED IN THE ESC PLAN. ALL ROADWAYS SHALL BE KEPT FREE OF DIRT AND DEBRIS USING STREET SWEEPERS. USE OF WATER TRUCKS FOR CLEANING ROADWAYS REQUIRES PRE- APPROVAL FROM THE DIRECTOR. SURVEYOR BUSH, ROED & HITCHINGS 2009 MINOR AVE. EAST SEATTLE, WA 98102 CONTACT JAMES HARPER, P.L.S (206) 323- 4144 CIVIL ENGINEER BUSH, ROED & HITCHINGS 2009 MINOR AVE. EAST SEATTLE, WA 98102 CONTACT: JAY DECKER, (206) 323 -4144 These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances: The responsibility for the adequac •: of the design rests totally with the designer. Additions, deletions or revisions to these drawings after. this date will void this acceptance and will require a resubmittat of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector: Date: By: J1.3 5 /z7t o U0 D. REPAIR ANY SILTATION OR EROSION DAMAGES ` TO ADJOINING PROPERTIES AND DRAINAGE FACILITIES. F. INSTALL STEEL PLATES OVER ANY TRENCH, AT ANY TIME WORK IS STOPPED AND THE TRENCH IS LEFT OPEN. Q -d 3S 0 0 OWNER REVISIONS PERMIT REVISIONS E. INSPECT ACCORDING TO APPROVED ESC INSPECTION SCHEDULE AND MAKE NEEDED REPAIRS IMMEDIATELY. CONTRACTOR NOTES: 1. CONTRACTOR TO VERIFY ALL INFORMATION OF EXISTING CONDITION PRIOR TO CONSTRUCTION. SHEET INDEX: COVER SHEET 2 USE CITY OF TUKWILA STANDARD PLANS WHERE APPLICABLE, EROSION CONTROL PLAN GRADING & UTILITY PLAN DETAILS V Cf ) LiJ D co Q < (!) Ld z \W 0 u 0 f2L Z 0 Q. 0 Z' W. N 1— drawn by JHH scale 1" checked by JDD date 20' 01/29/10 job no 2009134.01 sheet C1 U :1LDD120091341dwg101_COVER SHT C1.dwg, C1 -COV, 5/6/2010 12:59:30 PM 0 0 N IN E. SIDE WALK. DESCRIBED LIMITS 'OF_-- BLANKET TELEPHONE EASEMENT, REC. NO 2554741 BOEING V ISABI OREGON TRUST FIDELITY WEST 5920 S. 180TH ST. 1 -STORY CONC. BLDG. 67,488 SQUARE FEET TAX# 352304-9105-03 EIM61® ®11®11®® BLDG. HT.= 56.02' STRIPING IN POOR CONDITION CONC. STAIRS UTILITY` EASEMENT, REC. 7312190674 I I I 1 1 1 J 2 " 180th STREET CONC. STAIRS �/ /// i I'ii� ii rii i ///// lL L Li, EL 6 w� U w J N 1-- cn cn CB 63 C11ON- — I (SEE 1 DETAIL) I_ 8 "FILTER : CAP(R) WATER VALVE CASING AT SURFACE CONC. STAIRS FIRE HYDRANT INSET INTO BUILDING WALL BLDG. HT.= 56:35' LOADING DOCK DESCRIBED LIMITS OF BLANKET TELEPHONE EASEMENT, REC. NO. 2554741 1. ARRANGE PRE - CONSTRUCTION MEETING WI, TH CITY OF TUKWILA PUBUC WORKS DEPARTMENT REPRESENTATIVE. 2. MARK UMIT OF CONSTRUCTION. I 3. INSTALL CATCH BASIN PROTECTION. 4. INSTALL SILT FENCE. 5. MAINTAIN EROSION CONTROL MEASURES. Ij AS SITE CONDITIONS CHANGE RELOCATE OR INSTALL NEW MEASURES • AS REQUIRED SO THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE. WITH CITY STANDARDS. 6. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS . DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, PLASTIC SHEETING, OR EQUIVALENT. 7. STABILIZE . ALL AREAS WITHIN SEVEN DAI YS OF REACHING FINAL GRADE. NEW PARKING AREA. 9. UPON COMPLETION OF THE PROJECT, STABIUZE ALL DISTURBED AREAS AND REMOVE BMPS IF APPROPRIATE. ; WACO E \TERPf HELMER'S MUSIC 1207. ANDOVER PARK 1 -STORY : CONC. BLOCK TAX# 352304 = 9092.. TRI -LAND CORPORATION DANIA FURNITURE 1251 ANDOVER PARK WEST 1 -STORY CONC. BLDG. 99,908 SQUARE FEET TAX# 352304- 9103 -05 CATCH BASIN PROTECTION LIMITS OF CLEARING GRAPHIC SCALE SITE BENCHMARK "B" CHISELED SQUARE SET IN BACK OF WALK, S. SIDE OF 180TH ST. EL=28.62' -- ( IN FEET ) 1 inch = 20 CONC. STAIRS ° a - ILsi�_ � l • SSMH(48 ") TE= 26.12'. C0C= 15.37' (12 "C P E, W) FCEI�'g "CP N) MAY 13 2010 x PERMIT CENTER S 180th STREET (n v, LLI Z MINN U a H = O ro U N o N Z ci .-.1, (p 0 c0 NcONLL LLii 1- rD w � W Z o c •z ar Et 0 U' . J z U .N° NV)N E 0 0 N N Q 0 W 0 0 Cr) (.7) W W 11J w o WASHINGTON drawn by JHH scale checked by JDD date 1"=20' 01/29/10, job no. 2009134.01 sheet C2 4 U :1LDD120091341dwg102_TESC SHT C2.dwg, C2.0 -ERO, 5/6/2010 1:00:31 PM FFE= 29.16' ' - I' _ I 8" "FILTER CAP(R) WATER VALVE CASING AT SURFACE WACO. ENTERPF HELMER'S MUSIC 1207 ANDOVER PARK 1 -STORY CONC. BLOCK TAX# 352304- 9092 DESCRIBED LIMITS. OF BLANKET TELEPHONE EASEMENT, REC. NO 2554741 DESCRIBED LIMITS. OF BLANKET TELEPHONE EASEMENT, REC. NO. 2554741 BOEING MESABI OREGON °TRUST FIDELITY WEST 5920 S. 180TH ST. 1 -STORY CONC. BLDG. 67,488 SQUARE FEET TAX# 352304- 9105.03 x25.71. X25.63 BLDG:. HT.= 56.35' TRI -LAND CORPORATI X 25.57 X 25.41 X 25.35 DANIA FURNITURE 1251 ANDOVER PARK WEST 1 -STORY CONC. 'BLDG. 99,908 SQUARE FEET TAX# 352304- 9103 -05 VOLUMES: CUT = 19.921 FILL 823013 NET = 62.3801 FILL REMOVE EXIST. 4"SS TO SOUTH & INSTALL FR= 6" SSCO TE=29.1 0 IE =21.0± FIELD VERIFY EXIST. BLDG. FF =29.2± 29.10 29.10 29.00 25.1a- 25.1± 29.10 25.11 LIGHT 2" HMA 1/2", PG 64 -22 OVER 4" COMPACTED CRUSHED SURFACING TOP COURSE OVER COMPACTED SUBGRADE TO 95% MAX.` DENSITY MODIFIED PROCTOR ON SITE PAVEMENT 3" HMA 1/2", PG 64 -22 OVER 6" COMPACTED CRUSHED SURFACING TOP COURSE OVER COMPACTED SUBGRADE TO 95% MAX.. DENSITY MODIFIED PROCTOR SEbTION NOT TO .CALE 29.00 r 6.15!rA 0 N I II w .8± ! CRO SING! RELOCATE EX. WATER METER REDUCED PRESSURE PRINCIP, (RPPA) IMMEDIATELY DOWNSI 1 1 2" WATER METER. INSTI !VIM DOWNSTREAM OF RPP WATER NOTES 27.1± AtQ BA IN TOR FIE P-! -CA' TRID E U IT =2.20 IE =22.90 (SEE DETAIL SHT. C4.0) X 26.56 x 26.25 A W LR NOSCAPE = 3. RPPA SHALL BE IN HOT ROCK /BOX OR EQUAL FREEZE 1 x I AND .u(TYPICAL PROTECTION ENCLOSURE ANCHORED INTO A 24 "x50 "x4" SEE LiilaCAPE PLAN), I 1 \ CONCRETE PAD: REMOVE. EXIST. R ASPHAQr AVENIENT (-t (P.)11 6" I� L II 1. THE EXIST. 8 "DETECTOR DOUBLE CHECK VALVE ASS'Y. , NEEDS TO BE TESTED ON AN ANNUAL BASIS. 2. CONTACT THE TUKWILA FIRE DEPARTMENT FOR STORZ KNOX LOCK BOX ORDERING INFORMATION.' EXISTING FFAB,,��UI�LLDING T • ans have been review ti t4`tHe"1�Ublic Works Department for confo ` d/WRIK current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequar•. of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: 6-1,6-7/249l GRAPHIC • SCALE 10 20 40 25:19 SCO 25.6± =19.6± CONNECT TO EXIST. VERIFY PRIOR TO CONSTRUCTION 4.) RPPA SHALL BE: WATTS, 1) ", 0009M2QT, OR APPROVE 1' EQUAL, ON THE WASHINGTON STATE D.O.H. APPROVED LI x 25.61 SANSACO" it 4" p40P- /5 FOUND INLET �EnvEEN T ' !u «D/NeTE= 24.,5' Z THE EX/ST/NC; SS VI, 1 E= 22.1! 5LL NEGp MBE �P[4c 8 "CM E %iini ('n ,q[.L THE 11/091- Tr' ) 7E lam' UTILITY EASEMENT; REC. NO. 7312190674 5. 26.4 25.76 25.71_ -_�. 26.14 "PRIVATE 26.76 26.50 LTD(P) ' 26.25 26.09 587 °50'09 "E(DEED) ED EXISTING FIRE HYDRANT S 180th STREET N87 °51'02 "W(C) 1429.28'(M) 2$:06- SL(P) 25.81 25.63 MODIFY EXIST. FIRE DEPT. CONNECTION (FDC) WITH STORZ KNOX LOCK BOX EXISTING FIRE HYDRANT "SPEED LIMIT 35 MPH'." IN E. SIDE WALK. SITE BENCHMARK "B" CHISELED SQUARE SET IN BACK OF WALK, S. SIDE OF 180TH ST. EL=28.62' - drawn by • checked by JHH JDD scale date 1 " =20' 01/29/10 Cal 2 Working Days Before You Dig sheet U:ILDD120091341dwg103_GRD & UTL C3.dwg, C3 -GRD, 5/6/2010 1:03:23 PM N.E. 1 /4 SEC. 35, TWP. 23 N., RGE. 3 E., W.M. JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALEI)IT TO ATTACH FABRIC TO POSTS. 2 "x2 " BY 14 Ga.. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED FILTER FABRIC NOTE: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE FINISH GRADE 24" MIN. SEE W$42 6' MAX. MINIMUM 4 "x4" TRENCH ;tie '®A..° ® PAINTED HIGH TENSILE D.J. SERVICE SADDLE WITH DOUBLE STRAP, AWWA LP, THREAD TAP, ROMAC 202S OR EQUAL SIZE AS REQUIRED. ® CORPORATION STOP, AWWA I.P. INLET BY MALE IRON PIPE THREAD OUTLET. MUELLER BALL NO B -2969 OR EQUAL AS NEEDED. ©COUPLING MALE IRON PIPE THREAD BY MUELLER 110 FITTING, MUELLER NO H -15451 OR EQUAL COPPER TUBING, TYPE K OR HIGH MOLECULAR DENSITY POLYETHYLENE: OD TRACING TAPE FOR POLYETHYLENE PIPE. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED MAINTENANCE STANDARDS \ 2 "x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT 1`. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENC .7, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND: BACKFILL TRENCH WITH /. NATIVE_. SOIL OR 3/4 " -1.5" WASHED GRAVEL DIMENSIONS METER SIZE 1- 112" 2" Dimension A* : 13.25' 17.25,! Dimension B - Riser Height 12N, 15 ", 18 ", 21', 24 ", 27' 12 "; 15" 18 ", 21", 24 ", 2]" Dimension C - Nominal plpe size of inlet and outlet 1 -112 - 2" Dimension Cr 21..50" 26;63" 0) 0 0 N L NOTES: 1. COMPOUND METER SUPPLIED AND SET BY THE CITY, 2" SINGLE REGISTER METER REQUIRES PRE - APPROVAL. 2. METER BOX SUPPLIED BY PEriMITEE. 3. METER SETTER TO BE APPROVED BY THE CITY INSPECTOR PRIOR TO BACKFILL. 4. REFER TO CHAPTER 7 OF THE. STANDARDS. `CONTACT PUBLIC WORKS OPERATIONS FOR PREFERRED SPACING. It 00 OM • r rP')Z IT IS : IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCURS, REPLACE THE FENCE AND /OR REMOVE THE TRAPPED SEDIMENT. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT IS 6" HIGH. IF THE ` FILTER FABRIC HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. NOTES: SILT FENCE NOT TO SCALE METER WS -02> 8" 0 OUTLET. STUB (SEE NOTE 5) WEIR WALL —. D 0 • a NI ri1±1 s ∎- 1�1 es II N • w • SCUM BAFFLE SQUARE ACCESS _ COVER. CONCRETE COLLAR (SEE NOTE 6) INLET STUB (OPTIONAL) (SEE NOTE. 5) 3 -CART. CATCHBASIN - PLAN VIEW SCALE: N.T.S.. INLET GRATE NEI RECTANGULAR ACCESS COVER • UNDERDRAIN MANIFOLD _4" 0 OPENING 1' -10 3/8" INSIDE 7/8" " INSIDE 7' -10 1/4" CLEANOUT J OUTSIDE ACCESS PLUG ri,A14# 14 3/4' 7 44#-F .• —7 5/8" 3' -5 1/8" INSIDE. \__ 8" 0 OUTLET PIPE (SEE NOTE 5) 3 -CART. CATCHBASIN SECTION VIEW SCALE: N.T.S. 5/ STORMFILTER - CARTRIDGE (TYP) THE STORMWATER MANAGEMENT StormFilter U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639, No. 5,624,576, AND OTHER U.S. AND FOREIGN PATENTS PENDING SHEET DATE BY REVISION 1/3 WAM XXX XXX STEEL CATCHBASIN STORMFILTER PLAN AND SECTION VIEW STANDARD DRAWING - 3- CARTRIDGE UNIT D ESIGNED BY:- ,tti!` DRAWN BY: am DATE: `'PROJECT NO.: 'DRAWING FILE NAME 1/12/04 XXXX CBSF- 3 -S.DWG STORMWATER WIP MANAGEMENT INC. (800) 548 -4667 1. SERVICE LINE SHALL BE PERPENDICULAR TO THE WATERMAIN UNLESS OTHERWISE APPROVED BY THE ENGINEER. 2. BYPASS WILL BE LOCKED OFF BY CONSTRUCTION INSPECTOR WHEN METER SPREADER IS INSTALLED 3, METER WILL BE SUPPLIED AND INSTALLED BY THE CITY OF TUKWILA: 4.. SETTER SHALL BE POSITIONED TO CENTER RIGID SPREADER UNDER INSPECTION LID AND PROVIDE ADEQUATE CLEARANCE BETWEEN BYPASS AND BOX WALL FOR OPERATING AND LOCKING BYPASS VALVE. STANDARD STRENGTH FILTER FABRIC GRATE' 1 1 ! B 1 1 I • I ■ 1 1 , 11 , 11 / Iii— NQTTa$CALE City o, f Tukwila SERVICE 1 -112" & 2" DOMESTIC 1: 08.03 B. SHELTON PERMANENT POOL ELEVATION — INLET STUB (OPTIONAL) REINFORCING BARS (SEE NOTE 6) -INLET GRATE RECTANGULAR ACCESS COVER 2' -2 1/8" I 3' -8 3/4" INSIDE RIM INSIDE RIM 8' -2" OUTSIDE RIM 3 -CART. CATCHBASIN - TOP SCALE: N.T.S. 8" 0 OUTLET STUB (SEE NOTE 5) '2" 0 OUTLET PIPE FROM UNDERDRAIN 3 -CART. CATCHBASIN SECTION - VIEW SCALE: N.T.S. rer 1' -10 7/8" OUTSIDE 3 —CART. CATCHBASIN - SECTION VIEW SCALE: N.T.S. THE STORMWATER MANAGEMENT StormFilter U.S. PATENT No. 5,922,629, No. 5,707,527, No. 6,027,639, No. 5,624,576, AND OTHER U.S. AND FOREIGN PATENTS PENDING SHEET DATE ooLoom BY REVISION 2/3 STEEL CATCHBASIN STORMFILTER TOP AND SECTION VIEW STANDARD DRAWING - 3- CARTRIDGE UNIT _1f;- DRAWN BY: �I DATE: PROJECT NO.: DESIGNED BY: 1/12/04 'PROJECT 'DRAWING FILE NAME CBSF -3 —S.DWG STORMWATER IJ MANAGEMENT INC. (800) 548 -4667 CATCH BASIN NOTE: ONLY TO BE USED WHERE PONDING OF WATER ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW WILL NOT RESULT IN EROSION OF SLOPES. E MAINTENANCE STANDARDS 1. ANY ACCUMULATED SEDIMENT ON OR AROUND THE FILTER FABRIC PROTECTION SHALL BE REMOVED IMMEDIATELY. SEDIMENT SHALL NOT BE REMOVED WITH WATER, AND ALL SEDIMENT MUST BE DISPOSED OF AS FILL ON–SITE OR HAULED OFF -SITE. . ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED WHEN THE SEDIMENT HAS FILLED ONE -THIRD OF THE AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY. . REGULAR MAINTENANCE IS CRITICAL FOR BOTH FORMS OF CATCH BASIN PROTECTION. • UNLIKE MANY FORMS OF PROTECTION THAT FAIL GRADUALLY, CATCH BASIN PROTECTION WILL FAIL SUDDENLY AND COMPLETELY IF NOT MAINTAINED PROPERLY. FILTER FABRIC CB PROTECTION. GENERAL NOTES 1.) STORMFILTER BY STORMWATER MANAGEMENT INC., PORTLAND, OREGON 800/548- 4667. 2.) FILTERS TO BE SIPHON- ACTUATED AND SELF- CLEANING. 3:) STEEL STRUCTURE TO BE MANUFACTURED OF Y4'' STEEL PLATE. 4.) STORMFILTER REQUIRES. 2.3' OF DROP FROM RIM TO OUTLET. INLET (IF APPLICABLE) AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. 5.) CBSF EQUIPPED WITH 4" LONG STUBS FOR INLET (IF APPLICABLE) AND OUTLET PIPING. STANDARD OUTLET STUB IS 8" IN DIAMETER. CONNECTION TO COLLECTION PIPING CAN. BE MADE USING FLEXIBLE COUPLING BY CONTRACTOR. 6.) FOR H -20 LOAD RATING, CONCRETE COLLAR IS REQUIRED. CONCRETE COLLAR WITH QUANTITY (2) #4 REINFORCING BARS TO BE PROVIDED BY CONTRACTOR. 7.) ALL STORMFILTERS REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR DETAILS. 8.) STANDARD DETAIL SHOWS MAXIMUM NUMBER OF CARTRIDGES. EXACT NUMBER REQUIRED TO BE SPECIFIED ON SITE PLANS. 3- CARTRIDGE CATCHBASIN STORMFILTER DATA DESIGN WATER . QUALITY FLOW RATE (cfs) . 0.081 PEAK FLOW RATE (cfs) 0.346. RETURN PERIOD OF PEAK FLOW (yrs) . 100 # OF CARTRIDGES REQUIRED 3 CARTRIDGE FLOW RATE (15 GPM STD) 15 MEDIA TYPE T.B.D. RIM ELEVATION 25.20 (CHECK: RIM — IE —OUT = 2.3') I.E. DIAMETER INLET STUB N/A N/A OUTLET STUB 22.90 8" CIRCLE CONFIGURATION: OUTLET OUTLET r *11.1* 00 w INLET INLET NOTES /SPECIAL REQUIREMENTS: THE SrORMIWATER . MANAGEMENT StormFilter U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,699, No. 5,624,576, AND OTHER U.S. AND FOREIGN PATENTS PENDING SHEET DATE 00/00/00 BY rear REVISION 3/3 STEEL CATCHBASIN STORMFILTER NOTES AND DATA BLOCK STANDARD DRAWING — 3- CARTRIDGE UNIT D ESIGNED BY: nil DRAWN BY: JHR DATE: PROJECT NO.: DRAWING FILE NAME 1/12/04 XXXX 'DRAWING STORMWATER MANAGEMENT INC. (800) 548 -4667 ER VI WED FOR CODE COMPLIANCE APPROVED JUN 16 2010 City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVE JUN 0 1 2010 City of Tukwila BUILDING DIVISION o3s RECEIVED MAY 132010 PERMIT CENTER 0 0 0) C OWNER REVISIONS PERMIT REVISIONS 0 W 0 (!) U) W D F- Y E L.L Q < cn o- cWc L.L. z C� o w a Z 0 0 !� z N 0 m WASHINGTON drown by JHH checked by JDD scale 1" date 20' 01 /29/10', Job no. 2009134.01 sheet C 4 of U:1LDD120091341dwg104_DETAIL SHT C4.dwg, C4.0 -DET, 5/6/2010 1:03:54 PM hex lQ .1 11 TRI LNP DRI p` connernommommor !I1 4 Tt7 v !1:13,. 