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Permit D10-116 - HAYWARD BAKER - OFFICE
HAYWARD BAKER 11022 EAST MARGINAL WY S D10 -116 Parcel No.: Address: Suite No: City o"I'ukwila 1 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 DEVELOPMENT PERMIT 0323049168 11022 EAST MARGINAL WY S TUKW Permit Number: Issue Date: Permit Expires On: D10 -116 06/16/2010 12/13/2010 Tenant: Name: Address: Owner: Name: Address: Phone: HAYWARD BAKER 11022 EAST MARGINAL WY S , TUKWILA WA EMW SOUTH L L C 3006 NORTHUP WAY STE 303 , BELLEVUE WA 98004 Contact Person: Name: MIKE PERRY Address: 3006 NORTHUP WAY #302 , BELLEVUE WA 98004 Phone: 425 - 827 -9293 Contractor: Name: M M I SERVICES INC Address: PO BOX 2768 , ISSAQUAH WA 98027 Phone: 425 369 -8655 Contractor License No: MMISEI *094P5 Expiration Date: 04/12/2012 DESCRIPTION OF WORK: DEMOLISH INTERIOR OFFICE AREA (600 SO FT) AND INSTALL NEW OFFICE PARTITIONS, LIGHTING AND ELECTRICAL WORK, NEW WINDOWS, AND INSULATE PER CODE. PROJECT ON VALLEY VIEW SEWER. PUBLIC WORKS ACTIVITY INCLUDE PARKING STRIPING PARTLY INSIDE CITY RIGHT OF WAY AROUND THE POWER POLE. (ELECTRICAL WORK REQUIRES SEPARATE PERMIT) Value of Construction: Type of Fire Protection: Type of Construction: $380,000.00 AFA V -B Fees Collected: International Building Code Edition: Occupancy per IBC: $6,510.64 2006 0024 * *continued on next page ** doc: IBC -7/07 D10 -116 Printed: 06 -16 -2010 City "Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Inspection Request Line: 206 - 431 -24.51 Web site: http: //www.ci.tukwila.wa.us Permit Number: D10 -116 Issue Date: 06/16/2010 Permit Expires On: 12/13/2010 Public Works Activities: Channelization / Striping: Y Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: N N Y N Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 0 c.y. Start Time: End Time: Fill 0 c.y. End Time: Private: Public: Profit: N Non - Profit: N Private: Public: Date: ll LI k(it 1, 2 I hereby certify that I have read and ex. - d this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied w hether 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: Date: 6./ /6//c 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 -116 Printed: 06 -16 -2010 • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 11100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us PERMIT CONDITIONS Parcel No.: 0323049168 Address: 11022 EAST MARGINAL WY S TUKW Suite No: Tenant: HAYWARD BAKER Permit Number: D10 -116 Status: ISSUED Applied Date: 05/04/2010 Issue Date: 06/16/2010 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: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 8: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 9: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 10: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 11: New suspended ceiling grid and light fixture installations shall meet the non - building structures seismic design requirements of ASCE 7. 12: Partition walls that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the building structure. 13: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 14: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 15: All construction shall be done in conformance with the approved plans and the requirements of the International doc: Cond -10/06 D10 -116 Printed: 06 -16 -2010 � r 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 Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 16: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 17: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. 18: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 19: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 20: Manufacturers installation instructions shall be available on the job site at the time of inspection. 21: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 22: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 23: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 24: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 25: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 26: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 27: 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. 28: Contractor shall notify Public Works Project Inspector at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 29: Work affecting traffic flows shall be closely coordinated with the City Project Inspector. 30: Any material spilled onto any street shall be cleaned up immediately. 31: Prior to final permit sign -off the applicant shall have the Reduced Pressure Principle Assembly (RPPA) backflow on the domestic water installed. Due to site constrains (limited parking area) the subject RPPA can be installed inside the building. Applicant shall obtain a Plumbing Permit to install the DOMESTIC WATER backflow inside the building. 32: The parking striping between the H/C parking stalls encroaches into the City right of way and incorporates the existing doc: Cond -10/06 D10 -116 Printed: 06 -16 -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. tukwi la. wa. us utility pole. Parking stalls in front of the building use the right of way for backing out. This situation might change drastically in the future if the City proceeds with a street improvement project along the property frontage. Therefore whenever the City determines that it is necessary for any owners facilities to be moved/relocated to accommodate the construction, alteration, repair, or improvements of the right -of -way for purposes of public welfare, health, or safety, City shall notify the property owner in writing of such determination and the property owner shall, within thirty (30) days,submit plans for parking modifications. All costs of moving, adjusting or relocating such facilities shall be the sole responsibility of the property owner. 33: ** *FIRE DEPARTMENT CONDITIONS * ** 34: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 35: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 36: 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) 37: 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) 38: 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) 39: 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) 40: 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) 41: 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) 42: 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) 43: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 44: 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) doc: Cond -10/06 D10 -116 Printed: 06 -16 -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.tukwi la. wa. us 45: 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) 46: 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) 47: 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. 48: 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) 49: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2051. 50: Local U.L. central station supervision is required. (City Ordinance #2051) 51: Maintain square foot coverage of detectors per manufacturer's specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72- 5.5.2.1) 52: Maintain automatic fire detector coverage per N.F.P.A. 72. Addition/relocation of walls, closets or partitions may require relocating and/or adding automatic fire detectors. 53: 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) 54: 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) 55: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 56: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 57: 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) 58: 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. 59: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth doc: Cond -10/06 D10 -116 Printed: 06 -16 -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 in Table No. 803.5 of the International Building Code. 60: 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) 61: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 62: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 63: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 64: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. * *continued on next page ** doc: Cond -10/06 D10 -116 Printed: 06 -16 -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.tukwi la. 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: Date: j //4//0 doc: Cond -10/06 D10 -116 Printed: 06 -16 -2010 t1. CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http: / /wx w. ci. tukwilu. wa. us Building Permit No. 10— `t co Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. (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: 11022 E Marginal Way S Tenant Name: Hayward Baker King Co Assessor's Tax No.: 0323049168 Suite Number: Property Owners Name: McConkey Development LLC Mailing Address: 3006 Northup Way #303 Floor: New Tenant: ® Yes ❑..No 98004 Zip Bellevue WA City State CONTACT PERSON - who do we contact when your permit is ready to be issued Name: Mike Perry Mailing Address: 3006 Northup Way #302 Day Telephone: (425) 827 -9293 Bellevue WA 98004 E -Mail Address: mperry@dimensionsarch.com City State Fax Number: (425) 827 -9218 Zip GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: MMI Services Mailing Address: PO Box 2768 Issaquah, WA 98027 Contact Person: Gordon Moorman E -Mail Address: gordon @mmiserviceinc.com Contractor Registration Number: MMISEI *094P5 City State Zip Day Telephone: (425) 369 -8655 Fax Number: (425) 369 -8656 Expiration Date: 04/12/2012 ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: Dimensions, Inc. Mailing Address: 3006 Northup Way #302 Bellevue WA 98004 City State Day Telephone: (425) 827 -9293 Fax Number: (425) 827 -9218 Contact Person: Mike Perry E -Mail Address: mperry@dimensionsarch.com Zip ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: Peter A. Opsahl Structural Engineering, Inc. Mailing Address: 720 Third Avenue, Suite 1611 Seattle, WA 98104 City State Day Telephone: (206) 322 -4518 Fax Number: (206) 322 -4528 Contact Person: Mike Annee E -Mail Address: MikeA @paostructural.com H:\Applications\Forms- Applications On t.ine\2009 Applications \1 -2009 - Permit Application.doc Revised: 1 -2009 bh Zip Page 1 of 6 • [iUJLDING PERMIT INFORMATION - 206 - 431 -3670 ........... _. Valuation of Project (contractor's bid price): $ 380,000 Existing Building Valuation: $ 500,000 Scope of Work (please provide detailed information): Demolish interior office area (600 SF) and install new office partitions,lighting and electrical work, new windows, and insulate per code. Will there be new rack storage? ❑ Yes ®.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ 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 \1 -2009 - Permit Application.doc Revised: 1 -2009 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I' Floor 4,933 4,933 0 0 VB B, S1 2 °d Floor 0 0 0 0 N/A N/A 3`a Floor 0 0 0 0 N/A N/A Floors thru 0 0 0 0 N/A N/A Basement 0 0 0 0 N/A N/A Accessory Structure* 0 Attached Garage 0 Detached Garage 0 Attached Carport 0 Detached Carport 0 Covered Deck 160 Uncovered Deck 40 PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ 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 \1 -2009 - Permit Application.doc Revised: 1 -2009 bh Page 2 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 I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGE Signature: Print Name: Mike Perry Mailing Address: 3006 Northup Way Date: 05/03/2010 Day Telephone: (425) 827 -9293 Bellevue WA 98004 City State Zip Date Application Accepted: 1 �' ,l (J Date Application Expires: r _ I I %� v` � -lV Staff Initial H:WpplicationsWotms- Applications On Line \2009 Applications \1 -2009 - Permit Application.doc Revised: 1 -2009 bh Page 6 of 6 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME �L'2/i &&e,r PERMIT # 1)10 — //6 If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water /Sewer /Surface Water Road/Parking /Access is j� J �° . 00 A. Total Improvements U 3 0Q, 00 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) 5. Enter total excavation volume cubic yards Enter total fill volume cubic yards $250 (1) Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 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 $ (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised Jan. 2009 1 (4) 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:/lwww.ci.tulcwila.wa.us Parcel No.: 0323049168 Address: 11022 EAST MARGINAL WY S TUKW Suite No: Applicant: HAYWARD BAKER RECEIPT Permit Number: D10 -116 Status: ISSUED Applied Date: 05/04/2010 Issue Date: 06/16/2010 Receipt No.: R10 -02549 Initials: User ID: WER 1655 Payment Amount: $63.00 Payment Date: 12/22/2010 09:45 AM Balance: $0.00 Payee: BRYAN MOORMAN TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd MC Authorization No. FINANCE ACCOUNT ITEM LIST: Description 63.00 Account Code Current Pmts PLAN CHECK - NONRES City of Tukwil#i 6200 Southcenter Blvd, Tukwila, WA 1 Finance Department 1035601 -1 12/22/2010 BR1 T108 Wed Dec22,2010 09:49AM Trans #4 -4 4 $63.00 DCDGEN - DCD Permits Plus - General Fund ID: HAYWARD BAKER Secondary ID: BRYAN MOORMAN 1 ITEM(S): TOTAL: $63.00 MasterCard PAID $63.00 www.ci.tukwila.wa.us 206- 433 -1835 000.345.830 Total: $63.00 63.00 doc: Receiot -06 Printed: 12 -22 -2010 PUnd i*E•Ja.19 - • • VIIL4 w City of Tukwila i yDepartment of Community Development 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 2l Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tulcwila.wa.us RECEIPT Parcel No.: 0323049168 Permit Number: D10-116 Address: 11022 EAST MARGINAL WY S TUKW Status: APPROVED Suite No: Applied Date: 05/04/2010 Applicant: HAYWARD BAKER Issue Date: Receipt No.: R10 -01074 Initials: User ID: Payee: JEM 1165 Payment Amount: $4,052.40 Payment Date: 06/16/2010 01:02 PM Balance: $0.00 EAST MARGINAL WAY PROPOERTIES, LLC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 12136 4,052.40 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES PW BASE APPLICATION FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE 000.322.100 000.322.100 000.342.400 000.345.830 640.237.114 Total: $4,052.40 3,781.90 250.00 8.00 8.00 4.50 PAYMENT RFr.FnfFp doc: Receipt -06 Printed: 06 -16 -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.citukwila.wa.us RECEIPT Parcel No.: 0323049168 Permit Number: D10-116 Address: 11022 EAST MARGINAL WY S TUKW Status: PENDING Suite No: Applied Date: 05/04/2010 Applicant: HAYWARD BAKER Issue Date: Receipt No.: R10 -00763 Initials: User ID: Payee: WER 1655 Payment Amount: $2,458.24 Payment Date: 05/04/2010 01:37 PM Balance: $3,786.40 EAST MARGINAL WAY PROPERTIES TRANSACTION LIST: Type Method Descriptio Amount Payment Check 12103 2,458.24 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 2,458.24 Total: $2,458.24 PAYMENT RECEIVED doc: Receipt -06 Printed: 05 -04 -2010 IN ECTION NO. INSPECTION RECORD Retain a copy with permit•64: / /�.* PERMIT NO. CITY OF. TUKWILA BUILDING DIVISION le' (206) 431 -3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Perm tsInspection Request Line (206) 431 -2'451 Project: ,i/,57W(1,9R0 ?Alef J Type of Inspection: / /A/4t Address: 'A/& //e3.22 .� /74.94%/A/11/ Date Called: /� 411777.1 ,19) 47.1 ' 4 -4r Special Instructions: d y8232— o/ Date Wanted: a.m. Requester: Phone No: e0k -2/2 7- 6a3er, Approved per applicable codes. D Corrections required prior to approval. COMMENTS: /� 411777.1 ,19) 47.1 ' 4 -4r (W7 /AiM1,1 �f — 44040/4/4,, j r Ware /0 DA=P /e' ter o Afl7/Aid ei (70997v - /15N fr, el-AA/Z-- 7b -4i r-itota 1 I pecto p Date: - PECTION FEE REQUIR . Prior to�fiext inspection. fee must be at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • 1 1a — 1..;: .INS'PE�TION R !CORD' 6:::::ii ja Retain a copy witliV rmit INSPECTION NO PERMIT NOY. .. CITY•OF TU;IC,WILA B_UILD'I*3 DIVISION '4" 6300 Southcenter Blvd., #100, Tukwila. WA 9 *1$8 . (206) 431 -3670 II`ermit Inspection Request Line (206) 431 -2ti451 : • . 4 ∎l7 Pr 'ect: W Tyke of Inspection: Address ate Called, • Special Instructions: 0-4-70 23 -0I ! . • - ‘ Date Wanted: a.m. Z - -jr pn'. Requester: Phone No —7.A5 6 -4V7_ 2-1_004/0 \E Approved per applicable codes. Corrections required prior to approval. t :J� COMMENTS: . . • • / Aj 0 +, o r n we ,Cs, 4440 -, . , 1(T M #1 Acr�ss ;s(e A'Ark-21 rk1 ir -e ci.3'1 . `r .. .--- • 0. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd..,Suite 100. Cdl1 to schedule reinspection. iiiirornvar.mle ar ..ei - • -oaf 7.r■qa1r. • ..,••r_.... -yam 5.... , :.s •: • • G4 INSPECTION RECORD Retain a copy with permit 0/0-1/ INSPECTION NO. PERMIT NO: - • !CITY OF TUKWILA BUILDING DIVISION • 6300 Southcenter Blvd:, #100, Tukwila. WA 98188 (206) 431 =3670 Permit Inspection Request Line f206) 431 -2451 Project: /499,4z4.0.0 eievi Type of Inspection: . ',,v4e.. - e Address: Date Called: Special Instructions: Date Wanted:. N. x, _- Ce-%/ - a.m.. - P. Requester: Phone No: l l 9 / Approved per applicable codes. • El Corrections required prior to approval: D COMMENTS: , 217 f t,/ 65 0 i42e .0 A.rW W i`'t"a-- . (1) t C JJ L4 St e (f\ D/ cE 8J N o f --t--0 _ 1 tAkiLt *:-1-7,* ii p r 0 je--k A A--tAi r ck Aeszr . ,50-1of.- 4 r- s .p .tm! . Datez P.E.9TION FEE REQ !REEL Prior to next inspection. fee must be pal at 4300 SouthcentdBlvd Suit 1,00. Call to schedule reinspection. • rjr • INSPECTION 11.tCORD Retain copy with permit INSPECTION NO. - PERMIT NO. CITY OF TUK LILA BUILDING DIVISION 2- 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 =3670 Permit Inspection Request Line (206) 431 -2451 Pr ' ct: t ! Type of Iection: Address: t t (o �a tG` "' D�to Called: . Special Instructions: • - Date Wanted: ---- t - ( -7 - CD m, aim., Requester: fi S a /N 'pry L t ) r .% Phone No 7 r42i_ -(63 ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: r /-�. E 51;0 , Of ra- 0 rte frc d. 1 2...0(k - fi S a /N 'pry L t ) r .% 1 In—: J A io F e t.tii 'Litt vF L I u .r P ( ■A..e_i; e_�J . w t l Insp ctor: Date: ,co n REINSPECTION FEE REQUIRED. Prio to next inspection. fee must be 'r-� paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. T INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 410 -/Ico 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 (206) 431 =3670 Proj t: Typ ,Inspecti it Ad ress: / (0 2.'_. -. t. 444 =t+ Date Called: 4 Special Instructions: ` '. M411 1-- -c3 (/ Date Wanted: l (t•) -i2-1e0 p.m. Requester: � ,- o r s Phone No it LIApproved per applicable codes. orrections required prior to approval. COMMENTS: C.■(0 (-or 2v , 0 ,i-l—S ' iee IL —Al A G 1 e t- • Fr( � ,- o r s it DA P c) A I J `4. 1.2 -f ('D _,rued' -. .. .e,- _ / �p'�+ - II � (pq� J f/v 4 1 ?A 1 i 1Insptor: IDate: / 1 REINSPEC IQN' FEE REQUIRE . Prior tOext in paid at 6i300 Si;ufhcenter 13.5vd., Suite 100. Call tsq .., ._. tion. fee must be re pspection. •• sai •• r. e • -- ST `- -.,N., • -m:. •�.+�:- •r:. _. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Proje t: (t•±Q r Gt ker Type of Inspection: PO F t aio1/4. ( Address: tt0.7 2 E trl ws Date Called: 0/151/6 Special Instructions: _ • . Date Wanted: tot ifebo alit.'' p. Requester: T3frot/) Phone No: go& - '121 - Co 0 3C Approved per applicable codes. Corrections required prior to approval. COMMENTS: 13acIA -Flow -f`e' - rr f r4-- r r c is led Inspector: 12-3 Date: • / Zliff fit) REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.: Suite 100. Call to schedule reinspection. -.._ ._ -- - .:02 - .�.. ... cS INSPECTION NO. INSPECTION RECORD Retain a copy with permit I)/ 0 aP PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P of ct: ( "-1.1/1/-.Jeo4 Type of Inspect' n: A dressy): E `�� w: ' r 1 Date Called` 0 !/ g 10 Special Instructions: Date Wanted: /, a.m. 1 a7 /i /� (/ m. Req ter: , Phone No: 006 —21 LP03 ElApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: "-1.1/1/-.Jeo4 - F fr led e6 - Mee.,k Ia Lkfl (Ai -4 es-f- ref. of Vjc -ore- LI06ti (ctn 6e. Tu.(/' - Inspector: v5 Date: ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: IDate: • INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Proj t:Are p Type off Inspection: / DatI:4 . -- Ad ress: Date Called: Date Special Instructions: / Date Wanted: j I), t (-y rxi• :m. Requester: Phone No: 9.o6 -4Z7 --4103 7pproved per applicable codes. Corrections req�ure$;r ar a " ' "waa. DatI:4 . -- COMMENTS: r • • f i.ok 1.)' I - . J t\ 1 Spector:' o mkA r DatI:4 . -- RE�NSrPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.; Suite 100. Call to schedule reinspection. ' �•_ •K.. 4+.y:4 • . • • • ..'.,. -v • -c- . " .0" :1 ti INSPECrf'ION NO. INSPECTION RECORD Retain a copy with permit 4 /p —/ /e 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: ,fj 14/4 MA/Y. iMfii ? Type of Inspection: - i ji4 // Z/h4T? ns Address: //,22 4 mAkl%1iW__e/ipS Date Called: _ Spetial Instructions: Date Wanted: . _ Requester: • Phone No: . 't) -- 3 -4 7 -e0S . Approved per applicable codes. • • a Corrections required prior to approval. COMMENTS: 4 • 'Date: co I '_2,4 -ty) INSPECTION FEE REQ RED'. Pri/or`o.next inspection, fee must be aid at 6300 Southcenter Bl d.. Suite 100. Call to schedule reinspection. serc—•zr • • .1. • 7) INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION I-- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 4_43 010 c 7 ject: tnJA f tei\ Type o-H' 6,A..4, , A6 j () ;100E Sty«+- (A , 5- J /.4 c e_ D to- IS Address I D 5 LIc. s / 00, RA) !J' A i , Da e Called: Special Instructions: ate Wanted r 0 a.m. Requester: Ph e No: J J- 1' / — 00 ['Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: r A 1 1 /J IN Al re tie v Sier"^ cam 0 Pose-Amur- Gli SVH,17 rvA(GbL...- j () ;100E Sty«+- (A , 5- J /.4 c e_ D to- IS ' i*,1 (0,/ -E' law I 0 I D 5 LIc. s / 00, RA) !J' A 7..) vita t(sko i Ftov, - All ( I spec E 60. aid Date -�5- /0 0 REINSPECTION FEE RE12 RED. Prior to inspection, fee must be at 6300 Southcenter Blvd., uite 100. Call to schedule reinspection. e ipr No.: (Date: • aF; INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit 9 1)/4-1/12 PERMIT NO. (206)431 -3670 Projec : 4/aMeW d4/40*/ Type of Inspecti n: ...r/ �� j�d t';'-1'25:,:l .1v. A resst //O22 f'/N4R46/1Z e/ Date Called: Special Instructions: Date Wanted: 7 .49—/v a.m. Requester: Phone No: Approved per applicable codes. �IICorrections required prior to approval. COMMENTS: spector: Date: 7 75 C /� -10 0 REINSPECTION FE REQl1IRED. Prior to inspection, fee must be d at 6300 Southcenter lvd., Suite 100. Call to schedule reinspection. Re, eipt No.: Date: r r� INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION g- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: /4/4 e/ /e, 2,v a,a e « Type of Inspection: F.--.0 rrr -/4v6 Address: /4 Z7 E /92/9 �/ vP4� Date Called: Special Instructions: Date Wanted: a.m 7- /5- /U Requester: Phone No: 360 -J67 coe5R pproved per applicable codes. Corrections required prior to approval. COMMENTS: rl. 4 / J k, 't . 4 0/iv /Pesx, At, Inspecto Date: /7j'. 0.0 REINSPECTION F REQUIF>? D. Prior to inspection, fee must be id :t 6300 Southcenter = lvd., Suite 100. Call to schedule reinspection. Recel,v No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION RECORD Retain a copy with permit 11)104. ct PERMIT NO. Pro'ect: �� G � Type of Inspec n:,1 `yP �" ra461 A res0 E �� Date Called: Q3/ ) ° Special Instructions: 'f 5 i n. WI eJ. Date Wanted: ic2 m. Reques 15 C 1 °Levy Phone No: __ -Le C)� Approved per applicable codes. Corrections required prior to approval. COMMENTS: C 0006Ckr) re - c 0 �1 o LiC r Q hooe 131,4%n Inspector: 1)S Date: G 12- 4 110 • El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTION• NUMBER PERMIT NUMBERS • CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila Wa. 98188 206 -575 -4407 Pro'ect: Sprinklers: /0 Fire Alarm: Hood & Duct: iU . - Monitor: pat Cwt. fi \- Type of Inspection: e,4.. C r i itm L, Address: Suite #: ��s+r1 Occupancy Type: �.� S Co ct Person: �i'ilk-vt) Special Instructions: Phone No.: t/01-5- ' 07 0 - ,ba a N.Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: i. Sprinklers: /0 Fire Alarm: Hood & Duct: iU . - Monitor: pat Cwt. fi \- Pre -Fire: dV Permits: Occupancy Type: Inspector: Cr:- 5 Date: AD Liv. / /0 Hrs.: t f� frn $80.00 REINSPECTION FEE REQUIRED. You will receive anf invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 • INSPECTION NUMBER 4, •.J1uh.Mit'..:•8 -, +.ei,..uIkiAt a,..:. 'S.:i. •e .re... i:i.., oak -X, .:T"�..K,v . v...�.. -. �. xti. ".yca. . -. >hWr�.y a• INSPECTION RECORD Retain a copy with permit 010-- to PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East Tukwila, Wa. 98188 206 - 575 -4407 Project: Hatitvg.f6t, aoLgt.b. ki°. r ido.3 Type of Inspection: /'Tit— J9i,titul Tic../ Address: /, D l Z Suite #: E. rn,ah ,•et ,ac +vr, f, Contact Person: %(y Ai/ Special Instructions: ,/ PretF(re: 5: d Al .. s,. C) Phone No.: I/7 r- Z9-0'- —40v Approved per applicable codes. nCorrections required prior to approval. COMMENTS: Sprinklers: , i° 49Ad: n 'f&44+01.04.# _ - ;4441 L :119,6.5 S4 4e, n1C- Hood.,,& Dlic[: Hrs.: Monitor: PretF(re: 5: d Al .. s,. C) Permit: Occupancy Type: � �( /7 Oa as Pe)e__ 4!+�_ — v,Jds . — - - . r.i,3 ! k''. - - ( pehved. c i-e- - c el.-- ,APie Jr l :,1' (414.4. S, 'u 5t4,4 ii ""'f f AP dledei •CeA . -- yse-ia. . ,4 , p,,,,.J.C1 euvi I S}c � IL 2 esGGh ✓ m44? : Ose-ol4re /'ir.� q Ned s 4 .60 br 15a�.S . .✓!, .�.� I - 4/1��'- z .w»- .4... �r z, 7,-As r A 1.) 4.- 'res.77.-- Needs Shift Inspection: Sprinklers: , i° ...•-- Fire Alarm: Hood.,,& Dlic[: Hrs.: Monitor: PretF(re: Permit: Occupancy Type: 1 •Inspector: -1) y ...•-- Date:) i,a inv Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a r-einspection. Word/Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Peter A.Opsahl Structural Engineering, Inc. 720 Third Avenue • Suite 1611 • Seattle, WA 98104 • ph: 206.322.4518 • f: 206.322.4528 • www.paostructural.com October 22, 2010 Fred McConkey McConkey Development 3006 Northup Way, Suite 303 Bellevue, WA 98004 Project: Hayward Baker Building, 11022 E. Marginal Way S. Re: General Conformance Steve: Based on our structural observations during the course of construction, to the best of our knowledge, the seismic retrofit work at the Hayward Baker Building on 11022 E. Marginal Way S. is complete and in General Conformance with the structural permit documents. Please call with any questions or comtnents. Sincerely, Mike Annee Peter A. Opsahl Structural Engineering, Inc. to OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 121170 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Hayward Baker Project 11022 E Marginal Way S, Tukwila MMI Services. Inc. Permit Number: Job Number: Client Address: D10 -116 10 -0344 PO Box 2768, Issaquah WA 98027 Inspections Performed Proprietary Anchors: x Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection Inspector and Date Remarks Ross Bogle 10/1/2010 Inspection canceled without notice. Copies to: X Client/Contractor X Engineer Owner Contractor Architect X Building Dept. Others Technical Responsibility: i/ /��alter . ' �s n, Project 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. Page 1 of 1 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 -63 -02 (Rev 11/08) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 127160 Project: Address: . CONSTRUCTION INSPECTION REPORT Hayward Baker Project 11022 E Marginal Way S, Tukwila Permit Number: Job Number: Client Address: D10 -116 10 -0344 PO Box 2768, Issaquah WA 98027 Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) X Structural Steel Erection Inspector and Date Remarks Tom Maddock 10/8/2010 Copies to: X Client/Contractor Owner Architect Inspected epoxy grouted installation of 1/2" diameter by 4 1/2" long threaded rod anchor bolts using Hilti HY 20 epoxy with an expiry date of 1/2011 at 3/8 "x6 "x4" angle iron ledger at grid line 6 from A to B and 1 from A.4 to B for CMU wall connections. Holes were drilled to specified depth and diameter before insertion of screens and application of epoxy and 1/2" diameter anchor bolts . The installation of the anchor bolts was done in accordance with approved drawings including S1.1, S2.2, and S3.3 Hilti and manufacturer's recommendations. 46 total anchor bolts were installed at this time. Conforms X Engineer Others Contractor Technical Responsibility: X Building Dept. a ter Manager ansen Project This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 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 -63 -02 (Rev 11/08) L OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0344 CONCRETE REPORT Report Number: RC99158 Permit Number: D10 -116 Project: Hayward Baker Project Address: 11022 E. Marginal Way S, Tukwila Inspector(s): Ross Bogle Description /Location: Resteel Verified: Yes Client: MMI Services, Inc. Address: PO Box 2768, Issaquah Date: 7/20/2010 0 4 Footing located at lines 1 at A and A.2, 2 at line B, 3 at line B, 4 at line B, and 5 at line B, line 6 at A.3 and A.4. Reinforcing steel was inspected and found to be placed per approved plans. 7/20/2010 Ross Bogle (Grade 60) Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Stoneway 5508 4 -5" .522 design n/a 11 Chute Yes Required Strength: 3000 psi Sampling and Testing Data ASTM C 172, C 31 Time Cubic Made Yards Cast Samples: 1 -4 11:10 am Design Cement (Ibs /type): Fine Agg. (Ibs): Coarse Agg. (Ibs /size): Coarse Agg. (Ibs /size): Coarse Agg. (Ibs /size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Lg 11.00 Water Slump Added C 143 15 gal. 5" Mfg: Nucor Actual ❑ Batch Weights /Cubic Yard 517# Type: 1/11 1521# 1602# 3/8" 270# 2.5 oz. AEA Air % C 231 n/a Conc.Temp C 1064 70 °F Slag (Ibs): Ambient Temp 55 °F Truck Ticket No. No. 456 229666 Weather: Overcast Date Samples Picked Up: 7/20/2010 Specimen Number Test Date 1 7/27/10 2 8/17/10 3 8/17/10 4 8/17/10 • = Discarded Field Cure Age (Days) 7 28 28 28 Slump Range: 4 -5" Air % Range: n/a Initial Curing Method: ASTM C31. Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms Does Not Conform ❑ COMPRESSIVE TEST RESULTS Tested in general accordance to: ASTMC39 Copies to: 4. Client ke; Engineer LI Building Dept Owner I.j Contractor 51 Batch Plant Architect ❑ Others Size (in.) 4x8 4x8 4x8 4x8 Area (Sq.ln.) 12.54 12.57 12.57 12.57 Weight Max Load Strength Fracture Type (Lbs.) (Lbs.) (psi) (other than cone) 8.65 57,700 4600 2 8.6 76,350 6070 5 8.65 75,620 6020 5 8.63 76,770 6110 5 ASTMC617 ❑ ASTMC1231 Technical Responsibility: CIA. w 01 - - l�u w�✓✓t Walter Hansen, Project 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 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0344 PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Report Number: 117734 Permit Number: D10 -116 Project: Hayward Baker Project Client: MMI Services, Inc. Address: 11022 E. Marginal Way S., Tukwila Address: PO Box 2768, Issaquah Inspector: Paul Kanikkeberg Date: 7/22/2010 Description /Location: Inspected installation of 5/8" diameter epoxy grouted anchor bolts into CMU (solid grouted) along grid B. The inspected work was found to be done per approved plans and details. Intended Use: Attachment to L brackets Building Code & Year: 2006 IBC Anchor Length: 8" Hole Depth: 5" Required Embedment: 5" Hole Diameter: 3/4" Concrete Thickness: 8" Concrete Strength: N/A Base Material: ❑ Normal Weight Concrete ❑ Light Weight Concrete N CMU ❑ Brick ❑ Composite Deck Hole Cleaning: N Compressed Air ❑ Hand Pump ❑ Other: Compressed Air PSI: 120 Brushed: N Yes ❑ No Hole Condition: N Dry ❑ Damp ❑ Water Saturated ❑ Submerged Drill Bit (ANSI B212.15): N Yes ❑ No Approved Diamond Cored Hole: ❑ Yes N No Adhesive Type: Hilti RE 500 SD Expiration Date: 5/2011 ICC ESR #: 2322 Weather: Cloudy Ambient Temperature: 63 °F Substrate Temperature: 63 °F Reference Standard(s) Used: Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. Others Comments Technical Responsibility: Conforms X Does Not Conform Iter C. ansen, Project 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. Page 1 of 1 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 -86 -01 (Rev 09/09) Steel • Reinforcing ►Z4 All Thread Bar /Dowel Size & Quantity: Anchor Size & Quantity: 5/8" (20) Rebar Manufacturer: Type of Steel (ASTM): A -325 A-449 A A -36 • • Rebar Grade: • 40 • 60 • Other: • Other: A -775 Other: Type of Bar: • A -615 • A -706 • • Special Ductile Quality (SDQ): Yes No • • Anchor Length: 8" Hole Depth: 5" Required Embedment: 5" Hole Diameter: 3/4" Concrete Thickness: 8" Concrete Strength: N/A Base Material: ❑ Normal Weight Concrete ❑ Light Weight Concrete N CMU ❑ Brick ❑ Composite Deck Hole Cleaning: N Compressed Air ❑ Hand Pump ❑ Other: Compressed Air PSI: 120 Brushed: N Yes ❑ No Hole Condition: N Dry ❑ Damp ❑ Water Saturated ❑ Submerged Drill Bit (ANSI B212.15): N Yes ❑ No Approved Diamond Cored Hole: ❑ Yes N No Adhesive Type: Hilti RE 500 SD Expiration Date: 5/2011 ICC ESR #: 2322 Weather: Cloudy Ambient Temperature: 63 °F Substrate Temperature: 63 °F Reference Standard(s) Used: Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. Others Comments Technical Responsibility: Conforms X Does Not Conform Iter C. ansen, Project 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. Page 1 of 1 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 -86 -01 (Rev 09/09) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 127109 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Hayward Baker Project 11022 E Marginal Way S, Tukwila MMI Services, Inc. Permit Number: Job Number. Client Address: D10 -116 10 -0344 PO Box 2768, I Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) X Structural Steel Erection inspector and Date Remarks Rick Hardy Inspected the installation of epoxy grouted all thread anchor bolts at the following locations: 7/23/2010 Grid 1/A to A5' /2" diameter threaded rod anchor bolts with screens as per SSK -03 dated 6/28/2010 by Peter Opsahl Engineer of Record reference 10/S3.4 and S3.1. Placement of %" diameter anchor bolts with 4" embedment into existing CMU wall. Both threaded rod anchor bolts were installed for a 4" x4 "x4" bent clip with Hilti Hy20 epoxy. Prior to placement holes were inspected for size, depth, position and cleanliness. Method of placement was as per manufacturer's published recommendations and procedures and as per ICC ESR 1917. Hilti HY 20 epoxy lot #135312L1 with an expiration date 1/2011 was used as specified. The above inspected work conforms to City of Tukwila approved plans and details. Conforms Copies to: X Client/Contractor X Engineer Owner Contractor Architect X Building Dept. Others Technical Responsibility: 1 en, Project 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 fine is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Fonn No.: ADM/N -63-02 (Rev 11/08) , OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0344 PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Report Number: 125623 Permit Number: Project: Hayward Baker Project Client: MMI Services, Inc. Address: 11022 E. Marginal Way S., Tukwila Address: PO Box 2768, Issaquah Inspector: Jim Reid Date: 7/16/2010 Description /Location: Inspected (26) HIT -A %2" x 4' /z" (88979) anchors with HIT -S 16x85 (68613) screen tubes for ledger angles at grid A from lines 1 to 6 (per SSK -06) into hollow masonry. Intended Use: Building Code & Year: Reference Standard(s) Used: Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. Others Comments Technical Responsibility: Confor oes Not Conform iIter . ansen, Project 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. Page 1 of 1 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 -86 -01 (Rev 09/09) • Reinforcing Steel ./ All Thread Bar /Dowel Size & Quantity: Anchor Size & Quantity: '/2 diameter, 26 Rebar Manufacturer: Type of Steel (ASTM): • A -36 • A -325 • A -449 Rebar Grade: • 40 • 60 • Other: • Other: Type of Bar: • A -615 • A -706 • A -775 • Other: Special Ductile Quality (SDQ): • Yes • No Anchor Length: 4'/" Hole Depth: N/A Required Embedment: N/A Hole Diameter: %" Concrete Thickness: N/A Concrete Strength: N/A Concrete Base Material: • Normal Weight Concrete • Light Weight @ CMU • Brick • Composite Deck Other: Compressed Air PSI: Hole Cleaning: @ Compressed Air • Hand Pump • Hole Condition: Brushed: A Yes • No @ Dry • Damp • Water Saturated • Submerged Approved Diamond Cored Drill Bit (ANSI B212.15): ►:1 Yes • No Hole: • Yes • No Adhesive Type: Hilti HY 20 Expiration Date: 1/2011 ICC ESR #: 2659 Weather: Inside Ambient Temperature: 63 °F Substrate Temperature: Reference Standard(s) Used: Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. Others Comments Technical Responsibility: Confor oes Not Conform iIter . ansen, Project 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. Page 1 of 1 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 -86 -01 (Rev 09/09) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0344 PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Report Number: 125625 Permit Number: DA0 1•:16. Project: Hayward Baker Project Client: MMI Services, Inc. Address: 11022 E. Marginal Way S., Tukwila Address: PO Box 2768, Issaquah Inspector: Jim Reid Date: 7/19/2010 Description /Location: Inspected (1) 3/4" diameter all thread, 15" embedment depth per SSK -03 at line 1/ grid A.25, and (12) #4 bars with a 5" embedment depth per SSK -03. Also (10) #6 bars were epoxy- grouted into footings at line 6/ grids A.25 to A.50 with an embedment depth of 6" to 8 ". No detail to epoxy; Engineer of Record to verify embedment depth. NOTE: (1) #4 bar at the corner bottom of wall at grid N line 1 could not be epoxy- grouted. The contractor drilled a hole in the wall on grid A with a #4 bar with a 90° bend to the outside edge of new plinth. Engineer of Record to confirm moving of #4 bar. Intended Use: Building Code & Year: Reference Standard(s) Used: Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. Others Comments Conn fo ance Pendmg X Does Not Conform Technical Responsibility: al -r This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. except in full, without written permission from our firm is strictly prohibited. nsen, Project Manager Reproduction of this report, Page 1 of 1 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 -86 -01 (Rev 09/09) ►/ Reinforcing Steel ►/ All Thread Bar /Dowel Size & Quantity: See above Anchor Size & Quantity: See Above Rebar Manufacturer: Type of Steel (ASTM): • A -36 • A -325 • A -449 Rebar Grade: • 40 ►4 60 • Other: • Other: Type of Bar: • A -615 • A -706 • A -775 • Other: Special Ductile Quality (SDQ): • Yes • No Anchor Length: Varied Hole Depth: 15 ", 5 ", and 6" to 8" Required Embedment: 15" & 5" Hole Diameter: ' /e ", % ", and ' /8" Concrete Thickness: N/A Concrete Strength: N/A Concrete Base Material: 1 Normal Weight Concrete • Light Weight • CMU • Brick • Composite Deck Hole Cleaning: A/ Compressed Air • Hand Pump • Other: Compressed Air PSI: Hole Condition: Brushed: 0 Yes • No ►5 Dry • Damp • Water Saturated • Submerged No Approved Diamond Cored Drill Bit (ANSI B212.15): ■ Yes • Hole: • Yes • No Adhesive Type: Hilti RE 500 SD Expiration Date: 4/2011 ICC ESR #: 2322 Weather: Inside Ambient Temperature: 60 °F Substrate Temperature: Reference Standard(s) Used: Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. Others Comments Conn fo ance Pendmg X Does Not Conform Technical Responsibility: al -r This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. except in full, without written permission from our firm is strictly prohibited. nsen, Project Manager Reproduction of this report, Page 1 of 1 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 -86 -01 (Rev 09/09) OTTO ROSENAU & ASSOCIATES, INC. ' Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 123782 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Hayward Baker Project 11022 E. Marginal Way S., Tukwila MMI Services, Inc. Permit Number: D10 -116 Job Number: 10 -0344 A.J.J- ....... nn n Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication X • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection I •..r and Date Remarks Bob Schaefer 7/20/2010 Arrived at the fabrication facility — ACO Fabrication, Fife — to perform visual weld inspections on miscellaneous steel fabricated parts. Using the shop's stamped and approved detail drawings as reference (ACO Job #3116 — all revision 1), the following piece marks were inspected for compliance. Columns 1A — 2 pieces 1C 1D 1G 2A 2B 3A — 2 pieces 5A 5B Beams 2C 3C All welds were installed by Mr. John F. Turner — WABO #W01953, which expires on 7/1/2011. All welds are per referenced plans and are visually acceptable. Reference Standards Used: AWS D1.1 -2008 Conforms Copies to: X Client/Contractor X Engineer Owner Contractor Architect X Building Dept. Others Technical Responsibility: !ter C. an en, Project 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. Page 1 of 1 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.: ADM1N -63 -02 (Rev 11/08) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 126648 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Hayward Baker Project 11022 E Marginal Way S, Tukwila MMI Services, Inc. Permit Number: D10 -116 Job Number: • 10 -0344 t ECEIVED IIP_ 96 20101 Inspections Performed Proprietary Anchors: Steel Decking Other (specify): Meeting X • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection 1 a and Date Remarks Dusty Johnston A meeting was held with the superintendent about when and what tests were needed. 7/7/2010 Concrete Epoxy Steel fabrication and erection Mechanical anchors Copies to: X Client/Contractor X Engineer Others Owner Contractor Technical Responsibility: _ Architect X Building Dept. �; alter . ansen, Project 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. Page 1 of 1 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 -63 -02 (Rev 11/08) a 2006 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 1: ENV -SUM 2008 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Info Project Address HAYWARD BAKER BUILDING Total Glazing Area Electronic version: these values are automatically taken from ENV -UA -1. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Glazing Date 4/28/2010 Concrete/Masonry Option p 11022 EAST MARGINAL WAY 8. Check here if using semi- heated path and if project meets all requirements for semi - heated spaces Semi- Heated Path O yes as defined in section 1310. Requires other fuel heating and qualifying thermostat. Only wall no insulation requirement is reduced (2006 change). Only available in prescriptive path. FOr•( U. ° tAIR 4:_-, " . ent Use �O� - ; ^;f.,/ Opaque Walls' TUKWILA, WA � Applicant Name: Applicant Address: Applicant Phone: NONE Project Description ❑ New Building ❑ Addition ❑ Alteration Change of Use {: Compliance Option ❑ Prescriptive 12 Component Performance (See Decision Flowchart (over) for qualifications) ❑ Seattle EnvStd El Systems Analysis • , Space Heat Type 0 Electric resistance Q All other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be included in the Gross Exterior Wall Area if they are insulated to the level required for opaque walls. Total Glazing Area Electronic version: these values are automatically taken from ENV -UA -1. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Glazing 743.0 — 5 121.0 X 100 = 14.5% Concrete/Masonry Option p 0 Check here if using this option and if project meets all requirements for the Concrete/Masonry yes Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying ©no assembly below. Check here if using semi- heated path and if project meets all requirements for semi - heated spaces Semi- Heated Path O yes as defined in section 1310. Requires other fuel heating and qualifying thermostat. Only wall no insulation requirement is reduced (2006 change). Only available in prescriptive path. Envelope Requirements (enter values as applicable) Minimum Insulation R- values Roofs Over Attic R21 All Other Roofs Opaque Walls' R15 w /R4 foa Below Grade Walls Floors Over Unconditioned Space Slabs -on -Grade NONE Radiant Floors • Maximum U- /actors Opaque Doors 0.600 Vertical Glazing 0.350 Overhead Glazing Maximum SHGC for SC) Vertical/Overhead Glazing I 0.450 1. Assemblies with metal framing must comply with overall U- factors Notes: board 1a Opaque Concrete/Masonry Wall Requirements Wall Maximum U- factor is 0.15 (R5.7 continuous ins) CMU block walls with insulated cores comply If project qualifies for Concrete/Masonry Option, list walls with HC z 9.0 Btu /ft2• F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 10 -9 in the Code. Wall Description U- factor (Including Insulation R -value & position) RECEIVED MAY 04 2010 PERMIT CENTER 2006 Washington State Nonresidential Energy Code Compliance Form Envelope UA Calculations: Climate Zone 1; 2006 Washington Slate Nonresidential Energy Code Compliance Forms ENV -UA Revised July 2007 Project Address HAYWARD BAKER SUIGDING Date 4/28/2010 Space Heat Type 0 Electric resistance 0 All other For Building Department Use Glazing Area as % gross exterior wall area 14.5% Prop. 1 45.0% Max.Target Concrete /Masonry Option 0 Yes O No Notes: If glazing area exceeds maximum allowed in Table, then calculate adjusted areas on back (over). Building Component List components by assembly ID & page # Proposed UA U- factor x Area (A) = UA (U x A) Target UA U- factor x Area (A) = UA (U x A) To co q > r5 U= PIanID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.350 743.0 260.1 0.550 743.0 408.7 Glazing % Electric Resist. Other Heating 0 -30% 0.40 0.55 >30 -45% see note above 0.45 Overhead Glazing ( Over Attics U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.700 Glazing % Electric Resist. Other Heating 0.30% 0.6 0.7 >3045% see note above 0.6 w 8 f 0 U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.700 _ d 0 g vi O U= Plan ID: U= Plan ID: U= Plan ID: 0.600 21.0 12.6 0.600 21.0 12.6 Electric Resist. Other Heating 0.60 0.60 o ei 0 cc R= Plan ID: R= Plan ID: R= Plan ID: 0.036 Electric Resist. Other Heating 0.031 0.036 e' S 0 o= R= PIanID: R= Plan ID: R= Plan ID: 0.046 4966.0 228.4 0.046 4966.0 228.4 Electric Resist. Other Heating 0.034 0.046 Opaque Walls` R= PIanID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: "Note: sum of Target Areas here should equal 0.080 4357.0 348.6 Target Opaque Wall Area (see back) 0.062 4357.0 270.1 ** ** Electric Resist. Other Heating Frame -Wd 0.062 0.062 Frame -Mtl 0.062 0.109 Mass Wall." 0.15 0.15 ++ see mass wall Criteria .d a C87 R= Plan ID: R= Plan ID: R= Plan ID: Note: if insulated to levels required for opaque walls, list above with o ague walls Electric Resist. Other Heating Int Ins 0.062 0.062 Ext Ins 0.07 0.07 Floors Over Uncond. R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: 0.056 Electric Resist. Other Heating 0.029 0.056 Slab -on- grade R. PIanID: R= Plan ID: R= Plan ID: R= Plan ID: 0.730 300.0 219.0 0.540 300.0 162.0 Electric Resist. Other Heating F =0.54 F =0.54 (see Table 13 -1 for radiant floor values) For CMU walls, indicate core insulation material. Totals 10387 .0 1068.6 Totals' 10387.0 1081.8 To comply: 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. 