7� S.,1i1^7,. .yv•..' .•(" T� ,. CCEf` + *,I `,ti v�i•KS 7 .- -- = RRIGATION LEGEND Manufacturer Rain Bird 1804 w/ 15F -LA MPR Plastic nozzle • Rain Bird 1804 w/ 15H -LA MPR Plastic nozzle Rain Bird 1804 w/ 15Q -LA MPR Plastic nozzle PSI 30 30 30 Radius GPM Location 15' 3.70 lawn 15' 1.85 lawn 15' 0.93 • lawn Rain Bird 1804 w/ 1OF MPR Plastic nozzle 30 10' 1.57 lawn Rain Bird 1804 wl 1011 MPR Plastic nozzle 30 10' 0.78 lawn Rain Bird 1804 w/ 10Q MPR Plastic nozzle 30 10' 0.39. lawn Rain Bird 1806 w/ 15F MPR Plastic nozzle 30 15' 3.70 shrub Rain Bird 1806 w/ 1511 MPR Plastic nozzle 30 15' 1.85 shrub Rain Bird 1806 w/ 15Q MPR Plastic nozzle 30 15' 0.93 shrub Rain Bird 1806 w/ 12F MPR Plastic nozzle 30 12' ' 2.60 shrub Rain Bird 1806 w/ 12H MPR Plastic nozzle 30 12' 1.30 shrub Rain Bird 1806 wI 12Q MPR Plastic nozzle 30 12' 0.65 shrub Rain Bird 1806 w/ 1OF MPR Plastic nozzle ' Rain Bird 1806 w/ 1011 MPR Plastic nozzle Rain Bird 1806 w/ 10Q MPR Plastic nozzle of vim WRIER PROOF-CONNECTION VALE BOX wmi mint:' . 12 -INai SIZE . . FINISH CRADE $DH OF MULCH REMOTE CONTROL VALVE RAIN BIRD PEB PVC SOH 80 NIPPLE (CLOSE;) PVC SCH 40 ELL Sat so UNloNS (1 EA. sum avedigioniam wlRE0) BRICK (1 OF 4) (� SOH 80 HIO DO NIPPLE Rain Bird 1806 w/ 9SST MPR Plastic nozzle 30 Rain Bird 1806 w/ 15SST MPR Plastic nozzle 30 Rain Bird 1806 w/ 15EST MPR Plastic nozzle 30 9'x18'..1.73 • shrub 4'x30' 1.21 shrub 4'x15' 0.61 shrub . 1; Dripline, maximum 18" width between drip lines Rainbird dripline and required air /vacuum relief valves, in -stem fileters, diffusers bug caps and other required equipment for complete coverage to all plant materials Rain Bird PEB Series Automatic Control Valve, size per plan and provide Amtex control box and min. 2 cu. ft. pea gravel. it Rainbird Xerigation Control Valve #XCZ -100 provide Amtex control box and NO SCALE • LANDSCAPE ARCHITECTURE PLANNING; ASLA wave BRASS BALL. VALVE jmin. 2 cu. ft. pea gravel. • Mueller Brass Isolation Valve, fizeper-point-of-sonneatIon-dateil, install in round 6" Amtex control box. I I --"w. -it, 1 Febco Double Check Valve, size $er of 1, install in large • Anita control box per detail . . 13V4 I • Rain. Bird Quick Coupler Valve 44RC, assume 1" unless otherwise noted on plan. Provide hose swivel. Install per detail. NDTE: 1.. saw. atcKFLOW PREVENoER AS REQUMB) AY tncAL COMM AND HEAt.7n DEPARTMENT. VERIFY LOCH. REQUIREMENTS PRIOR.TO NS1•ALtA110N. 2. INSTALL PREESURE REDUCING VALVE AS NECESSARY FOR FWN CONTROL CONDUCT FLOW TEST PRIOR 70 INSTALUUION OF IRRIGATION PIPE AND HEADS. • DETAIL: $AGKFL W FREVENTER phones •(425)'432 - 9877:' fax (425) 432 -9878 e- mail.:.. • lauch@tiethuneauociates.com wvww.bethuneassociates:com Rain Bird ESP 8 - 8 Station Automatic Controller, Install per Owner. Power by. '• others. Connect to power source 41Twn. Schedule 40 PVC Main Line, size per plan, install at minimum 18" depth below ;:4 finish grade: I Class 200 PVC Lateral Line, size per plan, install at minimum 12" depth below i finish grade. • ..�.....�, `: r Schedule 40 PVC Sleeving, size per plan, install at minimum 12" below finish grade. . FINISH GRADE/10# OF MULCH QUICK- COUPLING VALVE: RAIN BIRD MODEL 7 VALVE BOx WITH COINER: 8-INCH SIZE ; 3- INCH MINIMUM DEPTH OF 3/4 -INCH WASHED GRAVEL SUDGRADE • PVC SCH BO NIPPLE . (LENGTH AS REQUIRED) PVC SCH .40 STREET ELL PVC SCH BO NIPPItiE. (LENGTH AS REQUIRED) .47/ • MIN= Irrigation design and layout assumes minimum 40 lbs. static water pressure 30 GPM at point of connection. Verify PSI and GPM, if discrepancy exists report to Landscape Architect and owner before proceeding.'' The Landscape Contractor shall inspect the site and verify existing conditions and dimensions prior to bidding and construction. 3, Irrigation plan is diagrammatic. Adjust pipe, valves and irrigation heads according to field conditions and plant locations. Report any discrepancies to Landscape Architect. • 4. Coordinate irrigation points of connection and location of automatic controller with General Contractor. 5. 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. 6. 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. 7. Contractor is responsible for any damages to building and infrastructure during landscape construction. • 8. Bury control wires below mainline and tape to mainline every 10' o.c. 9. • Flush mainline before installing valves. Flush zone lines before installing nozzles. Test entire system before backfilling trenches. 10.. 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. 11. Provide full coverage to all lawn and Shrub beds. Install additional irrigation heads as necessary to achieve full coverage and water to all plantings. 12. 120 AC Electrical power source at controller location shall be provided by others. The Landscape Contractor shall make the final connection from the electrical source to the controller. 13. All Irrigation heads to be installed perpendicular to finish grade unless otherwise specified. 14. 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.' 15. Demonstrate working system to building maintenance manager upon completion and acceptance. 16. Locate all utilities before digging. Call 1 -(800) 424 - 5555.. 17. Install irrigation system in accordance with all applicable codes and ordinances. { 18. From controller install one spare yellow wire to each valve box. 19. Contractor to provide reproducible mylar As -built drawings to Landscape Architect prior to close - • I• out of job. .� 20. • Electrical control wires to be spliced in control boxes only. NONE: 1. ' FURNISH F1T1INGS AND PIPING NOMINALLY SIZED IW S' IILALTO. • NOMINAL QUICK COUPLING VALVE INLET SIZE. D�TAlL: GUIGK-GOUPLIN.0 VALVE SHRUB/LAWN i COHC /PAVING EDGE FINISH GRADE/TOP OF 9ULCH POP UP SPRAYS W(N BIRD 1800 PIASTIC MPR NOZZ . 4 POP-UP HEAD (LAWN) 12" POP -UP HEAD (SkIRUB) (SEE LEGEND).:: DO NOT CONNECT INTO SME -. PORT OF HEAD • -POLY PIPE PVC LATERAL. PIPE *RACE 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 SPIRY SPi;ZINKLgR NO SCALE x•a :CI Ill. NOR CODE •:CO - 'giro. '•JL) :.1:6:.20;14 . ' Gity of Ti ukwila_ BUILO1NG DIVISION CITY OF HInAlt, JUN 09 (I1;1.. HERMIT CENTEF JOB NO.: #20102 WALL TYPES EXISTING TILT -UP NEW 8' C.M.U. WALL NEW 6' SHEAR WALL 1 • NEW 6' METAL STUD .WALL 16' OC SLAB TO MEZ. DECK DEMOLISH EXISTING WALKWAY. PATCH AND REPAIR AND REPAIR WALLS AND FLOORS AS NECESSARY. DEMOLISH ALL EXISTING MEZZANINE AND SPACE BELOW. ALL SPACE AND SURFACES. TO BE FREE OF FRAMING, FURNISHINGS AND FIXTURES. STRUCTURE TO BE REMOVED AS SHOWN. ALL FLOORS ARE TO BE CLEAN AND FREE OF OBSTRUCTIONS. PATCH AND REPAIR ALL. DEMOLISH EXISTING WOOD COLUMN PATCH AND REPAIR FLOOR AS NECESSARY. DEMOLISH EXISTING STOREFRONT DOOR AND WINDOWS. CLEAN, PATCH AND REPAIR OPENING TO RECEIVE NEW OVERHEAD DOOR DEMOLISH EXISTING STAIR REMOVE FOOTING TO BELOW ASPHALT LEVEL AND PATCH. PATCH, PAINT AND REPAIR WALL TO MATCH EXTERIOR FINISH AND RECEIVE NEW BUMPERS. CURB TO BE CUTBACK TO CREATE CLEAR SPACE FOR NEW RECEIVING BAY. PREPARE AREA FOR NEW CURB. DEMOLISH EXISTING LADDER PATCH, PAINT AND REPAIR WALL TO MATCH EXTERIOR FINISH: REMOVE EXISTING GLAZING FRAMES. PREPARE EXISTING OPENINGS TO RECEIVE NEW GLAZING AND FRAMES AS SPECIFIED: CUTBACK EXISTING SLAB PER STRUCTURAL. PREPARE TO RECEIVE NEW CONSTRUCTION Dzi a REMOVE ALL EXISTING SIGNS, PAINT, MISCELLANEOUS BOXES AND DEBRIS FROM EXISTING POSTS. POSTS TO BE FREE AND CLEAN OF ALL EXISTING UNUSED ATTACHMENTS, HARDARE AND FITTINGS. RELOACATE THE THERMOSTAT FOR UNIT HEATER RELOCATE UNIT HEATER (NOT IN BASE BID). CLEAN ALL SKYLIGHTS AND REMOVE ALL EXISTING SECURITY BARS. REMOVE PA SPEAKER SYSTEM AND ASSOCIATED LOW VOLTAGE WIRING. ALL EXISTING FIRE EXTINGUISHER AND BRACKETS TO BE REMOVED, SAVED AND STORED FOR OWNER REMOVE. MISCELLANEOUS CHAIN, WIRES AND CONDUIT FROM CEILING AND WALLS. DEMOLISH WALL BRACKETS, CLIPS, WOOD NAILERS, A NCHOR BOLTS AND ALL MOUNTING HARDWARE FOR EXISTING FLUORESCENT FIXTURES. DEMOLISH ALL LIGHTING IN EXISTING BUILDING. THE GENERAL CONTRACTOR IS REQUIRED TO REMOVE PCB BALLASTS AND FLUORESCENT TUBES FROM THE LIGHT FIXTURES AND STORE THEM IN A SAFE LOCATION INSIDE THE BUILDING: THE ABATEMENT CONTRACTOR WILL DISPOSE OF PCB BALLASTS AND FLORESCENT TUBES PROPERLY. THE GENERAL CONTRACTOR IS TO REMOVE ALL EXISTING INSULATION AT ROOF. 00 a DD SUBMITTED FOR OWNER APPROVAL 1_- w a SUBMITTED FOR BUILDING n_ w z N w 0 0 SUBMITTED PERMIT REVISONS BID SET SENT OUT 0 a) CO 0 1) N OWENER REVISONS 1- TO CITY FOR P SUBMITTED CORRECTIONS J m z U w 0 1- m W d J z DEMOLISH EXISTING WINDOW. PATCH AND SACK OPENING. MATCH EXTERIOR BUILDING FINISH. 0 0 00 (•1 0 0 0 0 0 0) N 0) d\' 0) 0 u7 o_ a0 c0 6/0/ 0 m" u) cui Z=LL O a¢o 93 3 0 g T N . 1 I 1 1 5719 REGISTERED ARCHITECT OBERT A. KROESE STATE OF WASHINGTON ow. New somil Ns= Nem mom ■IN tO DRAWN KEL CHECKED RAK DATE 6/09/2010. SCALE AS NOTED JOB NUMBER 09047 BUILDING DEMOLITION PLAN Vl/ SCALE.. I/I6'.I'.p RECEIVED CITY OF TUKWILA JUN 0 9 2010 PERMIT CENTER A -1.1 450' -0' _ ���I 50-0" _ _ ,.. 50 -�' ... I_ 1 - 50 0 I� 1.. 50 0 : 1 -.. 1 500 - I 1 50 -0 _ ,. 1 1 50 -0 _. :.. 1 ' - _ - 500 _ : .:. bra fy�y ;, 1_ 1 0 1 6/0/ 0 m" u) cui Z=LL O a¢o 93 3 0 g T N . 1 I 1 1 5719 REGISTERED ARCHITECT OBERT A. KROESE STATE OF WASHINGTON ow. New somil Ns= Nem mom ■IN tO DRAWN KEL CHECKED RAK DATE 6/09/2010. SCALE AS NOTED JOB NUMBER 09047 BUILDING DEMOLITION PLAN Vl/ SCALE.. I/I6'.I'.p RECEIVED CITY OF TUKWILA JUN 0 9 2010 PERMIT CENTER A -1.1 REVIEWED FOIE CODE COMPLIANCE. APP f, E JUN 16 2010 City of Tukwila BUILDING DIVISInlil PROJECT START DATE DD SUBMITTED FOR . OWNER APPROVAL FOR BUILDING PERMIT SUBMITTED SUBMITTED 0 N PERMIT REVISONS BID SET SENT OUT 0 co (D 0 N N OWENER REVISONS H 0 0!' 0 0 O Z O W cc cc O 0 SUBMITTED DRAWINGS CONSTRUCTION 0 0 • Q) 0 oc N 0 0 0 0 0 N w w 0 • • • EXISTING 3" BOLLARDS AT GRID 'F' SURROUNDING POSTS AS SHOWN. ALL NEW AND EXISTING BOLLARDS TO BE PAINTED TWO COATS TRAFFIC LINE YELLOW. GREATEST DISTANCE OF TRAVEL FROM THIS POINT ='211' REPLACE EXISTING STOREFi ONT GLAZING WITH GRAYLITE GLASS OR EQUAL AS APPROVED BY ARCHITECT: USE CLEAR ANODIZED ALUMINUM FRAMES. POCHE INDICATES EGRESS TRAVEL PATH TO BE ILLUMINATED WITH NOT LESS THAN 1 F.G. EGRESS PATH LIGHTING FIXTURES. TO BE MOUNTED TO MAINTAIN MIN. IFC LIGHT LEVEL t" FLOOR CONTRACTOR TO VERIFY THE " OF FIXT. REQ'D FOR LIGHT FIXTURE PROVIDED. CONC. LA INFILL 0 Z O F'1-O J >WH pcz m °COQ. +r 0 0 Z °12 Q _J u 5 RI 00 1- uIl W t- 0 D7 0 00 (D 0 0 (O 1 1 1 I, REGISTERED. ARCHITECT 'ROBERT A. KROESE STATE OF WASHINGTON WALL TYPES. EXISTING TILT -UP NEW 8' CM.U. WALL NEW 6' SHEAR WALL . o NEU) 6' METAL STUDFV&I;I Ivi 16' OC SLAB Tcrnigg.ggqigl SCALE: 1 /I6' =1' -m' ;D. :I LA JUN 0 9 2010 PERMIT CENTER KEL CHECKED RAK DATE 6/09/2010 SCALE AS NOTED JOB NUMBER 09047 A -1.2 450' -0' 50 -0 50 -0 50 -0 50' -0' 50 -0 '- 50 0 1 ' .. 50 -0 1 ' 50 -0 PROJECT START DATE DD SUBMITTED FOR . OWNER APPROVAL FOR BUILDING PERMIT SUBMITTED SUBMITTED 0 N PERMIT REVISONS BID SET SENT OUT 0 co (D 0 N N OWENER REVISONS H 0 0!' 0 0 O Z O W cc cc O 0 SUBMITTED DRAWINGS CONSTRUCTION 0 0 • Q) 0 oc N 0 0 0 0 0 N w w 0 • • • EXISTING 3" BOLLARDS AT GRID 'F' SURROUNDING POSTS AS SHOWN. ALL NEW AND EXISTING BOLLARDS TO BE PAINTED TWO COATS TRAFFIC LINE YELLOW. GREATEST DISTANCE OF TRAVEL FROM THIS POINT ='211' REPLACE EXISTING STOREFi ONT GLAZING WITH GRAYLITE GLASS OR EQUAL AS APPROVED BY ARCHITECT: USE CLEAR ANODIZED ALUMINUM FRAMES. POCHE INDICATES EGRESS TRAVEL PATH TO BE ILLUMINATED WITH NOT LESS THAN 1 F.G. EGRESS PATH LIGHTING FIXTURES. TO BE MOUNTED TO MAINTAIN MIN. IFC LIGHT LEVEL t" FLOOR CONTRACTOR TO VERIFY THE " OF FIXT. REQ'D FOR LIGHT FIXTURE PROVIDED. CONC. LA INFILL 0 Z O F'1-O J >WH pcz m °COQ. +r 0 0 Z °12 Q _J u 5 RI 00 1- uIl W t- 0 D7 0 00 (D 0 0 (O 1 1 1 I, REGISTERED. ARCHITECT 'ROBERT A. KROESE STATE OF WASHINGTON WALL TYPES. EXISTING TILT -UP NEW 8' CM.U. WALL NEW 6' SHEAR WALL . o NEU) 6' METAL STUDFV&I;I Ivi 16' OC SLAB Tcrnigg.ggqigl SCALE: 1 /I6' =1' -m' ;D. :I LA JUN 0 9 2010 PERMIT CENTER KEL CHECKED RAK DATE 6/09/2010 SCALE AS NOTED JOB NUMBER 09047 A -1.2 8' -11' RELOACATE THE THERMOSTAT FOR UNIT HEATER RELOCATE UNIT HEATER (NOT IN BASE. -\ L =4 REPAIR EXISTING OVERHEAD/VERTICAL LIFT DOORS AS NECESSARY (NOT IN BASE BID). 13' -I0' 18' -1' 21' -1' 24' -1' VERIFY VERIFY DIM . AND CLR EXISTING ELEC. PANEL r -1 i r L EXISTING COLUMN TO REMAIN EXISTING 51" CHICK CONCRETE SLAB ON GRADE. TOP OF SLAB 15 REFERENCE DATUM ( 0' - 0 ") MEZZANINE ABOVE \ \ ,.\.\ \ \ SACK, PATCH AND PAINT TO REPLACE EXISTING WINDOWS. EXISTING PANEL _ \� ,1 LINE OF EXISTING SLAB TO BE pAWCUt CENTER o WALL L -3 ,jr 7JAW \y \ .\ \ \ \ \ \ \ \ \ \ \ \ \ � �����.���L�. -��y LINE OF EXISTING SLAB TO BE SAWCUT YSTEM REGISTERED ARCHITECT isiiiiiiiiiiiiiiiiioiviiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii /. OBERT A. KROESE STATE OF WASHINGTON 16' -2' RO 11' -10' 23' -8' DRAWN KEL CHECKED RAK DATE 6/09/2010 SCALE AS NOTED JOB NUMBER 09047 TRUE NORTH WALL TYPES EXISTING TILT -UP NEW 8' C.M.U. WALL NEW 6' SHEAR WALL NEW 6' METAL STUD WALL 16' OC SLAB TO MEZ. DECK X 4 4. N it N v N N N 10 50' -0' D HVAC CONTRACTOR TO VERIFY UNIT DETAIL BASE FLASHING ' MIN PRESSURE TREATED 2x12 CUT TO MEET ROOF SLOPE PRESSURE TREATED 4x4 CANT AND 2x4 BLOCKING. BUILT UP MEMBRANE ROOF PLYWOOD ROOF DECK ON FRAMING PER STRUCTURAL DRAWINGS ROOF CURB DETAIL ROOFING BY OU.NERS CONTRACTOR D 0 00 - EXISTING ALUM. FRAMED SMOKE HATCH, CLEAN AND VERIFY PROPER OPERATION. REPLACE SPRINGS, FUSIBLE LINK, GASKETS ETC. AS NECCESSARY. RUN ROOFING AND COUNTER FLASHING UP TO TOP OF CURB USE 4'. PREFORMED CANT AROUND CURBS EXISTING ROOF CURB NEW ROOFING AND RIGID INSULATION ON EXISTING PLYWOOD DECK EXISTING ROOF FRAMING . ROOF CURB DETAIL 3' =1' -0'. ROOFING BY OWNERS CONTRACTOR 400 —01 TAPERED INSULATION BOARD SYS. BLOCK AS REQUIRED FOR CLAMP RUN ROOF DRAIN RAIN LEADER DOWN CANOPY COLUMN. 