2006 Washington State Nonresidential Energy Code Compliance Form Cliipate Zone • 1. 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Glazing List components by assembly 10 & page 0 Proposed SHGC SHGC' x Area (A) = SHGC x A Target SHGC SHGC x Area (A) = SHGC x A VG= ID: 0.450 743.0 334.4 0.450 743.0 334.4 49660 ID: 4357.0 Glazing % Electric Resist. Other Heating .S ID: 0-30% 0.4 0.45 - ID. >30 -45% not allowed 0.4 C7 ID: ID: 'ote: Manufacturer's SC may be used in lieu of Totals 743 .0 334.4 Totals) 743 .0 334.4 For compliance: Proposed total SHGC x A shall not exceed Target total SHGC x A t� NOTE: Since 1997 SHGC compliance for vertical and overhead glazing is allowed to be calculated together. Non Nis calculation must bo submitted Use the resulting areas N Iho Fargo. UA and 61400 calculations above. Glazing Area Opaque Area 0r s Exterior all Area Proposed Areas: Numbered values are used in calculations below. Roofs over Attics Other Roofs Walls Note: OG = overhead glazing VG a vortical glazing 06= 06= VG= 743.0 49660 4357.0 5121.0 —� 2304.5 Roofs over Attics Max Glazing Area (Table 13-1) 45.0% X T f Target OG Area in Roofs over Attics ' y Target OG Area in Other Roofs Max OG Remaining lesser = I 2304.5 I — = — 100 Maximum Targd Glazing Area FoTsaorr g m. o used both hero and bolo.. 2304.5 2304.5 Proposed Opaque Area Proposed OG Area 1 + 1 II lesser 2304.5 Target VG Area 743.0 Target OG Area Target Opaque Area - I1 1 Target values in shaded boxes aro need in No applicable Target UA calculations on the front. Target V0 Aroa and Total Target OG Area aro also used in No applicable Target SHGC calculations above. 1966.0 Walls Proposed Opaque Area Proposed VG Area Target VG Area Target Opaque Area + 743.0 .._. I 743.0 I = Note: If there is more than one type of wall, the Target VG Area may be distributed among them, and separate Target Opaque Areas found. If the Target Areas for Opaque Walls listed on the front must equal the total calculated here. 4357.0 4357.0 Target Areas OK 1 2006 Washington State Nonresidential Energy Code Compliance Form �• ! 1 e 11 1 ,! ' • r ■ >, 2008 Washington State Nonresidential Energy Code Compliance Forma Revised July 2007 Project Address HAYWARD BARER BUILDING (Date 4/28/2010 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code Section Component Information Required Location on Plans Building Department Notes GENERAL REQUIREMENTS (Sections 1301 -1314) 1301 Scope Unconditioned spaces identified on plans if allowed yes 1302 Space heat type: Other If °Other", indicate on plans that electric resistance heat is not allowed AO.0 n. a. 1310.2 Semi - heated spaces Semi - heated spaces identified on plans if allowed 1311 Insulation yes 1311.1 Insul. installation Indicate densities and clearances yea 1311.2 Roof /ceiling insul. Indicate R -value on roof sections for attics and other roots; Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face stapling of faced batts A2.2 A4.1. M.2 yea 1311.3 Wall insulation Indicate R -value on wall sections; Indicate face stapling of faced batts: Indicate above grade exterior insulation is protected; Indicate loose -fill core insulation for masonry walls as Indicate heat capacity of masonry walls if masonry option is used F73; necess; A4.1 A4.2 n . a . 1311.4 Floor insulation Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24° o.c.; Indicate that insulation does not block airflow through foundation vents n.a. 1311.5 Slab -on -grade floor Indicate R -value on wall section or foundation detail; Indicate stab insulation extends down vertically 24° from top; Indicate above grade exterior insulation Is protected n. a . 1311,6 Radiant floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 38" from the top; Indicate above grade exterior insulation is protected; Indicate insulation also under entire slab whore reg'd. by Official yea 1312 Glazing and doors Provide calculation of glazing area (including both vertical vertical and overhead) as percent of gross wall area yes 1312.1 U•faclors Indicate glazing and door U•factors on glazing and door schedule (provide area - weighted calculations as necessary); Indicate if values are NFRC or default. if values are default then specify frame type, glazing layers, gapwidth, law -e coatings, gas fillings A5.1 yea 1312.2 SHGC & SC Indicate glazing solar heal gain coefficient or shading coefficient on glazing schedule (provide area - weighted calculations as necessary) A5. 1 1313 Moisture control yea 1313.1 Vapor retarders Indicate vapor retarders on warm side A4.1 yes 1313.2 Roof /ceiling vap.ret. Indicate vapor retarder on roof section; Indicate vap. retard, with sealed seams for non -wood struc. A2.2 A4.1 yes 1313.3 Wall vapor retarder Indicate vapor retarder on wall section n.a. 1313.4 Floor vapor retarder Indicate vapor retarder on floor section n.a. 1313.5 Crawl space vap. rot. Indicate six mil black polyethylene overlapped 12" on ground 1314 Air leakage yes yea 1314.1 Bldg. envel. sealing Indicate sealing, caulking. gasketing, and weatherstripping AS . 0 1314.2 Glazing /door sealing Indicate weatherstripping A5.1 n.a. 1314.3 Assemb. as ducts Indicate sealing, caulking and gasketing n.a. 1314.4 Recessed Lighting Fixtun Indicate IC rating, ASTM E283 certification, and gasketing or caulking to ceiling PRESCRIPTIVE /COMPONENT PERFORMANCE (Sections 1320 -23 or 1330.34) yea Envelope Sum. Form Completed and attached. Provide component performance worksheet if necessary If "no" Is shown for any question, provide explanation: • • 2006 Washington State Nonresidential Energy Code Compliance Form Interior:: Lighting'Summar 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Info Project Address HAYWARD BAKER BUILDING Date 4/28/2010 11022 E MARGINAL WAY s For Building Department Use -„ FIrrC PP1. r4fn ° TUKWILA WA Applicant Name: Applicant Address: Applicant Phone: p-. Project Description • New Building • Addition Alteration • Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Compliance Option 0 Prescriptive • Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Alteration Exceptions (check appropriate box - sec. 1132.3) 2 172.0 • No changes are being made to the lighting & space use not changed. • Less than 60% of the fixtures new, installed wattage not increased, Maximum Allowed Lighting Wattage Location (floor /room no.) Occupancy Description Allowed Watts per fl2 " Area in ft2 Allowed x Area OFFICE BUILDING 1.00 3800.0 3800.0 STORAGE 0.50 925.0 462.5 FP2 - (4) 40W T5 CIRCLINE, DECORATIVE PENDANT 2 172.0 344.0 FP3 - (4) 32W T8, INDUSTRIAL STRIP 6 118.0 708.0 FS1 - (2) 32W 28, SURFACE WRAPAROUND 1 59.0 59.0 " From Table 15 -1 (over) - document all exceptions on form LTG -LPA Proposed Lighting Wattage Total Allowed Watt 4262.5 Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed FP1 - (2) 32W T8, SUSPENDED LINEAR 44 59.0 2596.0 FP1E - (2) 32W T8, SUSPENDED LINEAR 3 59.0 177.0 FP2 - (4) 40W T5 CIRCLINE, DECORATIVE PENDANT 2 172.0 344.0 FP3 - (4) 32W T8, INDUSTRIAL STRIP 6 118.0 708.0 FS1 - (2) 32W 28, SURFACE WRAPAROUND 1 59.0 59.0 FW1 - (1) 17W 28, VANITY FIXTURE 3 17.0 51.0 cm - (2) 26W CFL, SURFACE BOWL 1 53.0 53.0 REVIEWED FOR CODE COMPLiANCE ,PPR VeD 2010 JUN 11 a City of Tukwila RECFP DUILDING DIVISION MAY 042 i CE O Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watt sl 3988.0 2006 Washington State Nonresidential Energy Code Compliance Form Exterior Lighting Summary 2006 Washington State Nonresidential Energy Code Compliance Fortes Revised July 2007 Project Info Proj Addres HAYWARD BAKER BUILDING Date 4/28/2010 I 11022 E MARGINAL WAY s For Building Department Use TUKWILA WA Name: Appl. Name Appl. Phon( Project Description • New Addition Alteration ■ Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Compliance Option ® Lighting Power Allowance 0 Systems Analysis Building Grounds (luminaires > 100 Watts) motion Sensor Efficacy> 60 lumens/W • Controlled by Exemption (list) Alteration Exceptions (check appropriate box - sec. 1132.3) • No changes are being made to the lighting increased & space use not 1. u Less than 60% of the fixtures new installed wattage not Tradable Maximum Allowed Lighting Wattage Tradable Locations Description Allowed Watts per ft2 or per If Area (ft2), perimeter (If) or # of items Allowed Watts x fe (or x If) Bldg. Facade (by perim) WP1 - (1) 175W METAL HALIDE 5.0 W /If 298.0 1490.0 WM1 - (2) 26W CFL DECORATIVE SCONCE 2 53.0 106.0 Tradable Proposed Lighting Wattage Total Allowed Watt Use mfgr listed maximum input wattage. For fixtures with hard -wired ballasts only the default table in the NREC Technical Reference Manual may also be used. Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Bldg. Facade (by perim) WP1 - (1) 175W METAL HALIDE 5.0 W /If 298.0 1490.0 WM1 - (2) 26W CFL DECORATIVE SCONCE 2 53.0 106.0 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Non - Tradable Maximum Allowed Lighting Wattage Total Proposed Watt Non - Tradable Locations Description Allowed Watts per ft2 or per If Area (ft2), perimeter (If) or # of items Allowed Watts x ft2 (or x If) Bldg. Facade (by perim) WP1 - (1) 175W METAL HALIDE 5.0 W /If 298.0 1490.0 WM1 - (2) 26W CFL DECORATIVE SCONCE 2 53.0 106.0 Non - Tradable Proposed Lighting Wattage Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Bldg. Facade (by perim) WP1 - (1) 175W METAL HALIDE 4 210.0 840.0 WM1 - (2) 26W CFL DECORATIVE SCONCE 2 53.0 106.0 Proposed Watts may not exceed Allowed Watts for Category 2006 Washin•ton State Nonresidential Ener• Code Com•liance Form Lighting, Motor, and Transformer; Permiit Plans Checklist ..LTG =CHK 2006 Washington State Nonresidential Energy Code Compliance Fortes Revised July 2007 Lighting - General Requirements 1513 Lighting Controls: Lighting, including exempt lighting in Section 1512, shall comply with this section. Where occupancy sensors are cited, they shall have the features listed in Section 1513.6.1. Where automatic time switches are cited, they shall have the features listed in Section 1513.6.2. 1513.1 Local Control and Accessibility: Each space, enclosed by walls or ceiling- height partitions, shall be provided with lighting controls located within that space. The lighting controls, whether one or more, shall be capable of turning off all lights within the space. The controls shall be readily accessible, at the point of entry/exit, to personnel occupying or using the space. EXCEPTIONS: The following lighting controls may be centralized in remote locations: 1. Lighting controls for spaces which must be used as a whole. 2. Automatic controls. 3. Controls requiring trained operators. 4. Controls for safety hazards and security. 1513.2 Area Controls: The maximum lighting power that may be controlled from a single switch or automatic control shall not exceed that which is provided by a 20 ampere circuit loaded to not more than 80 %. A master control may be installed provided the individual switches retain their capability to function independently. Circuit breakers may not be used as the sole means of switching. EXCEPTIONS: 1. Industrial or manufacturing process areas, as may be required for production. 2. Areas less than 5% of the building footprint for footprints over 100,000 ft2. 1513.3 Daylight Zone Control: All daylighted zones, as defined in Chapter 2, both under overhead glazing and adjacent to vertical glazing, shall be provided with individual controls, or daylight- or occupant- sensing automatic controls, which control the lights independent of general area lighting. Contiguous daylight zones adjacent to vertical glazing are allowed to be controlled by a single controlling device provided that they do not include zones facing more than two adjacent cardinal orientations (i.e. north, east, south, west). Daylight zones under overhead glazing more than 15 feet from the perimeter shall be controlled separately from daylight zones adjacent to vertical glazing. EXCEPTION: Daylight spaces enclosed by walls or ceiling height partitions and containing 2 or fewer light fixtures are not required to have a separate switch for general area lighting. 1513.4 Display, Exhibition and Specialty Lighting Controls: All display, exhibition or specialty lighting shall be controlled independently of general area lighting. 1513.5 Automatic Shut -off Controls, Exterior: Lighting for all exterior applications shall have automatic controls capable of turning off exterior lighting when sufficient daylight is available or when the lighting is not required during nighttime hours. Lighting not designated for dusk -to -dawn operation shall be controlled by either: a. A combination of a photosensor and a time switch; or b. An astronomical time switch. Lighting designated for dusk -to -dawn operation shall be controlled by an astronomical time switch or photosensor. All time switches shall be capable of retaining programming and the time setting during loss of power for a period of at least 10 hours. EXCEPTION: Lighting for covered vehicle entrances or exits from buildings or parking structures where required for safety, security, or eye adaptation. 1513.6 Automatic Shut -Off Controls, Interior: Buildings greater than 5,000 ft2 and all school classrooms shall be equipped with separate automatic controls to shut off the lighting during unoccupied hours. Within these buildings, all office areas less than 300 ft2 enclosed by walls or ceiling - height partitions, and all meeting and conference rooms, and all school classrooms, shall be equipped with occupancy sensors that comply with Section 1513.6.1. For other spaces, automatic controls may be an occupancy sensor, time switch or other device capable of automatically shutting off lighting. EXCEPTIONS: 1. Areas that must be continuously illuminated (e.g., 24 -hour convenience stores), or illuminated in a manner requiring manual operation of the lighting. 2. Emergency lighting systems. 3. Switching for industrial or manufacturing process facilities as may be required for production. 4. Hospitals and laboratory spaces. 5. Areas in which medical or dental tasks are performed are exempt from the occupancy sensor requirement. 1513.6.1 Occupancy Sensors: Occupancy sensors shall be capable of automatically turning off all the lights in an area, no more than 30 minutes after the area has been vacated. Light fixtures controlled by occupancy sensors shall have a wall- mounted, manual switch capable of turning off lights when the space is occupied. EXCEPTION: Occupancy sensors in stairwells are allowed to have two step lighting (high -light and low - light) provided the control fails in the high -light position. 1513.6.2 Automatic Time Switches: Automatic time switches shall have a minimum 7 day clock and be capable of being set for 7 different day types per week and incorporate an automatic holiday "shut -off' feature, which turns off all loads for at least 24 hours and then resumes normally scheduled operations. Automatic time switches shall also have program back -up capabilities, which prevent the loss of program and time settings for at least 10 hours, if power is interrupted. Automatic time switches shall incorporate an over -ride switching device which: a. is readily accessible; b. is located so that a person using the device can see the lights or the areas controlled by the switch, or so that the area being illuminated is annunciated; c. is manually operated; d. allows the lighting to remain on for no more than 2 hours when an over -ride is initiated; and e. controls an area not exceeding 5,000 ft2 or 5% of the building footprint for footprints over 100,000 ft2, whichever is greater. 1513.7 Commissioning Requirements: For lighting controls which include daylight or occupant sensing automatic controls, automatic shut -off controls, occupancy sensors, or automatic time switches, the lighting controls shall be tested to ensure that control devices, components, equipment and systems are calibrated, adjusted and operate in accordance with approved plans and specifications. Sequences of operation shall be functionally tested to ensure they operate in accordance with approved plans and specifications. A complete report of test procedures and results shall be prepared and filed with the owner. Drawing notes shall require commissioning in accordance with this paragraph. 1514 Exit Signs: Exit signs shall have an input power demand of 5 Watts or less per sign. Motors - General Requirements 1511 Electric Motors: All permanently wired polyphase motors of 1 hp or more, which are not part of an HVAC system, shall comply with Section 1437. EXCEPTIONS: 1. Motors that are an integral part of specialized process equipment. 2. Where the motor is integral to a listed piece of equipment for which no complying motor has been approved. Transformers - General Requirements SECTION 1540 — TRANSFORMERS The minimum efficiency of a low voltage dry-type distribution transformer shall be the Class I Efficiency Levels for distribution transformers specified in Table 4 -2 of the "Guide for Determining Energy Efficiency for Distribution Transformers" published by the National Electrical Manufacturers Association (NEMA TP -1- 2002). 2006 Washington State Nonresidential Energy Code Compliance Form Lighting, 2006 Washington State Motor, and Transformer Permit Plans Checklist. LTG -CHK Nonresidential Energy Code Compliance Forms Revised July 2007 Project Address w,YW BAKER BUILDING Date 4/28/2010 The following information is necessary to check a permit application for compliance with the lighting, motor, and transformer requirements in the 2006 Washington State Nonresidential Ene gy Code. Applicability (yes, no, n.a.) Code Section Component Information Requirec Location on Plans Building Department Notes LIGHTING CONTROLS (Section 1513) yes 1513.1 Local controUaccess Schedule with type, indicate locations l yes 1513.2 Area controls Maximum limit per switch AsI)— n. a. 1513.3 Daylight zone control Schedule with type and features, indicate locations vertical glazing Indicate vertical glazing on plans overhead glazing Indicate overhead glazing on plans n.a. 1513.4 Display /exhib /special Indicate separate controls 1513.5 Exterior shut -off Schedule with type and features, indicate location yes (a) timer w /backup Indicate location A (b) photocell. Indicate location 1513.6 Inter. auto shut -off Indicate location n.a. 1513.6.1 (a) occup. sensors Schedule with type and locations n.a. 1513.6.2 (b) auto. switches Schedule with type and features (back -up, override capability); Indicate size of zone on plans n.a. 1513.7 Commissioning Indicate requirements for lighting controls commissioning EXIT SIGNS (Section 1514) 1 1514 (Max. watts 'Indicate watts for each exit sign I LIGHTING POWER ALLOWANCE (Section 1530 -1532) yes 1531 Interior Lighting Summary Form Completed and attached. Schedule with fixture type lamps, ballasts, watts per fixture yes 1532 Exterior Lighting Summary Form Completed and attached. Schedule with fixture types, lamps, ballasts, watts per fixture MOTORS (Section 1511) n.a. 1 1511 IElec motor efficiency IMECH -MOT or Equipment Schedule with hp, rpm, efficiency I TRANSFORMERS (Section 1540) n.a. 1 1540 (Transformers 'Indicate size and efficiency I If "no" is circled for any question, provide explanation: Peter A.Opsahl Structural Engineering, Inc. 720 Third Avenue • Suite 1611 • Seattle, WA 98104 • ph: 206.322.4518 • f: 206.322.4528 • www.paostructural.com STRUCTURAL CALCULATIONS viL� . -may^ .".tOr ‘', Ii VIEWEC FOR A� COMPLIANCE Hayward Baker Building JUN 1 1 2010 11022 E. Marginal Way S. C; of Tukwila, WA gel Tukwila BUILDING DIVISION for McConkey Development by Peter A Opsahl Structural Engineering Inc. 4/28/2010 I V11) ECEIVED MAY 04 2010 PERMIT CENTER { Design Criteria Project Name: Hayward Baker T.I. Location: E. Marginal Way, Tukwila, WA Dead Roof: Loads: Memebrane roof 1/2" Sheathing 2x Sheathing 6x Purlins Glulam Beams Miscellaneous Total Live Loads: Snow 3.0 PSF 1.7 PSF 4.3 PSF 1.5 PSF 2.4 PSF 2.1 PSF 15.0 PSF 25.0 PSF Date: 4/2/2010 Soil Bearing: 2000 psf Frost Depth: 18" Floors: Flooring Topping 3/4" Sheathing TJI joists 5/8" Gypsum Miscellaneous Total 0.0 PSF 0.0 PSF 0.0 PSF 0.0 PSF 0.0 PSF 0.0 PSF 0.0 PSF Floor 40.0 PSF Seismic Loads: per 2006 /BC, Sect. 1613 & ASCE 7 -05, Chapter 11 Design Category = D Site Class = D Latitude ( °N) = 47.505 Longitude (°W) = 122.290 Building Ct= Height h.= Period T= Ct(hn) '4 _ S. = 1.004 Importance = 1.0 R = 1.5 Ss = 1.506 S1= 0.520 (per 2002 USGS) (per 2002 USGS) 0.02 (wood) 16.5 ft. 0.16 sec. Fa = 1.000 F„ = 1.500 To= 0.2 *(So1 /Sips) = 0.10 Walls: CMU 45.0 PSF 2x4 Framing 0.9 PSF 0.0 PSF Insulation 0.5 PSF 5/8" Gypsum 2.8 PSF Miscellaneous 0.8 PSF Total 50.0 PSF Wind 12.0 PSF Redundancy = 1.00 Sos = 2 /3(FaxSs) = 1.004 SD1 = 2 /3(F„xS1) = 0.520 Ts=(So1 /Sos) = 0.52 Sa =Sos if To <T <Ts, Sa= 0.6 *(Sosfro)'T +0.4 *Sos if T<T0, Sa =SD1/T if T >Ts Not greater than: Not less than: Design Category E or F; not less than: Seismic Design Coefficient: Seismic Weight Distrubution: Diaphragm h,(ft.) w, (kips) Roof 16.5 183.9 183.9 CS SD1/T *(R/I) = 2.121 Cs 0.044Sos *I = 0.044 CS 0.5S1 /(R%I) = 0.173 Cg Sos /(R/I) = 0.669 Cs = 0.669 h,w, (K -ft. ) 0 0 0 0 3026.5 3026.5 w,hJsum(w,h,) 0 0 0 0 1 Design Base Shear (working str.) = 0.7 *( 0.669 * W) = 0.469 *W = F, (Ibs.) 0 0 0 0 86,158 86,158 lbs. Wind Loads: per SEAW RSM -03 (3 -sec. gust wind speeds) Inflation Wind Speed (MPH) 85 Exposure B Roof Pitch (x:12) 0 K1= 0.00 K2= 0.00 K3= 0.00 Kn= (1 +K1 *K2 *K3)`= 1.00 qs= KZ= Iw= 18.5 0.59 1.0 Wall (windward) Wall (leeward) Roof (windward) Roof (leeward) Ps = 10.9 x CRSM MFWRS PROM (psf) 0.42 4.6 - 0.51 -5.6 0.07 0.8 - 0.59 -6.4 CRq Wall (field) Wall (edges) Roof (field) Roof (edges) Roof (O /H- edges) Roof (O /H- crnr.) Sum F;(Ibs.) 0 0 0 0 86,158 Cladding (100 ft2) Cpssa PROM (psf) -0.93 -12.0 -1.05 -13.6 -0.83 -10.7 -1.35 -17.5 -1.87 -24.2 -2.12 -27.4 t1 /4t 1(s,f. JFl <, UJl=tcal[; u.11- v W9 ; y,1.02 fit (l li =) + 1S.s�� (2214*(ct.) 4- 1,121' (`56 4/F/01 1o14 4411.330,) VJ :-- 111114404 117.114104 (PI MN, Uf4-* 4 e ,r -"ESC - APPfa1D1) M- v-90._ UQ1 A Pc11D - Gfiuf-CAn. 'P'ocfrou( 110.2 _ lb.1oZ5%� = Zb.Z .t � -7Io25 E4A(At Q4 Q uc n xi 13 .S A X. I an t = lb �1. L25� =1 o'-2,"(x. H on.t20 Ro(UiONNA6, e I8-2 vL 1u 0(t \tywc.kt. EcN&S N %Los. NP,At (h A113.5,1 q.-P0 gt13.5.'2.) \low,46w S>r,P/11C UPW-6 -Y (An tE tv5`onkco Q 4 e = l �Sazs" 1.38 I,S ou prloq - VItA,N cAtv%x4 &.s E (I'311 t 11. STCN A I- Skt rn a- 04.4AA = 3teir V1 r+ocl1 1V Q y _ tit , `t(l511 rJ(, 12,04.gs --3, (oy 1O #s 1 Val% -- 1401 -c - S;lrwot 4t, --5014s% 1,Sbo si, .1 `Qv.a5 C = ASo �� (+65— 4 L03% (q 3o.4.) P 11\ - c: C \1\4 Q-oc Qoa.c.- S Rt11•1 - v n m -fr.MS 2.lSu, Wo wlo (Q&fffu kus DCQ-= go (Z.-15141Pr; (T(UMK) _ °18.101% 6.140 (0.5/) .9%,1/2 = ra11•l- 1%.(a' = 231 2.1(O Sz) 12'1. Z = 1,05 >•c os sot .01 AILS - SA-M "14osc-G-R_ V= 1-ZO, C P W G (C-19---- o i5 -Cow S 41T 1,2 (052) 1).15 z = 32 ,491P c.•-w 1.2(0.57-) 0.1 P9-11.--41 = 2-1,415* 8 t‘■-5 ags �uS Peter A.Opsahl Structural Engineering, Inc. 720 Third Avenue • Suite 1611 • Seattle, WA 98104 • 206.322.4518 • www.paostructural.com Project Designer Client Date Sheet { 2(055Ya I2,o31)* 2_1 ,i,05 t° vow -proof tot. -tb (Itt. Ockto. S p,-\ 11.6 — lat t€ L op,-Q s(r b.,3) (652) (4,-;i023 A_ 11-7,o5b \ = 14311 A N.IJD(t4 0. %(0,2)(21,Sb5} I1�021 \= 33`11 eS. 6:14°52-)(1S532 4 31 3,2- = 30,991* e E. , = 6 ,% (o.5z )( (0 2 �5`i a 3 z = yn,cat* e w. 112.2.2 Svtf. . tuM•.f' W` O 3-1I' G f\inn- tA". t 25vs ty,, 2001 N 4' 0:15 A° l'b' -C(.24)tfcvs 7(134 ,vv= Vs" u 91.S ;,A1-= 211 Sou_` 'gym= (p c + b15 z )= 69,3 ?.5. 2.5 = -RI 6 1 0,MA 1611311-_). _ 1 I va = t S i W v-sr 5viFAce, w enL (c »►n•) vR = n9Vo Q1" (0101' b. \ (ZSau ) s t 21$12' Pp =9.33X(So= 11 0 .1 AZ3(9,,r`{t`S 10.1 Psi 70_11-31 .1(�3 '\J vk ` � 5 (ot4b2ti, vr= 0,11(1140o� T &,10 1L1'01 QIf4 = i,ll xiSU 1145-74 f\= 41.4(415 '� M= A,\ ?:5 .� v� _ l�g.�t (tS) - t' 01t45° r-j-Cr 171 214 l�tEa A bi G 2, `(t.5'= I t ;,z - ("•• Y3: ; VA- "t3) ,.s .3�Ito� - .51tldt \J b9 ( 11000) , = 4506t. IttoGIL N(, (jouril _P>$ V f L vA 01 wys = (1-1 (yoi *.(4) 2$103'5* _Ve- 2,1,mi 300 k 145 (C.) UNQktvGnt-ctO Nu5T DOE (auAili Peter A.Opsahl Structural Engineering, Inc. 720 Third Avenue • Suite 1611 • Seattle, WA 98104 • 206.322.4518 • www.paostructural.com Project Designer Client Date Sheet 5 Nog 11n whi,d, : pot-L-1,5 ?v=-- 29‘70,1/ .1 Ac = 611.33 (y1.5) _ �, 122 .,411.- (4-7,� e be A .s /2 OA(P +�.St�,,�Y1 • 6A (29,20o' + NC (i6, "1)= 1 ▪ ,423 s El02 G31.t•\(owE0 \IQ = LISpr VA avid \ . (7V- 0 LUAU, au. 6`1 (NS91GCSi1ot.1 9!M' P1 . ¶ tgt-A = I,loso4 •, A = 1 3tXe{t.s= 1V ;uti t, (05 (3$1) ( = 1 � 1 V � ` I.S 05%4 vet: 0.°t (1, 0 '‘) a f" (o=(" O o r-- 13.ta(15O' - 2,0564 A= 140•01.s= 20 'wit 1 4 « M�2,1 '` \ b N = 1,51b " l2,iS0ik 1%1-It" p l Ert Qo = (6 61 IS•o' sett s = `n'S �M= 10(0.\ 1 vA= (,�.►-1V5},►L° \J 7- flf'l (1-100')1-1:1' 3-100" ) ta- '511104 Est wNIL 103M) \w>0 = (3to,t33 4) 25,t0156 \lc t 1,51( i,5920°° (tzl 000..c.itQfD)t•S+-V 11 ku Mo - NVD. 113.1 pfmcii,W 5E61,41[, ( vtAk,3& SQ►..tv(, t l oc lkc S1A,c►-a. 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(5x51014) = 11.2w co° (7Apt) rok lb.415y ' 0 2 -11.2 u et; } �, ) tb MIS i (9.ca5� '112 } °t l h•�� t.0 0'122 Ouc -oc-- ( LOAK `) 9 i bQ bF WA-U. 1t' C� = 0,`{02 x 2 (50/c..,) = 111{ 41-. L=1g1 -$" ; Y 1 = Liftbl 41y1 2 b.,(3 -) firto 281 ;H" (Gsn, L/') V1(oi15.t aC.(@Y(3 J L`2ilc`ic116 (n.z) Peter A.Opsahl Structural Engineering, Inc. 720 Third Avenue • Suite 1611 • Seattle, WA 98104 • 206.322.4518 • www.paostructural.com Project Designer Client Date Sheet Sc2 ctnet, bo,e HA4Iii si sf t91,3 ot, q.0 w wtSU6; (2 =1.s vgo - B (4z,g964)=— -19CA vAsp - 0.7 (1,i14.4) = 9,51V4 vtaf -1 -05 "x e5=- 11 126 X 1.3 x wwESc 0r1(o.t26)1.3 ( 15111@ + 2LW) ot`9 ,% �( 0y�e c 15;l1i *(91.w /0 WINO -5 (t -'3 CA )`e fix= i 6.1211f10.2= yc44- 0.00"1 1,„SX 7- 0,00n x 12 "%) 044 b'A Qc� ('1,1s 1.1A+D CP LC • 6. on': 4 0.99" \abri l ow Peter A.Opsahl Structural Engineering, Inc. 720 Third Avenue • Suite 1611 • Seattle, WA 98104 • 206.322.4518 • www.paostructural.com 0 Project Designer Client Date Sheet A PAO Structural Engineering Inc. Hayward Baker Frame Apr 23, 2010 Load Combinations BLC Factor BLC Factor BLC Factor BLC Factor 1 Live 0 0 0 2 N2 LL 1 0 3 N3 13.5 14.75 0 4 N4 13.5 0 0 2 Snow SL 1 3 Wind WL 1 4 Seismic EL 1 5 2.4.1.2 Yes DL 1 LL 1 6 2.4.1.3 Yes DL 1 SL 1 7 2.4.1.4 Yes DL 1 LL .75 SL .75 8 2.4.1.5.W Yes DL 1 WL 1 9 Yes DL 1 WL -1 10 2.4.1.5.E Yes Y DL 1.141 EL .7 11 Yes Y DL 1.141 EL -.7 12 2.4.1.6.W Yes DL 1 LL .75 SL .75 WL .75 13 Yes DL 1 LL .75 SL .75 WL -.75 14 2.4.1.6.E Yes Y DL 1.105 LL .75 SL .75 EL .525 15 Yes Y DL 1.105 LL .75 SL .75 EL -.525 16 2.4.1.7 Yes DL .6 WL 1 17 Yes DL .6 WL -1 18 2.4.1.8 Yes Y DL .459 EL .7 19 Yes Y DL .459 EL -.7 20 Drift (Wind) DL 1 LL .5 WL 1 21 DL 1 LL .5 WL -1 22 Drift (Seismic) DL 1 EL 1 23 DL 1 EL -1 24 12.4.3.2.5 DL 1.141 EL 1.4 25 DL 1.141 EL -1.4 26 12.4.3,2.8 DL .459 EL 1.4 27 DL .459 EL -1.4 28 12.4.3.2.6 DL 1.105 LL .75 SL .75 EL 1.05 29 DL 1.105 LL .75 SL .75 EL -1.05 30 ASCE 1 DL 1.4 31 ASCE 2 (b) DL 1.2 LL 1.6 SL .5 32 ASCE 3 (c) DL 1.2 LL 1 SL 1.6 33 ASCE 3 (d) (a) DL 1.2 SL 1.6 WL .8 84 ASCE 3 (d) (b) DL 1.2 SL 1.6 WL -.8 35 ASCE 4 (b) (a) DL 1.2 LL 1 SL .5 WL 1.6 36 ASCE 4 (b) (b) DL 1.2 LL 1 SL .5 WL -1.6 37 ASCE 5 (a) DL 1.401 LL .5 SL .2 EL 1 38 ASCE 5 (b) DL 1.401 LL .5 SL .2 EL -1 39 ASCE 6 (a) DL .9 WL 1.6 40 ASCE 6 (b) DL .9 WL -1.6 41 ASCE 7 (a) DL .699 EL 1 42 ASCE 7 (b) DL .699 EL -1 Joint Coordinates and Temperatures Label X fft Y fft Te 1 N1 0 0 0 2 N2 0 14.75 0 3 N3 13.5 14.75 0 4 N4 13.5 0 0 Joint Boundary Conditions Joint Label X [k/i j Y [k/inj Rotation[k - ft/rad Footing 1 N1 Reaction Reaction 2 N4 Reaction Reaction RISA -2D Version 8.0.3 [G: \Hayward Baker \Calculations \IEBC Moment frame.r2d] Page 1 Itb PAO Structural Engineering Inc. Hayward Baker Frame Apr 23, 2010 Envelope Joint Reactions k- 1 N1 max 13.869 19 32.768 11 0 5 2 2 min - 14.199 18 - 29.796 18 0 5 3 N4 max 14.169 11 32.769 10 0 5 4 A992 min - 13.838 10 - 29.795 19 0 5 5 Totals: max 28.038 19 4.219 11 max 32.768 6 14.045 min - 28.038 10 1.697 19 min Member Distributed Loads Member Label Direction Start Magnitude[k/ft .d...End Magnitude[k/ft .d... Start Location[ft . %] End Location[ft . %] No Data to Print ... Joint Loads and Enforced Displacements (BLC 1 : Dead) Maonitude[k.k-ft in.rad k's ^2/ft 1 N2 L Y -1.849 2 N3 L Y -1.849 Joint Loads and Enforced Displacements (BLC 4 : Wind) Joint Label L.D.M 1 1 Direction Magnitude[k.k-ft in rad k's ^2/ft] N2 L X 4.624 Joint Loads and Enforced Displacements (BLC 5 : Seismic) Joint Label L D.M Direction 1 N2 L X Magnitude[k.k -ft in.rad k`s ^2 /ft] 40.054 Member Primary Data Material Design R 1 M1 N1 N2 32.768 W18x86 Column Wide Flange ... A992 Typical 2 M2 N3 N4 - 29.796 W18x86 Column Wide Range ... A992 Typical 3 M3 N2 N3 32.768 W18x86 Beam Wide Flange ... A992 Typical Envelope Member Section Forces r Momentfk -ft ' lc 1 M1 1 max 32.768 11 14.045 10 0 5 2 min - 29.796 18 - 14.046 11 0 5 3 2 max 32.768 11 14.045 10 51.795 11 4 min - 29.796 18 - 14.046 11 - 51.792 10 5 3 max 32.768 11 14.045 10 103.59 11 6 min - 29.796 18 - 14.046 11 - 103.583 10 7 4 max 32.768 11 14.045 10 155.385 11 8 min - 29.796 18 - 14.046 11 - 155.375 10 9 5 max 32.768 11 14.045 10 207.18 11 10 min - 29.796 18 - 14.046 11 - 207.166 10 11 M2 1 max 32.769 10 14.015 10 206.719 10 12 min - 29.795 19 - 14.015 11 - 206.722 11 13 2 max 32.769 10 14.015 10 155.04 10 14 min - 29.795 19 - 14.015 11 - 155.041 11 15 3 max 32.769 10 14.015 10 103.36 10 16 min - 29.795 19 - 14.015 11 - 103.361 11 17 4 max 32.769 10 14.015 10 51.68 10 18 min - 29.795 19 - 14.015 11 -51.68 11 19 5 max 32.769 10 14.015 10 0 5 RISA -2D Version 8.0.3 [G: \Hayward Baker \Calculations \IEBC Moment frame.r2d] Page 2 �' PAO Structural Engineering Inc. Hayward Baker Frame Apr 23, 2010 Envelope Member Section Forces (Continued) Sec Shearfkl Moment fk -ft ' Ic 20 M1 1 min - 29.795 19 - 14.015 11 0 5 21 M3 1 max 13.838 10 30.659 11 207.18 11 22 5 0 min - 14.169 11 - 30.658 10 - 207.166 10 23 10 2 max 13.838 10 30.659 11 103.704 11 24 18 -1.591 min - 14.169 11 - 30.658 10 - 103.695 10 25 max 3 max 13.838 10 30.659 11 .229 11 26 4 min - 14.169 11 - 30.658 10 -.223 10 27 10 4 max 13.838 10 30.659 11 103.248 10 28 10 11.206 min - 14.169 11 - 30.658 10 - 103.247 11 29 11 5 max 13.838 10 30.659 11 206.719 10 30 - 1.591 min - 14.169 11 - 30.658 10 - 206.722 , 11 Envelope Member Section Stresses in l Ic Bottom BendinaFks Ic 1 M1 1 max 1.295 11 1.591 10 0 5 0 5 2 min 0 min -1.178 18 -1.591 11 0 5 0 5 3 18 2 max 1.295 11 1.591 10 3.735 10 3.735 11 4 10 2581.402 min -1.178 18 -1.591 11 -3.735 11 -3.735 10 5 11 3 max 1.295 11 1.591 10 7.47 10 7.471 11 6 4 min -1.178 18 -1.591 11 -7.471 11 -7.47 10 7 min 4 max 1.295 11 1.591 10 11.205 10 11.206 11 8 18 .958 min -1.178 18 -1.591 11 - 11.206 11 - 11.205 10 9 5 max 1.295 11 1.591 10 14.94 10 14.941 11 10 min -1.178 18 -1.591 11 - 14.941 11 -14.94 10 11 M2 1 max 1.295 10 1.588 10 14.908 11 14.908 10 12 min -1.178 19 -1.588 11 - 14.908 10 - 14.908 11 13 2 max 1.295 10 1.588 10 11.181 11 11.181 10 14 min -1.178 19 -1.588 11 - 11.181 10 - 11.181 11 15 3 max 1.295 10 1.588 10 7.454 11 7.454 10 16 min -1.178 19 -1.588 11 -7.454 10 -7.454 11 17 4 max 1.295 10 1.588 10 3.727 11 3.727 10 18 min -1.178 19 -1.588 11 -3.727 10 -3.727 11 19 5 max 1.295 10 1.588 10 0 5 0 5 20 min -1.178 19 -1.588 11 0 5 0 5 21 M3 1 max .547 10 3.473 11 14.94 10 14.941 11 22 min -.56 11 -3.473 10 - 14.941 11 -14.94 10 23 2 max .547 10 3.473 11 7.478 10 7.479 11 24 min -.56 11 -3.473 10 -7.479 11 -7.478 10 25 3 max .547 10 3.473 11 .016 10 .017 11 26 min -.56 11 -3.473 10 -.017 11 -.016 10 27 4 max .547 10 3.473 11 7.446 11 7.446 10 28 min -.56 11 -3.473 10 -7.446 10 -7.446 11 29 5 max .547 10 3.473 11 14.908 11 14.908 10 30 min -.56 11 -3.473 10 - 14.908 10 - 14.908 11 Envelope Member Section Deflections Ic n Ic Uv Rati 1 M1 1 max 0 5 0 5 NC 5 2 min 0 5 0 5 NC 5 3 2 max .002 18 .308 11 2581.237 11 4 min -.002 11 -.308 10 2581.402 10 5 3 max .004 18 .589 11 1613.273 11 6 min -.004 11 -.589 10 1613.376 10 7 4 max .005 18 .815 11 1843.741 11 8 min -.006 11 -.815 10 1843.859 10 9 5 max .007 18 .958 11 NC 11 RISA -2D Version 8.0.3 [G: \Hayward Baker\Calculations \IEBC Moment frame.r2d] Page 3 12. PAO Structural Engineering Inc. Hayward Baker Frame Apr 23, 2010 Envelope Member Section Deflections (Continued) Mem Uv Ratio 10 min -.008 11 -.958 10 NC 10 11 M2 1 max .008 10 .955 10 NC 10 12 min -.007 19 -.955 11 NC 11 13 2 max .006 10 .812 10 1847.845 10 14 min -.005 19 -.812 11 1847.823 11 15 3 max .004 10 .587 10 1616.865 10 16 min -.004 19 -.587 11 1616.845 11 17 4 max .002. 10 .307 10 2586.983 10 18 min -.002 19 -.307 11 2586.952 11 19 5 max 0 5 0 5 NC 5 20 min 0 5 0 5 NC 5 21 M3 1 max .958 10 .007 18 NC 18 22 min -.958 11 -.008 11 NC 11 23 2 max .957 10 .019 19 NC 19 24 min -.957 11 -.02 10 7013.224 10 25 3 max .957 10 0 19 NC 19 26 min -.957 11 0 10 NC 10 27 4 max .956 10 .019 18 7108.174 18 28 min -.956 11 -.02 11 6113.865 11 29 5 max .955 10 .007 19 NC 19 30 min -.955 11 -.008 10 NC 10 RISA -2D Version 8.0.3 [G: \Hayward Baker \Calculations \IEBC Moment frame.r2d] Page 4 15 PAO Structural Engineering Inc. Hayward Baker Frame Apr 23, 2010 Load Combinations Description Solve PD... SR... BLC Factor BLC Factor B C F actor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Live max 28.068 25 63.377 25 LL 1 2 min - 28.068 24 - 60.419 26 0 24 3 N4 max 2 Snow 63.377 24 0 24 4 min SL 1 - 60.419 27 0 24 5 Totals: max 56.076 25 4.219 3 Wind 6 min - 56.076 24 1.697 26 WL 1 4 Seismic EL 1 5 2.4.1.2 DL 1 LL 1 6 2.4.1.3 DL 1 SL 1 7 2.4.1.4 DL 1 LL .75 SL .75 8 2.4.1.5.W DL 1 WL 1 9 DL 1 WL -1 10 2.4.1.5.E Y DL 1.141 EL .7 11 Y DL 1.141 EL -.7 12 2.4.1.6.W DL 1 LL .75 SL .75 WL .75 13 DL 1 LL .75 SL .75 WL -.75 14 2.4.1.6.E Y DL 1.105 LL .75 SL .75 EL .525 15 Y DL 1.105 LL .75 SL .75 EL -.525 16 2.4.1.7 DL .6 WL 1 17 DL .6 WL -1 18 2.4.1.8 Y DL .459 EL .7 19 Y DL .459 EL -.7 20 Drift (Wind) DL 1 LL .5 WL 1 21 DL 1 LL .5 WL -1 22 Drift (Seismic) DL 1 EL 1 23 DL 1 EL -1 24 12.4.3.2.5 Yes DL 1.141 EL 1.4 25 Yes DL 1.141 EL -1.4 26 12.4.3.2.8 Yes DL .459 EL 1.4 27 Yes DL .459 EL -1.4 28 12.4.3.2.6 Yes DL 1.105 LL .75 SL .75 EL 1.05 29 Yes DL 1.105 LL .75 SL .75 EL -1.05 30 ASCE 1 DL 1.4 31 ASCE 2 (b) DL 1.2 LL 1.6 SL .5 32 ASCE 3 (c) DL 1.2 LL 1 SL 1.6 33 ASCE 3 (d) (a) DL 1.2 SL 1.6 WL .8 34 ASCE 3 (d) (b) DL 1.2 SL 1.6 WL -.8 35 ASCE 4 (b) (a) DL 1.2 LL 1 SL .5 WL 1.6 36 ASCE 4 (b) (b) DL 1.2 LL 1 SL .5 WL -1.6 37 ASCE 5 (a) DL 1.401 LL .5 SL .2 EL 1 38 ASCE 5 (b) DL 1.401 LL .5 SL .2 EL -1 39 ASCE 6 (a) DL .9 WL 1.6 40 ASCE 6 (b) DL .9 WL -1.6 41 ASCE 7 (a) DL .699 EL 1 42 ASCE 7 (b) DL .699 EL -1 Envelope Joint Reactions Joint X Ic Y fk Ic Moment fk -ft Ic 1 N1 max 28.068 25 63.377 25 0 24 2 min - 28.068 24 - 60.419 26 0 24 3 N4 max 28.007 25 63.377 24 0 24 4 min - 28.007 24 - 60.419 27 0 24 5 Totals: max 56.076 25 4.219 24 6 min - 56.076 24 1.697 26 Envelope Member Section Forces Member Sec Axial 1 1 M1 1 1 1 max 63.377 c 25 Shear[k] Ic Moment[k -ft] Ic 24 1 0 1 24 28.068 RISA -2D Version 8.0.3 [G: \Hayward Baker \Calculations \IEBC Moment frame.r2d] Page 5 `� k PAO Structural Engineering Inc. Hayward Baker Frame Apr 23, 2010 Envelope Member Section Forces (Continued) 2 M1 1 min - 60.419 26 - 28.068 25 0 24 3 24 2 max 63.377 25 28.068 24 103.502 25 4 24 0 min - 60.419 26 - 28.068 25 - 103.502 24 5 24 3 max 63.377 25 28.068 24 207.005 25 6 26 -3.18 min - 60.419 26 - 28.068 25 - 207.005 24 7 max 4 max 63.377 25 28.068 24 310.507 25 8 min - 60.419 26 - 28.068 25 - 310.507 24 9 24 5 max 63.377 25 28.068 24 414.01 25 10 24 22.393 min - 60.419 26 - 28.068 25 - 414.01 24 11 M2 1 max 63.377 24 28.007 24 413.105 24 12 25 3.18 min - 60.419 27 - 28.007 25 - 413.105 25 13 min 2 max 63.377 24 28.007 24 309.829 24 14 M2 1 min - 60.419 27 - 28.007 25 - 309.829 25 15 24 3 max 63.377 24 28.007 24 206.553 24 16 24 - 29.792 min - 60.419 27 - 28.007 25 - 206.553 25 17 24 4 max 63.377 24 28.007 24 103.276 24 18 27 -3.173 min - 60.419 27 - 28.007 25 - 103.276 25 19 max 5 max 63.377 24 28.007 24 0 24 20 min - 60.419 27 - 28.007 25 0 24 21 M3 1 max 28.007 24 61.268 27 414.01 25 22 25 7.448 min - 28.007 25 - 61.268 26 - 414.01 24 23 25 2 max 28.007 24 61.268 27 207.231 25 24 24 3.173 min - 28.007 25 - 61.268 26 - 207.231 24 25 min 3 max 28.007 24 61.268 27 .452 25 26 M3 1 min - 28.007 25 - 61.268 26 -.452 24 27 25 4 max 28.007 24 61.268 27 206.326 26 28 25 - 29.857 min - 28.007 25 - 61.268 26 - 206.326 27 29 27 5 max 28.007 24 61.268 27 413.105 26 30 25 -6.941 min - 28.007 25 - 61.268 26 - 413.105 25 Envelope Member Section Stresses Member Se Ic Ic Ic 1 M1 1 max 2.505 25 3.18 24 0 24 0 24 2 min -2.388 26 -3.18 25 0 24 0 24 3 2 max 2.505 25 3.18 24 7.464 24 7.464 25 4 min -2.388 26 -3.18 25 -7.464 25 -7.464 24 5 3 max 2.505 25 3.18 24 14.929 24 14.929 25 6 min -2.388 26 -3.18 25 - 14.929 25 - 14.929 24 7 4 max 2.505 25 3.18 24 22.393 24 22.393 25 8 min -2.388 26 -3.18 25 - 22.393 25 - 22.393 24 9 5 max 2.505 25 3.18 24 29.857 24 29.857 25 10 min -2.388 26 -3.18 25 - 29.857 25 - 29.857 24 11 M2 1 max 2.505 24 3.173 24 29.792 25 29.792 24 12 min -2.388 27 -3.173 25 - 29.792 24 - 29.792 25 13 2 max 2.505 24 3.173 24 22.344 25 22.344 24 14 min -2.388 27 -3.173 25 - 22.344 24 - 22.344 25 15 3 max 2.505 24 3.173 24 14.896 25 14.896 24 16 min -2.388 27 -3.173 25 - 14.896 24 - 14.896 25 17 4 max 2.505 24 3.173 24 7.448 25 7.448 24 18 min -2.388 27 -3.173 25 -7.448 24 -7.448 25 19 5 max 2.505 24 3.173 24 0 24 0 24 20 min -2.388 27 -3.173 25 0 24 0 24 21 M3 1 max 1.107 24 6.941 27 29.857 24 29.857 25 22 min -1.107 25 -6.941 26 - 29.857 25 - 29.857 24 23 2 max 1.107 24 6.941 27 14.945 24 14.945 25 24 min -1.107 25 -6.941 26 - 14.945 25 - 14.945 24 25 3 max 1.107 24 6.941 27 .033 24 .033 25 26 min -1.107 25 -6.941 26 -.033 25 -.033 24 RISA -2D Version 8.0.3 [G: \Hayward Baker \Calculations \IEBC Moment frame.r2d] Page 6 t5 ti PAO Structural Engineering Inc. Hayward Baker Frame Apr 23, 2010 Envelope Member Section Stresses (Continued) Member Sec Axialfksil Ic Shearfksi I Too Bendinafk Bottom Bendinafks I 27 4 max 1.107 24 6.941 27 14.88 27 14.88 26 28 min -1.107 25 -6.941 26 -14.88 26 -14.88 27 29 5 max 1.107 24 6.941 27 29.792 25 29.792 26 30 min -1.107 25 -6.941 26 - 29.792 26 - 29.792 25 RISA -2D Version 8.0.3 [G: \Hayward Baker \Calculations \IEBC Moment frame.r2d] Page 7 Ito L PAO Structural Engineering Inc. Hayward Baker Frame Apr 23, 2010 Load Combinations Description SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Live max 0 22 0 22 LL 1 2 min 0 23 0 23 - 9.862e -3 22 3 N2 max 2 Snow .01 22 2.784e -3 23 4 min SL 1 -.011 23 - 2.784e -3 22 5 N3 max 1.363 22 .01 3 Wind 23 6 min -1.363 23 -.011 22 - 2.77e -3 WL 1 N4 max 0 22 0 23 9.833e -3 23 4 Seismic min 0 23 0 22 - 9.833e -3 22 EL 1 5 2.4.1.2 DL 1 LL 1 6 2.4.1.3 DL 1 SL 1 7 2.4.1.4 DL 1 LL .75 SL .75 8 2.4.1.5.W DL 1 WL 1 9 DL 1 WL -1 10 2.4.1.5.E Y DL 1.141 EL .7 11 Y DL 1.141 EL -.7 12 2.4.1.6.W DL 1 LL .75 SL .75 WL .75 13 DL 1 LL .75 SL .75 WL -.75 14 2.4.1.6.E Y DL 1.105 LL .75 SL .75 EL .525 15 Y DL 1.105 LL .75 SL .75 EL -.525 16 2.4.1.7 DL .6 WL 1 17 DL .6 WL -1 18 2.4.1.8 Y DL .459 EL .7 19 Y DL .459 EL -.7 20 Drift (Wind) Yes DL 1 LL .5 WL 1 21 Yes DL 1 LL .5 WL -1 22 Drift (Seismic) Yes DL 1 EL 1 23 Yes DL 1 EL -1 24 12.4.3.2.5 DL 1.141 EL 1.4 25 DL 1.141 EL -1.4 26 12.4.3.2.8 DL .459 EL 1.4 27 DL .459 EL -1.4 28 12.4.3.2.6 DL 1.105 LL .75 SL .75 EL 1.05 29 DL 1.105 LL .75 SL .75 EL -1.05 30 ASCE 1 DL 1.4 31 ASCE 2 (b) DL 1.2 LL 1.6 SL .5 32 ASCE 3 (c) DL 1.2 LL 1 SL 1.6 33 ASCE 3 (d) (a) DL 1.2 SL 1.6 WL .8 34 ASCE 3 (d) (b) DL 1.2 SL 1.6 WL -.8 35 ASCE 4 (b) (a) DL 1.2 LL 1 SL .5 WL 1.6 36 ASCE 4 (b) (b) DL 1.2 LL 1 SL .5 WL -1.6 37 ASCE 5 (a) DL 1.401 LL .5 SL .2 EL 1 38 ASCE 5 (b) DL 1.401 LL .5 SL .2 EL -1 39 ASCE 6 (a) DL .9 WL 1.6 40 ASCE 6 (b) DL .9 WL -1.6 41 ASCE 7 (a) DL .699 EL 1 42 ASCE 7 (b) DL .699 EL -1 Envelope Joint Displacements Joint X Ic Y Ic Rotation [rad Ic 1 N1 max 0 22 0 22 9.862e -3 23 2 min 0 23 0 23 - 9.862e -3 22 3 N2 max 1.368 22 .01 22 2.784e -3 23 4 min -1.368 23 -.011 23 - 2.784e -3 22 5 N3 max 1.363 22 .01 23 2.77e -3 23 6 min -1.363 23 -.011 22 - 2.77e -3 22 7 N4 max 0 22 0 23 9.833e -3 23 8 min 0 23 0 22 - 9.833e -3 22 RISA -2D Version 8.0.3 [G: \Hayward Baker \Calculations \IEBC Moment frame.r2d] Page 8 11 ti PAO Structural Engineering Inc. Hayward Baker Frame Apr 23, 2010 Envelope Member Section Deflections Member Sec x 1 M1 1 max 0 20 0 20 NC 20 2 20 2 min 0 20 0 20 NC 20 3 20 2 max .003 22 .44 23 1808.391 23 4 22 5.332 min -.003 23 -.44 22 1808.391 22 5 22 3 max .005 22 .84 23 1130.244 23 6 max 1.803 min -.006 23 -.84 22 1130.244 22 7 4 max .008 22 1.163 23 1291.708 23 8 22 7 min -.008 23 -1.163 22 1291.708 22 9 22 5 max .01 22 1.368 23 NC 23 10 23 - 15.995 min -.011 23 -1.368 22 NC 22 11 M2 1 max .011 22 1.363 22 NC 22 12 min -1.657 min -.01 23 -1.363 23 NC 23 13 M2 2 max .008 22 1.159 22 1294.536 22 14 22 12 min -.008 23 -1.159 23 1294.536 23 15 22 3 max .006 22 .838 22 1132.719 22 16 22 15.96 min -.005 23 -.838 23 1132.719 23 17 23 4 max .003 22 .438 22 1812.351 22 18 max 1.803 min -.003 23 -.438 23 1812.351 23 19 5 max 0 20 0 20 NC 20 20 23 17 min 0 20 0 20 NC 20 21 M3 1 max 1.368 22 .01 22 NC 22 22 23 -5.32 min -1.368 23 -.011 23 7672.31 23 23 22 2 max 1.367 22 .027 23 9451.988 23 24 min -1.657 min -1.367 23 -.028 22 4912.75 22 25 M3 3 max 1.366 22 0 23 NC 23 26 23 22 min -1.366 23 0 22 NC 22 27 23 4 max 1.364 22 .027 22 4977.652 22 28 23 10.675 min -1.364 23 -.028 23 4282.973 23 29 23 5 max 1.363 22 .01 23 NC 23 30 min -1.363 23 -.011 22 NC 22 Envelope Member Section Stresses Member Sec Axial ksi Ic Ic 1 M1 1 max 1.803 23 2.271 22 0 20 0 20 2 min -1.657 22 -2.271 23 0 20 0 20 3 2 max 1.803 23 2.271 22 5.332 22 5.332 23 4 min -1.657 22 -2.271 23 -5.332 23 -5.332 22 5 3 max 1.803 23 2.271 22 10.663 22 10.663 23 6 min -1.657 22 -2.271 23 - 10.663 23 - 10.663 22 7 4 max 1.803 23 2.271 22 15.995 22 15.995 23 8 min -1.657 22 -2.271 23 - 15.995 23 - 15.995 22 9 5 max 1.803 23 2.271 22 21.327 22 21.327 23 10 min -1.657 22 -2.271 23 - 21.327 23 - 21.327 22 11 M2 1 max 1.803 22 2.266 22 21.28 23 21.28 22 12 min -1.657 23 -2.266 23 -21.28 22 -21.28 23 13 2 max 1.803 22 2.266 22 15.96 23 15.96 22 14 min -1.657 23 -2.266 23 -15.96 22 -15.96 23 15 3 max 1.803 22 2.266 22 10.64 23 10.64 22 16 min -1.657 23 -2.266 23 -10.64 22 -10.64 23 17 4 max 1.803 22 2.266 22 5.32 23 5.32 22 18 min -1.657 23 -2.266 23 -5.32 22 -5.32 23 19 5 max 1.803 22 2.266 22 0 20 0 20 20 min -1.657 23 -2.266 23 0 20 0 20 21 M3 1 max .791 22 4.958 23 21.327 22 21.327 23 22 min -.791 23 -4.958 22 - 21.327 23 - 21.327 22 23 2 max .791 22 4.958 23 10.675 22 10.675 23 24 min -.791 23 -4.958 22 - 10.675 23 - 10.675 22 RISA -2D Version 8.0.3 [G: \Hayward Baker \Calculations \IEBC Moment frame.r2d] Page 9 11) PAO Structural Engineering Inc. Hayward Baker Frame Apr 23, 2010 Envelope Member Section Stresses (Continued) Member Sec Axial Ic Sh Too Bendinafksl in 25 3 max .791 22 4.958 23 .023 22 .023 23 26 min -.791 23 -4.958 22 -.023 23 -.023 22 27 4 max .791 22 4.958 23 10.628 23 10.628 22 28 min -.791 23 -4.958 22 - 10.628 22 - 10.628 23 29 5 max .791 22 4.958 23 21.28 23 21.28 22 30 min -.791 23 -4.958 22 -21.28 22 -21.28 23 RISA -2D Version 8.0.3 [G: \Hayward Baker \Calculations \IEBC Moment frame.r2d] Page 10 1� Lx -1.849k M3 Loads: BLC 1, Dead Results for LC 20, Drift (Wind) -1.849k Av c evout ti5 ?no_ Ma -'T v-ch,tos 124.-_ 3.0 o s" 31.4± 376 9 t..MsC TALE (o -1 3Q-1 R..O 1001163= 3.25 Fort_ VL- l5pr. ow F� jl►1�.A It440.45ts Pt„ = 32.1b8 v. (lira,, " 1%34445 v. -ems CJ t otper ? ,„ =101-1,1 'i3l -{ ll3•`i , = _ Fer= U,I -b`\/I %x F`/ re *try 110.1i02- O,vS ze ") x $01 000 = 22.V X51 22,(13 k ?p .b ;Wz = 4-701 w 4101 Pte= 1.61 240- 32:vot b.2 -• Pr A- Vu ryt, 0.0o `f 327(4 a- 0.o332' 155.'14.5) = 0,V5 WV4 \AiI o una,NS bv, Nlr /11-6 - 2 %1° %L --- NSGn>,►ql∎vey Qr %L1 J"1 ..1 11/4x _ •2 -01.2 C Weal. Mr = Fc-v-S'A F e-lort(tE k O, oil, s% tAo c / bol 6512 L10 13.5x02 J, 2.05 3.b (5pft . Ft - 1) 1.t)5 Xio 1 Pc�= 137.(01/4,5i 4 Ia5b = 1g2.3 trs► M„- ►'823 (121)/02 = 119`1, v -cr- lMP M^ _ 1ybf losc5 lz 11-1 ,11 2o-t.z 0.39 1.00 28Z 60� : • V3%1)011 4£ q•• otL Peter A.Opsahl Structural Engineering, Inc. 720 Third Avenue • Suite 1611 • Seattle, WA 98104 • 206.322.4518 • www.paostructural.com Project Designer Client Date Sheet 21 Cam kw- 1l7- C01..uMN iO►Jr� Ted ,As1Le (2)) Tuts : *--;1° '7 64 (0.10) K G ,19 ;, - 2(c 0, ct s l = 9-,6-7;01 (05 (4.41) 1.0(50) b.lq 3b3.5 < 301.5 Mo - t (S,.) Mr = bs b41g i (12l) = 511 v--p, 30,E ($ " (4J¢ Nsc., T A ..e to_9 ( 1. Y1 (5 '15) 0.L9s = gb9 : 30,') e'6-0 41-C ow Mr 20/4,1.61.) = USr (1tT (7 Ac3LS it (TA-06i-61-7) 0.5 (54i,1_s1)(v C1 "— Sit 64. •• 0.3 F„ A„ A' 0.5 CI, (,kS■5 =Loa) D, 3 5 �`gv �- 0.5 F, tkr\r ('tX'3 r V') - t'f l,w'' 1•oo" (.-tY , "r2 "- tit.)) - to P\nb a too" (vi r-44- = 2,1e{ ;01 So (Vt) ? Fl, An- (45(ic ) 0.306)10} 0.5((9))--(.4 2g�•1 Info .`i u ? ‘ tf .t{ _ . oc,L '4 c).