3' -0' x 3' -0' ROOF SUMP RECESS, MEMBRANE ROOFING INSTALLED PER MANUF. INSTRUCITONS. ROOF DRAIN 4 OVERFLOW PIPE W/ SCREEN SEE ROOF PLAN FOR SIZE, TYP. CANOPY PARAPET I' -3' Ilina."116 11111 VIA AM IN SUE NEOPRENE EXPANSION JOINT_ DAYLIGHT ROOF OVERFLOW] 1" BELOW SOFFIT ON NORTH.. SIDE OF EAST CANOPY COLUMN. PROVIDE INSECT MESH AND BIRDSCREEN. ROOF DRAIN DETAIL 11 =1` -0' ROOFING BY OWNERS CONTRACTOR u AL O NEW GALV. CAP FLASHING, PAINT. NEW MEMBRANE ROOFING AND COUNTER FLASHING WITH CANT REMOVE EXISTING ROOFING AND CANTS, TYP. NEW RIGID INSULATION SYSTEM ON EXISTING PLYWOOD ROOF DECK EXISTING ROOF STRUCTURE EXISTING CONC. WALL. PARAPET FLASHING 1 1/2'4-0' REVIEWED-F01 CODE COMPLIANCE APPROVE JUN 16 2010 City of Tukwila UILDING DIVISION 50' -0' 50' -0' XISTIN c. LINE OF EXISTING DOCK CANOPIES BELOW. INSPECT ROOFING AND VERIFY CONDITION. 50' -0' 50' -0' 50' -0' XISTINC4 50' -0' XISTINg TYP. �I® RIpGELINE 44.1 TYP. TYP. X x EXISTING ROOF HATCH EXISTING 0 hu 6 • tn N X ua >G OWNER TO REMOVE EXISTING CAP FLASHING. INSTALL NEW CAP FLASHING. GENERAL CONTRACTOR TO PAINT. TYPICAL FOR ENTIRE BLDG. (NOT IN CONTRACT). TYPICAL EXISTING 4'X8' SMOKE VENTS. VERIFY CURB HEIGHT FOR NEW RIGID INSULATION ON PLYWOOD ROOF DECK (NOT IN CONTRACT). GENERAL CONTRACTOR WILL CLEAN AND REMOVE ALL EXISTING SECURITY BARS AND DEBIES FROM ALL SKYLIGHTS. RIDGELINE e0 A4.I TYP. EXISTING (SLOPE DOWN RIpGELINE LINE OF EXISTING DOCK CANOPIES BELOW. INSPECT ROOFING AND VERIFY CONDITION 12' -5%4 + OWNER TO REMOVE EXISTING ROOFING, INSTALL NEW MEMBRANE ROOFING WITH RIGID INSULATION ON EXISTING PLYWOOD ROOF DECK (NOT IN CONTRACT). TYP. TYP. EXISTING SLO OWNER TO REMOVE EXISTING ROOFING, INSTALL NEW MEMBRANE ROOT=ING UJITH RIGID INSULATION ON EXISTING PLYWOOD ROOF DECK (NOT IN CONTRACT). THE GENERAL CONTRACTOR IS TO PROVIDE AND-INSTAL�— ROOF DRAINS AND COORDINATE WITH OWNER'S ROOFING CONTRACTOR THE OWNER'S ROOF CONTACT IS STEVE LARSEN, (206) 930 -4611 "THE ROOF DOCTORS ". OWNER'S ROOFING CONTRACTOR TO VERIFY EXISTING ROOF SLOPE MEETS WARRANTY FOR NEW ROOFING. GENERAL CONTRACTOR TO REMOVE ROOFING AT PORTION OF BLDG. TO BE DEMOLISHED. GENERAL CONTRACTOR TO PAINT ALL FLASHINGS TO MATCH CORNICES. TYPICAL FOR ENTIRE BLDG. EXISTING (SLOPE DOWN !I TYP. OWNER TO REMOVE EXISTING CAP FLASHING. ' INSTALL NEW CAP FLASHING. GENERAL CONTRACTOR TO PAINT. TYPICAL FOR ENTIRE BLDG. (NOT IN CONTRACT). 44.1 TYP. NEW MEMBRANE ROOFING WITH TAPERED RIGID INSULATION ON PLYWOOD ROOF DECK INSTALLED BY OWNER ROOFING CONTRACTOR (NOT IN CONTRACT). +26' -4' 1 1 1 1 +26 -9'� (+ 30' -I' x PROVIDE ROOF CANT AT CORNICE RETURN. INSTALLED BY OWNER ROOFING CONTRACTOR � 44.1 0 N 2 TYP. x U1 [EXISTING RIDGELINE 1 1 C +2j1' -1' x OWNER TO REMOVE EXISTING ROOFING, INSTALL NEW MEMBRANE ROOFING WITH RIGID INSULATION ON EXISTING PLYWOOD ROOF DECK (NOT IN CONTRACT). XISTIN TYP. ROOFING BY OWNERS CONTRACTOR 3' PIA ROOF DRAIN WITH 0 INSIDE CONNEC CIVIL D �- • 3 40. •RAIN. RUN DRAIN_ OLUMN CASING AND TO STORM SYSTEM, SEE INAGE DRAWINGS • Dig I /Mg Ark A4.1 41.4 + 30'- + 28' 1' (+ 28' + 29' 3' 432 APPROXIMATE LINE OF ROOF DEMO BY GENERAL CONTRACTOR A4. XISTINC) ROOF PLAN SCALE: 1/161=1'-0' TRUE NORTH bto +26' -9'- + 29'- APPROXIMATE LINE OF ROOF DEMO BY GENERAL CONTRACTOR (+ 29'- -5' eS". ,43.1 CITY OF TU t�.ILA JUN 0 9 2010 PERMIT CENTER J O 0: 0 0_ w z 0 0 m 0 0 H w 0 z 0 0 0 _0 N PERMIT REVISONS BID SET SENT OUT OWENER REVISONS 1 CD z w 0 W m z 0 0 o0 N O O O O O N 0 I° co c7 Z 0 e 6 ea w u 4.1 .C. u Id 10 0 t0 0 00 C0 mot 2n � 3rn xaxa z 111 OE co o 8 CV Ul z CD �■ O 1- O E- O zctz �T. W (n CO CC"C(<2 ZOO T J CI) J W.? H�n� D 5719 REGISTERED ARCHITECT '- ROBERT A. KROESE STATE OF WASHINGTON DRAWN KEL CHECKED RAK DATE 6/09/2010 SCALE AS NOTED JOB NUMBER 09047 A� 1.4 PAINT PLYUk SECT 11 D STUCCO /COMP ON LATH ON v.B. ON OD ON WOOD FRAMING, SEE WALL N. VERIFY COLOR WITH ARCHITECT. PAINTED,STUCCO /COMP. ON LATH ON VB. ON PLYWOOD ON WOOD FRAMING, SEE WALL SECTIONS _VERIFY COLOR WITH ARCHITECT. TOP OF EXISTING PANEL + 26' - 5' AFF VERIFY . . CAST STONE QUOIN VENEER STAGGERED 24" X 24" 4 24" X 36' PER SCHEDULE. 5/25/(0 PAINT COLOR SCHEDULE: TAG: SHERWIN WILLIAMS PAINT: LOCATION: . PC -1 GREEN EARTH SW1i48 ALL EXISTING HOLLOW METAL DOORS/FRAMES, EXISTING AND NEW OVERHEAD DOORS/FRAMES. PC -2 MEADOW LARK SW1522 TOP OF ALL EXISTING CONCRETE PANELS. TYP. SHOWN ON ELEVATION. : EXISTING RAIN LEADERS AND SCUPPERS, EXISTING CANOPIES. PC -3 DORMER BROWN SW 1521 BOTTOM OFALL EXISTING CONCRETE PANELS. TYP. SHOU�N ON ELEVATION. /3 /I EXISTING RAIN LEADERS AND SCUPPERS. PC -4 RAISIN 1U 1630 STUCCO AS SHOWN ON CORNICE AND NEW ENTRY CANOPY. Stucco AS SHOWN AS SHOWN ON CORNICE AND NEW ENTRY CANOPY, ROOM PG -5 CARNELIAN SW '1580 FLASHING, EXISTING RAIN LEADERS AND SCUPPERS TO MATCH BUILDING PAINT �O /3 /i SCHEME,: PC -6 CLEAR SEALER FOR TIE CMU ALL EXPOSED CMU BLOCK 1 -1/2' d( 2 -1/2' X II -1/2' SMOOTH FACE MAUNA LOA MISSION CLAYALL BRICK REVEAL. 8' SP IT -FACE BURGUNDY RED CMU WALL. PER OTRUCTURAL DRAWINGS 4 SCHEDULE. 12' SP STRUC .IT-FACE CHARCOAL CMU WALL PER TURAL DRAWINGS 4 SCHEDULE. CAST STONE QUOIN VENEER STAGGERED 24" X 24" 4 24" X 36' PER SCHEDULE. w 0 2 -1/2' SMOOTH FACE MAUNA LOA MISSION BRICK f REVEAL. PER SCHEDULE. 8' SPLIT -FACE BURGUNDY RED CMU WALL PER STRUCTURAL DRAWINGS 4 SCHEDULE. a' 12' SPLIT -FACE CHARCOAL CMU WALL PER STRUCTURAL DRAWINGS 4 SCHEDULE. el;, TOP OF EXISTING CONC. SLAB . 0' O' eEXISTING FINISHED GRADE (VARIES) AT ALCOVE REVIEWED FOR CODE COMPLIANCE APPR • 19ED i_ JUN 16 .2010 AT ALCOVE PAINTED STUCCO /COMP. ON LATH ON VB. ON PLYWOOD ON WOOD FRAMING, SEE WALL SECTIONS. VERIFY COLOR WITH ARCHITECT. PAINTED STUCCO /CCMP. ON LATH ON VB. ON PLYWOOD ON WOOD FRAMING, SEE WALL SECTIONS. VERIFY COLOR WITH ARCHITECT. STUCCO JOINT AT GRIDLINES B 4 C.. EC_4 PC -5 5920 PAINTED STUCCO /COMP. ON LATH ON V.5. ON PLYWOOD ON WOOD FRAMING, SEE WALL SECTIONS. VERIFY COLOR WITH ARCHITECT. BUILDING NUMBERS AT MIN I' -0' IN A CONTRASTING COLOR TO BUILDING FINISH CENTER STUCCO JOINT ON FACE: CAST STONE QUOIN VENEER STAGGERED 24" X 24" 4 24" X 36' PER SCHEDULE. 8' SPLIT -FACE BURGUNDY RED CMU WALL PER STRUCTURAL DRAWINGS 4 SCHEDULE. 6' CASTLE WHILE CMU LINTEL. SEE WALL SECTION. PER SCHEDULE. CAST STONE QUOIN VENEER STAGGERED 24" X 24" 4 24" X 36' PER SCHEDULE. PC -6 UP/DOWN WALL SCONCE PER SCHEDULE CENTER ON WALL AND CMU SECTION. 8' SPLIT -FACE CHARCOAL CMU WALL PE STRUCTURAL DRAWINGS 4 SCHEDULE. STRUCTURAL JOINT. 1 -1/2' X 2 -1/2' X 11 -1/2' SMOOTH PACE MAUNA. LOA MISSION CLAYALL BRICK REVEAL. 4' HIGH CASTLE WHITE CMU COURSE. 12' SPLIT - FACE CHARCOAL CMU WALL PER STRUCTURAL DRAWINGS 4 SCHEDULE. TOP OF EXISTING CONC. SLAB 0' 0' EXISTING FINISHED GRADE (VARIES) ANODIZED ALUMINUM CURTAIN UJALL. SYSTEM VERIFY FINISH WITH ARCHITECT 1' INSULATED GLAZING, VERIFY GLASS COLOR WITH ARCHITECT. 12' SPLIT -FACE CHARCOAL CMU WALL PER STRUCTURAL DRAWINGS 4 SCHEDULE. 6' CASTLE WHITE CMU LINTEL. SEE WALL SECTION. PER SCHEDULE. CAST STONE QUOIN VENEER STAGGERED 24" X 24" 4 24" X 36' PER SCHEDULE. 8' SPLIT -FACE BURGUNDY RED CMU WALL PER STRUCTURAL DRAWINGS 4 SCHEDULE. ANODIZED ALUMINUM CURTAIN WALL SYSTEM VERIFY FINISH WITH ARCHITECT 1' INSULATED GLAZING, VERIFY GLASS COLOR WITH ARCHITECT. 8' SPLIT - CASTLE WHITE CMU WALL PER STRUCTURAL DRAWINGS 4 SCHEDULE. ENTRY CANOPY. PAINTED STUCCO /COMP. ON LATH ON VB. ON PLYWOOD ON WOOD FRAMING, TO MATCH CORNICE. VERIFY COLOR W/ ARCHITECT. CABLE RAILING 8' SPLIT -FACE BURGUNDY RED CMU WALL 4' HIGH CASTLE WHITE CMU COURSE. _8' SPLIT -FACE BURGUNDY RED CMU WALL 8' SPLIT -FACE CHARCOAL CMU WALL PER STRUCTURAL DRAWINGS 4 SCHEDULE. 6' CASTLE WHITE CMU LINTEL. SEE WALL SECTION. PER SCHEDULE. PAINTED STUCCO /COMP. ON LATH ON VB. ON PLYWOOD ON UIOOD FRAMING, SEE WALL, SECTIONS. VERIFY COLOR WITH ARCHITECT. PAINTED STUCCO /COMP. ON LATH ON V.8. ON PLYWOOD ON WOOD FRAMING, SEE WALL SECTIONS. VERIFY COLOR WITH ARCHITECT. TOP OF EXISTING PANEL + 26' - 5' AFF VERIFY PC -2 6' CASTLE WHITE CMU LIt3T$LI SEE WALL SECTION. PER SCH C U E. REGISTERED ARCHITECT CAST STON1 QUOIN VENEER STAGGERE 24" X 24" 4 24" X 36'. EXISTING CONCRETE PANELS TO BE POWER WASHED PRIMED AND PAINT 8' SPLIT -FACE BURGUND`' D CMU WALL PER STRUCTURAL DRAWINGS 4 C EDULE. LINE OF EXISTING CONCI' E PANEL LANoIDIZED ALUMINUM cu r t% WALL SYSTEM VERIFY FINISH WITH ARCHITECT 1' INSULATED GLAZING, VITRIFY GLASS COLOR WITH ,ARCHITECT. 'ROBERTA. KROESE STATE OF WASHINGTON SPLIT- FACC- 4ARCOAL CMU VENEER TO MATCH BUILDING IBAEE. APPROXIMATELY 4' THICK — JTOP OF EXISTING CONC. SLAB 0' - 0'' . EXISTING FINISHED GRADE (VARIES) DRAWN KEL CHECKED RAK DATE 6/09/2010 SCALE AS NOTED JOB NUMBER 09047 -8-' SPLIT ACE- BUIGUAIDY RED_CI!U- WALL--PER — _. STRUCTURAL DRAWINGS 4 SCHEDULE. 8' SPLIT -FACE CHARCOAL CMU WALL PER STRUCTURAL DRAWINGS 4 SCHEDULE. A 6/3/10 RECEIVED CITY OF TUKViiILA JUN 0 9 2010 PERMIT CENTER BALANCE OF NOTES PER SHEET A -2.1 NEW RAIN LEADER TO MATCH EXISTING, PAINT. REPLACE EXISTING FLASHING (NOT IN CONTRACT). PAINT PER SCHEDULE. PAINT COLOR SCHEDULE: TAG: SHERWIN WILLIAMS PAINT: LOCATION: PC -1 GREEN EARTH SWTI45 ALL EXISTING HOLLOW METAL DOORS/FRAMES, EXISTING AND NEW OVERHEAD DOORS/FRAMES. PG -2 MEADOW LARK SU!'1522 TOP OF ALL EXISTING CONCRETE PANELS. TYP. SI-OUN ON ELEVATION. EXISTING RAIN LEADERS AND SCUPPERS, EXISTING CANOPIES. , PC -3 DORMER BROWN SW 1521 BOTTOM OFALL EXISTING CONCRETE PANELS. TYP. 51-1OWN ON ELEVATION. 1 EXISTING RAIN LEADERS AND SCUPPERS.. 6 /S /l0 PC-4 RAISIN SW1630 STUCCO AS SHOWN ON CORNICE AND NEW ENTRY CANOPY. PC -5 CARNELIAN SW 1580 CORNICE AND NEW ENTRY CANOPY, ROOM STUCCO AS SHOWN AS SHOWN ON FLASHING, EXISTING RAIN LEADERS AND SCUPPERS TO MATCH BUILDING PAINT IO /S /I� SCHEME. PC -6 CLEAR SEALER FOR THE CMU ALL EXPOSED CMU BLOCK 4 REMOVE EXISTING WINDOW AND FRAME 4 04 BARS AT 12" OC HORIZ. 04 BARS VERT AT IS" OC. EMBED 6" INTO EXISTING PANEL AND EPDXY. WALL INFILL DETAIL DD SUBMITTED FOR OWNER APPROVAL SUBMITTED FOR BUILDING d cn w z O w 0 D: 0 0 N O U) CV U7 PERMIT REVISONS BID SET SENT OUT 0 00 OWENER REVISONS 1- 0 0 0 0 z 0 U w D: O 0 0 w co 1 1/21.11-01 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 162010 City of Tukwila BUILDING DIVISION TYP. DIM FROM TOP OF PURLIN TO BOTTOM OF EXISTING 1-10RZ REVEAL P4 -2 PC -2 Pq-2 PC -2 Pq-2 PC -2. 6/8/ 0 Pq -2 PC -3 MOVE EXISTING W NDOW AND INFILL WITH C., SACK AND PATCH, IME AND PAINT. EXISTING CONCRETE PANELS TO BE POtJE WASHED PRIMED AND PAINTED.TYP. EXISTING CANOPY, PAINT ALL EXPOSED SURFACES, TYP ACCENT COLOR PC -3 PC -2 PC -I PC -3 PC -2 P LETTERS TO 12' IN HEIGHT. PC -3 PC -I PC -3 PC PC PC -3 LINE OF EXISTING FOOTINGS PC -3 PC -1 u NEW CONSTRUCTION EXISTING CONC. TILT -U° CONSTRUCTION PC> -2 PC -2 REPLACE EXISTING FLASHING, PAINT PER SCHEDULE (NOT IN CONTRACT). PCF -2 PC -2 REPLACE DAMAGED DOOR PANELS (NOT IN BASE BID). VERIFY PROPER WORKING OF ALL DOCK DOORS TYP. PAINT TYP. EXISTING DOCK LEVELER EAST ELEVATION 1/8' = 1' -0 (8) Pq-2 PC -2 REPLACE EXISTING FLASHING, PAINT PER SCHEDULE (NOT IN CONTRACT). PC -2 PC -2 EXISTING RAINLEADER, VERIFY R.I.:. 16 FREE OF DEBRIS, PAINT. PC -2 10 PC -3. I EXISTING CANOPY, SURFACES, TYP LAC PC -I, PC: -1 PAINT ALL EXPOSED F' :ENT COLOR' -3 PC -I PC -1 r EXISTING CONCRET PANELS TO BE POWE WASHED PRIMED A D PAINTED TYP. P -3 EXISTING STOREFRONT SYSTEM TO BE REMOVED. NEW O.H. DOOR TO MATCH EXISTING DOORS, PAINT TYP. LINE OF EXISTING FOOTINGS EXISTING CANOPY, PAIN PC -3 SURFACES, TYP ACCENT PC -2 10 PC -I PC -I A 0 EXISTING RAMP, POUTER WASH AND PAINT WALLS AND CURB. EXISTING STAIR, FOOTING AND LANDING TO BE REMOVED. EAST ELEVATION LL EXPOSED _OR PC -3 11 PC -2 PC -I PC -1 EXISTING RAINLEADER, VERIFY RL. IS FREE OF DEBRIS, PAINT. 1/8' = 1' -0' REPLACE DAMAGED DOOR PANELS AND VERIFY PROPER WORKING OF ALL DOCK DOORS, TYP. PAINT. PC -3 13 PC-2 14 PC -I PC -1 PC -3 1' -6' TOP OF CONC. SLAB 0' -0'. EXISTING FINISHED GRADE (VARIES) —TYP. DIM FROM TOP OF PURLIN TO BOTTOM OF EXISTING HORZ. REVEAL PC -1 1L REMOVE EXISTING LADDER AND MOUNTING HARDWARE. FILL HOLES, PATCH AND PAINT. 0 1 0 03 C 0 0 0 0 0 0) N 0) 0) 0 TOP OF CONC. SLAB f 0'.- O' EXISTING FINISHED GRADE (VARIES) 6/ - RECEIVED CITY OF TUKWILA JUN 0 9 2010 PERMIT-CENTER 0 ro 1f) to 1 c 0 03 C0 0 (0 mop z= p. Z �n CO uj 9� 0 m LO Z°) Z D QI-O >w� co cc -c Q 0 5 zoo 1— -I J N _J m 0, LLI W I O 5719 0) REGISTERED ARCHITECT OBERT A. KROESE STATE OF WASHINGTON DRAWN KEL CHECKED RAK DATE 6/09/2010 SCALE AS NOTED JOB NUMBER 09047 A -2.2 NEW ROOFING MEMBRANE ON RIGIID INSULATION ON PLYWOOD ROOF DECK. vvvvvvvvvvvvvvvvvvvvvvvvv -4T474���4 T . 474TQ . . 4AA_ AAA .•.e.47•v•T�ve7•v 4- •-4. 4 v A.4 . � I /_ . `i i6 i%I ■ oral MD, /%I 1%I iLorAt IPl 0.; RI iPI i�l o %I it %I ifl j%I MI j%I I CA I MI I�I vol psi. 0 iI • A ;RP Gni ;%I .1 I�I I./ i%I IF gi I I „, rya.' IFAI gi II IP I Ad NJ EMI IN I Ai I Ad 1PI ,:r011 :1;ravol %? ;MI ri, Ad. EXISTING ROOF FRAMING, SEE STRUCTURAL FOR CONNECTION OF NEW WALL SYSTEM. NEW STEEL COLUMN SUPPORT FOR EXISTING GLB RIGID INSULATION PER ENERGY CODE SCHEDULE NEW CONCRETE WAS ON GRANULAR EASE ON VAPOR BARRIER COMPACT SUB -GRADE PER SOILS REPORT. 6' -0': t TOP OF FRAMING + 29" -3' PAINTED STUCCO /COMP. ON METAL LATH ON Y.B. ON PLYWOOD SNT'G ON WOOD FRAMING. NEW LEDGER PER STRUCTURAL DRAWINGS TOP OF REVEAL +18'- 10'AFF 8' SPLIT -FACE CMU, BURGUNDY RED TOP OF REVEAL +12'-1 1/2' A. 2 in BRICK REVEAL COURSE, 'MAUNA LOA MISSION'. SEE DIMENSIONS FOR COURSING, TYP. TOP OF REVEAL +1' -1' AFF TOP OF REVEAL + 2' -10 I/2' AFF TOP OF EXISTING CONC. SLAB 0,_0, 12' x 4' CMU TRANSITION SILL, CHARCOAL 12' SPLIT -FACE CMU, CHARCOAL SLAB INSULATION REQUIRED FOR WAREHOUSE. SECTION AT FULL HT. CMU WALL 1/2' = 11 -0' NEW ROOF MEMBRANE ON NEW RIGID INSULATION SYSTEM, TYP. 1 MEZZANINE SUS -FLOOR + 13' -0' AFF SHEARWALL WHERE NOTED ON PLAN. SEE STRUCTURAL. CUT EXISTING BEAM NEW MEZZANINE -ROOF COLUMN PER STRUCTURAL DRAWINGS. EXISTING ROOF COLUMN TO BE E.RIFOR4T5NRCTUR41... DRAWINGS. NEW PLYWOOD MEZZANINE DECK ON WOOD JOISTS, TYP. WM MN NM •• Y NEW MEZZANINE BEAM BEYOND. 