‘ D v.,6t,q kr FL., (, ; qi ," 5t o e • Sb+, Tk8 9 "y, eszi" /M.v = 33.4u- Peter A.Opsahl Structural Engineering, Inc. 720 Third Avenue • Suite 1611 • Seattle, WA 98104 • 206.322.4518 • www.paostructural.com Project Designer Client Date Sheet 2^ PROJECT NAME: Hayward Baker 04/21110 PETER A. OPSAHL STRUCTURAL ENGINEERING, INC. DESIGN BY: MTA BOLT SINGLE SHEAR WOOD -WOOD or WOOD -METAL DFL = Douglas Fir -Larch DFS = Douglas Fir -South HF = Hem -Fir Main Member: WOOD species: Fe perp. Fe II Theta Fem or Fe theta tm Theta Max. DFL 2800 psi 5600 psi 0 degrees 5600 psi 2.500 inch 0 degrees Bolt: D Fyb 0.6250 inch 36000 psi Side Member: WOOD species: Fe perp. Fe II Theta Fes or Fe theta ts DFL 2800 psi 5600 psi 0 degrees 5600 psi 5.500 inch METAL Fes or Fu 65000 psi ts 0 inch T w 1 Shear (two member) Z' = '1 n s Adjustment Factor Z failure mode Re 1.000 2188 Mode Im Rt 0.455 4813 Mode Is K theta 1.000 1801 Mode II k1 0.337 1086 Mode IIIm k2 1.192 2088 Mode IIIs k3 1.041 1001 Mode IV T w 1 Shear (two member) Z' = '1 n s Adjustment Factor C D C M C t C g C delta C d C eg Z 1.60 1.00 1.00 1.00 1.00 1.00 1.00 L 1001 Ibs 1601 Ibs Ammo* T 0.67 end grain factor Notes: 1. Fe perp is dependent on diameter of bolt (Table 8A - 1991 NDS) 2. 0 <= Theta <= 90 3. Metal side members: Fu = 58000psi for ASTM A36 steel, and Fu = 45,000psi for ASTM A446 Grade A steel. 23 PROJECT NAME: Hayward Baker 04/21/10 PETER A. OPSAHL STRUCTURAL ENGINEERING, INC. DESIGN BY: MTA BOLT SINGLE SHEAR WOOD -WOOD or WOOD -METAL DFL = Douglas Fir -Larch DFS = Douglas Fir -South HF = Hem -Fir Main Member: WOOD species: Fe perp. Fe II Theta Fem or Fe theta tm Theta Max. DFL 3150 psi 5600 psi 0 degrees 5600 psi 2.500 inch 0 degrees Bolt: D Fyb 0.5000 inch 36000 psi Side Member: WOOD species: Fe perp. Fe II Theta Fes or Fe theta ts DFL 3150 psi 5600 psi 0 degrees 5600 psi 5.500 inch METAL Fes or Fu 65000 psi ts 0 inch 1 Z = 640 Ibs I Single Shear (two member) Z' = 1025 Ibs n L Adjustment Factor Z failure mode Re 1.000 1750 Mode Im Rt 0.455 3850 Mode Is K theta 1.000 1441 Mode II k1 0.337 820 Mode Illm k2 1.125 1647 Mode IIIs k3 1.026 640 Mode IV n L Adjustment Factor C D C M C t C g C delta C d C eg Z 1.60 1.00 1.00 1.00 1.00 1.00 1.00 -r MVOs- 0.67 end grain factor Notes: 1. Fe perp is dependent on diameter of bolt (Table 8A - 1991 NDS) 2. 0 <= Theta <= 90 3. Metal side members: Fu = 58000psi for ASTM A36 steel, and Fu = 45,000psi for ASTM A446 Grade A steel. 1� PROJECT NAME: Hayward Baker 04/21110 PETER A. OPSAHL STRUCTURAL ENGINEERING, INC. DESIGN BY: MTA BOLT DOUBLE SHEAR WOOD -WOOD or WOOD -METAL DFL = Douglas Fir -Larch DFS = Douglas Fir -South HF = Hem -Fir Main Member: WOOD species: DFL Fe perp. 2600 psi Fe II 5600 psi Theta 0 degrees Fem or Fe theta 5600 psi tm 6.750 inch Theta Max. 0 degrees Bolt: D Fyb 0.7500 inch 45000 psi Side Member: WOOD species: DFL Fe perp. 2600 psi Fe II 5600 psi Theta 0 degrees Fes or Fe theta 5600 psi ts 0.000 inch METAL Fes or Fu 58000 psi ts 0.25 inch 1 z= Double Shear (three member) Z' _ 3170 Ibs 5072 Ibs Z failure mode Re K theta k3 0.097 1.000 10.126 7088 5438 3170 4352 Mode Im Mode Is Mode Ills Mode IV L Adjustment Factor CD CM Ct Cg Cdelta Cd Ceg Z 1.60 1.00 1.00 1.00 1.00 1.00 1.00 Notes: 1. Fe perp is dependent on diameter of bolt (Table 8A - 1991 NDS) 2. 0 <= Theta <= 90 3. Metal side members: Fu = 58000psi for ASTM A36 steel, and Fu = 45,000psi for ASTM A446 Grade A steel. #t Gui-tAtN 51 = 17c (v,L L- 41'-0" , CZ- .-r-1101511. 141= 212,1,1 -a 131 pSi ' = 21�Oo ?Si 2 p; M 0.14 A W bi,' /J. "= Ti4 X11.12. Cts rnc. 1A1 5Yt1E,�t&, ! tN ft.htoae VDT Cs, 1s �i1aC'�SS1v� . VtW. Maxi uv N■ , Lai T • P C1cN-W-It. SOW . 0.0sA2n2,616= to+ort k -kk 'M.O.i oF- 11-1-019 °Ntt _ 141 I a r+ •o • se ‘2,,e- ' ( 1 Ill Apia Z10,g� l DA 215.`152 v2-2,56 155 l 7.21,Y s 6kt NC, y -b" 7,q1.1,•• 14�" *33'40 MApdutA Of 62) fU'�Ui Urvt�S k (L CW0T. C,wc •A 1 No c wS-(t. T1W' 243-6' oc ■Mu, t ASE C-otir_ 5°f. ZEMA t of (F(.3 o lb M c�a,ct rt CD0g , Peter A.Opsahl Structural Engineering, Inc. 720 Third Avenue • Suite 1611 • Seattle, WA 98104 • 206.322.4518 • www.paostructural.com Project Designer Client Date Sheet �IMENSIE�NS i�tect�u�r�e, d`lanrun�: May 28, 2010 INC. Mr. Allen Johannessen City of Tukwila Building Division 6300 Southcenter Blvd #100 Tukwila, WA 98188 Re: Hayward Baker TI Permit #: D10 -116 Dear Mr: Johannessen, Please find below the written response to the issues raised in your May 10, 2010 correction letter. The responses are numbered to correspond to those in your letter: All corrections are clouded as revision number 1 on the plan sheets affected. Corrections: 1. New details have been added to the plan set on sheet A5.1 and new wall sections on A4.3 to describe the glazing around the lunch room: Please see structural letter for deflection calculation. 2. Please see sheets A2.3 and A4.0 for locations of signage and call requirements of signage text. 3. Please see framing plan on sheet A2.1 along with detail on sheet A5.1 4. The occupancy on the cover sheet was revised from M to B. 5. The emergency lighting layout was revised and increased and a ceiling mounted emergency light was added in the lobby. The structural engineers response is attached in a separate letter. Do not hesitate to call or e-mail if you have any questions or additional concerns. S incerely, Dimensions, Inc. 1 -- -ivIlre 1 e , IA,- NC Attachments CC 7,tRECTION Ago - tIlo RECEIVED JUN 02 2010 Michael C. Perry, AIA, NCARB 3006 Northup Way, Suite 302 • Bellevue, Washington 98004 • Ph 425•827•9293 • Fax 4254827.9218 • • Peter A.Opsahl Structural Engineering, Inc. 720 Third Avenue • Suite 1611 • Seattle, WA 98104 • ph: 206.322.4518 • f: 206.322.4528 • www.paostructural.com May 26, 2010 Mike Perry Dimensions, Inc. 3006 Northup Way #302 Bellevue, WA 98004 Project: Hayward Baker, Permit #D10 -116 Mike: The following are our responses to the review corrections dated May 10, 2010 from the City of Tukwila Building Division 1. Please provide more specific details for the mounting of the glazing and glazing support channels with fastening hardware specified to show how it will withstand horizontal loads from a seismic event... Include a detail specifying deflection track hardware (requires an engineer's analysis with details for the deflection hardware and glazing framework).... Please include in the details lateral bracing for that wall with above glazing. In addition the top of that wall appears to be about 20 feet long without any horizontal bracing.... Please include in the details lateral bracing for that wall with above glazing. Response: See the attached calculations for the lateral wind and seismic forces on the interior partitions and glazing. The deflection track at the top of the glazing shall be designed to account for 2.7" of downward deflection and 0.4" of upwards deflection and shall be able to support 20 plf of lateral load. The top of the lunch room wall will be braced with a continuous, horizontal top plate assembly. A flatwise 800S200-43 stud nested in an 800T200 -43 track will be sufficient to prevent excessive deflection (0.46" or L/510) 3. Please provide a framing plan for all the interior ceiling construction over the new spaces. Details shall identify method of anchoring to the exterior wall and specify all hardware for the connections. Response: See the attached calculations and sketch for the attachment of the cold formed ceiling joists to the cold - formed steel furring wall (the CFS ceiling will not be attached directly to the existing CMU, exterior wall). The CFS ceiling and 5/8" gypsum are sufficient to brace all the walls out -of -plane and transmit the lateral force to the perpendicular braced walls. Please call with any questions. Sincerely, \Wad 9 Mike Anne Peter A. Opsahl Structural Engineering, Inc. CORRECTION LTR #A--- Rio -Mc 24234 j w L� � j� NAL ` inruire RECEIVE JUN 02 2010 PERMIT CENTER Peter •Opsahl Structural Ennneering, Inc. 720 Third Avenue • Suite 1611 • Seattle, WA 98104 • ph: 206.322.4518 • f: 206.322.4528 • www.paostructural.com STRUCTURAL CALCULATIONS (Review Correction Response) Hayward Baker Building 11022 E. Marginal Way S. Tukwila, WA for McConkey Development by Peter A Opsahl Structural Engineering Inc. 5/26/2010 EIOSTING GAS METER AND BOLLARDS 80 13 -9' RECEPTION 194 SF OPEN CEILING OFFICE 162 SF = 6"'CE¢1NG' CARPET OFFICE 162 SF Ir trtt -ILIN CARPET OFFICE OFFICE 162 SF 162 SF -6" OILING 8"6" CEILING CARPET CARPET OFFICE 223 SF 8' -6" CEILING CARPET SLIDERS PRINT CENTER OPEN CEIUNG BULL PEN OPEN CEILING (1)400S1625/ HEN0 • NK11MM [9R (obasi62 -46 Ca 0 Woo eua STORAGE 250 SF OPEN CEILING CONC. REUTES 6' -0 "W • 2' -011 OFFICE CONF. ROOM 63 8' -6' CEILING CARPET WOMEN'S 109 MEN'S LUNCH ROOM 250 SF OPEN CEILING CONC. 21' -4" ` 2o• -s" `EXISTING CON. DOCK ON I ;Iu1 EXISTING STAIR 4.I CI- kDa . OA* Foy arc •KAu W Pat,S QAc -IT,005 OL -14, 5oswp 7 t t 2 A 1 -of 13.31) ap ` Go , RP = 2.5 ( -TPLe Sc,,=1.004 ; WP= s34,1cel (4") _ r /f t ({o �S (L*G1Q•') GicEr :T @ 1 D or Lu � =(4) F_ 0,46. o)l•od•t('1,o') (1 Z( -t - ) Pv t 2.5(c •o = 3,1 -1 ; G 5,o 5 isc w,,,9 lono ; I ( S 1651.115 e LOgQ @ 11)Q OF LAJM Ul V-tom (A) MA, W= Li (5b (k1) = `{I (Fc, 2-7'(4k) 19,5114 T> 2.41s5 m- LII c►5g�)1= I,Q(ac0 c�7 l�6 Mits 2 l43 V5E lobs 2-60-1(3 N EST G I t. Sno T 2 ) b - 4 3 1�� �,,� = 2•Sf? ;�� b W-10' Cc-1120) ou (kbS11,S'33 C� ?SI �O ; d To C404 out -vc110c i c RA44,y, Lukt .5 t )V -sC - Ewm(I,torb - (4, b Wit , L. 11,315 w= 2541ki ZZ5 (lw� 14.3'15 %S� Q� 1�1Yf& (�) 2X o ins% 00 - 155 � 1,5 ptNO L GPO* 13/Ps 6%110 SUL-XYvo TD GMN SL � � )=loo IN (F)1'12v7 %111 Gu ; mc— , x= 12'-4" w= ?,d (1,5) 503qcr st✓ or 1.1071.•. si. =1e-1? = 2qG• by0°)►�I,y�b 9.4Y- ( �9,0)14i+lia'' 1.52" 2x (It) Dc.at 8c. !�= 0.216° �' t,•52 +- 2(o.ins ") t . /tV. = 2 ft Peter A.Opsahl Structural Engineering, Inc. 720 Third Avenue • Suite 1611 • Seattle, WA 98104 • 206.322.4518 • www.paostructural.com Project k lWkVUO ?AO (2--- Designer Client Date Sheet 1t1 P11 A `\kc (O 1,N∎mq Dc 5-16—to • Patipsort i1 uc- c6u,t1 toms Ck 1 badAt.x, Vo,=t; 10 we" er 360 7— LLl HI CCOt 2 k. b f 3 * P 1-14' et. (2y 31■'t (rit};L vat. 8 Scii ,> ! „>cA t - s a . f 6 sty(NY •W P j -or Itv 33 otc. w6vovo. . 61,0 S-vOJ J 0�- • ; w= V(toti), ; M- 2.,q.)5 ct, z ^ ZAY t131° .: I:A(00(A l62.-1 (0( !iot'a.v) 0 `2u,4.) (t.Au1)(. . otcas : L6-0 13 pc t co ,J(. f 1.00+ths) bOt.FG (DOns ' UV 1'3 `c)i-Il” ( 1 q 1 , 4 0. 1210c c.)Q uP -rb ‘011.-s( kAtC�l� Peter A.Opsahl Structural Engineering, Inc. 720 Third Avenue • Suite 1611 • Seattle, WA 98104 • 206.322.4518 • www.paostructural.com 0 Project Designer Client Date Sheet 2 1 (go�s�5o -y3 lk4w_ lti El\04 jJ A l.c. SMUO w/ (3•4 $ ScAW (DiSSs r L .Oc,s . w' - s Cue w/ (1 ) -45 AUvt 3Ast25 -33 sib 05 2,k-roe tvp})a Peter A.Opsohl Structural Engineering, Inc. 514 -19th Avenue East • Suite D • Seattle, WA 98112 • 206.322.4518 • www.paostructural.com Project Ac`t WA) ® Printed on 100, recycled paper Designer Client Date Sheet N\T A 5 -7. -lb 3 May 19, 2010 • Citj' f Tukwila • Jim Haggerton, Mayor Department of Community Development Mike Perry 3006 Northup Way #302 Bellevue, WA 98004 RE: Correction Letter #1 Development Permit Application Number D10 -116 Hayward Baker —11022 East Marginal Wy S Jack Pace, Director Dear Mr. Perry, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning, and Public Works Departments have no comments. Building Department: Allen Johannessen at 206 - 433 -7163 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 -116 W:\Permit Center \Correction Letters \2010\D10 -116 Correction Letter #1.DOC 6300 Southcenter Boulevard, Suite #100 o Tukwila, Washington 98188 o Phone: 206 - 431 -3670 0 Fax: 206 - 431 -3665 • Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: May 10, 2010 Project Name:- Hayward Baker Permit #: D10 -116 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The plans show glazing mounted on top of a wall at the Lunch room. The details are not clear as to the height of the glazing and it appears the vertical edges are not set in a vertical frame. Please provide more specific details for the mounting of the glazing and glazing support channels with fastening hardware specified to show how it will withstand horizontal loads from a seismic event. Since the glazing is to be attached at the roof, a deflection frame shall be necessary to allow for vertical deflection of the roof. Include a detail specifying deflection track hardware (requires an engineer's analysis with details for the deflection hardware and glazing framework). In addition the top of that wall appears to be about 20 feet long without any horizontal bracing. The lunch room is indicated to be an open ceiling. Please include in the details lateral bracing for that wall with above glazing. 2. Other perimeter rooms are shown to have a framed ceiling. Show provisions for signage at various locations to indicate "NO STORAGE ALLOWED OVER CEILINGS ". 3. The plans show the ceiling framing set on the interior walls. However there is no detail for the ledger connection at the exterior walls. Please provide a framing plan for all the interior ceiling construction over the new spaces. Details shall identify method of anchoring to the exterior wall and specify all hardware for the connections. 4. This occupancy is indicated as an "M" occupancy. If new sheets are provided, revise the occupancy to indicate "B" occupancy. Otherwise the changes can be made on the ones provided and this would be for your information only. 5. The emergency lighting indicated may not be sufficient. Path of egress illumination on the plan shall show common paths of egress are provided with emergency illumination with at least an average 1 foot - candle and a minimum at any point of 0.1 foot candle measured along the path of egress at the floor level. Emergency lighting shall also be required for exit discharge doorways. Please show the necessary emergency lighting per code. (IBC Section 1006) Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. ID PERMIT COORS c0P'qb PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -116 DATE: 11/10/10 PROJECT NAME: HAYWARD BAKER SITE ADDRESS: 11022 EAST MARGINAL WY S Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 1 after Permit Issued D�EPPARTM NTS: 1‘ 4.640 ling Division IN .ti'‘` N /A- \J\ t 0 Public WorkS Structural A NA- ‘`n Plannin g Division Fire Prevention ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 1 1/16/10 Complete Comments: Incomplete Not Applicable 0 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 ca Structural Review Required REVIEWER'S INITIALS: No further Review Required ❑ DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/14/10 Approved ❑ Approved with Conditions n Not Approved (attach comments) ❑ 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 • PLAN RI • cop OUTING SLIP ACTIVITY NUMBER: D10 -116 DATE: 06 -02 -10 PROJECT NAME: HAYWARD BAKER SITE ADDRESS: 11022 EAST MARGINAL WY S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: 661ding uiviis� on Public Works Fire Prevention Structural Planning Division n Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 06-03-10 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 07 -01 -10 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 • Pk G PY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -116 DATE: 05 -04 -10 PROJECT NAME: HAYWARD BAKER SITE ADDRESS: 11022 EAST MARGINAL WY S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision ,# After Permit Issued DEPARTMENTS: 0c' `L'a Binding Division kW s Si r° P'utilic Work e, s--14-10 Fire Prevention Structural oAftA r;-01- Planning Division W► Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 05-06 -10 Not Applicable Comments: 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 ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions DUE DATE: 06-03-10 Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only, ' . • CORRECTION LETTER MAILED: t"--(q--ID Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 PROJECT NAME: t,.i 9 Pc, l(�(L SITE ADDRESS: X1:0 v tV1NWc7 PERMIT NO: ORIGINAL ISSUE DATE: REVISION LOG PotLeca REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS k lal,otio IJ--a-D--iro Summary of Revision: /cpv c.4 lrLl pvi._ j� #LE,C, LA-019u_ 1- FIAT F4rDV-Ict( Received by: fjk I/a t— rW , 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: (please print) • • 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: 11/10/2010 Plan Check/Permit Number: 010 -116 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ▪ Revision requested by a City Building Inspector or Plans Examiner Project Name: Hayward baker Project Address: 11022 East Marginal Way S Contact Person: Mike Perry Phone Number: (425) 827 -9293 Summary of Revision: Per building inspector an exterior rooaccess ladder has been added to the east end of the building. A roof guardrail has been added to the south elevation due to the proximity of an HVAC unit less than ten feet from the edge of the roof. 4�lvnR.cy �OV 1 0 2010 010 offinair E1VrEA Sheet Number(s): A0.0, A2.1, A3.0 and A 5.2. "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Jii V` Entered in Permits Plus on 0 H:\Applications\Fonns- Applications On Line12010 Applications \7 -2010 - Revision Submittal.doc Created: 8 -13 -2004 Revised: 7 -2010 • 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 submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 67A /o20 /O Plan Check/Permit Number: D10-116 ❑ Response to Incomplete Letter # Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Hayward Baker Project Address: 11022 East Marginal Wy S Contact Person: %%%/i< Phone Number: 5 2 1'27 - 9293 Summary of Revision: C- Alc,car3 es c‘ An? o+ (s-x,Lk mom clo -k-r ar.A rY-4- ALL t5k rca u 3 " t l o �b 54�\ ae)r�ia0 OjeLc, -- Sit ‘PrZDO -� "&. \ 4V I C& D—c o C C.¢. x,,N9,4 RECEIVED JUN .0 2 2010 s� 3 . f�- y . ��. t PERMlTCENTER Sheet Number(s): Ro.O Ps-A.0 -r`0. , 1 A d �� R-fO "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 (0-)-- (0 \applications \forms- applications on Iine\revision submittal Created: 8 -13 -2004 Revised: Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D10 -116 Grantor /Borrower: EMW South, LLC 3006 Northup Way, #303 Bellevue, WA 98004 RECEIVED JUN 02ZU1U TUKWILA PUBUC WORKS Grantee /Beneficiary: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: 11022 East Marginal Way S Abbreviated Work Description: Parking striping inside the right- of- way NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right -of -way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right -of -way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. Page j. of y • • EXHIBIT A DEPICTION OF WORK LOCATION(S) N 1312'30' E 200.00' EXISTING ONE STORY {MU BLDG 4933 SF 100 PROJECT BUILDING Vp INSTALL �o PIPE LO EXSTING GONG. APRON EXISTING FENCE TO DE I MOVED— ICI N 13'12'30' E EXISTING OFFICE BUILDING MO WORK) Page of�, 200.00' • • DATED this LVX— day of 17l.3 , 20 J' GRANTOR: EMW South, LLC a limited I abili R, . • r By: Print Name: Fred McConkey Its: Managing Member STATE OF WASHINGTON COUNTY OF KING ss. On this ght–day of , 2W before me a Notary Public in and for the State of Washington, sonally appeared Fred McConkey, to me known to be the Managing Member of EMW South, LLC, a limited liability corporation that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said corporation, for the uses and purposes mentioned in this instrument, and on oath stated that he /she was authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. 411- 4& — ♦a4* *di - ...5-4 Nam Notary Public State of WaSNlndbn CAROLYN J PHILLIP ., My �t Expires Oct 12, 2012 44' NOTARY PUBLIC, in and for the State of IWashington, residing at My commission expires: #/.0z/10- ct.c 3. Cc I DATED this GRANTEE: CITY of TUKWILA By: Print Name: Its: • day of Uc,tJ , 20G /0 Bob Giberson, P.E. Public Works Director STATE OF WASHINGTON COUNTY OF KING On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. _�....m% i Name: 1 ,q ti� e( (�: s e+o �0 a,� ay�� NOTARY PUBLIC, in and for the State of i I 4'Qs. residing at f° _ Washington, res d g {W s' • - w$ s s ! VP A° ,o (j ‘G Iiiiy'o�.`WA ,,-` My.. commission expires: C75- `9^/ IsNwmwito Page c1 of 10'3'010- 1111 1L ; 50 J.- JSUI'J- u1l'1Jr1 DIWID, 1Il i y`iu °h9 :1rin a 7C ! sFW.� W 4GOOL1JGIO 14876 Mslftary a dOUTIr P.O. Box 69550 Tukwila, WA 98168 Phone: (208) 242.3236 Farr: (206) 242 -1527 CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY Residential: $50 "Certificate of Sewer Availability OR vailability Part A: (To Be Completed by Applicant) Purpose of Certificate: .Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision 0 Rezone Proposed Use: ,-,/ ❑ Residential Single Family ❑ Residential Multi-Family I!0 Commercial 0 Other Applicants Name: m K g. f RR y Phone: 412‘."- 82:7 —gz93 Property Address Approximate Location: Tax Lot Number 3 OTq f CO 3 I d e Cs mA7r2Ca/A/A>L wafey 5 Legal Description(Attach Map and Legal Description if necessary): ..-eE A lirc F Part B: (To Be Completed by Sewer Agency) 1. 151 a. Sewer Service will be provided by side sewer connection only to an existing 6 # size sewer (0 feet from the site and the sewer system has the capacity to serve the proposed use, OR ❑ b. Sewer service will require an improvement to the sewer system of ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) the construction of a collection system on the site; and/or ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) ❑ a. The Sewer system improvement is in conformance with a County approved sewer comprehensive plan, pR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. a. The proposed project is within the corporate limits of the District. or hae been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ a. District Connection Charges due prior to connection: GFC: $ K6 ‘ oa SFC: $ 1 4 91 + UNIT: $ TOTAL: $ (Subject to Change on January 1st) A King County/METRO Capacity Charge will be billed directly by King County alter connection to the sewer system. b. Easements: 0 Required ❑ May be Required RE c. Other. • MA PER I hereby certify that the above sewer agency information is true. This certification shall be valid for one year fro date of signature. Met r.--P" 0100 Title Date CER IED 0 4 X010 IT CENTER Parcel Map and Data \ , 0323049164-�,. 0323.049099 0323049044 ::\ -� 0323049183 t 5 _ I 0323049166,+\ r _..._.. -...t, to {�. 032.3049167 l �y 1\ 0323049057 r. ,�--- 0323049037 ....., -,0323049 ,a 03230491.83 u kwi la \ 0323049029 0323049168 "tl► 2 49129 \ — — — _— ....,, . °-•-- -^-7 0323049138�� .-. . ,._.$- 1,12117141 lr 0323049065 . _._ ....--T- ...r... _1_... -_.,. ..k....,. 023049056 102304 ° _ 0 5311 (C) 2010 Kir1'bf3[ . 09 4 �� Parcel Number 0323049168 Site Address 11022 EAST MARGINAL WAY S Zip code 98168 Taxpayer EMW SOUTH L L C The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. King County shall not be liable for any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this map. Any sale of this map or information on this map is prohibited except by written permission of King County." 04- 30 -'10 1'L: FEUJ- U1L1JN51UN5, 1NU, • 4L5oL I L10 i -'wJ ruin i u o r-4.44 • 04- 30 -'10 12 :38 FROM- DIMENSIONS, INC. 4258279218 T -409 P003/003 F -244 • • LEGAL DESCRIPTION PARCEL B THAT PORTION OF THE SOUTHWEST QUARTER OF SECTION 3, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE INTERSECTION OF THE EASTERLY MARGIN OF EAST MARGINAL WAY, AND THE SOUTH LINE OF SAID SECTION 3; THENCE ALONG SAID MARGIN NORTH 16° 47' 30" WEST 161.54 FEET TO THE TRUE POINT OF BEGINNING; THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID MARGIN NORTH 16 047'30" WEST 100.00 FEET; THENCE NORTH 73 °12'30" EAST 200.00 FEET; THENCE SOUTH 16° 47' 30" EAST 100.00 FEET; THENCEE SOUTH 73° 12' 30" WEST 200.00 FEET TO THE TRUE POINT OF BEGINNING. 1 ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON- AVAILABILITY The following terms and, conditions apply to the attached Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non - Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that have received the Certificate of Sewer Availability/Non-Availability and this Attachment, and fully understand the terms and conditions herein. Cga —7c:)/D Applicant's Signature Date it b RECER/E0 MAY 04 2010 PERMIT CENTER 11022 E. MARGINAL WAY S TUKWILAJ WA 98168 A9 ATE PERMIT REQUIRED FOR echanIca) rei tactriCal l Pmbing l F as Piping City of Tukwila BUILDING DIVISION REVISIONS No c ranges sh shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. 1 BUILDING REMODEL & TENANT IMPROVEMENT HAYWARD BAKER BU!.LDIN TUKWILA, IN PROJE CT INFORMATIO N PLANNING APPROVED • No changes can be made. to these plans without approval from the Planning Division of DCD Approved By: Date: sLE C If Permit No. Plan review approval is subject to errors and omissions. /Approval of construction documents does not authorize tht violation of any adopted code or ordinance. Receipt o1 approved Field Copy and conditions is acknowledged: City Of lbkwila BUILDING DIVISION ABBREVIATIONS 0 A.B. AGOUST. A.F.F. AGGR. ALUM. ANOD. APPROX. ARCH. ASPH. BD. BLDG. BLK. BLK'G. BM. SOT. B.U.R. GAB. G.B. GEM. GH. G.J. GLG. GLR. G.O. GOLM. GONG. CONN. GONTSR. GONT. G.T. GTR. GTSK. GENERAL NOTES PROJECT TEAM SHEET INDEX AND ANGLE DIAMETER OR ROUND PERPENDICULAR POUND OR NUMBER ANCHOR BOLT ACOUSTICAL ABOVE FINISHED FLOOR AGGREGATE ALUMINUM ANODIZED APPROXIMATE ARCHITECTURAL ASPHALT BOARD BUILDING BLOCK BLOCKING BEAM BOTTOM BUILT UP ROOF CABINET CATCH BASIN GEMENT CHANNEL CONTROL JOINT CEILING CLEAR GLEAN OUT COLUMN GONGRETE CONNECTION CONSTRUCTION CONTINUOUS CERAMIC TILE CENTER GOUNTER SUNK SYMBOLS AI.2 DBL. DEPT. DET. DIA. DIM. DN. DR. D.5. DWG. E. E.A. E.I.F.S E.J. EL. ELEG. ELEV. ENGL. E.P. EQ. EQUIP. EXST. EXPO. EXT. F.O.I.G F.D. F.E. F.H. FIN. FLASH. FLR. FLUOR. FOUND. FRM'G. BUILDING SECTION SECTION IDENTIFICATION LOCATED ON SHEET_ WALL SECTION SECTION IDENTIFICATION LOCATED ON SHEET_ DETAIL DETAIL IDENTIFICATION LOCATED ON SHEET_ INTERIOR ELEVATION ELEVATION IDENTIFICATION LOCATED ON SHEET_ ROOM SYMBOL OFFIGE"'ROOM NAME 01 01' -2 ROOM NUMBER CEILING HEIGHT SQUARE FOOTAGE x50 SQ. FT. DOUBLE DEPARTMENT DETAIL DIAMTER DIMENSION DOWN DOOR DOWN SPOUT DRAWING EAST EACH EXTERIOR INSULATION FINISH SYSTEM EXPANSION JOINT ELEVATION ELEGTRIGAL ELEVATOR ENCLOSURE ELEGTRIGAL PANEL EQUAL EQUIPMENT EXISTING EXPOSED EXTERIOR FURNISHED BY OWNER INSTALLED BY CONTRACTOR FLOOR DRAIN FIRE EXTINGUISER FIRE HYDRANT FINISH FLASHING FLOOR FLUORESCENT FOUNDATION FRAMING FT. FTG. FURR. G.A. GALV. G.G. GL. CND. GR. GP. G.W.B. GYP. HDWR. HDGP. HDWR. H.B. H.G. H.M. HORIZ. HR. HT. INST. INSUL. INT. LAM. LB. LOG. MATL. MAX. MFR. M.H. MEGH. MIN. IOa FOOT OR FEET FOOTING FURRING GAUGE GALVINIZED GENERAL CONTRACTOR GLASS GROUND GRADE GROUP GYPSUM WALL BOARD GYPSUM HARDWARE HANDICAP HARDWOOD HOSE BIBB HOLLOW GORE HOLLOW METAL HORIZONTAL HOUR HEIGHT INSTALL_ INSULATION INTERIOR LAMINATED POUND LOCATION MATERIAL MAXIMUM MANUFACTURER MAN HOLE MEGHANIGAL MINIMUM MISC. MTD. MTL. N. N.I.G NO. N.T.S. O.G. 0/ OPP. PL. PLYWD. P.P. P.LAM. R. RD. REG. REF. REINF. REQ'D. RM. 5. 5.G. SGHED. SHT. 5HT'G. SIM. SPEG. 50. STD. STL. STOR. STRUG. 5U5P. 5.$V. GRID MARKERS LETTERS IN ONE DIREGTION NUMBERS IN THE OTHER DOOR SYMBOL DOOR NUMBER ROOM SYMBOL ROOM NUMBER WINDOW SYMBOL WINDOW IDENTIFICATION NORTH ARROW ELEVATION MARKER MISCELLANEOUS MOUNTED METAL NORTH NOT IN CONTACT NUMBER NOT TO SCALE ON CENTER OVER OPPOSITE PLATE PLYWOOD POWER POLE PLASTIC LAMINATE RADIUS OR RISER ROOF DRAIN RECOMMENDED REFERENCE REINFORGED REQUIRED ROOM SOUTH SOLID GORE SCHEDULE SHEET SHEATHING SIMILAR SPECIFICATIONS SQUARE STANDARD STEEL STORAGE STRUCTURAL SUSPENDED STAIN $ VARNISH -, Is ........ - Ia SVG. SYM. 5/W T. T.G. TEL. T.S. $ THK. T.O.P. T.P. T.W. TYP. SERVICE SYMMETRIGAL SIDEWALK THREAD TOP OF CURB TELEPHONE TONGUE AND GROOVE THICK TOP OF PLATE TOP OF PAVEMENT TOP OF WALL TYPICAL U.B.G. UNIFORM BUILDING CODE UNF. UNFINISHED U.O.N UNLESS OTHERWISE NOTED VERT. VERTICAL W/ WD. WOW. W/0 P. WR. WSGT. WT. WEST WITH WOOD WINDOW WITHOUT WATERPROOF WATER RESISTANT WAINSCOT WEIGHT FINISH GRADE ELEVATION TOP OF CURB TOP OF PAVEMENT CENTER LINE PROPERTY LINE GENTER LINE OF STREAM NEW GONTOUR EXISTING CONTOUR REVISION CLOUD IDENTIFYING NUMBER • DO NOT SCALE DRAWINGS. • CONSULT WITH ARCHITECT REGARDING ANY SUSPECTED ERRORS OMISSIONS OR CHANGES ON PLANS BEFORE PROCEEDING WITH WORK • COMPLY WITH ALL APPLICABLE GODES, ORDINANCES, REGULATIONS, LAWS, STANDARDS, CUSTOMS AND CRITERION. • UNLESS OTHERWISE NOTED, PLAN DIMENSIONS ARE TO NOMINAL SURFACE OF MASONRY, FACE OF CONCRETE WALLS, FACE OF STUDS ® INTERIOR AND EXTERIOR WALLS • VERIFY DIMENSIONS BEFORE PROGEEDING WITH WORK. (NOTIFY ARCHITECT OF ANY DISCREPANCIES.) • VERIFY ALL ROUGH -IN DIMENSIONS. • VERIFY ALL SIZE AND LOCATION OF AND PROVIDE ALL OPENINGS THROUGH FLOOR AND WALLS, FURRINGS, CURBS, ANCHORS, INSERTS, AND ROUGH BUGKSBAGKI NG FOR SURFACE- MOUNTED ITEMS. • VERIFY GRADES SHOWN ON DRAWINGS. • VERIFY ALL LOCATION OF ALL UTILITIES BEFORE PROCEEDING WITH WORK. • VERIFY WITH OWNER ALL LANDSCAPING TO REMAIN, TO BE REMOVED OR TO BE RELOCATED. • REPETITIVE FEATURES ARE OFTEN DRAWN ONLY ONCE AND SHALL BE COMPLETELY PROVIDED AS IF DRAWN IN FULL. • ALL INTERIOR FRAMED PARTITIONS ARE TO BE 3Y2" METAL 0 16" O.G. UNLESS OTHERWISE NOTED. • DOORS NOT DIMENSIONALLY LOCATED SHALL BE 3" FROM STUD FACE TO EDGE OF DOOR OPENINGS OR CENTERED BETWEEN WALLS AS SHOWN. • PROVIDE SOLID BLKG. OVER PARTITION WALLS AND BEAMS. • PROVIDE ALL FURRINGS AS REQUIRED TO CONGEAL MECHANICAL/ELECTRICAL HARDWARE IN FINISHED AREAS. • "FLOOR LINE" REFERS TO TOP OF SUB- FLOOR. • ALL ELEGTRIGAL WORK SHALL COMPLY WITH NATIONAL ELEGTRIGAL GODE 2005 AS AMENDED BY LOCAL MUNICIPALITY. • FABRICATE ALL GUTTERS, DOWN SPOUTS AND FLASHING FROM 26 GAUGE GALVANIZED STEEL IN AGGORDANGE WITH ARCHITECTURAL SHEET METAL MANUAL. • COORDINATE ALL NON INDICATED OR SPECIFIED ITEMS WITH OWNER INCLUDING BUT NOT LIMITED TO FINISHES, COLORS, HARDWARE, FIXTURES, SWITCHES, OUTLETS, PHONE JACKS AND GABLE OUTLETS. • DOOR HEADERS TO BE ® 1' -O" ABOVE SUBFLOOR, U.N.O. • WINDOW HEADERS TO MATCH HEIGHT OF DOORS. • GONG SHALL BE 2500 P5I. • ALL STAGING ff STORAGE SHALL OCCUR ON SITE • AN ADRESSABLE FIRE ALARM SYSTEM 15 REQUIRED FOR THIS PROJECT. PLANS SHALL BE SUBMITTED TO TUKWILA FIRE MARSHAL FOR APPROVAL, PRIOR TO COMMENCING AND ALARM SYSTEM WORK VICINITY MAP SGALE = NTS 51TE LOCATION OWNER: ARCH 1 TEGT: STRUCTURAL ENGINEER: MGGonkey Development 3006 Northup Way, #303 Bellevue, WA x8004 Phone: (425) SEA -1180 Contact: Fred McConkey Dimensions, Inc. 3006 Northup Way #302 Bellevue, WA (48004 Phone: (425) 821- (42 (43 Contact: Mike Perry POA Structural 720 Third Ave, Suite 1611 Seattle, WA 018104 Phone: (425) 322 -4518 Contact: Mike Annee ARCHITECTURAL A0.0 COVER SHEET - VICINITY MAP - GENERAL NOTES A1.0 - SITE PLAN A2.0 - FLOOR PLAN - DEMO PLAN SITE /AREA Project Location: 11022 E. Marginal Way S Tukwila, WA x8168 City of Tukwila MIG /H Jurisdiction: Zoning: Lot Area Building Size Occupant Load Assembly Business Storage Occupancy B 51 S BOEING ACCESS RD AIRPORT WAY S 17. 115TH sr 116Th on Type: Total Parking Recq'd: Office 3(446 / 1000 = Parking Provided: Handicapped: Standard: Compact: Applicable Godes: BUILDING: IBC ELECTRICAL: NEG MECHANICAL: 'MG PLUMBING: UPG FIRE: IFG HAND I CAP: IBC 20,000 sf 4,q33 sf 513 /15 =34 3213 / 100 = 32 0186 / 300 = 33 Total 601 30146.4 sf 0186.6 sf VB 10 stalls 18 stalls I stalls ri stalls 0 stalls 2006 c WAG 51 -30 2005 t WFPA -10 2006 WAG 51 -32 2006 WAG 51 -56 4 51 -51 2006 4 WAG 51 -54 2006 - I GG /ANSI A111.1-2004 W/ WA STATE AMENDMENTS 2006 INTERNATIONAL FIRE CODE MUNICIPAL CODE (CHAPTER 16.16) WASHINGTON STATE ENERGY GODE, 2006, WAG 51 -11 WASHINGTON STATE VENTILATION $ INDOOR AIR QUALITY CODE, 2006, WAG 51 -13 LAN A2. - REFLECTED CEILING PLAN - POWER PLAN A23 - INTERIOR ELEVATIONS A2.4 SCHEDULES 4 RESTROOM PLAN A3.0 EXTERIOR ELEVATIONS A4.0 BU I LD I NS SECTIONS A4.I WALL SECTIONS A4.2 WALL SECTIONS A43 WALL SECTIONS REVIEWED FOR CODE COMPLIANCE APtDRfVFD DEC 0 8 2010 ✓T� 1M� City of Tukwila BUILDING DIVISION A5.1 - DETAILS 4111PI•.411111.• IMP. •AIN.•4111a. , 1110. .,- A5.2 - ROOF LADDER $ RAIL 5 �p •► • e 51.1 - GENERAL STRUCTURAL NOTES 51.2 - GENERAL STRUCTURAL NOTES 52.1 - FOUNDATION PLAN 52.2 - ROOF FRAMING PLAN 53.1 - STRUCTURAL DETAILS 53.2 - STRUCTURAL DETAILS 533 - STRUCTURAL DETAILS REVISION N0. SITE SERVICES TELEPHONE: Verizon STORMWATER: City of Tukwila WATER: SEWER: City of Tukwila Gity of Tukwila ELECTRIC: NATURAL GAS: PUGET SOUND ENERGY PUGET SOUND ENERGY LES /AL DESCRIPTION BEG ON E LN OF E MARGINAL WAY @ 5 LN OF SEC TH N 16-41-30 W 161.54 FT 4 TPOB TH GONTG N 16 -41 -30 W 100 FT TH N 13 -12 -30 E 200 FT TH 5 16 -14 -30 E 100 FT TH 5 13 -12 -30 W 200 FT TO TPOB. DESCRIPTION OF VAIORK • DEMOLISH INTERIOR NON - STRUCTURAL PARTITIONS $ MEZZANINE ABOVE, PER PLAN. • REMOVE EXISTING WINDOWS, DOORS 4 TWO OVERHEAD DOORS AND REPLACE w/ NEW STOREFRONT SYSTEM. • BUILD INTERIOR PARTITIONS PER PLAN w/ NEW LIGHTING, ELECTRICAL WIRING TO OUTLETS 4 SWITCHES. NEW PLUMBING AND INTERIOR FINISHES TAX IDENTIFICATION NUMBER 032304 (4168 ENERGY REGU I REMENTS RECEIVED CITY OF TI IKUUILA NOV 10 2010 HEAT - GAS (ELECTRIC NOT ALLOWED) ROOF - R -2I WALLS - R- 15 GLAZING - U35 SHGG - .45 PERMIT CENTER DA0--Upt aG REGISTERED ARCHITECT 1 Iti91 HAEL C. PEA ;lAl� STATE OF WASHINGTON Date: 2/12/10 Job #. 200q-2S Sca l e • As Shown Drawn : JG Gheck: MCP Revisions. e. • e :4 • A\ 6/1/10 All/c1/10 4\6/28/10 Al/23/10 AS/24/10 A-000 ril RECEPTION B OGG OFFICE B OGG 1 OFFICE B OGG OFFICE B OGG OFFICE B OGG w w L w X717N-FFIT\ITE- OFFICE B OGG EXIT PATH OFF I GE B OGG OFF I GE B OGCX- / WOMEN'S ROOM JAN CSI MEN'S ROOM SERVER/ STORAGE TABLE 1 I LUNCH ROON1 I I 3 OL.G I I ! Furniture Plan & Exit Path 1/8" = I' -O" w m STORAGE 51 OGG PROJECT GENERAL NOTES - FURN /EXIT PLAN I) COMMON PATH OF EGRESS EXCEEDS 15', TWO EXITS REQ'D. 2) OGGUPANT LOAD 15 601. TWO EXITS REQ'D. 5) PER SECTION 1014.2 EGRESS ALLOWED THROUGH LUNGH ROOM. 4) KEY NOTES - ROOF PLAN 0 REMOVE EXISTING PAINT BOOTH CHIMNEYS. ® REPLAGE GUT DAMAGED DECKING. ® REMOVE EXISTING PENETRATIONS $ PLUG ROOF DECK IN/ FIR 1A1001) PLUGS, FLUSH. 0 REMOVE EXISTING ROOFING Et GAP FLASHING. NOTES - ROOF PLAN I) PLAGE HVAG U I NTS 50 SUPPLY $ RETURN DUCTS DROP ON EAST SIDE OF GLB'S 2) LOCATE HVAG UNITS OVER GLB'S PER STRUCTURAL DRAWING REQUIREMENTS. 6005162 -43 @24" o.c. (3) #8 SCREWS w/ GLIP TO ADJ FRAME Trap Ceiling Framing Plan 1/8" = I' -O" PROJECT _ o p Date: 2/12/10 Job #• 20OGi -28 SINGLY PLY MEMBRANE OVER R -21 RIGID INSULATION OVER EXISTING 2x Tit G WOOD DECK. - DO NOT PENETRATE DECK w/ ANY FASTENERS. 35' -6" _ To Check: MGP HVAG c 3-1' -4" ,II /a /10 5-10" 14' -2" 5' -10" Z I- W 0 o 0 N y —7/VERIFY HVAG m VA C'S w 30" 30 ' O 0 GUTTER -/ GUARD RAIL TO EXTEND 30" BEYOND EACH EDGE OF HVAG UINT ROOF LADDER REVIEWED FOR CODS OOMPLIANC hPPRfVED DEC 0 8 2010 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 10 2010 PERMIT CENTER ROOF PLAN & FURNITURE PLAN A -2. Date: 2/12/10 Job #• 20OGi -28 Scale • As Shown Drawn: JG Check: MGP Revisions. A6/1/1 O A6 /28 /1O ,II /a /10 A -2. /// Job #: 200g -2S Scale: As Shown O Gheck: MGP Date: 2/12/10 Job #: 200g -2S Scale: As Shown Drawn: JG Gheck: MGP Revisions: AS /28/10 / V 1/23/10 AS/24/I0 011 /a /lo • 2X6 ,/ xb X 3 COUNTER FLASHING X GUARD RAIL SECTION @ WINDOW z 3 "x%" FLAT BAR .><(< Air./-3@"x4%" Q• . 4 A5.2 T.O. PILASTER �- -BRAKE METAL OVER 6OMIN PAPER OVER END OF &LB GMU BETWEEN WINDOW FAMES SECTION @ GUARD RAIL EXPANDED METAL SCREEN BOTH SIDES WELDED TO LADDER SUPPORTS. HEIGHT EQUAL TO GATE. HINGE @ EA. SUPPORT. WELDED TO GATE FRAME LADDER SUPPORT BRACKET. 0 6" ROOF LADDER PARTIAL SIDE ELEVATION 3/4" = 1' -0" HUTI HY -20 :FOXY W/ MILTI _T -A SCREWED ISERTS AND 72" -TREADED ROD % "x2/2" FLAT BAR RAIL 2" EXPANDED METAL SGREEN WELDED TO LADDER HINGE WELDED TO SUPPORT BRACKET SATE FRAME ROOF LADDER HINGE DETAIL 9 0 I 0 PAINT LADDER TO MATCH BASE DOLOR OF BUILDING. HINGES. WELD TO LADDER SUPPORTS 4' -0'" o.c. MAX 311x3/8" FLAT BAR RAILS HINGES. WELD TO LADDER SUPPORTS 4'_0'" o.c. FRONT SECTION @ ROOF LADDER 3/4" = 1' -0" INSTALL EXPANDED METAL TO SIDES OF LADDER IS MIN GLR ROOF LADDER PLAN 3/4" = 1' -0" A5.2 PAINT GATE LADDER TO MATCH BASE COLOR OF BUILDING. HINGES. WELD TO ADDER SUPPORTS 4' -0'" o.c. PAINT LADDER ASSEMBLY TO MATCH WALL. (P7) HINGES. WELD TO LADDER SUPPORTS 4' -0"' o.G. CLASP FOR PADLOCK @ 56" ABOVE GRADE ELEVATION @ ROOF LADDER 3/4" = 1' -0" -IN r 0 I, I ") YP. 6 11 -1>-< TYP Y4" GUARD RAIL PLATE ELEAVATION 3" = I' -O" 7 EXISTING UNINSULATED SLAB 4 4 7 z. 1 0 4 4 4 7 K 4 4 4 4 E1 7 4 7 7 4 7 4 z 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T.O. EXISTING GMU PARAPET dk IT-4" EXPANDED METAL GATE TO 18' -O" ABOVE GRADE Y2 "x3" FLAT BAR BENT. AS SUPPORT BRACERS. TYP OF 5. - Y2 "x2" FLAT BAR RAILS IY4 "4' STEEL PIPE RUNG @ 12" o.c. O I 71- BETWEEN SUPPORTS 0 REVIEWED FOR CODE COMPLIANCE APPonven DEC 08 2010 City of Tukwila BUILDING DIVISION T.O. EXISTING SLAB 0' -0" vri RECEIVED CITY OF TUKWILA NOV 10 2010 PERMIT CENTER EXISTING FOOTING WALL SECTION @ ROOF LADDER NEW SHEET 3/4" = I' -O" REGISTERED ARCHITECT DETAILS Date: 2/12/10 Job #: 200a -2S Scale: As Shown Drawn : JG Gheck: MGP Revisions- All/c1/10 A-5.2 11022 E. MARGINAL WAY S TUKWILA, WA 98168 SEPARATE PERMIT REQUIRED FOR: %Mechanical Numbing ectricai as Piping City of Tukwila BUILDING DIVISION H BUILDING REMODEL & TENANT IMPROVEMENT YWARD BAKER BUILDING TUKWILA, WA REVISIONS No changes shall a 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: FILE COPY Permit No. t21,9-i142 � 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 Da PROJECT INFO MATION City Of Tukwila BUILDING DIVISION ABBREV I ATI ONS 0 A.B. AGOUST. A.F.F. AGGR. ALUM. ANOD. APPROX. ARCH. ASPFI. BD. BLDG. BLK. 6LK'G. BM. BOT. B.U.R. GAB. G.B. GEM. CH. G.J. CLS. GLR. G.O. GOLM. GONG. CONN. GONTSR. CONT. C.T. GTR. GTSK. GENERAL NOTES PROJECT TEAM AND ANGLE DIAMETER OR ROUND PERPENDICULAR POUND OR NUMBER ANCHOR BOLT ACOUSTICAL ABOVE FINISHED FLOOR AGGREGATE ALUMINUM ANODIZED APPROXIMATE ARCHITECTURAL ASPHALT BOARD BUILDING BLOCK BLOCKING BEAM BOTTOM BUILT UP ROOF CABINET CATCH BASIN. CEMENT CHANNEL CONTROL JOINT CEILING CLEAR GLEAN OUT COLUMN CONCRETE CONNECTION CONSTRUCTION CONTINUOUS CERAMIC TILE CENTER COUNTER SUNK DBL. DEPT. DET. DIA. DIM. DN. DR. D.S. DWG. E. E.A. E.I.F.S E.J. EL. ELEC. ELEV. ENGL. E.P. EG. EQUIP. EXST. EXPO. EXT. F.O.I.G F.D. F.E. F.H. FIN. FLASH. FLR. FLUOR. FOUND. FRM'G. DOUBLE DEPARTMENT DETAIL DIAMTER DIMENSION DOWN DOOR DOWN SPOUT DRAWING EAST EACH EXTERIOR INSULATION FINISH SYSTEM EXPANSION JOINT ELEVATION ELECTRICAL ELEVATOR ENCLOSURE ELECTRICAL PANEL EQUAL EQUIPMENT EXISTING EXPOSED EXTERIOR FURNISHED BY OWNER INSTALLED BY CONTRACTOR FLOOR DRAIN FIRE EXTINGUISER FIRE HYDRANT FINISH FLASHING FLOOR FLUORESCENT FOUNDATION FRAMING FT. FTC. FURR. G.A. GALV. G.G. GL. GND. GR. GP. G.W.B. GYP. HDWR. HDCP. H.B. H.M. HORIZ. HR. HT. INST. INSUL. I NT. LAM. LB. LOG. MATL. MAX. MFR. M.H. MEGH. MIN. FOOT OR FEET FOOTING FURRING GAUGE GALVINIZEI:) GENERAL CONTRACTOR GLASS GROUND GRADE GROUP GYPSUM k'1ALL BOARD GYPSI.IM HAR ARE HANDICAP HARDWOOD O HOSE B l . 3 HOL.LOY1 CORE HOLLOW METAL HORIZONTAL. HOUR HEIGHT INSTALL INSULATION INTERIOR LAMINATED POUND LOCATION MATERIAL. MAXIMUM MANUFACTURER MAN HOLE MECHANICAL MINIMUM MISC. MTD. MTL. N. N.I.G NO. N.T.S. O.G. 0/ OPP. PL. Pi.YWD. P.P. P.l_AM. ,R. RD. REG. REF. RE1NF. REID. RM. 5. 5.G. SGHED. SHT'G. SIM. SPEC. 5Q. STD. STL. STOR. STRUG. SUSP. 5. V. MISCELLANEOUS MOUNTED METAL SVC. SYM. 5/W SERVICE SYMMETRICAL 51DEWALK NORTH T. THREAD NOT IN CONTACT T.G. TOP OF CURB NUMBER TEL. TELEPHONE NOT TO SCALE T. 8 G. TONGUE AND GROOVE ON CENTER THK. THICK OVER T.O.P. TOP OF PLATE OPPOSITE T.P. TOP OF PAVEMENT PLATE T.W. TOP OF WALL PLYWOOD TYP. TYPICAL POWER POLE PLASTIC LAMINATE U.B.C. UNIFORM RADIUS OR RISER ROOF DRAIN RECOMMENDED REFERENCE REINFORCED REQUIRED ROOM SOUTH SOLID GORE SCHEDULE SHEET SHEATHING SIMILAR SPECIFICATIONS SQUARE STANDARD STEEL STORAGE STRUCTURAL SUSPENDED STAIN VARNISH BUILDING CODE UNF. UNFINISHED U.O.N UNLESS OTHER/115E NOTED VERT. VERTICAL W/ WD. WDW. W/0 YAP. R. WSCT. WT. WEST WITff WOOD WINDOW WITHOUT !^!ATERPROOF WATER RESISTANT WAINSCOT WEIGHT • DO NOT SCALE DRAWINGS. • CONSULT WITH ARCHITECT REGARDING ANY SUSPECTED ERRORS OMISSIONS OR CHANGES ON PLANS BEFORE PROCEEDING WITH WORK • COMPLY WITH ALL APPLICABLE GODES, CRDINAN,ES, REGULATIONS, LAWS, STANDARDS, CUSTOMS AND CRITERION. • UNLESS OTHERWISE NOTED, PLAN DIMENSIONS ARE TO NOMINAL SURFACE OF MASONRY, FACE OF CONCRETE WALLS, FACE OF STUDS @ INTERIOR AND EXTERIOR WALLS • VERIFY DIMENSIONS BEFORE PROCEEDING ;KITH WORK. (NOTIFY" ARCHITECT OF ANY DISCREPANCIES.) • VERIFY ALL ROUGH -IN DIMENSIONS. • VERIFY ALL SIZE AND LOCATION OF AND PROVIDE ALL OPENINGS THROUGH FLOOR AND WALLS, FUR.RINGS, CURBS, ANCHORS, INSERTS, AND ROUGH BUCKS/BACKING FOR SURF -AGE- MOU'IT:El) • VERIFY GRADES SHOWN ON DRAWINGS. • VERIFY ALL LOCATION OF ALL UTILITIES F' FC E PROCEEDING WITH WORK. • VER:IF'Y WITH OWNER ALL LANDSCAPING TO REMAIN, TO BE REMOVED OR TO BE RELOCATE?. • REPETITIVE FEATURES ARE OFTEN DRAWN ONLY ONCE AND SHALL BE COMPLETELY PROVIDED AS iF= DRAWN IN • ALL INTERIOR FRAMED PARTITIONS ARE TO BE 3,12" METAL g 16" O.G. UNLESS OTHERWISE NOTED. • DOORS NOT DIMENSIONALLY LOCATED SHALL. E3E. 3" FROM STUD FAGE TO EDGE OF DOOR OPENINGS OR CENTERED BETWEEN WALLS AS SHOWN. • PROVIDE SOLID BLK&. OVER PARTITION WALLS AND BEAMS. • F'ROVIDE ALL FURRINGS AS REGUIRED TO CONGEAL MECHANICAL/ELECTRICAL HARDWARE IN FINISHED AREAS. • "FLOOR LINE" REFERS TO TOP OF SUB-FLOOR. • ALL ELECTRICAL WORK SHALL COMPLY WITH NATIONAL ELECTRICAL. CODE 2005 AS AMENDED BY LOCAL MUNICIPALITY. • FABRICATE ALL GUTTERS, DOWN SPOUTS AND FLASHING FROM 26 GAUGE GALVANIZED STEEL IN ACCORDANCE. WiTH ARCHITECTURAL SHEET METAL MANUAL. o COORDINATE ALL NON INDICATED OR SPECIFIED ITEMS WITH OWNER INCLUDING BUT NOT LIMITED TO FINISHES, COLORS, HARDWARE, FIXTURES, SWITCHES, OUTLETS, PHONE JACKS AND GABLE OUTLETS. • DOOR HEADERS TO BE ®7' -O" ABOVE. SUBFLOOR, U.N.O. • WINDOW HEADERS TO MATCH HEIGHT OF DOORS. • GONG SHALL BE 2500 PSI. • .ALL STAGING 4 STORAGE SHALL OCCUR ON SITE • AN ADRESSABLE FIRE ALARM SYSTEM i5 REQUIRED FOR THIS PROJECT. PLANS SHALL BE SUBMITTED TO TUKWILA FIRE MARSHAL FOR APPROVAL, PRIOR TO COMMENCING AND ALARM SYSTEM WORK SYMBOLS VICINITY MAP BUILDING SECTION SECTION IDENTIFICATION LOCATED ON SHEET_ WALL SECTION SECTION IDENTIFICATION LOCATED ON SHEET_ DETAIL DETAIL IDENTIFICATION LOCATED ON SHEET_ INTERIOR ELEVATION ELEVATION IDENTIFICATION LOCATED ON SHEET_ ROOM SYMBOL OFFICE - -- ROOM NAME 101 ROOM NUMBER '1 _2 CEILING HEIGHT SQUARE FOOTAGE a50 SG. FT. 10� GRID MARKERS LETTERS IN ONE DIRECTION NUMBERS IN THE OTHER DOOR SYMBOL DOOR NUMBER ROOM SYMF3c'1_. ROOM NUMBER WiNDOW SYMBOL WINDOW IDENTIFICATION NORTH ARROW ELEVATION MARKER \e0 FINISH GRADE ELEVATION TOP OF CURB TOP OF PAVEMENT CENTER LINE PROPERTY LINE CENTER LINE OF STREAM NEW CONTOUR EXISTING CONTOUR REVISION CLOUD IDENTIFYING NUMBER SGALE = N.TS OWNER: ARCHITECT: STRUCTURAL ENGINEER: McConkey Development 3006 Northup Way, #305 Be I Ievue, WA '18004 Phone: (425) 8801 -1180 Contact: Fred McConkey Dimensions, Inc. 5006 Northup Way 41302 Bellevue, WA '18004 Phone: (425) 821- -'12(i3 Contact: Mike Perry POA Structural 120 Third Ave, Suite 1611 Seattle, WA 018.104 F'hone: (425) 322 -4518 Contact: Mike Annee SHEET INDEX ARCHITECTURAL A0.0 - COVER SHEET - VICINITY MAP - GENERAL NOTES A1.0 - SITE PLAN A2.0 - FLOOR PLAN - DEMO PLAN - CEILING FRAMING PLAN S i ! E /ARE A Project Location: Jurisdiction: Zoning, Lot Area Building Size Occupant Load Assembly , 3!3 / 15 Business 6-0 '05 =3_x_3 I 3215 / 100 = 32 Storage , ,�I �' J 0186 / 300 = 5.3 g 3a0 i o 1 42 50146.4 sf 11022 E. Marginal Way S Tukwila, WA 018I68 City of Tukwila MIG /H 20,000 sf 4,0133 sf /1l S BOEING ACCESS !Ism sT CJ� Total Parking Req'd: Office 3 '146 / 1000 = 0186.6 sf VB 10 stalls Parking Provided: IS stalls Handicapped: I stalls Standard: I1 stalls Compact: 0 stalls Applicable Codes: BUILDING: IBC 2006 WAG 51 -50 ELECTRICAL: NEG 2005 4. WFPA 70 MECHANICAL: I•G 2006 WAG 51 -32 PLUMBING: UPG 2006 a WAG 51 -56 51 -51 FIRE: I FG 2006 WAG 51 -54 HANDICAP: 1 BG 2006 - I GG /ANSI A111.1-2004 W/ WA STATE AMEND' BENTS 2006 INTERNATIONAL FIRE CODE MUNICIPAL CODE (CHAPTER 16.16) WASHINGTON STATE ENERGY CODE, 2006, WAG 5! -!I I'IASHINSTON STATE VENTILATION INDOOR AIR OUALITY CODE, 2006, WAG 51-15 A2.2 A2.3 A2 , r A5.0 A4.0 LAN - REFLECTED CEILING PLAN - POWER PLAN -- INTERIOR ELEVATIONS - SCHEDULES RESTROOM EXTERIOR ELEVATIONS - BUILDING SECTIONS 1�kALL SECTIONS A4.2 - WALL SECTIONS A43 - 1 "iAL.L SECTIONS A5. I - DETAILS 51.2 52.1 52.2 53.1 c 2 533 F E CO ED FOR COMPLIANCE APPROVED JUNN�1 1 2010 'j City of kwila BUILDING DIVISION - GENERAL STRUCTURAL NOTES - GENERAL STRUCTURAL NOTES - FOUNDATION PLAN - ROOF FRAMING PLAN - STRUCTURAL DETAILS - STRUCTURAL DETAILS - STRUCTURAL DETAILS SITE SERVICES TELEPHONE: STORMWATER: `k'r rizon City of Tukwila WATER: SEWER: UI�I,I'' \it*, City of Tukwila ELECTRIC: NATURAL GAS: j T SOUND ENERGY PUGET SOUND ENERGY LEGAL DESCRIPTION BEG ON E LN OF E MARGINAL WAY @ 5 LN OF SEG TH N 16- 4-7 -30 W 161.54 FT TPOB TH GONTG N I6 -41 -50 W 100 FT TH N 15 -12 -30 E 200 FT TH 5 16 -14 -30 E 100 FT TH 5 73 -I2 -50 W 200 FT TO TPOB. DESCRIPTION OF I1IORK CCRT ECTION LTR# • DEMOLISH INTERIOR NON - STRUCTURAL PARTITIONS MEZZANINE ABOVE, PER PLAN. • REMOVE EXISTING WINDOWS, DOORS TWO OVERHEAD DOORS AND REPLACE w/ NEW STOREFRONT SYSTEM. • BUILD INTERIOR PARTITIONS PER PLAN w/ NEW LIGHTING, ELECTRICAL WIRING TO OUTLETS SWITCHES. NEW PLUMBING AND INTERIOR FINISHES TAX I DENT! E I GAT I ON NUMBER JUR D2 2010 PERMIT CENTlE 03230401168 ENERGY" REGU I REMENTS HEAT - GAS (ELECTRIC; NOT ALLOWED) ROOF - R -21 HALLS - R -I5 GLAZING - U35 SHSC - .45 1 1 2_. 0 Ja CO 0) DZI N 5506 REGK�T�f�E[) Ario ITECT HAEL C. P STATE OF WASJNGTJ'J (,) 1 r.) Date: 2112/1Q___ Job #• .20001-2S SGaIe: o In _ Drawn: JG Check: MCP Revisions :____ -_ A LIZIO r.) q OF E MARGINAL VNAY 0 qx Site Plan 1" = 20' -O" 30' -O" 16't - x - N 13°12'30" E 200.00' 30' EASMENT FOR ACCESS INSTALLATION, MAINTENANCE $ OPERATION OF WATER PIPE LINE $ OTHER UTILITIES 1u z GONG. PAD EXISTING ONE .STORY GMU BLDG 46133 SF I00 PROJECT BUILDING x x- -x x —x 7 EXSTI NG GONG. APRON LOT SIZE: 20,000 SF ASPHALT PLANTER -0" 4' EXISTING GATE vl - x- 221 -0" 12' -O x x 22' -0" IOR ®Q' -0" = q0' -0" x— x- � — EXISTING FENCE TO BE REMOVED x— x— x— x— x— x— x— x— x— x— x— -' N -15°12'30" E EXISTING OFF I GE BUILDING (NO WORK) r// %�!