1 1 NEW PLYWOOD ROOFING EXTENDED ON TO NEW STRUCTURE PER THE STRUCTURAL DRAWINGS • NEW ROOF MEMBRANE ON NEIU RIGID INSULATION SYSTEM, TYP. FOR COMPLETE BUILDING. i NEW GLB AT ROOF, SEE STRUCTURAL FOR CONNECTION OF ROOF TO NEW WALL SYSTEM.. LINE OF EXISTING BEAM TO BE REMOVED. REVIEWED FOR CODE COMPLIANCE AP' TED JUN 162010 Ci of Tukwila BUILDING DIVISION 8' -0' Al A FUTURE CEILING AT 9' -0', TYP. RIGID INSULATION PER ENERGY CODE SCHEDULE NEIU CONCRETE SLAB ON GRANULAR BASE ON VAPOR BARRIER COMPACT SUB -GRADE PER SOILS REPORT. EXISTING CONC. SLAB III $9' -0' TO WAREHOUSE FACE OF COLUMN MEZZANINE SECTION 1/2' = 11 -01 6' -0' • PRE - FINISHED METAL COPING ON S TOP OF PARAPET FRAMING + 30' 1" TOP OF CMU WALL. + 29' -10 1/2' AFF OPED SHIM. PAINTED STUCCO /COMP. ON METAL LATH. ON V.B. ON PLYWOOD SHT'G ON WOOD RAMING. EXISTING PURLIN PER STRUCT..- EXISTING BEAM TO BE REMOVED BOTTOM OF CMU HEADER +22' -0' AFF_ TOP OF MEZZANINE WS-FLOOR +1-31-0' AFF • ° 4 III INSULATED SPANDREL GLASS ANODIZED ALUM. CURTAIN WALL SYSTEM WITH 1' INSULATED GLAZING, VERIFY GLASS COLOR WITH ARCHITECT. III Iir 6' DEEP CMU SILL, CASTEL WHITE TOP OF SILL + I' -10' AFF TOP OF CONCRETE SLAB 0' - 0' it i = III -11 C (O-O?,S' ' x -4' CMU CAP, CASTEL WHITE 8' SPLIT -FACE CMU, CHARCOAL I= _ III 11.145 INSULATION REQUIRED FOR WAREHOUSE. 11 1—TT RECEIVED CITY OF TU1(V qLA JUN 0 9 2010 PERMIT CENTER START DATE w •O 0 DD SUBMITTED FOR OWNER APPROVAL 1_= w a SUBMITTED FOR BUILDING w Z 0 w 0 0 SUBMITTED 0 1O N PERMIT REVISONS BID SET SENT OUT 0 co c0 0 N OWENER REVISONS 1-- 0 CL' 0 0 0 CORRECTIONS SUBMITTED J m z 0 w 0 w J Z IL 0 0 CA 0 CO N 0 rn 0 0 0 0 rn rn 0 d- r) 0 00 (0 0 oo (0 mob 11!; r 3 c 96 to 0 0 C CM 1.0 c7 u a a' LY, m Q 0 � Q N 3c? 0 �, o co Et r c z o CD < o >w0 zz D W MM W a-.1 Q z co '^ _I m 0 Lo W Lu cn 5719 REGISTERED ARCHITECT ()BERT A. KROESE STATE OF WASHINGTON. DRAWN KEL CHECKED RAK DATE 6/09/2010 SCALE AS NOTED JOB NUMBER. 09047 SECTION CURTAIN WALL AT MEZZANINE A3.1 1/2' =1' -0 NEIU PLYWOOD ROOFING EXTENDED ON TO NEW STRUCTURE PER THE STRUCTURAL DRAWINGS NEW ROOF MEMBRANE ON NEW RIGID INSULATION SYSTEM, TYP. FOR COMPLETE BUILDING(BY OUINER). NEW PLYWOOD ROOFING EXTENDED ON TO NEW STRUCTURE PER THE STRUCTURAL DRAWINGS PRE- FINISHED METAL COPING ON SLOPED SHIM. NEW ROOF MEMBRANE ON NEW RIGID INSULATION SYSTEM, TYP. FOR COMPLETE BUILDING: (BY OIUNER) TOP OF FRAMING +2S' -51/2' TOP OF CMU WALL, + 2S' -2' AFF TOP OF HIGHEST EXISTING BEAM +21' -5' PAINTED. STUCCO /COMP. ON METAL LATH ON V.B. ON PLYWOOD SHT'G ON WOOD FRAMING. pi EA! 11i1 11 i1' op• (Ano IN Lit NEW WF ROOF FRAMING, SEE STRUCTURAL FOR CONNECTION OF NEW WALL SYSTEM AND CROSS SUPPORT HEADER BEAM. NEW BEAM CARRYING EXISTING ROOF BEAM PER STRUCTURAL b' DEEP CMU REVEAL COURSE NEW UP ROOF FRAMING, SEE STRUCTURAL FOR CONNECTION OF NEW WALL SYSTEM AND CR055 SUPPORT HEADER BEAM. PAINTED STUCCO /COMP. ON ME AL LATH ON Y.B. ON PLYWOOD SHT'G ON OD FRAMING. TOP OF EXISTING BEAM + XX' - X' BOTTOM QF HEADER + 22' -0' Af{F ANODIZED ALUM. CURTAIN WALL SYSTEM WITH 1' INSULATED GLAZING, VERIFY GLASS COLOR WITH ARCHITECT. RECESSED LIGHT FIXT. ANODIZED ALUM. CURTAIN WALL SYSTEM WITH I' INSULATED GLAZING, VERIFY GLASS COLOR WITH ARCHITECT. FACE OF CMU BEYOND ANODIZED ALUM. CONTINUOUS VENT STRIP AT NORTH AND SOUTH EDGES OF SOFFIT. RIGID INSULATION PER ENERGY CODE SCHEDULE NEW CONCRETE SLAB ON GRANULAR EASE ON VAPOR BARRIER COMPACT SUES -GRADE PER SOILS REPORT. NEW CONC. SLAB REINF. W/ «4 ®IS' EA. WAY. PROVIDE MED. BROOM EXT. FINISH, TYP. EXT. 6' DEEP CMU SILL TOP OF SILL + i' -4' AFF TOP OF CONCRETE SLAB 0 -0 12' X 4' CMU TRANSITION SILL, CHARCOAL 12' SPLIT -FACE CMU, CHARCOAL 5719 REGISTERED ARCHITECT "ROBERT A. KROESE STATE OF WASHINGTON SL- LATION REQUIRED FOR WAREHOUSE: 1 I) I I l 1 II I I� , DRAWN KEL CHECKED RAK. DATE 6/09/2010 SCALE AS NOTED JOB NUMBER. 09047 SECTION AT CURTAIN WALL RECEIVED CITY OF TU KWILA JUN 0 9 2010 PERMIT CENTER GALV. SHT METAL CAP FLASHING, SLOPE TO ROOF. PROVIDE HORIZONTAL LAPPED JOINTS (NO VERT. JTS) — (BY OWNER). PAINT (BY GC). P.T. PLATE WITH RECESSED ANCHOR BOLTS TYP. RUN COUNTER FLASHING UP PARAPET FACE AND OVER TOP OF PARAPET MEMBRANE ROOFING ON RIGID INSULATION SYSTEM BY OWNER e_e= i0_e:e:4e:e =e:e 0 TOP OF FRAMING + 29" -3' TAPERED CAP SHIM PAINTED STUCCO ON METAL LAN ON V.B. ON PLYWOOD SHEATHING ON WOOD FRAMING. STUCCO WITH INTEGRAL COLOR VERIFY COLOR WITH ARCHITECT. METAL LATH. VAPOR BARRIER PLYWOOD SHEATHING: ANODIZED FRY REGLET DS- 15.75, THIN STUCCO DRIP SCREED. ANODIZED FRY REGLET DS- 15 -'15, THIN STUCCO DRIP SCREED. PARAPET bETAIL 1 =11 -0' rr, 7 —C � • 1 r 1 r 1 1 1 \' 1._ / 1 / 1 / 1 / .1 / 1 / 1 / \ / \ / 1 / 1 f 1 / \. / 1 1 1 / 1 1 \ 1 \ 1 1 \ 1 1 1 1 / 1 • r 1 \ 1 \ 1 \ \ _ \ \ FUTURE FRAMINIG. \)-A ENTRY SYSTEM NEW CMU WALL, SEE ELEV'S FOR CMU TYPE LINE OF QUOIN BELOW QUOIN STAGGERED PER ELEV. WITH MITERED CORNERS, TYP. LINE OF QUOIN ABOVE AND BELOW, TYP. m GLAZI ING GLASS CLIP AT CMU PER HERCULITE SYSTEM MANUFACTURE. SPLIT FACE CMU WALL AT CMU Pil, 0110 giljr1P rr Jo ravirog trarbi Add gam k.8.11111bi LE m ii �, o ► . � � �� � iii � .ice .� .' 0 3' STAGGERED PER ELEV. QUOIN DETAIL 1 =1' -0' NEW CMU WALL, SEE ELEV'S FOR CMU TYPE EXISTING CONCRETE TILT -UP WALL WIN PILASTER WRAP 4' CMU AROUND CORNER BELOW FIN. FLOOR LINE. Eeffi21 rip'41 AO r ze P-Ave A m CMU CORNER DETAIL 14-0, GALV. 51-IT METAL CAP FLASHING, SLOPE TO ROOF. PROVIDE HORIZONTAL LAPPED JOINTS (NO VERT. JTS) (BY OWNER). PAINT (BY GC). P.T. PLATE WITH RECESSED ANCHOR BOLTS TYP. RUN COUNTER FLASHING UP PARAPET FACE AND OVER TOP OF PARAPET MEMBRANE ROOFING ON RIGID E BRAKE R R D INSULATION SYSTEM BY OWNER 4 O e= e=e=eeaat arm i1 ►.� PIP 0 OP° i • P i 00 $ 04° 0 4 G • is +ry TAPERED CAP 514IM WOOD FRAMING WITH PLYWOOD SHEATHING AND VAPOR MEMBRANE GALV. 5HT METAL CAP FLASHING, SLOPE TO ROOF. PROVIDE HORIZONTAL LAPPED JOINTS (NO VERT. JTSXBY OWNER). PAINT (BY GC). RUN COUNTER FLASHING UP PARAPET FACE AND OVER TOP OF PARAPET STUCCO WITH INTEGRAL COLOR VERIFY COLOR WITH ARCHITECT. METAL LATH. VAPOR BARRIER PLYWOOD SHEATHING. ANODIZED FRY REGLET. DS- 15 -15, THIN STUCCO DRIP SCREED. !AR)PET. DETAIL ANODIZED FRY REGLET DS- 15 -15, THIN STUCCO DRIP SCREED. 1 =11 -0' sin 0.10. LINE OF CMU JAMB BEYOND SHIM 4 CAULK CURTAIN WALL MULLION BOTTOM OF CMU HEADER + 22' -0' AFF 1' INSULATED GLAZING SYSTEM IN 6' ANODIZED ALUM. CURTAIN WALL SYS. CURTAIN WALL HEAD 1 1/2' =I' -0' ito ' INSULATED GLAZING SYSTEM IN 6' ANODIZED ALUM. CURTAIN WALL SYS. FINISH WALLS AND TRIM BY SEPARATE PERMIT AND CONTRACT. Vii,, ! A M e=e=e1e_ee:._e= 4 0 1 P.T. PLATE WITH RECESSED ANCHOR BOLTS TYP. TOP OF FRAMING + 28' - 5 1/2' 1 TOP OF CMU WALL + 28' -2' AFF TOP OF HIGHEST EXISTING BEAM 27 1000D FRAMING WITH PL SHEATHING AND VAPOR MEMBRANE. ANODIZED FRY REGLET D5- 15 -15, THIN STUCCO DRIP SCREED. STUCCO WITH INTEGRAL COLOR. VERIFY COLOR WITH ARCHITECT. METAL LATH. . VAPOR BARRIER PLYWOOD SHEATHING. PARAPET DETAIL OD CMU WALL PER STRUCTURAL. TOP_ OF MEZZANINE SUB -FLOOR LINE OF CMU JAMB BEYOND I' INSULATED SPANDREL GLASS IN 6' ANODIZED ALUM. CURTAIN WALL SYS. 1' INSULATED GLAZING SYSTEM IN 6'. ANODIZED ALUM. CURTAIN WALL SYS. CURTAIN WALL DETAIL INSULATED GLAZING SYSTEM IN 6' ANODIZED ALUM. CURTAIN WALL SYS. SHIM 4 CAULK CURTAIN WALL MULLION 0 roma Op 1$ ►.w ° d. ° d / 40 : / IN TOP OFCMU SILL LINE OF CMU JAMB BEYOND 6" CMU SILL TOP OF CONCRETE SLAB 0' -0' SLOPED CMU CAP INSULATION PER SCHEDULE CURTAIN WALL SILL 1 I/2' =1' -0'` 17I'. -01.. 1' INSULATED GLAZING IN 6' ANODIZED ALUM CURTAIN WALL SYS. WITH THERMALLY BROKEN FRAME. SEE ELEV. AND SCHEDULE FOR SIZE AND SPACING OF CURTAIN WALL MULLIONS, TYP. CURTAIN WALL MULLION 3'.11-01 -3' OUTSIDE FACE TO OUTSIDF�/PAC TOP OF FINISHED POST CAP + 14' —AFF - -- GALV. SHT METAL CAP FLASHING, PAINT, SLOPE TO ROOF. PROVIDE HORIZONTAL LAPPED JOINTS (NO VERT. JTS) (BY OWNER) 5/8' PLYWOOD SHT'G RUN BUILDING FELT OVER PARAPET AND DOWN TO LOWER TIER FRAMING FRY REGLET SYSTEM ANOD.. ALUMINUM REVEAL. STUCCO WITH INTEGRAL COLOR VERIFY COLOR WITH ARCHITECT. METAL LATH. VAPOR BARRIER PLYWOOD. ANODIZED FRY REGLET JPM 15, 'J' MOLDING. BALANCE OF NOTES PER 10 -A4.I /--ANODIZED FRY REGLET JF'M -75, 'J' MOLDING. ■ CANOPY CAP DETAIL NEW CMU WALL, SEE ELEV'S FOR CMU TYPE LINE OF QUOIN BELOU, QUOIN PER ELEV. WITH MITERED CORNERS, TYP. EXISTING CONCRETE TILT -UP WALL WITH PILASTER LINE OF CMU BELOW FF. ELEV. LINE OF QUOIN ABOVE' AND BELOW, TYP. ■ 40'4"Ad QUOIN DETAIL 1 =11 -01 TOP OF CMU SILL PER ELEV. SILL_____ i 1' INSULATED GLAZING SYSTEM IN 6' ANODIZED ALUM. CURTAIN WALL SYS. SHIM 4 CAULK CURTAIN WALL MULLION ANODIZED ALUM. SILL PLATE WITH INTEGRAL DRIP, SLOPE EXTERIOR AND SET IN GROUT BED.. ei / / /. CANOPY PA k irlCONT. CANT STRIP, TYP. / RUN COUNTER ET BEYOND ASHING UP WALL REVIEWED FOR CODE COMPLIANC APPROVED CURTAIN WALL SIOEL JUM 16 2 °1°' 1 1/2' =1' -0' e), CAULK SHIM SPACE, TYP. 1' INSULATED GLAZING IN 6' ANODIZED ALUM. CURTAIN WALL SYS. INTEGRAL COLOR CMU, COLOR PER SCHED. 4 JAMB DETAIL 3' =I' -0' y EXTEND COUNTER FLASHING UP PARAPET AND OVER CAP TOP OF FRAMING + 13' -6' AEF ANODIZED FRY REGLET JPM -75, 'J' MOLDING. CANOPY DETAIL �n City ofiTukwila BUILDING DIVISION City of Tulila BUILDING DIVISION — ANODIZED FRY REGLET SYSTEM REVEAL. HARDI -PANEL SOFFITPAINT. BATT INSULATION PER SCHEDULE MIN. I" BATT INSULATION AIRSPACE BOTTOM OF CMU HEADER PER ELEV. SOFFIT DE AIL HARDI -PANEL SOFFIT, PAINT 11/2' =I' -0' 4 4 4 4 • 4 4 I **101P11,4r4 5/5' PLYWOOD SHT'G WITH MEMBRANE OVER WOOD FRAMING, TYP. ANODIZED FRY REGLET, PCM- 15 -15. COMER KEY. TUBE STEEL COLUMN PER STRUCT. STUCCO WITH INTEGRAL COLOR. VERIFY COLOR WITH ARCHITECT. ETAL LATH. APOR BARRIER LYWOOD. RAIN LEADER PER ROOF PLAN, CONNECT TO STORM SYSTEM PER CIVIL DRAWINGS. COLUMN DETAIL 1/2' =1' -0' DD SUBMITTED FOR OWNER APPROVAL SUBMITTED . FOR BUILDING PERMIT 0 w w 0 0 SUBMITTED PERMIT REVISONS BID. SET SENT OUT 0 co c0 0 cV OWENER REVISONS w 0 0 0 z 0 w O 0 0 w m 0 z 0 z 0 rr z O 0 0 0 N 0 O 0 0 O rn N rn GALV. SHEET METAL CAP o FLASHING, PAINT (BY OWNER). PROVIDE TAPERED SHIM PLYWOOD. VAPOR BARRIER METAL LATH. STUCCO WITH INTEGRAL COLOR VERIFY COLOR WITH ARCHITECT. GALV. SHEET METAL CAP FLASHING, PAINT (BY OWNER). ROOFING FELT ON PLYWOOD DECK PER 5TRIFT. CANOPY FRAMING PEI< ROOF FRAMING 'LAN HARDI -PANEL gOFFIT PAINT. , ANODIZED FRY REGLET 5V -50 -1 V- 200/EFIS, CLEAN FINISH SOFIT VENT. ANODIZED FRY REGLET, PCM- 15 -75. CORNER KEY. ROOFING FELT ON PLYWOOD DECK PROVIDE TAPERED SHIM UNDER FLASHING, TYP TOP OF TIER FRAMING + f2147-ATV -GALV. SHEET METAL CAP FLASHING, PAINT. (BY OWNER). PROVIDE TAPERED SHIM STUCCO WITH INTEGRAL COLOR VERIFY COLOR WITH ARCHITECT. METAL LATH. VAPOR BARRIER PLYWOOD. B_O_1TO_ M or FASCIA + II' -2' Aft CANOPY DETAIL ANODIZED FRY REGLET DS- 15 -15, THIN STUCCO DRIP SCREED. 3' =1' -0' RAIN LEADER PER ROOF PLAN, ELBOW UNDER FOOTING. 5/8' PLYWOOD SHT'G WITH MEMBRANE OVER WOOD FRAMING, TYP. PAINTED STUCCO ON METAL LATH ON V.B. ON PLYWOOD ON WOOD FRAMING. (p -pas TUBE STEEL COLUMN PER STRUCT. CONCRETE PLINTH, 15' X 15' TO MATCH COLUMN COVER TOP OF EXISTING CONC. FIN. FLOOR ANODIZED FRY REGLET JFM -75, 'J' MOLDING. RECEIVED CITY OF TU!(VNLA JUN 0 9 2010 COLUMN DETAIL PERM,TGFn,TFR rn O r4) am 4J u a re) 11) O_ cci c0 O_ cci (0 LEI CD $ g 0 2 N �M o i Ccg cn ::::z Q z Q 1- 0 >W(z z W 'S Q I>Z 00 . r. 0 U) T J O M _1 00 cm W W H O 5719.. REGISTERED ARCHITECT OBERT A. KROESE STATE OF WASHINGTON DRAWN KEL CHECKED RAK DATE 6/09/2010 SCALE AS NOTED JOB NUMBER 09047 A -4.1 NO. QUANTITY LIGHT FIXTURE SCHEDULE MANUFACTURE PRODUCT NUMBAR FINISH L -I L -2 L -3, L-4 L -5 L -6 L -1 L -8 DOUBLE POLE PARKING LIGHT POLE PARKING SINGLE LIGHT SCONCE - UP/DOWN 6' VERTICAL CFL DOUINLIGHT STEP LIGHTS GROUND LIGHTS EXTERIOR EGRESS KIM LIGHTING KIM LIGHTING 25/ET3 /I50MH208/PS/P/ 6/8/16 DARK. BRONZE DARK BRONZE DEVINE LIGHTING JUNO LIGHTING. DEVINE LIGHTING KIM LIGHITING 8625- 5- 100HPS -120- SAL -5 . CV6- I26Q- 600C -WH I20V -HPF F6I1V5 - I20 -SAL PLATINUM CLEAR MO. ALUM. SEE 5D -5 LTVIO HOUSING, 10 -115W MH LAMP. SEE SD -4 SEE 412 PRISMAPACK V, 400W METAL HALIDE SEE EI.1 HIGH -BAY WAREHOUSE * 13 I-1OLOPHANE EXISTING CONC. WALL PANELS 6/ SEE SD-4. 20' POLE ENTABLATURE LIGHT. SEE SD-4. 20' POLE ENTABLATURE LIGHT. SEE 41.3 AND A2.1. SEE A1.3 4 412 ANODIZED ALUM. CURTAIN WALL HEAD AND JAMB WITH CONCEALED CLOSER TOP PIVOT W/ MOUNTING PLATE TOP INSERT OVERHEAD CONCEALED CLOSER UPPER BASE PATCH FITTING 3/4' x 3' EXPANSION BOLTS AT 32' OC FOR ANCHORING STL. ANGLE TO EXIST. CONC. WALL. 0 c0 cfl 0 u7 10 N SEE SD -5 SEE SD -4. DOOR GUIDE ASSEMBLY. ON CONT. 2'x3' STL. MOUNTING ANGLE BY GEN. CONTR SEE Ail SEE EI.I : CONTACT: (253) 838 -5084 JOHN SCHNEIDER WIDE DISTRIBUTION, * LOWER BASE PATCH FITTING BOTTOM SPINDLE INSERT FLOOR BEARING PIVOT THERM. BROKEN ANOD. ALUM.- THRESHOLD, MAX HEIGHT: FIN. FLR ELEVATION. 6/8/10 * EACH BAY OF, THE WAREHOUSE IS TO HAVE INDIVIDUAL BREAKERS WHICH ARE TO BE LOCATED IN AN ELECTRICAL CABINET AT THE NE CORNER OF THE FUTURE OFFICE (BY EXISTING TRANSFORMER AND SPRINKLER RISER). ALL ELECTRICAL PANELS FOR THE WAREHOUSE POWER AND LIGHTING ARE TO BE LOCATED IN THIS AREA: 0 0 0 r) 0 co CD 20' -2' R.O. I' INSULATED GLASS IN ANODIZED ALUM. CURTAIN WALL SYSTEM . (CLEAR ANODIZED). EXISTING VERIFY NEW GRAYLITE GLAZING IN DARK BRONZE ANODIZED ALUM. FRAMES \ R _ E :�:�:�:�:� ice ;:t•.: TEMP TEMP TEMP TEMP TEMP REVIEVVED FOR CODE COMPLIANCE APPROVED JUN 162010 w c' c' Y u a POCHE INDICATES LOCATION OF SPANDREL GLASS IN CURTAIN WA R LL NOTES: REPLACE DAMAGED PANELS (NOT IN EASE BID). VERIFY PROPER WORKING OF ALL DOCK DOORS PAINT. DOOR SCHEDULE ALL EXISTING "PERSON DOORS" AND HARDWARE ARE TO BE REPAIRED AND ADJUSTED FOR PROPER OPERATION INCLUDING HINGES, MG NGE , C LOSERS, LATCH SETS, E TC. WITH LIKE KIND AND:QIIALITY AS PART OF THE BASE BID. • NEW INSUL. METAL 01-I DOOR TO MATCH EXISTING, PAINT O NEW TEMP. GRAYLITE GLAZING IN ANODIZED AL. STOREFRONT DOOR HEIGHT TYP THK PR 3' -0' TEMP. GLASS 3/A42 EXISTING 3/A42 EXISTING 12' -0': 12' -0' 12' -0' 10' -0' EXISTING EXISTING EXISTING EXISTING BRUSHED CHR EXISTING PAINT. Z 0 !Tr HO J >w(15 z°CZ. W _. CO CC Q Z co j j 5 § m CV 1 EXISTING 10' -0' EXISTING 10' -0' EXISTING EXISTING EXISTING EXISTING. EXISTING EXISTING EXISTING 12' -0' EXISTING EXISTING EXISTING EXISTING 10-0' EXISTING RO. =I' INSULATED GLASS IN ANODIZED ALUM.. CURTAIN WALL SYSTEM (CLEAR ANODIZED) 12' -2' 1' INSULATED GLASS IN ANODIZED ALUM. CURTAIN WALL SYSTEM (CLEAR ANODIZED). 10' -0' 10' -0' . 