/ /iii 200.00' N g6° 3/8.(3.-7.7 2 z 014 °olcp 2 ADJACENT CONSTRUCTION YARD N 73 ° 12'30" E 00.00' REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2010 City of Tukwila BUILDING DIVISION KEY NOTES NEW 4" 1NIDE PAINTED LINES, COLOR: 1NHITE. NE1N CONCRETE 1NHEEL STOPS. EXISTING FENCE TO REMAIN. EXISTING DOCK PLATFORM. 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 resubmittal of revised drawin for subsequent approval.: Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: //z//o VICINITY MAP -‘441 'ref AIRPORT WAY S 112TH ST tp S BOEING ACCESS RD SITE LOCATION 115TH ST RECEIVED MAY 042010 PERMIT CENTER 116TH ST Date: 4/28/10 Job *. 2006 -28 SGO I e • As Shown Drawn : JG Check: MCP Revisions. .o us- al II a rii. r 4,g qi hi ill ii: 5A] AR( A,1/ Date: 4/28/10 Job *. 2006 -28 SGO I e • As Shown Drawn : JG Check: MCP Revisions. .o Demo Plan RECEPTION =_1� OFFICE 1 / 11 IL_ -_ 1 \� RESTROOM -TI 11 111 OFFICE ll irUP 12 12 PAINT BOOTH (e> PAINT BOOTH 1 • I/8" = I' -O" EXISTING GAS METER AND BOLLARDS 80' -0" 20' -0" I3' -6" 13' -ci" PROPERTY LINE OFFICE 162 5F 6-6" CEILING CARPET FF I GE 162 5F " CEILING ARPET OFFICE 162 5F 8' -6" CEILING CARPET OFFICE 162 5F 8' -6" GEILIN6 CARPET OFFICE 223 5F 8' -6" CEILING CARPET OFFICE 121 5F 8' -6" CEILING CARPET BULL PEN WORKROOM OPEN CEILING OPEN CEILING STORAGE 250 5F OPEN CEILING GONG. EXISTING N. PAD -\ I2' -4" OFFICE ITES 1-0"11 x 248 5F 8' -6" GEILIN6 0 CARPET m GONF. ROOM 263 5F 8' -6" CEILING CARPET WOMEN RESTROOM LUNCH ROOM RESTROOM 250 5F OPEN CEILING GONG. 0 EXISTING GON. DOCK Floor Plan 21' -4" ABOVE EXISTING TYPICAL: 5x5 POST 1.5" STAIR APART (EA. SIDE OF 613) Y2" FROM GMU I/8" = I' -O" PROJEGT PROJECT KEY NOTES - DEMO PLAN O REMOVE EXISTING OVER HEAD DOOR. ® REMOVE EXISTING MAN DOOR. ® REMOVE EXISTING WINDOWS, GLASS FRAME. • REMOVE ALL INTERIOR PARTITIONS TO EXTERIOR WALLS AND DOWN TO SLAB. ® REMOVE STAIRS TO MEZZANINE. ® REMOVE MEZZANINE ABOVE OFFICE SPACE. O REMOVE PAINT BOOTHS OF STILL IN PLAGE (TENANT MAY REMOVE). ® REMOVE REMOVE EXISTING PHONE BOARD, PANEL PHONE WIRES THROUGHOUT BUILDING. \ "/ REMOVE ALL ELEGTRIGAL GONDUIT, OUTLETS, LIGHTING, ETC. THROUGHOUT BUILDING. Io REMOVE EXISTING ELECTRICAL PANEL INSTALL NEW IN LOCATION SHOWN ON PLANS. II REMOVE EXISTING ENCLOSURE ROOF AROUND EXISTING LOADING DOCK. II REMOVE REMOVE CORRUGATED FIBREGLASS PANELS AT OPENINGS ABOVE. /REVIEWE-baii■ CODE COMPLIANCE JUN 11 2010 City of Tukwila 8010/Al0 (:)11/1Q0 A• KEY NOTES -FLOOR PLAN O RECESSED FIRE EXTINGUISHER CABINET. ® -1' -0" WALL. c'/ RECEIVED JUN 0 2 2010 RT CENTER tvIICHAEI. C. PER STATE OF WASHINGTON A -20 Date: 2/12/10 Job #. 200c1 -2S Scale• As Shown Drawn: JG Check: MCP . Revisions. A6/1/10 A -20 RECEPTION B OGG OFFICE LE3 OGG <EXITPATH ua w LL w lL >- Furniture Plan & Exit Path WOMEN'S— ROOM JAN SERVER/ STORAGE O O OFFICE B OG4L w m TABLE LUNCH ROOM A5 OGG w aa EXI PATH STORAGE 51 OGG 1/8" = 1' -0" 6005162 -43 X24" o6. 6005162 -43 @24" o.c. (2)6005612 -54 HEADER OR OPTION 8005200 -43 800T200 -43 (3) #8 SCREWS w/ CLIP TO ADJ FRAME PROJEGT Ceilin 1/8" = I' -O" Framin • Plan PROJEGT - REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2010 City of Tukwila BUILDING DIVISION GENERAL NOTES - FURN /EXIT PLAN 1) COMMON PATH OF EGRESS EXCEEDS 15', TWO EXITS REQ'D. 2) OCCUPANT LOAD 15 641. TWO EXITS REQ'D. 5) PER SEGTION 1014.2 EGRESS ALLOWED THROUGH LUNCH ROOM. 4) KEY NOTES - ROOF PLAN 0 REMOVE EXISTING PAINT BOOTH CHIMNEYS. ® REPLACE GUT $ DAMAGED DECKING. ® REMOVE EXISTING PENETRATIONS $ PLUG ROOF DECK IN/ FIR WOOD PLUGS, FLUSH. 0 REMOVE EXISTING ROOFING $ CAP FLASHING. NOTES - ROOF PLAN 1) PLAGE HVAG U I NTS 50 SUPPLY RETURN DUCTS DROP ON EAST SIDE OF GLB'S 2) LOCATE HVAG UNITS OVER GLB'S PER STRUCTURAL DRAWING REQUIREMENTS. 31' -4" Dote: 2/12/10 01 _.„ IE D. n $j$o(, hi Y 0 $4 l° ill 111 • aa 1 m _ p Gheck: MGP 14' / -2" 5' -10" / SINGLY FL"( MEMBRANE OVER R -21 RIGID INSULATION OVER EXISTING 2x 1-$6 WOOD DEGK. - DO NOT PENETRATE DECK w/ ANY FASTENERS. 35' -6" \ HVAG 5' -10" / z tn W o y o o o `l 0 N N HVAG C'S ua SLOPE ©- HVAG O ' O \ GUTTER Roof Plan I/8" = I' -O" RECEIVED JUN 02 2010 PERMIT CENTER PROJECT ROOF PLAN & FURNITURE PLAN Dote: 2/12/10 01 _.„ IE D. n $j$o(, hi Y 0 $4 l° ill 111 • SGOIe• As Shown Drawn : JC Gheck: MGP Revis ions• A6/1/I0 5Ai 4- AR( A,1/ ROOF PLAN & FURNITURE PLAN A-2 Dote: 2/12/10 Job #:200G1-28 SGOIe• As Shown Drawn : JC Gheck: MGP Revis ions• A6/1/I0 A-2 Roof Plan I/8" = I' -0" r _ r it iriANINrWIFA r.® ririiriiri.IrriiiWririir A -�4 • +60 (VERIFY) ELEG. PANEL di) Aqp V ID db --du QtA GEILING qp • ri , .ter 41'ri ___ m ' : it " mmumormrir�rintararrarar go- +420 ©° 1 -42GF1 ID v70 ID Lr. n3-0 +42GF I +42GF I 6FI (BELOW SINK) +42GFI TIMER FOR EXTER L I GHTE +60 r A.riir .� ►i.�r +60 Amour ; , ..ramew r it - REVIEWED FOR CODE COMPLIANCE JUN 1 1 2010 City of Tukwila BUILDING DIVISION Reflected Ceiling Plan I/8" = I' -0" PROJECT MEANS OF EGRESS ILLUMINATION IBC 1006.1 Illumination required. The means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. IBC 1006.2 Illumination level. The means of egress illumination level shall not be Tess than 1 foot - candle at the walking level...min at any point 0.1 f -c. IBC 1006.3 Illumination emergency power. The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. In the event of power supply failure, an emergency electrical system shall automatically illuminate the following areas: 1. Aisles and unenclosed stairways of rooms that require two or more means of egress. 2. Corridors, exit enclosures and exit passageways.. 3. Exterior egress components... 4. Interior exit discharge elements... 5. Exterior Iandings...for exit discharge doorways... v PROJECT KEY NOTES - POWER PLAN 0 VERIFY ALL LOCATIONS w/ TENANT THROUGHOUT BLDG PRIOR TO INSTALLATION OF OUTLETS, DATA PHONE. ® VERIFY LOCATION MOUNTING HEIGHT FOR FLAT SCREEN N. SYMBOL LEGEND 8' SUSPENDED -E131- 01 SUSPENDED FIXTURE EXTERIOR WALL PAK FIXTURE EXHAUST FAN WALL MOUNTED 4' -0" 1 TUBE FLUORESCENT THERMOSTAT /6/1/10 FLOURESGENT FIXTURE 4' SUSPENDED 1 FLOURESGENT FIXTURE 4' EMERGENGY FLOURESGENT FIXTURE BATTERY BACKUP 4' CEILING MOUNTED w/ rga I , , t FLOURESGENT FIXTURE EMERGENGY LIGHT I 1 1 0-1 EXIT' EXIT SIGN (SHALL NOT HAVE INPUT DRAW MORE THAN 51A1 PER z DUPLEX REGEPTAGLE is. FOURPLEX RECEPTACLE OF UNIT) I VOICE OUTLET DATA OUTLET SWITCH < % $ FIXTURE NOTES I . PROVIDE FIRE BONNETS FOR ALL RECESSED FIXTURES MOUNTED IN FIRE RATED GEILINGS. 2. ALL FLUORESGENT BALLAST'S SHALL BE ELEGTRONIG. 3. EMERGENCY BATTERY BALLAST'S SHALL BE BOD NE 310, IOTA ISO OR APPROVED EQUAL. PROVIDE ADDITIONAL GONDUGTORS FOR AN UNSWITGHED SOURCE OF POWER. 4. PROVIDE ALL MOUNTING HARDWARE, FLANGES, STEMS, SLOPE GEILING ADAPTERS, SWIVEL HANGERS, ETC. FOR THE GEILINS GONSTRUGTION TYPE. ELECTRICAL NOTES 1513.1 LOGAL CONTROL AND ACCESSIBILITY: EAGH SPAGE, ENGLOSED BY WALLS PROVIDED WITH LIGHTING GONTROLS GONTROLS, WHETHER ONE OR MORE, WITHIN THE SPAGE. THE AT THE POINT OF ENTRY/EXIT, TO MAY BE GENTRALIZED IN MUST BE USED AS A WHOLE. SEGURITY. POWER THAT MAY BE GONTROL SHALL NOT AMPERE GIRGUIT LOADED TO NOT BE INSTALLED PROVIDED THE TO FUNGTION INDEPENDENTLY. 50LE MEANS OF SWITGHING. AREAS, AS MAY BE REQUIRED FOOTPRINT FOR FOOTPRINTS OR GE I L I NG-HE I GHT PARTITIONS, LOGATED WITHIN THAT SPAGE. SHALL BE GAPABLE OF TURNING CONTROLS SHALL BE READILY PERSONNEL OCCUPYING OR USING EXGEPTIONS: THE FOLLOWING LIGHTING REMOTE LOGATIONS: I. LIGHTING GONTROLS FOR 2. AUTOMATIC. GONTROLS. 3. CONTROLS REQUIRING TRAINED 4. CONTROLS FOR SAFETY 1515.2 AREA CONTROLS: THE MAXIMUM SHALL BE THE LIGHTING OFF ALL LIGHTS AGGESSIBLE, THE SPAGE. GONTROLS SPAGES WHIGH OPERATORS. HAZARDS AND LIGHTING SWITGH OR AUTOMATIC BY A 20 MAY GAPABILITY USED AS THE PROCESS OF THE BUILDING CONTROLLED FROM A SINGLE EXCEED THAT !NH IGH IS PROVIDED MORE THAN 8096. A MASTER GONTROL INDIVIDUAL SWITGHES RETAIN THEIR GIRGUIT BREAKERS MAY NOT BE EXGEPTI ONS: I. INDUSTRIAL OR MANUFAGTURING FOR PRODUCTION. 2. AREAS LESS THAN 5% OVER 100,000 FT2. LIGHTING SCHEDULE TYPE MANUF. DESCRIPTION WHITE JS SERIES MOUNT 61521N- MH. 8" SURFACE 8" 12 1NATT f ' , 2 - TS STRAIGHT BLADE - 4 FT BAGKUP - SL200AP2U - 2 -TS LAMPS H -226U ALUMINUM w/ BLUE SMOOTH - WALL MOUNT •FAG - D 0 N WHITE - SURFACE GEILING MOUNT RECEIVED JUN 02 2010 PERMIT CENTER i i 1 ,f; i FP1 FP1E FP2 FP3 FS1 FW1 CM1 WM1 WP1 EXi EXL LIGHTOLIER ARGUS ALUMINUM LIGHTOLIER FRI w/ EMERGENCY L I GHTOL I ER G I ROLE LIGHTOLIER KW SERIES LIGHTOLIER SURFAGE LIGHTOLIER VL1N4x24 LIGHTOLIER DECORATIVE LIGHTWAY MNBW 16 AGRYLIG EXGELLINE 300 WALL LIGHTOLIER LG SERIES • - - 1 c PENDANT TAPERED BATTERY I N SQUARE PENDANT ci6" 2 -T8 LENS WRAP HORIZONTAL LUMIDISG 2- 26GFL, BRUSHED DIFFUSERS CUBE 115 EXIT SIGN .- G■ LIGHT, 2 LIGHTOLIER ES EMERGENCY 0 / , ■ l'�� MICHAEL C. PEF ''-- STATE OF WASHINGTON c� Z z Q J 0 1:1° Ce W W F T� J W Date: 2/12/10 Job #.200c4-28 Seale: As Shown Drawn: JG Check: MGP Revisions. /6/1/10 I c� Z z Q J 0 1:1° Ce W W F T� J W Date: 2/12/10 Job #.200c4-28 Seale: As Shown Drawn: JG Check: MGP Revisions. /6/1/10 A-202 RUBBER BASE Storefront Interior Elevation 1/2" = I' -O" EQ m (41-O SLATE FIELD ® 45° I H VINYL FLOORING 45° 11 EO. EO. / gI_411 2' -0" 2' -6" / 4' -0" / 3' -2 N 9 N 9 n 0 2' -0" 2' -6" 2' -0" 2' -0" / / 12' -6" 51-2" Kitchen Interior Elevation 1/2" = I' -O" / v 'Nye' v v v KEY NOTES 0 SIGN - "NO STORAGE ALLOWED OVER CEILINGS" LETTERING TO BE 4" HIGH WHITE ON MEDIUM BROWN BACKGROUND - HELVETI GA MEDIUM FONT. ctv!EWED FOR CODE COMPLIANCE 'fVE JUN i 1 2010 City of Tukwila DIVISION 11' -2" 5' -2" 3' -0" / PRINTER 9 9 9 9 1- 5' -2" VERIFY w/ TENANT IF SPACE 15 ADEQUATE FOR COPIER Print Area Interior Elevation 1/2'' = 1' -0" / J' \ R P ECEIVED ED IUN 02 2010 SIT CENTER Reception Area - Slate Layout A Interior Elevation 1/4" = 1' -0" 1/4" = 1' -0" z I_u 1 iLJ } 0 Z 1_ Z < - 1 N t N c✓_ O z ID it g; S$ 4"a A-203 Date: 2/12/10 Job #:200q-28 SGa1e: As Shown Drawn: JG Check: MCP Revisions. A6 /I /10 A-203 HARDWARE SCHEDULE ROOM NO. HARDWARE SCHEDULE GROUP 1 BASE GROUP 5 QTY ITEM WEST WALL QTY ITEM OFF SET PIVOTS LOCK ACTIVE LEAF ADAMS RUTE M5 1850A 1 PR PUSH PULL BAR WEATHER STRIPPING 1 PR FLUSH BOLTS @ INACTIVE LEAF THRESHOLD Y2" x 4" DOOR SWEEP FIN. 15 PR HINGES - 5 KNUCKLE FULL MORTISE I LEVER HANDLE LOCKSET - "ENTRANCE" 1 CLOSER 1 STRIKE 3 SILENCERS 1 WEATHER STRIP 1 DOOR SWEEP GROUP 2 MAT. GROUP 6 QTY ITEM MAT. QTY ITEM 15 PR HINGES - 5 KNUCKLE FULL MORTISE 1 STRIKE 3 SILENCERS 1 OFFICE LEVER STYLE HANDLE REGEPTI ON 15 PR HINGES - 5 KNUCKLE FULL MORTISE 1 CLOSER 1 SMOKE SEAL 1 LEVER SET - PASSAGE STRIKE SILENCERS GROUP 3 GWB QTY ITEM PNT 1.5 PR HINGES - 5 KNUGKLE FULL MORTISE STRIKE SILENCERS LEVER HANDLE SET - STOREROOM LOCK GUARD WEATHER STRIP RAIN DRIP PNT GROUP 7 QTY ITEM 1.5 PR HINGES - 5 KNUCKLE FULL MORTISE 1 LEVER HANDLE SET - STOREROOM 1 STRIKE 3 51 LENGERS GROUP 4 PAINT sTEE�. a EXPOSED GMU PER ARCH INSTRUCTION GROUP 8 QTY ITEM RUB QTY ITEM PR OFF SET PIVOTS LOGK PULL PANIC (CONGEALED ROD) GLOSER WEATHER STRIP DOOR SWEEP PNT 1.5 PR HINGES - 5 KNUCKLE FULL MORTISE 1 LEVER HANDLE SET - PRIVACY I CLOSER 3 SILENCERS 1 SMOKE SEAL ORESROOM PLAN 1/2" = I' -O" ROOM FINISH SCHEDULE ROOM NO. ROOM NAME FLOOR BASE NORTH WALL EAST WALL SOUTH WALL WEST WALL CEILING REMARKS MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. HT. 100 REGEPTI ON SLATE RUB GWB PNT 6WB PNT GWB PNT GWB PNT -- -- -- PAINT sTEE�. a EXPOSED GMU PER ARCH INSTRUCTION 101 OFF I GE GPT RUB GWB PNT GWB PNT GWB PNT GWB PNT GWB PNT Gi' 102 OFF I GE GPT RUB GWB PNT GWB PNT GWB FNT GWB PNT ONE PNT GI' 3 2x1 a 103 OFF I GE GPT RUB GWB PNT GWB PNT GWB FNT GWB PNT GWB PNT G1' 5 104 OFF IGE GPT RUB GWB PNT GWB PNT GWB PNT GWB PNT GWB PNT GI' -- 105 OFF ICE GPT RUB GWB PNT GWB PNT GWB PNT GWB PNT GINS PNT GI' STN 106 STORA6E SST I RUB GWB PNT GWB PNT GWB PNT GWB PNT GWB PNT Gi' 10 107 LUNCH ROOM 1 RUB GWB PNT GWB PNT GWB PNT GWB PNT GWB PNT GI' 5GW 108 SERVER /STORAGE i 1 RUB GWB PNT GWB PNT GWB PNT GWB PNT GWB PNT Gi' WD 109 MEN'S ROOM T Gov GWB PNT/ GWB PNT GWB FLAP GWB FRP GWB PNT GI' 110 WOMEN'S ROOM V GOV GWB FOP GWB FRP GWB FLARP GWB PNT GWB PNT Gi' 8 111 JANITOR'S CLOSET VNL- 2 vNYi GOV GWB PNT/ FRP GWB PNT/ FRP GWB PrN/ FRP GWB PNT/ FRP GWB PNT GI' B 112 CONF. ROOM GPT RUB GWB PNT GWB PNT GWB PNT GWB PNT GWB PNT GI' 113 OFF I GE CPT RUB GWB PNT GWB PNT GWB PNT GWB PNT GWB PNT GI' 114 OFFICE CPT RUB GWB PNT GWB PNT GWB PNT GWB PNT GWB PNT GI' 115 PRINT CENTER i RUB GWB PNT GWB PNT GWB PNT GWB PNT GWB PNT Gi' REVIEWED FOR 116 BULL PEN - i RUB GWB PNT GWB FNT GWB PNT GWB PNT GWB PNT Gi' COMPLIAN( 116 WORK AREAT VNL- 1 RUB GWB PNT GWB FNT GWB PNT GWB PNT GWB PNT Gi' A "�V JUN 1 1 2010 DOOR ELEVATIONS City of Tukutilla 131,111 DING DIVISIQ ' b" 0 to ® ® © FINISH LEGEND MATERIAL COLOR MANUF. MANUF. SERIES CATALOG # NOTES FLOOR COVER Fl F2 F3 F4 SEAGRA55 GLACIER WELLINGTON OAK MULIZ STANDING OVATION ARMSTRONG KARN DEAN TIERRA SOL J0040 MARMORE 1 I t VAN GOGH UNICORN SLATE 403'7 IGIO10 VGW53T COVE UP WALL 6" FG- VG- NS -MULIZ RUBBER BASE B1 BROWN BLACK BURKE RUBBER TS 523 PAINT P1 SANDY SHELL VALSPAR WV35012 EGSHEL CONTINUOUS GRAB BAR 54" 39 " -41" 8" kl 3/4" PLYWOOD ON 20 GA. 6" METAL CHANNEL STUDS @ I6" O.G. 41.„ WHEN USED, STRAP TANK TO ADJACENT STUDS PER UPG 510.5 HINT FRP WAINSGOT ALL WALLS INSULATE ALL SUPPLY AND WASTE LINES UNDER LAVATORY. FLUSH VALVE TO BE LOCATED ON WIDE SIDE OF TOILET AND WITHIN 44" OF THE FLOOR. ELEVATION B MEN'S ROOM ELEVATIONS 4" RUBBER BASE MIRROR FRP WAINSGOT T.P.H. 1' 3" 2' -0" MIN. c� I I CONTINUOUS ' 'GRAB BAR 11 � 42" INSTALL PIPE PADDING PER W.A.G. 1106.11.7.4 I J' -6" MIN. NOTE: INSTALL SANITARY NAPKIN DISPENSER IN WOMEN'S RESTROOM z N ELEVATION A < INSTAHOT UNIT LOGATION WHEN USED m cn TOP OF SIN 3/8" = 1' -0" WHEN USED, STRAP --■1* TANK TO ADJACENT 5TUD5 PER UPG 5105 Lek 0 INSTALL PIPE PADDING PER W.A.G. 1106.11.1.4 HINT ii3/4" PLYWOOD ON 20 GA. 6" METAL GHANNEL STUDS @ 16" O.G. INSTAHOT UNIT LOCATION WHEN USED LIGHT FIXTURE v- m TOP OF SINK z N ' -6" MIN. I. MIRROR FRP WAINSCOT T.P.H. 2' -0" MIN. GONTINUOU GRAB BA Ml WOMEN'S ROOM ELEVATIONS FRP WAINSCOT ALL WALLS INSULATE ALL SUPPLY AND WASTE LINES UNDER LAVATORY. FLUSH VALVE TO BE LOCATED ON WIDE SIDE FLOOR OILET AND WITHIN 44" OF THE FLOOR. n I INSTALL SANITARY NAPKIN NOTE: DISPENSER IN WOMEN'S RESTROOM ELEVATION A r 4" RUBBER BASE LIGHT FIXTURE CONTINUOUS GRAB BAR 54" 3Q " -41" 3- in m m /I/61 I/6" 18" MIN MIN ELEVATION B 3/8" = 1' -0" DOOR SCHEDULE SIZE TYPE TYPE c) E cn FRAME TYPE Z E FRAME O 8 x cn 44 0 WINDOWS A 0 DOORS 1 PR 3ax1a A ALUM F F B I22x54 FIX 1 2 3Qxla B 5G1A1 5 WD 5 82x54 FIX AL ANOD 2 3 3 axl o B 5GW 5 D WD 5 AL ANOD 2 4 5 ax1 o B 5GW 5 FIX WD 5 2 5 3 2x1 a B 5GW 5 WD 5 2 6 3ax1a B 5GW 5 WD 5 H 4(2x42 2 7 IOQxI2a OHD PNT INSULATED -- -- J 5ax4Q FIX WD -- 8 3 2X -I °. B HW MTL PNT INSULATED HM PNT FIX WD STN 3 9 3 ° -x7 a B ALUM L 4ax4a FIX WD STN 4 10 3 °x1 a B 561A1 5 WD WD 5 5 11 3° -xl a G 5GW 5 WD 5 6 12 3 0-x-1 a B 5GW 5 WD 5 7 13 3 ax-7 o B 5GW 5 WD 5 8 14 3 ax-7 a B 5GW 5 WD 5 8 15 3 ax1 o B 5GW 5 WD 5 1 16 3 ax-7 o B 5GW 5 WD 5 2 17 3 ax1 a B 5GW 5 WD 5 2 18 3 ax-1 o B 5GW 5 WD 5 DOOR ELEVATIONS ' b" 0 to ® ® © WINDOW SCHEDULE SIZE TYPE P. w i FRAME NOTES x cn 44 0 WINDOWS A 12Qx8Q FIX AL ANOD B I22x54 FIX AL ANOD C 82x54 FIX AL ANOD D 34x54 FIX AL ANOD E 12Qx102 FIX AL ANOD FIELD VERIFY F 186x36 FIX G 4Qx4Q SLD WD STN H 4(2x42 FIX WD 5T1\1 J 5ax4Q FIX WD STN K I6x4Q FIX WD STN L 4ax4a FIX WD STN M 3ax2a FIX WD STN RECEIVED MAY 0 4 2010 PERMIT CENTER SCHEDULES Date: 2/12/10 Job #:200GI -28 Seale: As Shown Drawn: JG Check: MCP Revisions. A-204 ak, T.O. PLATE `Iv is'-3)/2" —IN DECORATIVE LIGHTS ADDRESS NUMERALS g S"- HIGH IN BLACK HELVETIGA MEDIUM ........ 1 1 // 1 1 // / // // 1 RELOCATE ELECTRICAL MAST BEHIND GMU TO METER PANEL 11102 FRAME IN EXISTING 1 NEW E3RICK 12'xI4' OH D OPENING FACADE West Exterior Elevation 1/4" = l'-0" HAYWARD BAKER Geotechnical Construction T.O. PLATE 66 EXISTING METALEDGE BROW - SAND, PRIME PAINT. 1 1 1 1 1 1 1 1 1 1 /Z // 1 1 1 1 . 1 1 1 1 1 1 • . 1 RELOCATE METER ADJACENT TO BRICK GcO FLEX EXISTING BRICK VENEER. REMOVE PAINT (DO NOT L SANDBLAST) GLEAN A4.O 10' WIDE FIXED STOREFRONT NINDONS .TA East Exterior Elevation 1/4" = GUTTER 2 A4.I EXISTING GMU WALL - GLEAN AND PAINT NEW FRAMED ROOF OVER EXISTING DOCK // 1 // 1 // // NALL PAK OF 3 LOCATION) 1 1 1 1 1 1 1 1 1 1 1 South Exterior Elevation NEW 42" GUARD RAIL FT • NEW GLAZING DOOR IN EXISTING OPENING REVIEWED CODE F-0.-R---- CODE COMPLIANCE APPROVE JUN 1 1 2010 City of Tukwila BUILDING DIVISION EXISTING GMU WALL - GLEAN AND PAINT ALTERNATE: STUGGOFLEX FINISH 1/4" = 1'-0" NEW GAP FLASH1N (24 GA) North Exterior Elevation 1/4" = 1'-0" • ........ .... EXISTING GMU WALL - GLEAN AND PAINT A4.O SLAB LINE RECEIVED MM 04; 2010 PERMIT CFNTER MICHAEL C. fRY STATE OF MSHINGTON / Job 4s. 200q-28 // NALL PAK OF 3 LOCATION) 1 1 1 1 1 1 1 1 1 1 1 South Exterior Elevation NEW 42" GUARD RAIL FT • NEW GLAZING DOOR IN EXISTING OPENING REVIEWED CODE F-0.-R---- CODE COMPLIANCE APPROVE JUN 1 1 2010 City of Tukwila BUILDING DIVISION EXISTING GMU WALL - GLEAN AND PAINT ALTERNATE: STUGGOFLEX FINISH 1/4" = 1'-0" NEW GAP FLASH1N (24 GA) North Exterior Elevation 1/4" = 1'-0" • ........ .... EXISTING GMU WALL - GLEAN AND PAINT A4.O SLAB LINE RECEIVED MM 04; 2010 PERMIT CFNTER MICHAEL C. fRY STATE OF MSHINGTON Date: 2/12/10 Job 4s. 200q-28 Scale: As Shown Drawn:JG Gheck:MCP Revisions. 2 "4) VENT PIPE 1 ... ,.•...,. . .., . i.....,, .f..t .., ::. :' :.,•,..: . :• .1.: ' ,, ,, ..".....,. .,, ., .,.":,.:.::. . ".."., , ..:S ... .4.4..,.,.,..,__.;4;5..,,;...,1..,1 .......:.. .. l ... "........:" .. J .,S . /y ". "" , '. . , ti . . . . > . . . . . .. ,..... ,. .. ,..,. .,..,...;..,. :.::4:.;:;;.:4..... ;.:<:: : ::4:4:4:::.; ...:: � :::.:;.:4:.;:4 <_....., i ,.,,.,..., ,_;:.:;:4:.;;.:t.4< . :;:.:,.: :;... •..:.:t.:4::::<.:4:.;:.;. t ( 1 { STORAGE T OFFICE v 0 ....:..:..........:.... .....t.....,.,:.:..,..,...,.... ,..,4.:..,:.,:..4:::.;:.,5..... ,...4..;,..,.4.:...... ..,...,.5,..4..;..5...,._:_ :... <.:4.4:_.4:..<..:,..;, :4, 4.4.:.....4 ..:..:...:::.:...:. ;..,,..... ".." ..,..:..4..;,..,..4...... - I mual 11 1 1 € 1 1 1�l I ! `�1 s 1 l� 1 11 1®l it 1 1 GLASS PANELS AT LUNGH ROOM BEYOND n v n ....1 PRINT G n 4 v v 1 I.I ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ Building Section - BB 1/4" = 1' -0" *kg aggignIMEMEMEN • �y�y .4.., ..:4.4 % %4;5•.. %x:4.4..; ;..4, :.:4.4,45.•4.4.45 ..4.4:..4,.,.::..4..::-. 4..,.., 5.. 4. 4.., 4 .:.:...: ...:.......,..:,..,..4..,...4.. . ..5'•!'� %4 „..4...5.•4..:.; ,!.,4..,.., 5..., �,....., . �BPTALiG{¢}Df2 � ..:. ,.:... : .:..:. t..,..:. .. 5 ,......,... :..........5....:-.5 .,.. - �.- .- .�� -e -� � -� � .- per,. -�. '. ;. . "; ,... "•:•;:•4..,• 4.4,.:0:.:..:;- ..,.:..:,,: i .. re UM 7417411PIREMOMMIOM =Ma lEn", tt�l �� :::::::::::::`:::::::::::::::..............................................._....:....:::- �1............................................................ ........... #.................�� 111 Building Section - AA 3/8" = 1' -0" NE BF REVIEWED FOR CODE COMPLIANCE APP z'(WED JUN 11 2010 City of Tukwila BUILDING DIVISInnl RECEIVED MAY 04 2010 PERMIT CENTER j MICHAEL C. F'�fiAY STATE OF WASHINGTON SECTIONS A -4.0 Date: 2/12/10 Job #: 200cI -28 Scale: As Shown Drawn: JG Gheck: MCP Revisions• A -4.0 T.O. EXISTING GMU PARAPET $B.O. EXISTING PILASTER I3' -4" (LING JOISTS AL T.O. EXISTING SLAB 0' -o" F-1 777\71 // // / EXISTING FOOTING NORTH WALL SECTION TYP. EXTERIOR WALL_ 5/8" GWB OVER VAPOR BARRIER ON 5/8" RIGID FOAM PLASTIC INSULATION BOARD (ADHERE STUDS w/ CONSTRUCTION E ADHESIVE UNTIL GWB 15 INSTALLED) ON 3Y2" MTL STUDS SET /2" FROM GMU w/ R -I5 BATT INSULATION OVER EXISTING 8" GMU. v 3/4" = I' -O" v 1 r 8 A5.0 6'-0 METAL DECK ROOF BM T.S. GOL SUARDRA I L 2' -0" lAc) Pi-0063 4kt WkVt 64040M, TYP. ROOF NEW SINGLE i't' MEMBRANE OVER R -21 RIGID INSULATION OVER EXISTING 2xT G WOOD DECK. DO NOT PENETRATE THROUGH Tl G w/ ANY FASTERNERS —REVIEWED � ALICE CODE CO AP's MED JUN 1 1 2010 City of Tukvvila BUILDING DIVIRM JUN 1 1 2010 City of Tukvvila BUILDING I NEW Y2" PLYWD SHEATHING EXISTING T$ DECKING EXISTING GLB A5.0 T.O. EXISTING GMU PARAPET Dili 11' -4" B.O. EXISTING PILASTER I3' -4" T.O. EXISTING GMU 11' -4" TYP. EXTERIOR WALL 5/8" GWB OVER VAPOR BARRIER ON 5/8" RIGID FOAM PLASTIC INSULATION BOARD (ADHERE STUDS w/ CONSTRUCTION ADHESIVE UNTIL GWB 15 INSTALLED) ON 3Y2" MTL STUDS SET Y2" FROM GMU w/ R -15 BATT INSULATION OVER EXISTING 8" GMU 7- EXISTING FOOTING SOUTH WALL © STOREFRONT 3/4" = 1' -0" EXISTING FOOTING 0(— T.O. EXISTING SLAB Lik 0' -O" SOUTH WALL @ CLERESTORY WINDOW 3/4" = 1' -0" RECEIVED MAY 04 2010 PERMIT CENTER Date: 2/12/10 Job #. 20001-2S Sale: As Shown Drawn: JG Check: MGP Revisions- A-4. T.O. NEV GMU 13' -O" T.O. EXISTING GMU NEW BRICK OVER 2" AIR SPACE OVER RAIN SCREEN DRAINAGE MATTE OVER EXISTING GMU 8' -0" NEV' CONCRETE PAD FACE OF STL GOL e • N EXISTING FOOTING e •' 1? • . e• • N e• • e e • e' o• : . e e' WALL SECTION @ ENTRY 3/4" = 1' -0" TYF. ROOF NEW SINGLE PLY MEMBRANE OVER R -21 RIGID INSULATION OVER EXISTING 2xT G WOOD DECK. DO NOT PENETRATE THROUGH Tl G w/ ANY FASTERNERS EXISTING 4x8 EXISTING GLB EXISTING GMU PIER BEYOND DEMISING WALL s /s" TYP 'X' GWB BOTH SIDES OF 6" MTL STUDS @ 16" o.c. w/ R -Iqf INSULATION OFF ICE RUBBER BASE EXISTING SLAB —1 DEMISING WALL SECTION T.O. EXISTING GMU PARAPET di IT-4" TYP. EXTERIOR WALL 54," GWB OVER VAPOR BARRIER ON 5 /S" RIGID FOAM PLASTIC INSULATION BOARD (ADHERE STUDS w/ CONSTRUCTION ADHESIVE UNTIL GWB 15 INSTALLED) ON 3Y2" MTL STUDS 'SET Y2" FROM CMU w/ R -15 BATT INSULATION OVER EXISTING S" CMU. 3/4" = 1' -0" EXISTING UNINSULATED SLAB EXISTING FOOTING EAST WALL SECTION REVIEWED F0 CODE COMPLIANCE APPROVED JUN 11 2010 City ofTukwila BUILDING Divmtnni T.O. EXISTING SLAB 66 0' -O" RECEIVED MAY 0 4 2010 PERMIT CENTER 3/4" = I' —O" REGISTERED ARCHITECT STATE Or WASH NGTCN Date: 2/12/10 Job #. 