10' -0' 10' -0' 10' -0' EXISTING 5/442 SIM EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING 5/A42 PAINT EXISTING EXISTING EXISTING 10' -0' 10' -0' 10' -0' EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING 10' -0' 10' -0' 10' -0' EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING 10' -0' EXISTING EXISTING EXISTING EXISTING TEMP POCHE INDI SPANDREL' ►TES LOCATIOI ASS IN CURTA OF WALL. TEMP TEMP TEMP TEMP �i:i�:�: :: :: TEMP �::� :;: TEMP �:����: POCHE INDI SPANDRELcI TEMP TEMP TEMP 10' -0' 10' -0' EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING TEMP GLASS EXISTING EXISTING EXISTING 4/A4.1 EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING PAINT. PAINT. 10' -0' 10' -0' 10' -0' 12' -0' 12' -0' EXISTING EXISTING EXISTING EXISTING EXISTING 12' -0' EXISTING EXISTING EXISTING EXISTING EXISTING 5719 EXISTING EXISTING REGISTERED ARCHITECT OBERTA. KROESE STATE OF WASHINGTON NEW TEMP. FRAMELESS GLASS DOOR WITH DARK BRONZE HARDWARE AND SIDELITES 5.TES LOCATIONS OF AS5 IN CURTAIN WALL. =N TEMP. GRAYLITE E W TE P /8/1 ° GLAZING IN DARK BRONZE ANODIZED AL. STOREFRONT DOOR NEW INSUL. METAL OH POOR TO MATCH EXISTING, PAINT DRAWN KEL CHECKED. RAK DATE 6/09/2010 SCALE AS NOTED JOB NUMBER 09047 BRUSHED CHROME 12' CYLINDER BOTH SIDES MOUNT BOTTOM AT 34' AF.F. 11' -10' ROUGH OPENING RECEIV CITY OF TUKI ED JUN 0 9 2010 MLA PERMIT CENTER A -4.2 • TEMP TEMP TEMP TEMP �i:i�:�: :: :: TEMP �::� :;: TEMP �:����: POCHE INDI SPANDRELcI TEMP TEMP TEMP 10' -0' 10' -0' EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING TEMP GLASS EXISTING EXISTING EXISTING 4/A4.1 EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING PAINT. PAINT. 10' -0' 10' -0' 10' -0' 12' -0' 12' -0' EXISTING EXISTING EXISTING EXISTING EXISTING 12' -0' EXISTING EXISTING EXISTING EXISTING EXISTING 5719 EXISTING EXISTING REGISTERED ARCHITECT OBERTA. KROESE STATE OF WASHINGTON NEW TEMP. FRAMELESS GLASS DOOR WITH DARK BRONZE HARDWARE AND SIDELITES 5.TES LOCATIONS OF AS5 IN CURTAIN WALL. =N TEMP. GRAYLITE E W TE P /8/1 ° GLAZING IN DARK BRONZE ANODIZED AL. STOREFRONT DOOR NEW INSUL. METAL OH POOR TO MATCH EXISTING, PAINT DRAWN KEL CHECKED. RAK DATE 6/09/2010 SCALE AS NOTED JOB NUMBER 09047 BRUSHED CHROME 12' CYLINDER BOTH SIDES MOUNT BOTTOM AT 34' AF.F. 11' -10' ROUGH OPENING RECEIV CITY OF TUKI ED JUN 0 9 2010 MLA PERMIT CENTER A -4.2 GENERAL NOTES GOVERNING CODE: THE "INTERNATIONAL BUILDING CODE" (IBC), 2006 EDITION, SHALL GOVERN DESIGN AND CONSTRUCTION. REFERENCE STANDARDS: REFERENCE TO ASTM AND OTHER STANDARDS SHALL MEAN THE LATEST EDITION IN EFFECT ON THE BID DATE OR DATE OF OWNER — CONTRACTOR AGREEMENT UNLESS NOTED IN THESE DOCUMENTS OR DESIGNATED BY THE GOVERNING CODE. GEOTECHNICAL: AFTER BECOMING FAMILIAR WITH THE SITE CONDITIONS THE CONTRACTOR SHALL REVIEW ALL GEOTECHNICAL— RELATED CONSTRUCTION REQUIREMENTS AND RECOMMENDATIONS. THIS PROJECT INVOLVES DEMOLITION OF EXISTING FOUNDATION AND BELOW GRADE STRUCTURES. ANY DISCOVERY OF UNFORESEEN CONDITIONS THAT MIGHT DIMINISH THE INTEGRITY OF THE NEW OR EXISTING FOUNDATION SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER BEFORE PROCEEDING. ALL PREPARED SOIL- BEARING SURFACES SHALL BE INSPECTED PRIOR TO PLACEMENT OF CONCRETE AND REINFORCING STEEL. PLAN NOTES AND SPECIFICATIONS: THE GENERAL NOTES CONTAINED HEREIN SPECIFY A MINIMUM LEVEL OF PERFORMANCE REQUIRED FOR THIS PROJECT. WHERE NOTES ON INDIVIDUAL STRUCTURAL DRAWINGS AND DETAILS DIFFER FROM THE GENERAL NOTES, THE MORE RESTRICTIVE SHALL APPLY. REFER TO THE SPECIFICATIONS FOR INFORMATION IN ADDITION TO THESE NOTES AND STRUCTURAL DRAWINGS. DISCREPANCIES: IN CASE OF DISCREPANCIES BETWEEN THE PLANS, SPECIFICATIONS, REFERENCE STANDARDS, AND GOVERNING CODE, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER OF RECORD PRIOR TO PROCEEDING WITH ANY WORK INVOLVED. CONTRACTOR'S NOTES: STRUCTURAL DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED, BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO APPROVAL BY THE ARCHITECT AND ENGINEER OF RECORD. ANY TEMPORARY BRACING AND SHORING REQUIRED UNTIL ALL STRUCTURAL CONNECTIONS HAVE BEEN COMPLETED, IS THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THE ENGINEER OF RECORD HAS NOT BEEN RETAINED TO PROVIDE DESIGN AND /OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM THEIR WORK. VERIFY AND COORDINATE OPENINGS IN ROOF, FLOORS, AND WALLS WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR OTHER NON— STRUCTURAL WALLS, FINISHES AND DIMENSIONS. SUBMITTIALS: SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER OF RECORD, FOR REVIEW OF DESIGN INTENT, PRIOR TO ANY FABRICATION OR CONSTRUCTION OF THE FOLLOWING ITEMS: CONCRETE REINFORCING STEEL, STEEL EMBEDMENTS IN CONCRETE, COLD— FORMED METAL FRAMING, STRUCTURAL STEEL, SOLID —WEB WOOD JOISTS, GLUED LAMINATED MEMBERS, AND PLYWOOD SHEAR WALL HOLDOWN SYSTEMS. DESIGN CRITERIA: LIVE LOADS: FLAT —ROOF SNOW LOAD = 25 PSF EXPOSURE FACTOR, Ce = 0.7 IMPORTANCE FACTOR, Is = 1.0 THERMAL FACTOR, Ct = 1.0 MEZZANINE LIVE LOAD = 50 PSF PLUS 20 PSF PARTITION LOAD — INCLUDE 10 PSF IN LATERAL DEAD LOAD REFERENCE IBC TABLE 1607.1 FOR OTHER LIVE LOADS NOT INCLUDED ABOVE. LATERAL LOADS: WIND: BASIC WIND SPEED (3 —SEC. GUST) = 85 MPH EXPOSURE CATEGORY B IMPORTANCE FACTOR, Iw = 1.0 BUILDING CATEGORY II SEISMIC: IMPORTANCE FACTOR, le = 1.0 MAPPED SPECTRAL RESPONSE ACCELERATIONS, Ss = 139.8 %g 51 = 47.8 %g SITE CLASS D DESIGN SPECTRAL RESPONSE COEFFICIENTS, Sds = 93.2 %g Sd1 = 48.5 %g SEISMIC DESIGN CATEGORY D BASIC SEISMIC RESISTING SYSTEM(S): REF. ASCE TABLE 12.2 -1 A(7) DESIGN BASE SHEAR, V (ASD) = 199 KIPS EAST WEST MEZZANINE LEVEL BASE SHEAR, V = 10.7 KIPS SEISMIC RESPONSE COEFFICIENT, Cs = 0.133 ASD RESPONSE MODIFICATION FACTOR(S), R = 5.0 (MASONRY SHEAR WALLS GOVERN) EQUIVALENT FORCE PROCEDURE WAS USED SOIL PARAMETERS: ALLOWABLE SOIL BEARING PRESSURE 2000 PSF EQUIVALENT ACTIVE YIELDING FLUID PRESSURE 35 PCF EQUIVALENT ACTIVE RESTRAINED FLUID PRESSURE 50 PCF PASSIVE EARTH PRESSURE 300 PCF SOIL FRICTION COEFFICIENT 0.35 SOIL DENSITY 110 PCF THE ABOVE VALUES ARE ASSUMED PER DATA PROVIDED — CONTRACTOR MUST FIELD VERIFY. CAST —IN —PLACE CONCRETE: CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF IBC CHAPTER 19, ACI 301, "STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE ", AND ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE ". MATERIALS: CEMENT: ASTM C150, TYPE 1, U.N.O. AGGREGATES: ASTM C33 ADMIXTURES: ASTM C260, C494, C618, AND C1017 WATER: ASTM C94 FLY ASH: ASTM C618 CONCRETE SHALL HAVE THE FOLLOWING PROPERTIES: SIDEWALKS & CURBS 2500 PSI (28 DAYS), MAX. W/C = 0.47 SLABS ON GRADE f'c = 4000 PSI (28 DAYS), MAX. W/C = 0.47 FOUNDATIONS f'c = 2500 PSI (28 DAYS), MAX. W/C = 0.59 ALL STRUCTURAL CONCRETE, U.N.Of'c = 3000 PSI (28 DAYS), MAX. W/C = 0.47 A MIX DESIGN FOR EACH CLASS OF CONCRETE SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER OF RECORD FOR REVIEW PRIOR TO CONSTRUCTION. MAXIMUM NOMINAL AGGREGATE SIZE SHALL BE LIMITED TO 3/4 ", UNLESS NOTED OTHERWISE, OR AS APPROVED BY THE ENGINEER OF RECORD. CALCIUM CHLORIDE SHALL ONLY BE USED WITH APPROVAL OF THE ENGINEER OF RECORD. WATER /CEMENT RATIO: W/C RATIO SHALL BE CALCULATED ON THE BASIS OF TOTAL CEMENTITIOUS MATERIAL. MAINTAIN MINIMUM 5 -1/2 SACKS OF CEMENT PER CUBIC YARD. FOR AIR — ENTRAINED CONCRETE, MAXIMUM SPECIFIED W/C LIMITS SHALL BE REDUCED BY 10 %. AIR CONTENT: AIR ENTRAINMENT OF 5% (+ OR 1 1/2 %) SHALL BE PROVIDED IN THE CONCRETE MIX FOR ALL CONCRETE EXPOSED TO FREEZE /THAW ACTION, INCLUDING BUT NOT LIMITED TO, EXTERIOR CAST —IN —PLACE FOUNDATIONS, EXTERIOR WALLS, EXTERIOR SLABS ON GRADE, AND STRUCTURAL SLABS EXPOSED TO WEATHER. AIR — ENTRAINED CONCRETE SHALL CONTAIN 10% LESS WATER THAN NON— AIR — ENTRAINED. SLUMP: SLUMP FOR ALL CONCRETE MIXES SHALL BE 4 ", UNLESS NOTED OTHERWISE. SLUMP REQUIREMENTS MAY BE WAIVED, UPON APPROVAL OF THE ARCHITECT AND ENGINEER OF RECORD, IF WATER /CEMENT (W /C) RATIOS ARE MAINTAINED. TOLERANCE FOR SLUMP SHALL CONFORM TO ASTM C94. FLY ASH: UP TO 15% OF THE CEMENT CAN BE REPLACED WITH FLY ASH, CONFORMING TO ASTM C618, AS LONG AS THE MINIMUM CEMENT CONTENT IS MAINTAINED. CURING: MAINTAIN CONCRETE IN A MOIST CONDITION FOR A SUITABLE PERIOD AFTER PLACEMENT, IN ACCORDANCE WITH ACI 301, SECTION 5. GROUT: USE A NON— SHRINK GROUT WITH ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS OF 6000 PSI MINIMUM, UNLESS NOTED OTHERWISE. EPDXY EMBEDMENTS: UNLESS NOTED OTHERWISE, ALL ANCHOR BOLTS AND REINFORCING BARS INSTALLED IN CONCRETE SHALL BE INSTALLED USING SIMPSON "SET — XP(ESR- 2508)" OR HILTI HIT— RE500— SD(ESR- 2322). NO EXCEPTIONS. EMBEDDED ITEMS SHALL BE INSTALLED PER THE ESR DOCUMENT ASSOCIATED WITH THAT PRODUCT. CONCRETE REINFORCEMENT: EXCEPT AS MODIFIED BELOW, CONCRETE REINFORCEMENT SHALL CONFORM TO THE LATEST EDITIONS OF ACI 315 AND 318. MATERIALS: REINFORCING BARS: ASTM A615, GRADE 60, DEFORMED BARS, U.N.O. WELDED WIRE FABRIC: SMOOTH FABRIC, ASTM A185. DEFORMED FABRIC, ASTM A497. TIE WIRE: 16 GAUGE OR HEAVIER, BLACK ANNEALED. ADDITIONAL MATERIAL REQUIREMENTS : UNLESS OTHERWISE APPROVED BY THE ENGINEER OF RECORD, ALL ASTM A615 REINFORCING STEEL SHALL HAVE AN ACTUAL YIELD STRENGTH BASED ON MILL TESTS THAT DOES NOT EXCEED THE SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 PSI. IN ADDITION, THE RATIO OF ACTUAL ULTIMATE TENSILE STRENGTH TO ACTUAL TENSILE YIELD STRENGTH SHALL NOT BE LESS THAN 1.25. FIELD BENDING: BARS SHALL BE BENT COLD THROUGH AN ANGLE NOT GREATER THAN 90 DEGREES, AND SHALL ONLY BE BENT ONCE. BARS PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT UNLESS NOTED OR SHOWN OTHERWISE OR APPROVED BY THE ENGINEER OF RECORD. BARS THAT DEVELOP CRACKS OR SPLITS AFTER BENDING SHALL BE REPLACED. LAP SPLICES: LAP ALL CONTINUOUS REINFORCEMENT 40 BAR DIAMETERS OR 1' -6" MINIMUM, UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS AT ALL WALL INTERSECTIONS AND LAP 30 BAR DIAMETERS OR 1' -6 MINIMUM. FOR WELDED WIRE MESH, LAP ALL EDGES 1 -1/2 MESH MINIMUM. MECHANICAL CONNECTIONS: ICBO APPROVED MECHANICAL CONNECTIONS MAY BE SUBSTITUTED FOR LAP SPLICES IN SOME LOCATIONS IF PRIOR APPROVAL IS RECEIVED FROM THE ENGINEER OF RECORD. SUCH CONNECTIONS SHALL DEVELOP AT LEAST 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR. WELDING: WELDING OF REINFORCING BARS SHALL CONFORM TO ANSI /AWS D1.4. REINFORCEMENT SHALL NOT BE WELDED UNTIL A CHEMICAL ANALYSIS SUFFICIENT TO DETERMINE THE CARBON EQUIVALENT IS PERFORMED. THE CARBON EQUIVALENT OF REINFORCING STEEL BARS SHALL BE CALCULATED FROM THE CHEMICAL COMPOSITION AS SHOWN IN THE MILL TEST REPORT. IF MILL TEST REPORTS ARE NOT AVAILABLE, A CHEMICAL ANALYSIS SHALL BE MADE OF BARS REPRESENTATIVE OF THE BARS TO BE WELDED. THE CARBON EQUIVALENT (C.E.) SHALL NOT EXCEED .55. REINFORCING BARS MEETING ASTM A706, DEEMED TO MEET THE WELDABILITY REQUIREMENTS, MAY BE USED IN LIEU OF TESTING. SPECIAL INSPECTION IS REQUIRED FOR ALL FIELD WELDING. CONCRETE COVER: MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" CONCRETE EXPOSED TO EARTH OR WEATHER ( #5 & SMALLLER) 1 -1/2" CONCRETE EXPOSED TO EARTH OR WEATHER ( #6 & LARGER) 2" TIES IN COLUMNS AND CONCRETE COVERBEAMS 1-1/2" INTERIOR FACE OF WALLS 3/4" REINFORCED MASONRY: EXCEPT AS MODIFIED BELOW, REINFORCED MASONRY SHALL CONFORM TO THE LATEST EDITIONS OF THE FOLLOWING DOCUMENTS: IBC CHAPTER 21, ACI 530 "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ", AND ACI 530.1 "SPECIFICATIONS FOR MASONRY STRUCTURES ". STRENGTH AND COMPLIANCE: MINIMUM COMPRESSIVE STRENGTH, f'm, OF THE MASONRY ASSEMBLY SHALL BE 1500 PSI AT 28 DAYS, BASED ON IBC TABLE 2105.2.2.1.1 FOR CLAY MASONRY AND TABLE 2105.2.2.1.2 FOR CONCRETE MASONRY. VERIFICATION SHALL BE PROVIDED PRIOR TO CONSTRUCTION IN ACCORDANCE WITH IBC TABLE 1708.1.2 AND IBC SECTION 2105, USING MASONRY PRISM TESTING. MATERIALS: CONCRETE MASONRY UNITS: ASTM C90, TYPE I, MEDIUM — WEIGHT CONCRETE UNITS, U.N.O. MORTAR: ASTM C270, TYPE S, AND IBC SECTION 2103.7. PROPORTIONS MAY BE BASED ON LABORATORY OR FIELD EXPERIENCE OR IBC TABLE 2103.7(1). MINIMUM COMPRESSIVE STRENGTH SHALL BE 1800 PSI AT 28 DAYS. MASONRY CEMENT SHALL NOT BE USED IN SEISMIC DESIGN CATEGORIES D, E, AND F. GROUT: ASTM C476 AND IBC SECTION 2103.10. PROPORTIONS MAY BE BASED ON LABORATORY OR FIELD EXPERIENCE OR IBC TABLE 2103.10. MINIMUM COMPRESSIVE STRENGTH SHALL BE 2000 PSI AT 28 DAYS. RENFORCING BARS: ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE. LAP BARS 40 DIAMETERS AT SPLICES UNLESS NOTED OTHERWISE. JOINT REINFORCEMENT: ASTM A82 FOR SMOOTH WIRE AND ASTM A496 FOR DEFORMED WIRE. USE TWO LONGITUDINAL WIRES NOT LESS THAN #9 GAGE. LAP 12" FOR SMOOTH WIRE AND 6" FOR DEFORMED WIRE AT SPLICES MASONRY REINFORCING STEEL: ONE #5 VERTICAL BAR IN A GROUTED CELL SHALL BE PROVIDED AT SPACING INDICATED ON THE PLANS, BUT NOT EXCEEDING 24" ON CENTER. TWO #5 FULL - HEIGHT VERTICAL BARS SHALL ALSO BE PROVIDED ON EACH SIDE OF OPENINGS, WALL ENDS, AND INTERSECTIONS. UNLESS OTHERWISE NOTED ON THE PLANS, BOND BEAMS WITH TWO #4 HORIZONTAL BARS SHALL BE PROVIDED AT A SPACING NOT TO EXCEED 48" ON CENTER. BOND BEAMS SHALL ALSO BE PROVIDED AT ALL FLOOR AND ROOF LINES AND AT THE TOP OF WALLS. GROUTED CELLS: FILL ONLY CELLS CONTAINING REINFORCING BARS WITH GROUT, UNLESS PLANS SPECIFY ALL CELLS TO BE GROUTED SOLID. GROUT POURS SHALL NOT EXCEED 5' -0" IN HEIGHT UNLESS CLEANOUTS ARE PROVIDED. LOCATE CLEANOUTS AT THE BOTTOM COURSE AT EVERY VERTICAL BAR, OR 32" ON CENTER FOR SOLID- GROUTED MASONRY. REFERENCE ACI 530.1, SECTION 3.5 FOR GROUT PLACEMENT. BLOCK PATTERN: USE RUNNING BOND UNLESS NOTED OTHERWISE. EPDXY EMBEDMENTS FOR CONCRETE MASONRY APPLICATIONS ONLY: UNLESS NOTED OTHERWISE, ALL EPDXY EMBEDDED ITEMS CALLED OUT ON THE STRUCTURAL DRAWINGS SHALL BE HILTI HY -150, OR APPROVED EQUAL. ALL EMBEDDED ITEMS SHALL BE INSTALLED PER THE EPDXY MANUFACTURER'S RECOMMENDATIONS. EPDXY EMBEDMENTS SHALL BE INSTALLED IN GROUTED CELLS ONLY, UNLESS NOTED OTHERWISE. IF EXISTING CELL IS FOUND TO BE HOLLOW, ADDITIONAL GROUT SHALL BE ADDED TO FILL AN 8" WIDE VERTICAL COLUMN DOWN TO THE FIRST BOND BEAM BELOW THE EMBEDMENT. INSPECTION: PERIODIC SPECIAL INSPECTION OF STRUCTURAL MASONRY IS REQUIRED FOR THIS PROJECT. SPECIAL INSPECTION AND TESTING SHALL BE IN ACCORDANCE WITH IBC SECTIONS 1704.5 AND 2105. STRUCTURAL STEEL: EXCEPT AS MODIFIED BELOW, STRUCTURAL STEEL SHALL CONFORM TO THE LATEST EDITIONS OF THE FOLLOWING DOCUMENTS: AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" AND AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES ". MATERIALS: STRUCTURAL STEEL ( "W" SHAPES ONLY): ASTM A992 OR ASTM A572, GRADE 50 STRUCTURAL STEEL (OTHER SHAPES & PLATES): ASTM A36 STRUCTURAL TUBING & ROUND HSS: ASTM A500, GRADE B STEEL PIPE: ASTM A53, GRADE B MACHINE BOLTS: ASTM A307, GRADE A HIGH— STRENGTH BOLTS: ASTM A325N, TYPE 1 ANCHOR BOLTS: ASTM F1554, GRADE 36 THREADED RODS: ASTM A36 HEADED SHEAR STUDS: ASTM A108, INSTALL IN ACCORDANCE WITH AWS D1.1 BASE PLATE GROUT: NON— SHRINK, MINIMUM f'c = 6,000 PSI AT 28 DAYS WELDING: ALL STRUCTURAL WELDING SHALL CONFORM TO AWS D1.1, "STRUCTURAL WELDING CODE— STEEL ". WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS /WABO REQUIREMENTS. ALL FIELD WELDS SHALL USE E70 ELECTRODES, UNLESS NOTED OTHERWISE. ALL FIELD WELDS AND SHOP WELDS FOR BRACED FRAME AND MOMENT FRAME CONNECTIONS SHALL USE E70 ELECTRODES WITH A MINIMUM CHARPY V -NOTCH TOUGHNESS OF 20 FT —LBS AT —20 DEGREES FAHRENHEIT. SHOP PAINTING: STEEL CONCEALED BY BUILDING FINISH OR IN CONTACT WITH CONCRETE NEED NOT BE PAINTED. ALL OTHER STEEL SHALL BE GIVEN ONE COAT OF SHOP PAINT, IN ACCORDANCE WITH SECTION M3 OF THE AISC "SPECIFICATION" AND SECTION 6.5 OF THE AISC "CODE ", UNLESS NOTED OTHERWISE. WOOD FRAMING: EXCEPT AS MODIFIED BELOW, WOOD FRAMING SHALL CONFORM TO THE LATEST EDITIONS OF THE FOLLOWING DOCUMENTS: IBC CHAPTER 23, AITC "TIMBER CONSTRUCTION MANUAL ", AND THE NDS "NATIONAL DESIGN SPECIFICATION ". MATERIALS: GLUED LAMINATED TIMBER: AITC 190.1 AND 117 PLYWOOD: DOC PS 1 -95 BOLTS: ASTM A307, GRADE A LAG BOLTS: ASTM A307 ANCHOR BOLTS: ASTM F1554, GRADE 36 NAILS: COMMON WIRE NAILS CONFORMING TO ASTM F1667 REVIEWED This plan was 'tilers' fur general conformance with the (*AimtJtg, . u nl'hy the Jurisdiction: Structural Provisions of the International Bu1Wlpl[ Codta ❑ Non•structural Provisions of the International Dg1WID* Oido ❑ .other. The project.appliastut ireesp.omibte for confonfsnee'witA all applicable codes, conditions of approval. and permit hpuirements subject to the regairpneats sod iWarpretattaib of .tho . governing authority. This tcview dote not relieve the Architect and 'Elitisoets of Record of the respontihility fof a complete design in aocunionca isitb'the lawt of the governing jurisdiction and the.statt of ashington J>artedii tlt� .: )1 By Y .� z Date Zi=s )4) REID MIDDLET ei . tNC Code Review Consultant REVIEWED FOR (CODE COMPLIANCE APPROlIED JUN O120U City at Tukwila BUILDINGDivici( SAWN STRUCTURAL LUMBER: ALL STRUCTURAL LUMBER SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE: JOISTS DOUG —FIR #1 BEAMS AND POSTS DOUG —FIR #1 STUDS HEM —FIR #2 OR BETTER ALL DIMENSIONS NOTED ARE NOMINAL. WOOD BEARING ON OR WITHIN 1" OF CONCRETE OR CMU OR WITHIN 6" OF EARTH SHALL BE TREATED WITH AN APPROVED PRESERVATIVE. PROVIDE MILD STEEL PLATE WASHERS AT ALL BOLT HEADS AND NUTS BEARING ON WOOD, EXCEPT PROVIDE CUT WASHERS AT SILL PLATES. MINIMUM FASTENING SHALL BE IN ACCORDANCE WITH IBC TABLE 2304.9.1, UNLESS NOTED OTHERWISE. ALL NAILS IN TREATED TIMBER SHALL BE GALVANIZED. GLUED LAMINATED TIMBER: GLUED LAMINATED TIMBER SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE: SIMPLE SPAN DOUGLAS FIR (24F —V4, DF /DF) CANTILEVER AND CONTINUOUS SPANS DOUGLAS FIR (24F —V8, DF /DF) PROVIDE WET -USE ADHESIVES. MOISTURE CONTENT SHALL BE 16% MAXIMUM. WOOD BEARING OR INSTALLED WITHIN 1" OF CONCRETE SHALL BE TREATED WITH AN APPROVED PRESERVATIVE. A COAT OF END SEALER SHALL BE APPLIED TO THE ENDS OF ALL MEMBERS EXPOSED TO WEATHER AS SOON AS PRACTICABLE AFTER END TRIMMING. ALL NAILS IN TREATED TIMBER SHALL BE GALVANIZED CAMBER ALL GLUED LAMINATED BEAMS TO 3,500 —FOOT RADIUS UNLESS SHOWN OTHERWISE ON THE PLANS. ROOF SHEATHING: ROOF SHEATHING SHALL BE 5/8" (NOMINAL) APA —RATED SHEATHING, 32/16, EXPOSURE 1, SIZED FOR SPACING. INSTALL PANELS WITH 1/4" SPACING AT END JOINTS AND 1/8" SPACING AT EDGE JOINTS MINIMUM. NAILING SHALL BE 10d (COMMON) AT 6" O.C. AT SUPPORTED PANEL EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS, UNLESS NOTED OTHERWISE. INSTALL PLYWOOD SHEATHING WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. SHEAR WALL SHEATHING: SHEAR WALL SHEATHING AND FASTENING SHALL BE AS SPECIFIED ON THE PLANS. MINIMUM NAILING WHEN NOT SPECIFIED SHALL BE 10d (COMMON) AT 6" O.C. AT ALL BLOCKED PANEL EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS. PLYWOOD PANEL EDGE BLOCKING IS REQUIRED AT ALL SHEAR WALLS. PRESERVATIVE TREATMENT: UNLESS NOTED OTHERWISE, ALL LUMBER AND PLYWOOD REQUIRED TO BE PRESERVATIVE TREATED SHALL BE PRESSURE TREATED AND SHALL BEAR AN APPROVED QUALITY MARK OR THAT OF AN APPROVED INSPECTION AGENCY WHICH MAINTAINS CONTINUING SUPERVISION, TESTING, AND INSPECTION OVER THE QUALITY OF THE PRODUCT, AND SHALL BE IDENTIFIED. ALL CONNECTORS AND FASTENERS IN CONTACT WITH TREATED WOOD SHALL BE STAINLESS STEEL OR HOT —DIP GALVANIZED. PROPRIETARY PRODUCTS: ENGINEERED JOISTS AND BEAMS SHALL BE OF THE SIZE AND TYPE NOTED ON THE STRUCTURAL DRAWINGS AS MANUFACTURED BY TRUS JOIST MacMILLAN, OR APPROVED EQUAL. JOISTS SHALL HAVE LOAD CARRYING CAPACITY IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED LOAD TABLES AND SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. SUBMIT SHOP DRAWINGS, WITH PLAN LAYOUT AND REQUIRED CONNECTION DETAILS, FOR REVIEW BY THE ENGINEER OF RECORD PRIOR TO FABRICATION. INSPECTIONS: INSPECTIONS SHALL CONFORM TO IBC SECTION 109. SPECIAL INSPECTIONS: IN ADDITION TO THE INSPECTIONS REQUIRED BY IBC SECTION 109, SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE REQUIREMENTS OF IBC CHAPTER 17 ON THE TYPES OF WORK LISTED IN SECTIONS 1704 AND 1707. SPECIAL INSPECTIONS SHALL INCLUDE, BUT ARE NOT LIMITED TO, THE FOLLOWING ITEMS: -- WOOD DIAPHRAGMS AT ROOFS, FLOORS, AND SHEARWALLS (IBC SECTION 1704.6.1) -- EXISTING SITE SOIL CONDITIONS, FILL PLACEMENT, AND LOAD— BEARING REQUIREMENTS (IBC SECTION 1704.7) PERIODIC SPECIAL INSPECTION: 1. ON -SITE STRUCTURAL WELDING (IBC SECTION 1704.3) - - SINGLE —PASS FILLET WELDS NOT EXCEEDING 5/16" 2. MASONRY CONSTRUCTION (IBC SECTION 1704.5) - - MORTAR, REINFORCEMENT, GROUT, AND STRUCTURAL CONNECTIONS (1704.5.2) 3. STRUCTURAL WOOD (IBC SECTION 1707.3) - - FASTENING OF COMPONENTS WITHIN THE SEISMIC — FORCE- RESISTING SYSTEM (INCLUDING DRAG STRUTS, BRACES, AND HOLDOWNS) CONTINUOUS SPECIAL INSPECTION: 1. ON —SITE STRUCTURAL WELDING (IBC SECTION 1704.3) - - ALL WELDING NOT COVERED BY PERIODIC INSPECTION 2. MASONRY CONSTRUCTION (IBC SECTION 1704.5 AND 1707.1)) - - GROUT PLACEMENT (1704.5.2) -- INSTALLATION OF EPDXY OR ADHESIVE ANCHORS - - INSTALLATION OF HEADED (SHEAR) STUD ANCHORS IN MASONRY (1704.13) 3. CONCRETE CONSTRUCTION - - ADHESIVE AND SCREW TYPE ANCHORS — IN ACCORDANCE WITH ICC -ES EVALUATION REPORTS. - - ADHESIVE INSTALLATION OF REINFORCING DOWELS AND BARS (1704.13) INSPECTION NOTES - SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY A CITY INSPECTOR. SPECIALLY INSPECTED WORK WHICH IS INSTALLED OR COVERED WITHOUT THE APPROVAL OF THE CITY INSPECTOR IS SUBJECT TO REMOVAL OR EXPOSURE. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY THE SPECIAL INSPECTOR OR INSPECTION AGENCY AT LEAST ONE WORKING DAY BEFORE PERFORMING ANY WORK THAT REQUIRES SPECIAL INSPECTION. ALL WORK PERFORMED WITHOUT THE REQUIRED SPECIAL INSPECTION IS SUBJECT TO REMOVAL. 110 -035 1 PROJECT START DATE DD SUBMITTED FOR OWNER APPROVAL SUBMITTED FOR BUILDING PERMIT SUBMITTED FOR DESIGN REVIEW /SEPA PERMIT REVISONS j OWENER REVISONS /2\ 1 CONSTRUCTION DRAWINGS 0 ( 0 &) rn 0) rn 0 .- r - .- \NN 0 CO 0 0 .- .- rnrnrn0 r- *d\-d\- 0 .- r- 0 .- M 1 I 1 I 1 1 0 I z 0 J m >- w D LL U) Z 0 I- < 0 W CC 0 J oS os 6 6 u u 0 0 RECEIVED MAY 17 2010 REID MIDDLETON 1 EXPIRES 2/13/11 DRAWN KEL CHECKED PVH DATE 5/14/2010 SCALE AS NOTED JOB NUMBER 09047.00 siNo SHEAR WALL SCHEDULE (S) (9) SHEATHING & FASTENING SHEAR TRANSFER CONNECTIONS MINIMUM FRAMING MEMBERS (7) MARK CAPACITY LBS /FT (1) APA -RATED PLYWOOD /OSB SHEATHING (2) NAIL SIZE (3) EDGE NAIL FIELD NAIL SPACING BOTTOM PLATE NAILING (5) SILL PLATE CDNN. TO FOUNDATION (4) (6) RIM JOIST DR BLOCKING CONN, . ALONG TOP PLATE FRAMING AT ABUTTING PANEL EDGES FOUNDATION SILL PLATE P1 -6 280 15/32' - ONE SIDE 10d 6' O.C. 12' O.C. 16d @ 6' O.C. 5/8'0 A.B. @ 48' O.C. A35 @ 16' O.C. 2x 2x P1 -5 350 15/32' - ONE SIDE 10d 5' O.C. 12' O.C. 16d @ 4' O.C. 5/8'0 A.B. @ 48' O.C. A35 @ 16' O.C. 2x 2x P1 -4 425 15/32' - ONE SIDE 10d 4' D.C. 12' O.C. 16d @ 4' O.C. 5/8'O A.B. @ 32' O.C. A35 @ 12' O.C. 3x 3x NOTES 1. ALLOWABLE SHEAR CAPACITY ASSUMES HEM -FIR FRAMING AND IS IN CONFORMANCE WITH THE 2006 INTERNATIONAL BUILDING CODE AND THE 2006 INTERNATIONAL BUILDING CODE, 2. 7/16' APA -RATED OSB SHEATHING MAY BE USED IN PLACE OF THE 15/32' PLYWOOD SHEATHING. PROVIDED ALL STUDS ARE SPACED AT 16' O.C. MAX. 3. USE COMMON NAILS, U.NA. (10d= 0.148'0x3', 16d= 0.162'0x3 1/2') 4, USE I.C.B.O. APPROVED EPDXY FOR THREADED ANCHOR RODS INSTALLED IN EXISTING CONCRETE. 5, REFERENCE APPLICABLE DETAILS FOR ADDITIONAL FRAMING REQUIREMENTS WHERE SPACING OF BOTTOM PLATE NAILS IS LESS THAN 4' D.C. 6. SILL PLATE ANCHOR BOLTS SHALL BE PROVIDED WITH 3'x3'x1/4' STEEL PLATE WASHERS IN SEISMIC ZONES 3 & 4 AND SEISMIC DESIGN CATEGORIES D, E, & F. 7, 3x FRAMING MEMBERS ARE ONLY REQUIRED IN SEISMIC DESIGN CATEGORIES D, E, & F WHERE SHEATHING IS APPLIED ON BOTH SIDES OF THE WALL, FOR DOUBLED SIDED WALLS, 2x FRAMING IS ACCEPTABLE ONLY IF ABUTTING PANEL EDGES ON OPPOSITE SIDES OF THE WALL ARE NOT LOCATED ON THE SAME FRAMING MEMBER. 8. TO MINIMIZE CORROSION, PROVIDE HOT- DIPPED GALVANIZED (ELECTRD- PLATED IS NOT ACCEPTABLE) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC,) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. REFERENCE TYPICAL SHEAR WALL ELEVATION SHEET S5.1 FOR ADDITIONAL FRAMING INFORMATION. FOOTING SCHEDULE qs =2,500 psf MARK SIZE REINFORCEMENT F3.0 3' -0" x 3 -0" x 0' -10" 3 - #4 EA. WAY BOT. F4.0 4' -0" x 4' -0" x 1' -0" 4 - #5 EA. WAY BOT. F4.5 4' -6" x 4' -6" x 1' -0" 4 - #5 EA. WAY BOT. F5.0 5' -0" x 5' -0" x 1' -0" 5 - #5 EA. WAY BOT. F5.5 5' -6" x 5' -6" x 1' -l" 6 - #5 EA. WAY BOT. F6.0 6' -0" x 6' -0" x 1' -3" 5 - #6 EA. WAY BOT. F6.5 6' -6" x 6' -6" x 1' -3" 6 - #6 EA. WAY BOT. F7.0 7' -0" x 7' -0" x 1' -4" 7 - #6 EA. WAY BOT. NOTE: 1.) ALLOWABLE SOIL BEARING CAPACITY = 2500 psf 2.) NOT ALL FOOTING SIZES ABOVE WILL BE USED. 27' -1" — — 24' -7" 24' -7" 24' -7" 24' -7" 24' -7" OWENER REVISONS /2\ CONSTRUCTION DRAWINGS 0 V) _ 0 V) o) 0 '- .- EXISTING 1 Q I L - -J 1 L EXISTING — NEW FOOTING: 4' X 4' X 1' -0" D WITH (4) #5 BARS EA. WAY (BOTTOM). I I L EXISTING 1 —J EXISTING 1 1 1 EXISTING 51" THICK CONCRETE SLAB ON GRADE. TOP OF SLAB IS REFERENCE DATUM ( 0' - 0 ") REVIEWED FOR CODE COMPLIANCE P ti i JUN 01 2010 City of Tukwila BUILDING nivicinhi 1 L EXISTING — � I EXISTING FOOTING 5' -0" X 5' -0" X 1'f- EXISTING FOOTING: : 2' -0" WIDE X 1' -O" DEEP, TOP OF FOOTING AT -4' -4" BELOW TOP OF EXISTING SLAB, TYPICAL. 16' -0" TYPE P1 -4 SHEARWALL 1 — F4.0 L r - -) F4.0SIM 1 TYP. EXISTING FOOTING: 2' -6" WIDE X 1' -0" DEEP, TOP OF FOOTING AT -4' -4" BELOW TOP OF EXISTING SLAB, TYPICAL. EXISTING - --1 1 1 1 1 L —.J EXISTING 10i" X 101" GLULAM COLUMN TO REMAIN (SLAB TO ROOF) NEW FOOTING: 4'X4'X1' -6 "D EXISTING EXISTING — — -1 EXISTING 1- - -� I \ I L NEW 1' -6" WIDE X 10" DEEP RAMP WALL FOOTINGS, CENTERED ON WALL TYP. NEW 8" CMU RAMP WALLS, TYP. 1 PROJECT START DATE DD SUBMITTED FOR OWNER APPROVAL SUBMITTED FOR BUILDING PERMIT SUBMITTED FOR DESIGNAREVIEW/SEPA PERMIT REVISONS / OWENER REVISONS /2\ CONSTRUCTION DRAWINGS 0 V) _ 0 V) o) 0 '- .- 2/8/10 0 0 rnrno N d- 0 -- 4/30/10 I 1 I 1 I 1 0 1..,. 91 -411 z 0 J co •>- -J W D u moo o) (1) (X0 z=LL 0 «I0 z mw co 3 0 N v z 0 F" O LLI Z WI (1) CN zco T J C m CV 0) ADD 6X8 D.F. #1 POST TO EACH SIDE OF COLUMN REMOVE. EXISTING WOOD COLUMN REMOVE EXISTING WOOD COLUMN EXISTING FOOTING: 5' -0" X 5' -0" X 1'- W/ 5 - #6 EA. WAY TO REMAIN N. EXISTING 5,1" THICK CONCRETE SLAB ON GRADE. TOP OF SLAB IS REFERENCE DATUM ( 0' - 0 ") NEW 6' -0" WIDE X 20' 1' -4' DEEP FOOTING WIT LONG , TOP Sc BOTTOM Al 16 "OC TRANSVERSE, TOP "LX (6) #6 D #4® BOTTOM. NEW WALL FOOTING 3' -O" WIDE X 1' DEEP (THIS SIDE ONLY) NEW 8" CMU RAMP WALLS, TYP. POUR BACK STRIP SAW CUT AND REMOVE EXISTING SLAB, TYP. cp F4.0 6.0 Go�� Piz cOV J t -1 � � - - -- — i - -- - - -- — all / L 1 1 1 �� , '\ L/iiii � i 0 o F4.0 _ I ° -�1 F4.0 I N 0I — _ /i I i i AI %PG/ iiAKIAW I Kiiiiiii i iiiiii i /JAW ICI ii iii iii i AKr Aa w i .i. .rm A Iii! /� sass ���►� - - - - -- ��!��. s�ls ��s� ����! - --- s�1s �s�.' s� /� NEW 12" CMU WALL, TOP OF FOOTING TO TOP OF SLAB. 4" SLAB, SLOPE AS SHOWN WALKWAY F4.3 t 1 EXPIRES 2/13/11 -Fiooiiiiiiiiviiiiii iiiiiiiiiiiw.mdr. iuii i� iiii.r. rr. ii rA .11 - /. i I r� F3.0 PLANTER I / 1 L - - - -- �I /J L02/4�. rrn.1.41%410, e 13' -10,1 FOUNDATION PLAN SCALE: 1 /8" = -0" �(o -o3s rp RE W 11 E Nil E U MAY 2 0 2010 1 1 1 1 1 1 -o' REID MIDDLETON, INC. DRAWN KEL CHECKED PVH DATE 5/14/2010 SCALE AS NOTED JOB NUMBER 09047.00 S2.1 EXISTING lit X 10i" GLULAM COLUMN TO REMAIN (SLAB TO ROOF) (2) ROWS 10d @ 6' O.C, EA. ROW GLB EDGE BEAM PER PLAN 1 -1/8' PLYWOOD 8 \-1 16" TJI @ 16' O.C. SIMPSON WPU 2,37 \ HANGER 6X8 D.F. #1 POST W24 X 76 BEAM PER PLAN MEZZANINE JOIST TO BEAM ' =I' -0' HSS COLUMN BEYOND CMU WALL (2) ROWS 10d @ 6' O.C. EA. ROW 1" GAP BETWEEN CMU AND HSS COLUMN FLOOR SHEATHING PER PLAN AND GENERAL NOTES 3" BOT. OF PLYWOOD TO OF . ANCHOR 16" BOND BEAM AT MEZZ, ELEVATI ❑N W /(2) #4 H❑RIZ. INTALL is DIA. X 12" THREADED ROD ANCHORS ® 16 "OC. USE SIMPSON SET EPDXY W/ 5" EMBED INTO CMU. JOIST PER PLAN 3'x16' PSL EDGE BEAM 4x8 PRESSURE - TREATED LEDGER W /''0 ANCHORS BOLTS @ 24' O.C, & 6' FROM ENDS OF EACH PIECE MEZZANINE @ CMU WALLS (2) ROWS 10d @ 6' O.C. //- EA. ROW 3'x16' PSL JOIST PER PLAN GLASS PER ARCH. EDGE OF MEZZANINE GLASS = I' -0' 1%‘, 71‘‘NA,XN1.:„ LEV 6X6 COLUMN TO ROOF 4X8 P.T. BLOCKING 3 X 16 PSL ELEVATION DETAIL PLAN DETAIL MEZZANINE POST CONNECTION 1.1_0. —REVIEWED FOR CODE COMPLIANCE APPR0!!ED JUN O 1 2010 City of Tukwila BUILDING DIVISION iF 27' -l" 24' -7" 24' -7" 24' -7.. 24' -7" 24' -7" CONSTRUCTION DRAWINGS 1 REVISION z 0 0 EXISTING 10i" X 1O1" GLULAM COLUMN TO REMAIN (SLAB TO ROOF) SIMPSON MSTC 40 ,k<1 ADD 6X8 D.F. #1 POST QO TO EACH SIDE OF COLUMN lG�y�le, y bo ss o • +L i"c" O ,\ LBV 3.56/16 HANGER 3 X 16 (2.2E) PSL 5 -14 -10 SIMPSON MSTC 40 PSL TO PSL, CENTER ON HSS COL. INSTALL 6" DOWN FROM TOP OF PLYWOOD. X 16 (2.2E) PSL I X 16 (2.2E) PSL CD CO r- W/ SIMPSON WPB " 2.37 HANGERS,TYP. (p3 CL 7 7 7 r r r r 7 7 J 3 X 16(2.2E) PSL S5.1 WINDOWS d • 16" TJI 360 AT ._ 6" OC 16" TJI 360. T 16" OC S2.2 x CO W21 X 44 BEAM X 16(2.2E) WIND WS CMU CM WINDOWS 26' -7" MEZZANINE FRAMING PLAN SCALE: 1 /8" = 1' -0" 47'-2" E V l E W E .0 -035 PviAY202010 REID MIDDLETON, INC. EXISTING CONCRETE TILT( -UP U 03 PROJECT START DATE DD SUBMITTED FOR OWNER APPROVAL SUBMITTED FOR BUILDING PERMIT SUBMITTED FOR DESIGNAREVIEW/SEPA PERMIT REVISONS / \ BID SET SENT OUT A CONSTRUCTION DRAWINGS 1 REVISION z 0 0 0 4/1 9/1 0 0 0 3/ I9 19 0 I I I I 1 I rn N d- 1 1 1 MI o I.,, z 0 J z 0 0 z cc 0 0 J m oS W 0) z W O W ('3 �z 1 • Q co T i CO __I N F-- EXPIRES 2/13/11 DRAWN KEL CHECKED PVH DATE. 5/14/2010 SCALE AS NOTED JOB NUMBER 09047.00 S2.2 (4) m REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 1 2010 City of Tukwila kM' lA BUILDING DIVISION 27' -1" 24' -7" — -- 24' -7" 24' -7" — 24' -7" 24' -7" 8 -0" OC. U 0) 0 \ 0) O)— cp Z t A CONC. TILT PANELS 0 N_ EXISTING CONC. PANEL L 0 CL 0 EXISTING GL 3 " x 18" PURLIN 8' —O" OC. Ni EXIS ENE 5i111 EXISTING 4" x 16" PURLIN 8' -0" OC. S TO REMAIN EXISTING BEA N.O. EXIS EXIS 2X6 TING TING AT RO RO 4" F HEA HIN LA F AMI G: OC OUT x CO EXI TING "4x16 PURL N 8 —0" OC. U.N. EXISTING 4" x 16" PURLIN 8' -0" OC. S TO REMAIN EXISTING BEA 0 NNV W EXISTING 4" x 16" PURLIN 8' —O" OC. S TO CUT BACK m N W TO NEW MEZZ COL. Q U EXISTING 4" x 16" PURLIN 8' -0" OC. EXISTING 4" x 16" PURLIN 8' -0" OC. ii LA- 0 0 1 U U U ' O 1 ° LCOYE BELO�1 n ° ° EXI TIN 4x16 URLIN 8'— " OC.? t ; : � , ,, 1 I 1 1 NEW 21 X 5 BEAM S 1 �r a '� r�' ro,+28 —2 TOP OF CMU . . 6. X x +28' -10" TOP OF CMU �, O +29' -10 1/2 ")TOP OF CMU PARAPET TOP OF CMU ( +29' -10 1/2 "8 CMU PARAPET I % TOP OF CMU +29' -10 1/2" S6.1 1ST NG 4x1 PU LIN 8' -0" OC. U. F S6.1 J S6.1 EXISTING 4x16 P EXI TING CONC. PANEL 09' -105 RLI >�' -0" OC. U .N.O. EXISTI 4x16 PUR IN 8' -0" U.N TO OF CMU PARAPET TOP OF CMU 8" CMU PARAP NEW SHEET SHEET • OOF SHEATHING LAYOUT. FOR EACH BAY MUST BE FULL LENGTH OF BAY. WHOLE ONLY. THIS BAY IS GREATER THAN 8' -0'. L S6.1 8" CMU PARAPET +28' -10 "TOP OF CMU ROOF FRAMING PLAN SCALE: 1/8" = 1 -0" A(O Ark r 1AY202.0'0 REID MIDDLETON,• INlI. PROJECT START DATE DD SUBMITTED FOR OWNER APPROVAL SUBMITTED FOR BUILDING PERMIT SUBMITTED FOR DESIGNAREVIEW/SEPA PLRLI� 8 -0" OC. U 0) 0 \ 0) O)— cp Z t A 0 \ N S6.1" XIS I ' 4x1 '1 N..© 4/30/10 1 RELJCA 1 I :D) 5 ) 18 DRAG — 4 -10 SAM A IEXIJTINGl 4x16 PURLIN ffi' -01' 00. 0 NNV W EXISTING 4" x 16" PURLIN 8' —O" OC. S TO CUT BACK m N W TO NEW MEZZ COL. Q U EXISTING 4" x 16" PURLIN 8' -0" OC. EXISTING 4" x 16" PURLIN 8' -0" OC. ii LA- 0 0 1 U U U ' O 1 ° LCOYE BELO�1 n ° ° EXI TIN 4x16 URLIN 8'— " OC.? t ; : � , ,, 1 I 1 1 NEW 21 X 5 BEAM S 1 �r a '� r�' ro,+28 —2 TOP OF CMU . . 6. X x +28' -10" TOP OF CMU �, O +29' -10 1/2 ")TOP OF CMU PARAPET TOP OF CMU ( +29' -10 1/2 "8 CMU PARAPET I % TOP OF CMU +29' -10 1/2" S6.1 1ST NG 4x1 PU LIN 8' -0" OC. U. F S6.1 J S6.1 EXISTING 4x16 P EXI TING CONC. PANEL 09' -105 RLI >�' -0" OC. U .N.O. EXISTI 4x16 PUR IN 8' -0" U.N TO OF CMU PARAPET TOP OF CMU 8" CMU PARAP NEW SHEET SHEET • OOF SHEATHING LAYOUT. FOR EACH BAY MUST BE FULL LENGTH OF BAY. WHOLE ONLY. THIS BAY IS GREATER THAN 8' -0'. L S6.1 8" CMU PARAPET +28' -10 "TOP OF CMU ROOF FRAMING PLAN SCALE: 1/8" = 1 -0" A(O Ark r 1AY202.0'0 REID MIDDLETON,• INlI. PROJECT START DATE DD SUBMITTED FOR OWNER APPROVAL SUBMITTED FOR BUILDING PERMIT SUBMITTED FOR DESIGNAREVIEW/SEPA PERMIT REVISONS /1\ \ OWENER REVISONS /2\ CONSTRUCTION DRAWINGS REVISION REVISION 0) 0 \ 0) O)— 0 r- \.—��\ ,— �co 0 \ N 0 0 .— r- v) a) -1 N 0 r- o) * 4/30/10 1 ► I 1 I 1 I 0 1 . Z'° z °!-- j 1 w l- �L0 W _ CO CC -2 Q Z co I— J (1) J _ O m c LuLo w CD I- v) LL EXPIRES 2/13/11 DRAWN KEL CHECKED PVH DATE 5/14/2010 SCALE AS NOTED JOB NUMBER 09047.00 S2.3 PER ARCH 24" MAX INVERTED LUS28 1 X 14 LVL G 4X8 LEDGER W/ in 0 ANCHOR BOLTS ® 24 "OC 8" CMU LINTEL ri7:" ire2 "%VA Z /7"vv 7,-.AztrzzA, S2.4 x w TOP AND SIDES 2x12 BLOCK @ 24 "OC LB212 HANGERS CANOPY EDGE SIMPSON LSTA24 @ 24 "OC BENEATH PLYWOOD 2 JOISTS @ 24" OC 2 X 12 BLOCKING LB212 HANGGERS LUS28 HANGGERS x x MIS X 14 PSL OR 3 X 13 24F —V4 2 INVERTED SIMPSON LGU3.25 —SDS 13' -10 INVERTED SIMPSON 2' -1y" 2 CANOPY PLAN SCALE: 3/4 " =1' -0" 3/4" CDX PLYWOOD ALL EDGES BLOCKED W /FULL -DEPTH BLOCKS. 10D NAILS @ 4" OC ALL EDGES. SCALE: 1 1 /2 " =1' -0" WINDOWS 1' -3) " 2 STEEL 7 X W /(4) EMBED PL X 1' -3 " i" X 6" WHS'S t0-0 CANOPY 5 -14 -10 SCALE: 1 1 /2 " =1' -0" BACK PLATE 4 X X0' -6" SIDE PLATES 9 X I X O' -9" BRG PLATE 3iXPi XO' -4" 1' -11" 0..00 PIP P P .6 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 1 2010 City of Tukwila BUILDING DIVISION STEEL EMBED PL 7 X X 1'- W/(4) in X 6" WHS'S (REMOVE CMU FACE SHELL) . (PROJECT START DATE DD SUBMITTED FOR OWNER APPROVAL SUBMITTED FOR BUILDING PERMIT SUBMITTED FOR DESIGN REVIEW /SEPA PERMIT REVISONS / \ BID SET SENT OUT A OWENER REVISONS /2\ \ CONSTRUCTION DRAWINGS 20 0 2 o - 0 ; 0 0 ,,, a) a) 0 ■ 4/30/10 rn '— 2/8, N a- a) N 1 1 1 1 1 1 1 1 0 I LGU3.25 —SDS (2) #4 IN BOND BEAM CANOPY LEDGER ELEVATION DEVIIIEWIrE t iA'( 2 0 zoio REID MIDDLETON, INC. ** NOTE ** %6" CONT. FILLET ALL CONNECTION'S /EDGES CANOPY EDGE SCALE: 1 1 /2 " =1' -O" „ u z 0 z w 0 w C� O cc z w�_ CC Ci) CD CD 0 Z co T 0(I)J 0 CO 0 o� LO w EXPIRES 2/13/11 DRAWN KEL CHECKED PVH DATE 5/14/2010 SCALE AS NOTED JOB NUMBER 09047.00 S 2.4 #6 X 3' -0" DOWEL ® EACH BOND BEAM DRILL AND EPDXY PER GENERAL NOTES EXISTING 12" PILASTER 11 PLAN OF DOWELS TO EXISTING CONCRETE TILT - UP TOP OF FINISHED FLOOR 0' -0" i;s FINISHED GRADE VARIES 8" CONT. BOND BEAM © TOP OF WALL W/ (2) #4 ® 48" O.C. (MAX), TYP. #5 VERT. © 24" OC PLACE / - 16" BOND BEAM ON WALL CENTERLINE TYP. AT CORNER ROOF W/ (4) #4 CONT. 12' -0" LONG WALL SHALL BE GROUTED SOLID W/ #5 VERT. © 24" AND (2) #4 AT HORIZ. BOND BEAMS PER SPACING INDICATED TO THE LEFT - DRAG CONNECTION PER DETAIL B/S6.1 (BEYOND) 1 1 1 I I 1 I I I �I'- •.J . p . y (I . 1 1 1 1 1 1 1 1 1 1 L 1 I 1 1 1 I 1 1 L 1 I 1 I_ I 1 1 1 1 1___ _________ _ _ _ _ _■ ■-- ____________ 1 1 1 1 1 1 1 1 1 I I J l _� 1 I •1 i. 1 11 I 1 1.1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 l 1 1 1 1 1 1 '9 51 f ���___� \I�I�Iii.ln �iQ9�I11®®!!! 111�l pOWl�i18®f ®1___________________________ 1r ji ■Illi________I.______I_. I I l I I l I l l l I I 1 I I I I I I I I I I I I I I J I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 •1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I I 11 I I I l l I I l l l l l l l l l l l l l l 1 I I I l I I I I L I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 I ,1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 l 1 1 1 1 1 1 1 1 1 1 1 1 1 1___■■_ ____________ ■■_____________I___ __________.�.a._ .■ _ – CONT. HORIZ. BOND BEAMS ____1____________________ _________►a laal Mesa 1.71 _1� UM i II MEd Mal oaa.'a■e RIM I___1■1_______■■_____a �________�____■.__ a l _________I I_.• =I.■Inl_I■.1_I:.1�_ W/ In #4 ® 48" O.C. (MAX) 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 111 I I I I I I I I I I I moms I I 1 I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I 1 I I I I I 1 I I' _� 1111111111111I111111111111111111111111111111111111111I1I11I111 __________. _lea I ..1_I ■ 11 •.. ._1I_ ____________________________Il I_L! Rill rniit___________■..I_I.•IIea•11■ I•_II■-I 1___________ EN ____________1_11_ •I1_ ■II _1_11•_ _ I■_ 11 ■1__________________________■IS 1__I !_I,IUUI R 1111�m�nimmi1 _IAl_I! ___________I ■ _■ 1 �.■ I- U II --.II ■.II_I ■1_ �._________I____________ ___1Z�■ ��1�1 __________•_I _I. I_I.-- ■I_I1a.1_I■.I_I •_________.I_______________ ___________11.1 �111111_I.611.I II li MN IMP th.1_7 NNI11R1 _________I.______________ _• 1171.1 ____________INI1_I MINIM .■ 11 ■ 1_I W111IMI MI MI 1__________I_______________ __I 'E_II ___________i. _. I_I _• 1_1 ■ 11.= I_1 AIM II 1a.. e____ _____I._ea1G01a�1 ____________ *1_I_ ■1_ 1 ■EHII_Sl =IWIIII_I_I 1•■_ ■■____••_■______■___■■____1•_11 ___________•I _ ■I_I_ L� I■INWII I ii_I■_ _ I__ _______I__________________ ■1__► ___ _____ I_�� �iq!LL__ IR�I��1�_I_I II>.�iiIi _________ II. Sr ! ■11t7■.1)�.:Q1Ur141 ELI 1 MINI �wmommuuLmoniw ��► ______ = = =__, _. ��!_I I 1.11 •• II um R• =I 1I1= =�= = =1 = == = =� •= = = =' •===IN= MIMI V1 iv .—. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 (6) #5 (3 (3 EACH FACE) (6) #5. EACH FACE) IM� immommismi il__a___lo m__ //J_■ ____I 11a_■___1i 1 ■_■ __1.11 111.1 - I`__.1 MINIM 1___ 11___ 1___ I___ 1___ ;�__- 1___ IMMUNE = 11___ 111 1 1 1 1 (4 EACH FACE) CANOPY CONNECTION EMBEDS PER H&J/S2.4 (8) #5 (4 EACH FACE) D /S5.1 BEYOND �II IEllorrammilm, � I1 1 1 I I I l I I I I I I I I 1 I I I I I I I I 11 1 - - 1 . _ _ _ _ _ I I I 1 1 I 1 1 1 1 I I I 1 1 I I I I I I I I I 1 I 1 1 1 I I mai I I I I I I I I I I I I I I I I I I I I I I I I 1 1 ___IL__1 ■_ t _ ■■___■11___1_1 • 1 1 1 I 1 I 1 1 1 1 1 1 1 1 1 era 1 t 1 1 1 CMU LINTEL SCHEDULE WALL WIDTH MAX.CLEAR SPAN DEPTH HORIZ. BOTTOM BARS 8" 12' -O" 46" (4) #5 BARS 8" 20' - 0" 80" (4) #6 BARS 8" 36' -O" 96" (4) #6 BARS #5 L VERT. 0 24" O.C. (90 DEGREE X 6" HOOK) (2) #5 CONT. 0 TOP AND (©24 "OC® CMU LINTEL (EXTEND 4' -O" MIN. PAST EA. END OF WALL OPNG.) HORIZ. BOTTOM BARS PER SCHEDULE 2 1/2" CMU TO EXIST. PILASTER DETAIL Q MIN. CMU SCALE: 3/4 " =1' -0" CMU WALL PER PLAN MAINTAIN 1" CLR. GROUT CELLS SOLID ® A.B.'S TYP. ANCHOR BOLT IN CMU SCALE: 3/4 " =1' -0" SCALE: 3/4 " =1' -0" TYP. CMU WALL PER PLAN ABOVE LINTEL (EXTEND ALL TYP. VERT. & HORZ. WALL REINF. THRU LINTEL) PER SCHEDULE #5 FOOTING / WALL DOWELS ® 24" OC NOTE: REFERENCE DETAILS ON SHEET S6.1 FOR ADDITIONAL INFORMATION PERTAINING TO CMU LINTELS B.O. LINTEL 2 1/2" T.O. OPNG. PER ARCH. LINTEL REINFORCING 2 1/2" 2 1/2" MAX. MAX. HORIZ. REINF. VERT. 11111 \ REINF. SECTION A —A PER PLAN & ELEV. 1/S3.1 (2) OR 85 T EACH CELL, O.C. MAX (FULL HT. OF CMU WALL) PIER REINF. AT OPENINGS SCALE: 3/4 " =1' -0" G CMU WALL ELEVATION SCALE: 1/8' = I' -0" STACK BOND JOINT CAULKING (FS SEALANT AT FIRE RATED WALLS, SEE ARCH.) NOTE: CONTINUE BOND BEAM & REINF. THRU CONTROL JOINT AT TOP OF WALL & AT CHORD BARS ALONG ROOF LINE 3/8" JT. RUBBER CONTROL JOINT MATERIAL STD. HKS. AT END OF HORZ. REINF. ' A re aI'%nTss lIMI r% t dIWer refil f iiirmi ilimmoj$$ iamArm.4 O. ovimilmosui 'JIa J - J WA IE 60 FEET ` JIk VERT. REINF. SAME SIZE AS TYP. VERT. REINF. PLAN VIEW TYP. CMU EXPANSION JOINT SCALE: 3/4 " =1 '-0" NOTES: 1. REF. ARCH. DWGS FOR FINAL CONTROL JOINT LOCATIONS. 2. DO NOT LOCATE CONTROL JOINTS AT WALL OPNGS. 3. TYPICAL CONTROL JOINT LOCATIONS ARE AT: * CONSTRUCTION JOINTS IN FOUNDATIONS, FLOORS AND ROOFS. * CHANGES IN WALL HEIGHT * LESS THAN 1/2 THE RECOMMENDED JOINT SPACING FROM WALL CORNERS * RECOMMENDED SPACING PER TABLE RECOMMENDED SPACING OF CONTROL JOINTS REINFORCED CMU WALL PARTIAL GROUT SOLID GROUT RATIO OF PANEL LENGTH TO HEIGHT, L/H 3 2.5 MAX. PANEL LENGTH, L 60 FEET 40 FEET VERT. CONTROL /EXPANSION JOINT (REF. ARCH.) CMU WALL PER PLAN J REFERENCE SHEETS S5.1 AND S6.1 FOR FRAMING DETAILS THAT DESCRIBE ADDITIONAL REINFORCING AND EMBEDDED STRUCTURAL COMPONENTS AT MEZZANINE AND ROOF LEVELS. BOND BEAM AT TOP OF WALL VERTICAL BARS ENDING AT TOP OF OPENING MUST HAVE 180' HOOK 1 REVIEWED FOR CODE COMPLIANCE JUN 0 1 2010 � City of Tukwila BUILDING rinricinni MAY 2 0 2010 REID MIDDLETON, INC. 2' -O" MIN. / / TYP. ALL OPENINGS TYP. WALL REINF. PER FND. PLAN 2 #5 VERTICAL BARS FULL HEIGHT OF WALL AT EACH CORNER AND EACH SIDE OF OPENINGS MIN. 40 0 LAP 1' -6" MIN. T.O. FTG.. t OR STEM WALL #5 DOWELS TO MATCH VERT. REINF. MASONRY OPENING (2) #5 (2) #5 MASONRY OPENING btO--O35 CONTROL JOINT LOCATIONS SCALE: 3/4 " =1' -0" NOTES: 1. PROVIDE CONTINUOUS BOND BEAM W/ (2) #5 MIN. AT ALL LEDGERS 2. PROVIDE VERTICAL (2) #5 EACH SIDE OF ALL CONTROL JOINTS (HORIZONTAL REBAR TO STOP AT JOINT EXCEPT BOND BEAMS AT TOP OF WALL, MAIN ROOF ELEVATION AND CHORD REINF.) TYP. REINF. @ CMU WALL OPG. SCALE: 3/4 " =I' -0" IPROJECT START DATE DD SUBMITTED FOR OWNER APPROVAL SUBMITTED FOR BUILDING PERMIT SUBMITTED FOR DESIGN REVIEW /SEPA PERMIT REVISONS /1\ 1 OWENER REVISONS /2\ 1 CONSTRUCTION DRAWINGS 0 N 0 0) 0 rn rn 0 .- •-- r- ,- 0 '– CO (V 0 0 .– r- \ \\ 0) 0) .- r- cV d• 0 r- o) .- d- 1 4/30/10 1 1 1 I 1 I o a M v w (Nn Z rn 0 �a M Li zs,'t o o rrn el 1:cz L I I-- 0 J wcc :I_ D �CO c ,-. i— _1J Ca CD W w 1 w 0 '— co 1 EXPIRES 2/13/11 DRAWN KEL CHECKED PVH DATE, 5/14/2010 SCALE AS NOTED JOB NUMBER 09047.00 S -3.1 i" STRUCTURAL PLYWOOD SHEATHING EXISTING 6" THICK CONCRETE SLAB ON GROUND 2X6 STUDS 016 "OC i "0 X 10" ANCHOR BOLTS W /3" X 3" X " WASHER 032 "OC PIZ/ • 402,- = 1II =1I I =1I I =1I I =111 r. � °' I I1= I I I- 111- 111 -111 =1 a #4 X 11 -6" 024 "OC, STGR'D EXPDXY BARS 4" DEEP IN X 5" HOLES W /SIMPSON SET. COMPACTED —I 1 I- I I I -111 -1 1' -6 SHEAR WALL DETAIL SCALE: 3/4 " =1' -0" (2) #5 CONTINUOUS ADD 6X8 D.F. #1 POST TO EACH SIDE OF COLUMN EXISTING 10 X 10 3 GL. COL. EXISTING SLAB ON GRADE. PLAN 4 u x x x x • • :'—'I I I —I I 111 II I I 1 I11 I —I I —I I � I- ;,1I I�� I�,I ' EXISTING FOOTING 5' X 5' X 1 COLUMN DETAIL TOP OF WALL PER PLAN (VARIES) (2) #4 CONT. 2 TOP COURSE OF 8" CMU 8" CMU WALL CENTERED ON FOOTING, TYP. (2) #4 CONT. FINISHED GRADE PER ARCH a• CMU RAMP WALL SCALE: 3/4 " =1' -0" 0 T -WALL INTERSECTION ALT. CORNER BAR BENDS EA. DIRECTION CORNER REINF. HORIZONTAL REINF. CONC. OR CMU CORNER REINF. 0 T -WALL INTERSECTION ALT. CORNER BAR BENDS EA. DIRECTION CONC. OR CMU NOTE: MATCH HORIZ. BAR SIZE AND SPACING FOR CORNER BARS SINGLE LAYER NOTE; * INDICATES 11 -6" MIN. 41 -0" IF WALL IS RETAINING SOIL 30 DIA. FOR CONC 40 DA. FOR CMU DOUBLE LAYER TYP. CORNER BAR DETAILS NO SCALE SCALE: 3/4 " =1' -0" TOP OF WALL PER PLAN (VARIES) (2) #4 CONT. 2 TOP COURSE OF 8" CMU 8" CMU WALL CENTERED ON FOOTING, TYP. (2) #4 CONT. NISHED GRADE PER ARCH CMU PLANTER WALL SCALE: 3/4 "=1' -0" 4" MIN. '1 OFFSET FOR STIRRUPS AND TIES /I, 4d OR 1, 2 1/2" MIN BAR SIZE MIN. BEND DIAMETER (D) STIRRUPS /TIES REINF. BARS #3 4d = 1 1/2" 6d = 2 1/4" #4 4d = 2" 6d = 3" #5 4d = 2 1/2" 6d = 3 3/4" #6 N/A 6d = 4 1/2" #7 N/A 6d = 5 1/4" #8 N/A 6d = 6" #9 N/A 8d = 9" #10 N/A 8d = 10 1/4" #11 N/A 8d = 11 1/4" #14 N/A 10d = 17" #18 N/A 10d = 22 1/2" LEGEND d = BAR DIAMETER FOR REINF. BARS EXIST. SLAB ON GRADE EXISTING CONC. WALL AND FDN. 5" EMBED #4 x 21 -0" DWLS. 0 18" O.C. (SIMPSON SET EPDXY INTO EXIST. FND.) 7- NEW SLAB ON GRADE & REINF. PER PLAN #3 0 18 "O.C. EA. WAY 18 "W x 10" DP. , THICKENED SLAB'EDGE NOTE: VERIFY THAT FILL DIRT IS COMPACTED PRIOR TO PLACING AND COMPACTING 4" GRAVEL SUB BASE FOR SLAB ON GRADE. REVIEWED FOR CODE COMPLIANCE ADD fViej JUN 0 1 2010 City of Tukwila BUILDING nivicinni SLAB ON GRADE & REINF. PER PLAN BASE PL. 1 1/2" TYP. HSS COL. PER PLAN BASE PL & A.B. PER PLAN (EMBED 8 ") SLAB BLOCKOUT 1/4 V FILL SLAB BLOCKOUTS W CONCRETE AFTER ALL DEAD LOADS ARE IN PLACE 1" NON- SHRINK GROUT BED x NEW SLAB TO EXISTING SLAB SCALE: 3/4 " =1' -0" 8" CMU WALL 01 -0' 12" CMU WALL BASE NEW HSS COLUMN PER PLAN SLAB ON GRADE 1" GAP WALL TO COLUMN PLAN DETAIL 2" NON- SHRINK GROUT • 1• ad Co 4 44 d TYP. WALL FOOTING -I 4' -0" 4 a BASE PLATE 12" X i" X 1' -2" W /(4) in ANCHOR BOLTS Y" 2 BASE PLATE ADD #5 REINF.PER FOOTING SCHEDULE •a I'1 II Qd MIN •JI. 11 a . . •d Q • —111 — III —(I I— III —III —I 11= III '- 111_1111111111,;,111 FTG. SI7F & RFINF_ PFR PI AN a. • 4 4 —1 I 1 -1 1 1= Mfg (CTR. 0 TS. COL U.N.O.) PROJECT START DATE DD SUBMITTED FOR OWNER APPROVAL SUBMITTED FOR BUILDING PERMIT SUBMITTED FOR DESIGNAREVIEW/SEPA PERMIT REVISONS /1 \ v OWENER REVISONS /2\ CONSTRUCTION DRAWINGS REVISION REVISION \ 0 \ 2/8/10 O a) O O 1 4/1 9/1 0 O O a SPREAD FTG. AT INT. HSS COL. SCALE: 3/4 " =1' -0" 8" CMU WALL CLOSURE POUR STRIP (2) #4 CONT. 2 TOP COURSE OF 12" CMU 12" CMU WALL BASE FINISHED GRADE PER ARCH - III —III -1 II -II -III PER PLAN (3) #5 CONTINUOUS, TYP. ® 2' -6" WIDE WALL FOOTTING (4) #5 CONTINUOUS, TYP. (3 0 BOT) © 3' -0" WIDE WALL FOOTTING NEW HSS COLUMN @ WALL FTG m TYPICAL WALL FOOTING DETAIL SCALE: 3/4"= 1 —o • 'I 1 NO PIPES TO BE PLACED WITHIN THIS HEIGHT FOOTING PER PLAN TRENCH 11 -6" MIN. 11— 1I -111- t ADJACENT PIPE AS OCCURS- NO DIGGING FOR PIPE TRENCH PARALLEL TO FOOTING BELOW THIS LINE NOTES: 1. SEE NOTES ON FOUNDATION PLAN FOR ADDITIONAL REINFORCEMENT. 2. PIPE & CONDUIT MUST RUN PERP. THRU WALL 3. VERT. & HORZ. CLEAR SPACE BETWEEN ADJACENT PIPE SLEEVES SHALL NOT BE LESS THAN THE DIAMETER OF THE LARGER SLEEVE. NEW RIGID INSULATION 0 EXT. 9" MIN: PIPE SLEEVE: I.D. OF SLEEVE SHALL BE 2" (MIN.) LARGER THAN 0.D. OF PIPE R • SCALE: 3/4 " =1' -0" Ict 5/8 "0 x 2' -6" PLAIN REBAR TO MATCH SPACING OF SLAB REINF. W/ ONE END GREASED OR WRAPPED IN BUILDING PAPER (CTR. 0 JT.) 2 0 2010 REID MIDDLETON, INC. 1/2" PRE - FORMED PANSION JOINT MATERIAL . •. •,0 a d d v • O d d a d a COMPACTED GRAVEL VAPOR RETARDER FREE DRAINING GRAVEL EXPANSION JOINT d • .a. 4 a' d d Q- . . 4. _ _ . •. . • a a• 0_ • a•• - a•. •• - + PLASTIC "ZIP STRIP" OR SAWCUT a ° ° • CONTROL JOINT b(O-O3S REBAR BENDING SCHEDULE Aj TYP. FTG. AT PIPE OR CONDUIT TYP. CONC. SLAB ON GRADE JT. S-4.1 4.1.iv1•.' ...+ry i' Hti•�••i h:'i'! ....`JY • 'd•a 4 .° •v • 0 L� z O 0 > �F-w z o _! I 0 o z D z W�j= CC) LI Z CO p Q C/) J J Ca 0, W °6P- CI W EXPIRES 2/13/11 DRAWN KEL CHECKED PVH DATE 5/14/2010 SCALE AS NOTED JOB NUMBER 09047.00 NO SCALE NO SCALE NO SCALE EXIST. CONCRETE PANEL 0) 1' -0" 1y" 2 R 9x9x1' -9 W/ (7) %" CONCRETE ANCHORS 8" CMU OR WINDOW SYSTEM 6" 1 1/8" PLYWOOD 4x6 NAILER W -BEAM PER PLAN MEZZANINE BEAM DETAIL 1' = 1'-0" SIMPSON HD TITEN 5/8" DIA x5 "024 "oc S 1 1/8" PLYWOOD 13' -0" W24x76 0 GRID F (BEYOND) ig" SHEAR PLATE FIN WALL 0 ENTRANCE LOOKING WEST BEARING PLATE 6x1/2"x1' -0" W/ (2) 5/6"0x6" WHS'S 0 8" GA. Y4" 11 FIN WALL DETAIL ENTRANCE CONT BLKG. w/ 3/4110 CARRIAGE BOLTS 024 "o /c 1 1/8" PLYWOOD SIMPSON 11T2.1/11.88 L5x5x3 /8CONT. 1/4 V SPLICE PLATE 4x5/8x1' -4" MEZZANINE JOISTS TO PANEL 1" = 1' -0" EDGE NAIL WALL SHTG. TO STUDS SEE HOLDOWN SCHED. FOR REQ'D STUDS CTSK. THRU -BOLTS IN 2x STUD 0 END WALL CONDITION, IN ADDITION TO STUDS REQ'D IN SCHD. (REQ'D 0 'HD' HOLDOWNS ONLY) THREADED ROD TO MATCH HOLDOWN ANCHOR REQUIREMENTS. DRILL & EPDXY INTO EXIST. CONC. & EMBED AS SHOWN IN SCHED. BELOW .4 4 4 SLAB ON GRADE WALL SHTG. OMITTED FOR CLARITY, SEE PLAN SEE SCHD. FOR REQ'D. BOLTS /SCREWS ,, =1,_0» SILL CONNECTION PER SHEAR PANEL SCHEDULE (MIN. 16d AT 6" 0/C WHERE PLY IS E.N. TO RIM JOIST, U.N.O.) FLOORSHEATHING PER FRAMING PLAN TJI PER FRAMING PLAN NOTE: THESE DETAILS REFLECT THE MINIMUM ACCEPTABLE SHEAR TRANSFER CONNECTION. SEE THE SHEAR PANEL SCHEDULE FOR REQUIRED CONNECTIONS AT SPECIFIC LOCATIONS. B.N. PER FRAMING PLAN ALT FRAMING ANGLE LOCATION .N. 1 1/4" 0.8E TJ— STRAND RIM BOARD SHEAR PANEL WHERE OCCURS TOP PLATE FRAMING ANGLE, SPACING PER SHEAR PANEL SCHEDULE (24" 0/C MINIMUM) FLOORSHEATHING PER FRAMING PLAN TJI PER FRAMING PLAN 1 1/4" 0.8E TJ— STRAND RIM BOARD JOISTS PARALLEL TO WALL 16d AT 12" 0/C (OR 10d AT 6" 0 /C) 5 -14 -10 63/4"x24 GLB 0 MEZZ. PLAN PLAN DETAIL OF DRAG CONN. 1" = 1' -0" B.N. FLOOR SHEATHING 10d AT EACH TOP AND BOT. FLANGE LTP4 FRAMING PLATE LOCATION PER SCHEDULE (WHEN LTP5 IS IS SUBTITUTED FOR SPECIFIED LTP4, FRAMING PLATE MAY BE INSTALLED ON OUTSIDE OF SHEAR PANELS UP TO 1/2" MAX. THICKNESS). FOR BALANCE OF NOTES SEE JTS PARALLEL TO WALL JOISTS PERPENDICULAR TO WALL SHEAR TRAN FLR JOISTS TO WALL SIMPSON HOLDOWN PER PLAN P.T. BOT. PL. W/ A.B.'s PER SHEARWALL SCHD. EXIST. CONC. FND. PER PLAN NOTE; INSTALL HOLDOWN IN ACCORDANCE W/ MANUFACTURERS REQUIREMENTS. HOLDOWN SCHEDULE MODEL NO. MIN. NO. OF STUDS BOLTS /SCREWS REQ D 0 STUDS REQ'D ROD DIAMETER MINIMUM EMBEDMENT HDU -4 2 (10) SDS 1/4x2 1/2 5/8 "0 12" TYP. HOLD DOWN W/ EPDXY SCALE: 3/4' :1' -Y 6" H.S.S. COLUMN BEYOND (2) ROWS 10d 0 6" O.C. EA. ROW PSL EDGE BEAM PER PLAN 3" NAILER 1 -1/8" PLYWOOD 7" CMU /WINDOW SYSTEM 7" 16" TJI 0 16" O.C. NOTE: 63/4"x24" GLB INSTEAD OF W24x76 AT WEST EDGE OF MEZZANINE W24 X 76 BEAM PER PLAN H.S.S. COLUMN BEYOND 70 EDGE OF MEZZANINE 11 = 1' -0" 8" 1 -8d (2 1/2 ") BOX NAIL AT EACH SIDE OF TJI JOIST AT BEARING. 1 1/2" MINIMUM FROM END TO MINIMIZE SPLITTING LSTA18 AT SPLICES DO NOT SPLICE OVER LOWER FLOOR OPENINGS --�I L -8" CMU WALL BEYOND 3" GAP ft 63 "x24 GLB PER PLAN SIDE PLATES 10")(1/4"x1 '-0" W/ (2) 1 0 BOLTS RIM JOIST TO TJI CONNECTION (AT UPPER & LOWER FLANGE) 2 -10d (1 —EA SIDE OF FLANGE) AT TJI 560 JOISTS 1 TJI JOISTS PER FRAMING PLAN —L. TOP PLATE MINIMUM 1 3/4" BEARING AT ENDS SHEATHING PER PLAN RIM JOIST PER PLAN 10dAT6 " o/c OR 16d AT 12' 0/C RIM JOIS EA TSIDEOOF FCLANGE))AATU TJI 560 JOISTS FLANGE) 10d BOX AT 6" 0/C TOENAIL' OR 16d BOX AT 12" 0/C (TOENAIL 3/16" Zii H 1 ■1 (L4 3s1 4 MEZZANINE TO CMU DRAG CONN. 1" = 1' -0» 5 -14 -10 EMBED PLATE 7 "x Y,"x 2' -0" KNIFE PLATE 3 "x ) "x 2' -O" W/ (6) #5 x 4' -0" IC t.°! FLOOR TRUSS PER FRAMING PLAN DBL. TOP PLATE ?EN 11 I-- 1 3/4" MINIMUM BEARING TIMBERSTRAND OR MICROLAM RIM JOIST PER FRAMING PLAN FLR JOIST TO RIM JOIST CONN. NOT TO SCALE MIN. PANEL DIMENSION TO BE 2'x4' U.N.O. PANEL EDGE NAILING AT BLOCKING, STGR. STUD - WEB STIFFENER ATTACHMENT GAP: MINIMUM 2 %" MAXIMUM THREE16d (3)i" X .135" DIA.) BOX NAILS AT TJI560 JOISTS REVIEWED FOR CODE COMPLIANCE AMint/ED JUN 01 2U0 City of Tukwila BUILDING niiiicinni w WEB STIFFENER EACH SIDE. TJI 560 WEB STIFFENERS SHALL BE 2X4 BLOCKS TIGHT FIT RE RE MRE. .MAY 2 0 20'0 REID MIDDLETON, INC. WEB - STIFFENER DETAIL " = 1' -0" WOOD POST OR MULTIPLE STUDS (2 MIN.) EA. END (SEE NOTE 2) EDGE NAILING TO WOOD POST OR MULTIPLE STUDS (FULL HEIGHT) STUDS 0 16" (MAX.) (SEE NOTE 1) .L- IT t - -�L - -- I L -•-I r - - --I NOTES: 1. REF. SHEAR WALL SCHEDULE FOR REQUIRED FRAMING MEMBERS BASED ON WALL TYPE. 2. REF. HOLDOWN DETAILS FOR ADDTIONAL FRAMING REQUIREMENTS. 3. REF. TYPICAL PERFORATED SHEAR WALL ELEVATION FOR ADDITIONAL REQUIREMENTS, AS APPLICABLE. 4. IN SEISMIC (OR SEISMIC DESIGN CATEGORIES D,E, & F.) ALL ANCHOR BOLTS SHALL BE PROVIDED WITH MINIMUM 3x3x1/4" PLATE WASHERS. U 4. _LL _1 11 . v \ v 4'411 4 4v ••I.I d' . 11° '4 41... a. • 1 II II II II 1I II EDGE NAILING TO TOP PLATES, STGR. —1r - ->=TI 1 TI 1 1 11 CONT. 11 --1-1--,1 1 1 TOP PLATES! LL\-•-- -I-I- - —.JL • • -r L -4 - -__ - -1J gyp- _1 a 11 - 4 11 • II4, . d .. • ° 4 •11 • }1 • . .' d •.. v 114 • 4 11 ' 4 • II .4 .. 411 v • II • l .4' `• • . 1 a' 4 1 _ 4 4 1T • 11 a 4 • • II 11 . • d TYPICAL SHEAR WALL ELEVATION b(0 0 3 3/4" = 1' -0" SHEATHING 0 OPENINGS FOR FLUSH FINISH DOOR OR WINDOW HEADER SEE APPROPRIATE DETAILS FOR HEADER CONNECTION EDGE NAILING TO WOOD POST OR MULTIPLE STUDS (FULL HEIGHT) BLOCKING 0 ALL PANEL EDGES (SEE NOTE 1) TRIMMER STUD(S) HOLDOWN PER PLAN (SEE HOLDOWN DETAIL) EDGE NAILING TO SILL, STGR. SILL BOLTING OR NAILING PER SHEAR WALL SCHEDULE (SEE NOTE 4) PROJECT START DATE DD SUBMITTED FOR OWNER APPROVAL SUBMITTED FOR BUILDING PERMIT F- CL w Z W 0 0 SUBMITTED PERMIT REVISONS BID SET SENT OUT C\1 OWENER REVISONS 0 CONSTRUCTION z 0 z 0 0 a) 0 a) a) 0 CO N 0 0) N 0 rn 0 rn 0 I.. E=,g D LL z 0 0 W z 0 J CO os W 0 0 F) z w 0 W CC U i_Q O T ,e- U) 00) N EXPIRES 2/13/11 DRAWN KEL CHECKED PVH DATE 5/14/2010 SCALE AS NOTED JOB NUMBER 09047.00 S5.1 T.O. CMU WALL 4' PER ARCH ROOF PLAN. T.O. ROOF SHTG. Nv VARIES PER PLAN 16" BOND BEAM AT ROOF ELEVATION WTIH (4) #4 HORIZ. (2) #4 BARS 0 TOP COURSE #5 CO 24" OC, VERT. (2) #4 BARS P.T. 4X8 LEDGER W/ i" DIA ANCHOR BOLTS AT 24" OC. SIMPSON PA28 ANCHOR STRAP 0 4' -0" OC W/ 14 -16d NAILS TO 4X6. HOOK STRAP OVER (2) #4 BARS ( EXISTING 4x16 PERUN JOIST HANGER 8" CMU WALL BALANCE OF NOTES PER DETAIL C S6.1 ROOF EDGE @ CMU PARAPET 5 -14-10 ( * ) NOTE: 3/4" DIA. ANCHOR BOLTS SHALL BE EMBEDDED 6" DEEP MEASURED FROM FACE OF WALL TO "BOTTOM" OF BOLT. SEE E /SS3.1 FOR DETAILS 6" COLUMN BEYOND (2) ROWS 10d © 6" O.C. EA. ROW 4x6 NAILER 1 1/8" PLYWOOD JOIST PER PLAN SIMPSON WPU 2.37 HANGER W16x31 EDGE OF MEZZANINE GLASS ' =1' -0' (2) ROWS 10d NAILS 6" OC EA ROW NEW DF 3 I" X 6 i" NAILER PLATE, FASTEN TO W21X50 W/ X 3 i" LAGS 0 24" OC (STAGGERED) INSTALL SIMPSON HDU -8 HOLDOWNS PER PLAN WITH 7/8" DL. A36 BOLTS OR THREADED RODS DRILL OR CUT 1" DIAMETER HOLES THROUGH BEAMS EXISTING 4X16 PURUNS NEW SIMPSON B416 HANGERS NEW W21X50 W/ 4X6 WOOD NAILER THIS DETAIL IS SIMILAR AT EXISTING GLULAM BEAMS BACK PLATE TO EMBED PLATE Y' >3 -12 3 -12 b -b u 5x18 GLULAM DRAG BEAM BRG PLATE 54"xY2 "x0' -4" BACK PLATE 54"x1 "x1' -4" J PLATE 7 "x3 / "x 2'0" KNIFE PLATE 3 "x Y2 "x 2' -0" W/ (6) #5 x 4' -0" 5x18 GLULAM DRAG SIDE PLATES 15 "x3/4"x1' -4" W/ (6) 1"0 BO * *NOTE ** 346" CONT. FILLET ALL CONNECTION'S /EDGES 8" CMU WALLS DRAG CONNECTION AT ROOF 5 -14 -10 3/4" = 1' -0" (2) ROWS 10d NAILS 6" OC EA ROW NEW DF 3 i" X 6 I" NAILER PLATE, FASTEN TO W21X50 W/ X 3 i" LAGS 0 24" OC (STAGGERED) EXISTING 4X16 PURUNS NEW SIMPSON B416 HANG ERS NEW W21X50 W/ 4X6 WOOD NAILER NEW STEEL ROOF BEAM " = 1' -011 10" jr L___ EXISTING 4X16 PURUNS ADD SIMPSON HDU -8'S SEE PLAN ® ADD (2) PAIRS ® ADD (4) PAIRS PURLIN TO PURLIN DRAG CONNECTION 10" = 1'_0" . NEW W21X50 W/ 4X6 WOOD NAILER OR EXISTING 6 3/4 GLULAM BEAM EXISTING 4X16 PURLINS 1. PLAN VIEW OFFSET HDU'S SO SCREWS DO NOT INTERFERE P.T. 4X8 NAILER (2) #5 CONT. 0 T.O. WALL T.O. CMU WALL PER ARCH ROOF PLAN. T.O. ROOF SHTG. VARIES PER PLAN 16" BOND BEAM AT ROOF ELEVATION WTIH (4) #4 HORIZ. 8' -0" CMU LINTEL BEAM LINTEL (2) #4 BARS NEW ROOF EXISTING ROOF #5 0 24" OC, VERT. (2) #4 BARS SIMPSON PA28 0 4' -0" OC BELOW PLYWOOD, TYP. SIMPSON ST2215 0 4' -0" ABOVE PLYWOOD, TYP. ROOF SHTG. PER PLAN 11 4x6 0 4' -0" OC. NEW W21X50 W/ 4X6 WOOD NAILER PER F /S6.1 #5 0 24" OC, VERT. (2) #6 BARS 16" BOND BEAM W/ (4) #6 BARS #4 ( HAIRPINS 24" 016" OC ROOF FRAMING DETAIL NEW PLYWOOD EXISTING PLYWOOD SIMPSON ST2215 0 4' -0" ABOVE PLYWOOD, TYP. H \i1 r ROOF SHTG. PER PLAN NEW PER ROOF PLAN T.O. CMU WALL PER ARCH ROOF PLAN. T.O. ROOF SHTG. VARIES PER PLAN 16" BOND BEAM AT ROOF ELEVATION WTIH (4) #4 HORIZ. REVIEWED FOR CODE COMPLIANCE DD fl 0 JUN 01 ?WO City of Tukwila BUILDING DIViRinnt EXISTING 2X6 0 2' -0" OC SIMPSON HU46TF 0 4X6 & LB26 0 2X6 EXISTING 4X16 (5 X 15 0 GRID A TO B) ROOF PURLIN DETAIL 1" = 1' -0" N' T.O. CMU WALL PER ARCH ROOF PLAN. 4 T.O. ROOF SHTG. VARIES PER PLAN NEW PLYWOOD -4X6 0 4' -0 OC 2X6 0 4' -0" OC NEW W21X50 W/ 4X6 WOOD NAILER WT 5 X 22.5 W/ (1) 3/4" E. BOLT H.S.S. COLUMN BEYOND b(O NEW COL. - NEW BEAM DETAIL (2) #4 BARS 0 TOP COURSE NEW ROOF EXISTING ROOF #5 0 24" OC, VERT. (2) #4 BARS SIMPSON PA28 ANCHOR STRAP 0 4' -0" OC W/ 14 -16d NAILS TO 4X6. HOOK STRAP OVER (2) #4 BARS NEW PLYWOOD DF #2 OR BETTER 4x6 0 4' -0" OC WITH 2X6 0 4' -O" OC BETWEEN JOIST HANGER P.T. 4X8 LEDGER W/ i" DIA ANCHOR BOLTS AT 24" OC. ( * :8" CMU WALL BALANCE OF NOTES PER DETAIL C S6.1 CMU WALL TO ROOF STRAP 3/4" = 1' -0" 5 -14 -10 ( * ) NOTE: 3/4" DIA. ANCHOR BOLTS SHALL BE EMBEDDED 6" DEEP MEASURED FROM FACE OF WALL TO "BOTTOM" OF BOLT. SEE E /SS3.1 FOR DETAILS 2 z 4X NAILER PER PLAN 10 '1 z Rr 1 1Y 2 1/4 V 3/8" S aE PLAT S �/ 2) I /4" BOLTS AND 1' X 7" 7" BR P TE 1 4" W21X50 AT ROOF WT 5 X 22.5 W/ (1) 3/4" E. BOLT NEW HSS COL. PER FDN. PLAN * *NOTE ** AS A MINIMUM AT UNSPECIFIED WELDS 346" CONT. FILLET ALL CONNECTION'S /EDGES EXt5fINO GLU -LAM BEAM 1/4 1 /4" 1/4" v NEW COL. - BEAM DETAIL 3/4" = 1' -0" T.O. CMU WALL PER ARCH ROOF PLAN. 4 T.O. ROOF SHTG. VARIES PER PLAN 16" BOND BEAM AT ROOF ELEVATION WTIH (4) #4 HORIZ. 035 NEW COL. - EXIST. BEAM DETAIL S 6.1 DD SUBMITTED FOR OWNER APPROVAL SUBMITTED FOR BUILDING PERMIT PERMIT REVISONS SENT OUT OWENER REVISONS O) 0 z 0 z 0 0 cn z 0 0 z 0 z 0 0 0 0 0 0 0 • - \rnrnrno 1 \ N 't N I L 0.1 0 — (2) #4 BARS 0 TOP C #5 0 24" OC, VERT. (2) #4 BARS SIMPSON PA28 ANCHOR STRAP 0 4' -0 OC W/ 14 -16d NAILS TO 4X6. HOOK STRAP OVER (2) #4 BARS HAY z o �c�o HAY 2 0 2010 REID MIDDLETON, INC. e NEW PLYWOOD EXISTING GLU -LAM BEAM 3/8" SIDE PLATES W/ (2) 3/4" BOLTS AND 1" X 7" X 7" BRG. PLATE 8" CMU WALL z 0 u z QWO v c Wcj2 CC � Q z co T 0 J m CV � 06 In W I -- I— EXPIRES 2/1 3/1 1 DRAWN KEL CHECKED PVH DATE 5/14/2010 SCALE AS NOTED JOB NUMBER 09047.00 3/4' = 1' -0' 3/4' = 1' -0'