200q -28 Scale: As Shown Drawn: JG Gheck: MGP Revisions. A -4.2 EXISTINS 6LB ■-- TEMPERED CSLASS PANELS Y.2" PLY1AID ON SSMA STANDARD 6" HIGH 15 /8" FLANGE 43 MIL (I S A) JOISTS 1 LUi1-Ni BULLPEN O I @ 24" 0 .c . w/ 5/8" TYPE 'X' WB LIGHT FIXTURE OFFICE 543" TYPE 'X' 61AIB BOTH SIDES OF 3y2" METAL STUDS @ 16 o.c,. RUBBER BASE SECTION @ STORAGE ROOM & LUNCH ROOM 3/4" = I' -O" EXISTIN6 ROOF DECK BULLPEN +1 9 TEMPERED CSLASS PANELS —IN I LUNCH ROOM 5/8" TYPE 'X' OIAIB BOTH SIDES OF 3y2" METAL STUDS @ 16" o.c. RUBBER BASE SECTION @ LUNCH ROOM 3/4" = I' -O" Ix6 FIR TRIM —1N BULLPEN o is N T.0. NEW GMU PARAPET l0' -0" 4 T.O. EXISTING GMU PARAPET 111-41 4 B.O. EXISTING PILASTER 13' -4" — REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2010 City of Tukwila BUILDING DIVISInNI II Y2" PLYIAID ON SSMA STANDARD 6" HIGH I5 43" FLANSE 43 MIL (I 8 6A) JOISTS @ 24" o.c. w/ /8 II TYPE 'X' 6 1AIB L I SHT FIXTURE OFFICE 5 /�j" TYPE 'X' 61AIB BOTH SIDES OF 3Y2" METAL STUDS @ 16" o.G. RUBBER BASE SECTION @ OFFICE WALL 3/4" = I' -O" "TOTAL FLASH" CAVITY WALL SYSTEM OF EG w/ BUILT IN WEEP HOLES 4 T.O. EXISTING SLAB 0' -o" L NEW FNDN WALL EXISTING FOOTING --� Q F I C TYr . EXTERIOR WALL 5 /e" G B OVER VAPOR I3ARRIER ON 5/8" RIGID FOAM PLASTIC INSULATION BOARD (ADHERE STUDS w/ CONSTRUCTION ADHESIVE UNTIL &NB 15 INSTALLED) ON 3Y2" MTL STUDS SET Y2" FROM GMU w/ R -I5 BATT INSULATION OVER EXISTING 8" GMU. SEALED VY2" AIR GAP 2Y2 "xSY2 "xR ' NORMAN BRICK at h. ..4411.2111 SECTION @ BRICK AT WEST WALL RECEIVED JUN 02 2010 PERMIT CENTER 3/4" = 1' -0" MICHAEL C. PER 1 t STATE OF WASHIiNGTOI z uJ O XN � N O z J 3 Date: 2/12/10 Job #:2001 -2S SGa le • As Shown Drawn : JG Check: MGP Revisions: A6/1/I0 3 1x6 FIR TRIM Y2" PLOD ON 55MA STANDARD 6" HIGH 15/8" FLANGE 43 MIL (ISSA) JOISTS @ 24" o.c. w/ 54" TYPE 'X' GWB 11 LIGHT FIXTURE 0 11 5/8" TYPE 'X' GWB BOTH SIDES OF 3Y2" METAL STUDS @ 16" o.c. RUBBER BASE OFFICE WALL DETAIL NTS / z 246A SINGLE LOCATION STANDING SEAM GAP FLASHING INSTALL ICE WATER SHIELD ACROSS TOP 4" DOWN SIDE OF PARAPET (UNDER ROOF MEMBRANE) SHIM TO SLOPE ROOF MEMBRANE UP OVER TOP OF PARAPET DBL 2x4 NAILER L)2" PROTECTION BOARD R -21 RIGID INSULATION 1-EXISTING fl G DECK (TO REMAIN EXPOSED FROM BELOW) TYP. PARAPET DETAIL 4x8 TOP PLATE CLEAT -GANT PER MFG ROOFING MEMBRANE TERMINATES 4" DOWN FACE OF FASCIA APPROVED FASTENER w/ NEOPRENE WASHER SPACED @ 36" o.c. MAX 246A GUTTER 60 MIN PAPER BEHIND FASCIA TERMINATE OVER VERITGAL LEG OF DRIP EDGE FLASHING 5/4 x 11.25 SMOOTH HARDI TRIM 24GA DRIP EDGE FLASHING 60 MIN PAPER UNDERSIDE OF Y2" PLYWD SHEATHING TO TERMINATION OVER DRIP EDGE FLASHING 4/4 x i2" SMOOTH HARDI TR I M 24GA DRIP EDGE FLASHING CAULK SHIM AS REO'D STOREFRONT CLERESTORY WINDOW @ HEAD /ROOF EDGE 3" = I' -O" v4 x 425' HARDI SMOOTH TRIM BOARD -PT GAl1LK� 1 7 A CLERESTORY WINDOW SILL N CLERESTORY SILL PAN 3" = 1' -0" 1 -1/2" = I' -0" BRAKE METAL ►I COVER 4x6 T5 BM PER STRUCTURAL 1x4 SHIM. TOP BOTTOM SILL PAN I■-- BRAKE METAL COVER. MATCH STOREFRONT STOREFRONT BEAM HEAD FLASHING 3" = I' -O" BRAKE METAL FULL HT. SET IN MASTIC 1- 3"A/ IS" J/311/ JAMB @ STOREFRONT ENTRY CAULK BACKER ROD 4"--)g 1 1 -1/2" = I' -O" CAULK PERIMITER EDGE OF MTL ROOF TO GMU. SLOPE Y4 "/FT \10'43" T.O. ANGLE 5TL ANGLE PER STRUG. CANOPY TO BLDG CONNECTION GALVANIZED 0/2" MTL DECK PER STRUG. 1 -1/2" = I' -O" 24GA SINGLE LOCATION STANDING SEAM GAP FLASHING SCREW w/ NEOPRENE WASHER INSTALL IGE WATER SHIELD ACROSS TOP i$ 4" DOWN SIDE OF PARAPET (UNDER ROOF MEMBRANE) r- SHIM TO SLOPE II .•F O': Q ROOF MEMBRANE UP OVER TOP OF PARAPET N \_I L DBL 2x4 NAILER Y2 PROTECTION BOARD R -21 RIGID INSULATION L EXISTING fl S DECK (TO REMAIN EXPOSED FROM BELOW) WALL COPING @ BRICK 4x 14 PT. PLATE CLEAT ANCHOR GANT PER MFG 1 -1/2" = I'-O" 5/8" DRYWALL ATTACHED TO 6" MTL STUD SET IN FRONT OF FLOOR PLATE FLOOR PLATE _ X PER STRUCTURAL 0 0 3111 2 5" 8 REVIEWED FOR CODE COMPLIANCE humx tyro JUN 1 1 2010 City of Tukwila BUILDING DIVISION 3)/2" MTL STUD AGAINST 6" MTL STUD CAULK JT BOTH SIDES (PA I NTABLE) 5TL COL'S PER STRUCTURAL CAULK ,% a• a • • d DIMISING WALL @ CMU PIER/STL COLS 0 0 CAULK 3" = 1' -O" 5/8" DRYWALL ATTACHED TO 6" MTL STUD SET IN FRONT OF FLOOR PLATE MTL STUD ATTACHED TO GMU 0 0 FRICTION FIT DRYWALL BETWEEN 5TL COLS AND STUD @ GMU CAULK JT BOTH 5I DE5 (PA I NTABLE) CAULK a • • d , a• d a 6" STUD WALL @ CMU PIER/STL COLS 3" = 1' -O" 12" DEMISING WALL @ PIER 1 -1/2" = 1' -0" 5/8" GWB ON 3Y2" MTL STUD SET Y2" FROM GMU w/ R -I5 INSULATION EXPOSED GMU PIER TYP. 4. .41- -BRAKE METAL OVER 6OMIN PAPER OVER END OF GLB BETWEEN WINDOW FRAMES T.O. PILASTER B.O. BREAK METAL PANEL GLB @ CLERESTORY WINDOW 1" = 1' -0" BRAKE METAL TO MATCH STOREFRONT 4- GLU LAM BEAM Ea. Ea. 'YERIF I VERIF"( 6" GLULAM COVER @ CLEiESTORY WIN W TOP OF GMU PILASTER 1 -1/2" = 1' -0" H O XPOSED GMU CAULK STOREFRONT 16" CLERESTORY WINDOW @ CMU PIER 1 -1/2" = 1' -0" RECEIVED MAY 04 2010 PERMIT CENTER DETAILS Date: 2/12/10 Job #: 200cl -28 Sca I e • As Shown Drawn: JG Gheck: MGP Revisions• A-5.0 0 600T150-43 LEDGER TO EACH WALL STUD w/ (3) #8 SCREWS CEILING JOISTS TO LEDGER w/ GFS CLIP w/ (3) #8 SCREWS EACH 3625125 -33 STUDS @ 24" o.c. MAX OFFICE FRAMING ATTACHMENT DETAIL 3" = 1' —O" l / NOTE: TOTAL ROOF DEFLECTION 15 23/4" AND UPLIFT 15 1" - TOTAL TRAVEL 15 33/4" DEFLECTION DTL @ OFFICE EXISTING GLB 2x2 FIR Ix4 FIR 1/44) FIR METAL GAP w/ 1" LEGS Ix6 FIR r–Y2" PLYWD ON / 6" STUDS Ix6 FIR — o' Vs" TYPE 'X' GWB EA. SIDE / /, WALL CAP @ OFFICE 3" = I' —O" 41- N NOTE: TOTAL ROOF DEFLECTION 15 2%" AND UPLIFT 15 1" - TOTAL TRAVEL 15 33/4" DEFLECTION DTL @ LUNCHROOM EXISTING ROOF DECK 3" = I' —O" Ix6 FIR EA. SIDE -'/ 2x2 FIR Ix4 FIR I/44) FIR METAL LB' w/ 1" LEGS CODE FpR ODE CO PLIANCE JUN 1 1 2010 City of Tukwila BUILDING DIVIRInrk■ x FIR 5/s" TYPE 'X' 6WB EA. SIDE WALL CAP @ LUNCH ROOM 8" TRACK tt STUD (FLAT) —\ ,j 0 0 0 0 Eul 0 0 0 N RECEIVED JUN 02 2010 \klikiTCENTER 3" = I' —O" 5506 REGIS F.P.FC) ARO ECT MICHAEL C. PERR STATE OF WASHINGTON .15 ot 5 111 DETAILS A -5. Date: 2/12/10 Job #• 200a -28 Scale: As Shown Drawn: JG Check: MCP Revisions• A6/1/I0 A -5. GENERAL REQUIREMENTS General Owner Responsibility: The owner shall retain a Special Inspector to perform the special inspection requirements required by the building official and as outlined in the Special Inspection section below. Summary of Work: Project consists of new construction as shown on these Contract Documents used in coordination with the Architectural and other discipline's documents. Goveming Code: All design and construction shall conform to the 2006 International Existing Building Code and local jurisdiction amendments. Definitions: The following definitions are used throughout these structural notes: IBC - Governing code including local amendments SER - Structural Engineer of Record per these Contract Documents UNO - Unless otherwise noted Drawings indicate general and typical details of construction. Typical details and general notes shall apply even if not specifically denoted on plans, UNO. Where conditions are not specifically indicated similar details of construction shall be used, subject to review and approval by the Architect and the SER. Reference to ASTM and other standards shall refer to the latest edition designated by IBC Chapter 35. Refer to the specifications for information in addition to that covered by these structural notes and drawings. Warranty: The SER has used that degree of care and skill ordinarily exercised under similar circumstances by members of the profession in this locale and no other warranty, either expressed or implied, is made in connection with rendering professional services. Design Criteria LIVE LOADS: Roof: Roof snow load, Pf = 25 psf Office buildings: Lobbies and first floor corridors 100 psf Offices 50 psf Concentrated load (all conditions) 2000 Ibs Partition loading 20 psf Miscellaneous: Mechanical equipment weights fumished by manufacturer BUILDING CATEGORY: Structural Occupancy Category II Importance factors for snow, wind and seismic are listed with the loading criteria. LATERAL LOADS -WIND: per ASCE 7 and SEAW "rapid solutions methodology ": Iw = 1.0, Kzt =1.00, Kz 51.0, Crsm 51.05, V = 9.3 kips Numbering below is per IBC Section 1603: 1. Basic Wind Speed (3- second gust) = 85 mph 2. Importance Factor = 1.0 3. Exposure = B 4. Internal pressure coefficient = +/- 0.18 5. Components and Cladding: The following working loads may be used in lieu of calculations: (Uplift at roof) in field; 10.7 PSF at edges; 17.5 PSF (Overhangs) at edges; 24.2 PSF at corner; 27.4 PSF (Walls) at field; 12.0 PSF at edge; 13.6 PSF LATERAL LOADS- EARTHQUAKE: Numbering below is per IBC Section 1603: 1. Importance Factor =1.0 2. Mapped Spectral Response Accelerations, Ss =1.506 g; S1= 0.520 g 3. Site Class = D; FA = 1.000, FV = 1.500 4. Spectral Response Coefficients, SDs =1.004 g, SD1 = 0.520 g 5. Seismic Design Category = D 6. Basic Seismic Force Resisting System is: Vertical Elements = unreinforced masonry shear walls; Diaphragms = wood structural panel diaphragms: 7. Design Base Shear = 76.6 kips 8. Seismic Response Coefficient Cs = 0.669 9. Response Modification Factor R =1.5 10. Analysis Procedure = Equivalent Lateral Force Procedure (per IEBC Appendix Al) Additional Items: Building Location 47.505° N, 122.290° W Building Height = 16.5 feet Shop Drawing & Submittal Review (including Deferred Structural Components) The contractor must review and stamp the shop drawings & submittals for review. SER will only review submittals for items shown on SER documents. Submittals for Deferred Structural Components will receive cursory review by SER for loads imposed on primary structure. SER will review shop drawings for general conformance with design concept of the project and general compliance with the information given in the Structural Contract Documents. Review of submittals does not constitute approval or acceptance of unauthorized deviation from Contract Documents. Corrections or comments made on shop drawings during this review do not relieve contractor from compliance with the requirements of the plans and specifications. Contractor responsible for: * Reviewing, approving, stamping and signing submittals prior to submittal to Architect and SER *liming submittals to allow two weeks of review time for the SER and lime for corrections and/or resubmittal * Conformance to requirements of the Contract Documents * Dimensions and quantities * Verifying information to be confirmed or coordinated * Information solely for fabrication, safety, means, methods, techniques and sequences of construction * Coordination of all trades Resubmittals shall be clouded and dated for all changes to the submittal. Only clouded portions of resubmittal will be reviewed and SER's review stamp applies to only these areas. Substitutions Substitutions shall be submitted in writing prior to submittal of shop drawings. Shop drawings bearing substitutions will be rejected. Submit engineering data to substantiate the equivalence of the proposed items. The SER's basic services contract does not include review of substitutions that require re- engineering of the item or adjacent structure. Nor does the SER's contract cover excessive review of proposed substitutions. The fees for making these reviews and /or redesign shall be paid by the contractor. Reviews and approvals shall not be made until authorization is received. Submittals Shop drawings and material submittals shall be submitted to the Architect and SER prior to any fabrication or construction for the following structural items. Submittals shall include one reproducible and one copy; reproducible will be marked and retumed. If deviations, discrepancies, or conflicts between shop drawings submittals and the contract documents are discovered either prior to or after shop drawing submittals are processed by the SER, the Contract Documents control and shall be followed. * Concrete mix designs * Reinforcing bar mill certificates shall be available upon request * Non -shrink grout material specifications and manufacturer's installation recommendations * Fabrication shop AISC Certification * Structural steel mill certificates shall be available upon request * Structural steel shop and erection drawings * Welding Procedure Specifications * Metal deck material submittal Inspection The building official, upon notification, shall make structural inspections as required by local ordinance. The inspection by the building official per IBC Section 109 will be separate from and in addition to the special inspection and structural observation mentioned subsequently. Special Inspections A Special Inspector shall be hired by the owner to perform the following special inspections per IBC Section 1704. See the specifications for additional requirements for special inspection and testing. The architect, structural engineer, and building department shall be furnished with copies of all inspection reports and test results. The following inspections are required and shall be performed per the building code: * Inspection of fabricators per 1704.2 * Steel construction per 1704.3 and Table 1704.3 * Concrete construction per 1704.4 and Table 1704.4 * Special cases (1704.13): See Special Inspection Requirements Anchorage for additional requirements. Structural Observation Construction observation by the SER is for general conformance with design aspects only and is not intended In any way to review the Contractor's construction procedures. The SER has no overall supervisory authority or actual and/or direct responsibility for the specific working conditions at the site and /or for any hazards resulting from the action of any trade contractor. The SER has no duty to inspect, supervise, note, correct, or report any health or safety deficiencies to the owner, contractors, or other entities or persons at the project site. The contractor shall provide the SER adequate notice to schedule appropriate site visits for structural observation. Structural observation means the visual observation of the structural system for general conformance to the Contract Documents at significant construction stages and at completion of the structural system. Structural observation does not include or waive the responsibility for the inspection required by Section 109 or other sections of the IBC. The owner shall employ a registered design professional to perform structural observation when required by IBC 1709. Observed deficiencies shall be reported in writing to the Architect, special inspector, and contractor. The contractor shall respond to these items in writing indicating how they have been resolved. At the end of the project, the structural observer shall submit to the building official a written statement that the site visits have been made and identify any reported deficiencies that, to the best of the structural observer's knowledge, have not been resolved. Contractor Execution Requirements Contractor shall verify all dimensions and all conditions at the job site, including building and site conditions before commencing work, and be responsible for same. All discrepancies shall be reported to the Architect before proceeding with work. Any errors, ambiguities and/or omissions in the contract documents shall be reported to the Architect immediately, in writing. No work is to be started before correction is made. Contractor shall verify and /or coordinate all dimensioned openings and slab edges shown on the contract documents, Some dimensions, openings and embedded items are shown on the structural drawings. Others may be required. Refer to architectural drawings for size and location of curbs, equipment pads, wall and floor openings, architectural treatment, embeds required for architectural items and dimensions. Refer to mechanical, plumbing, electrical and fire protection drawings for size and location of all openings for ducts, piping, conduits, etc. Submit openings to architect for review. Contractor initiated changes shall be submitted in writing to the Architect for review and acceptance prior to fabrication or construction. Changes shown on shop drawings only will not satisfy this requirement The contractor shall provide temporary bracing as required until all permanent connections and stiffening have been installed. The contractor is responsible for the strength and stability of all partially completed structures including but not limited to concrete or masonry walls, steel framing and erection aids. The contractor shall at his discretion employ the aid of a licensed structural engineer to design all temporary bracing and shoring necessary to complete the work described in these contract documents. The contractor shall be responsible for all required safety ty standards , safety ty P recautions and the methods , techniques, sequences or procedures required in performing his work. For concrete construction refer to IBC 1906.2 "Removal of Forms, Shores, and Reshores ". The contractor shall coordinate with the building department for all building department required inspections. Do not scale drawings. Use only field verified dimensions. When electronic plan files are provided for the contractors detailing convenience, it shall be noted that the electronic files are not guaranteed to be dimensionally accurate. The contractor uses them at his own risk. The published paper documents are the controlling Contract Documents. Electronic files of detail sheets and notes will not be provided. Contract Documents and any materials used in preparation of them, including calculations, are the exclusive property of the SER and can be reproduced only with the permission of the SER GEOTECHNICAL General Criteria Allowable soil pressure and lateral earth pressure are assumed and therefore must be verified by a Geotechnical Inspector or the building official. If soils are found to be other than assumed, notify the structural engineer for possible foundation redesign. All prepared soil- bearing surfaces shall be inspected by the owners Geotechnical Inspector (or building official) prior to placement of reinforcing steel and concrete. Inspections shall be made per IBC Table 1704.7. Unless otherwise noted, footings shall be centered below columns or walls. Bearing Values Allowable soil pressure =2,000 PSF All footings shall bear on undisturbed soil and shall be lowered to firm bearing if suitable soil is not found at elevations shown. Exterior footings shall bear a minimum of 18" below the finished ground surface. Footing elevations shown on plans (or in details) are minimum depths and for guidance only; the actual elevations of footings must be established by the contractor in the field working with the Geotechnical Inspector. Subgrade Preparation Prepare subgrade per the Geotechnical Report, summarized as follows: All footings shall be cast on undisturbed firm natural soils that are free of organic materials. Footing excavation shall be free of loose soils, sloughs, debris and free of water at all times. If organic silt and /or fill material is encountered at subgrade elevations, overexcavate a minimum of 2 feet below the design foundation subgrade elevation prior to placing footings. The overexcavated areas shall be backfilled with structural fill compacted to 95% proctor per ASTM D -1557 or a lean concrete mix. Drainage Drainage systems, including foundation, roof and surface drains, shall be installed as directed by the Geotechnical Report and IBC Section 1807. Vapor retarder placed below slab on grade shall conform to ASTM E 1643 and ASTM E 745. Retaining Walls Grade on either side of concrete walls shall not vary by more than 12 ", UNO. Slope of backfill shall not exceed 2H to 1 V, UNO. Backfll behind all retaining walls with free draining, granular fill installed per the Geotechnical Report. Provide for subsurface drainage. Design pressures used for the design of retaining walls are based on drained conditions. Active earth pressure (restrained /unrestrained) = 55/35 PCF Coefficient of friction (factor of safety of 1.5 included) = 0.35 Provide temporary shoring for tops of walls if backfill is placed prior to the supporting structure being constructed. Supporting structure is the floor framing and sheathing completely installed and attached to perpendicular walls. Existing Utilities The contractor shall determine the location of all adjacent underground utilities prior to any excavation, shoring, pile driving, or pier drilling. Any utility information shown on the plans and details are approximate and not verified by the SER. Contractor is to provide protection of any utilities or underground structures during construction. RENOVATION Demolition Contractor shall verify all existing conditions before commencing any demolition. Shoring shall be installed to support existing construction as required and in a manner suitable to the work sequences demolition debris shall not be allowed to damage or overload the existing structure. Limit construction loading (including demolition debris) on existing floor systems to 40 psf. Existing reinforcing shall be saved where and as noted on the plans. Saw cutting, if and where used, shall not cut existing reinforcing that is to be saved. A. All new openings through existing walls, slabs and beams shall be accomplished by saw cutting wherever possible. B. Contractor shall verify all existing conditions and location of members prior to cutting any openings. C. Small round openings shall be accomplished by core drilling, if possible. D. Where new reinforcing terminates at existing concrete, dowels epoxy grouted into existing concrete shall be provided to match horizontal reinforcing, unless otherwise noted on plans. Contractor shall check for dryrot at all areas of new work. All rot shall be removed and damaged members shall be replaced or repaired as directed by the structural engineer or architect Masonry All exterior masonry walls shall be inspected and repaired as follows: Scrape all loose and weakened mortar out to full depth of the deterioration; remove and replace any loose masonry units; check for loose facing brick veneers; tuck point all joints solid. All masonry restoration and repair shall be performed in such a manner that the existing structure is not weakened or left unsupported during the process of the work. All exterior appendages such as fire escapes, comices and eyebrows shall be inspected for structural integrity and the condition of the connections to the structure. The contractor shall notify the structural engineer as to his findings. ANCHORAGE Post installed anchors shall not be installed without prior approval of engineer of record unless otherwise noted on the plans. Threaded Bolt Post - installed mechanical anchors into concrete and concrete masonry units shall be Titen HD screw anchors as manufactured by the Simpson Strong Tie Company and installed in strict conformance to I.C.C. Report Number ESR -2713, including minimum embedment requirements. Bolts into concrete masonry or brick masonry units shall be into fully grouted cells. Special inspection is required for the installation of all screw anchors resisting tension. Expansion Bolts Expansion bolts into concrete and concrete masonry units shall be "Kwik Bolt TZ" as manufactured by the Hilti Corp., Installed in strict accordance with I.C.C. Report No. ESR -1917, including minimum embedment requirements. Bolts into concrete masonry or brick masonry units shall be into fully grouted cells. Substitutes proposed by contractor shall be submitted for review with I.C.C. Reports indicating equivalent or greater load capacities. Special inspection is required for all expansion bolt installation. Drive Pins Drive pins and other powder - actuated fasteners shall be low velocity type (Series X -DNI, 0.145" 0 unless otherwise noted) as manufactured by the Hilti Corp. or an approved equivalent in strength and embedment. Install in strict accordance with I.C.C. Report No. ER -2388. Minimum embedment in concrete shall be 1" unless otherwise noted. Maintain at least 3" to nearest concrete edge. Epoxy - Grouted Items Epoxy- Grouted Items (threaded rods or reinforcing bar) specified on the drawings shall be installed using "HIT HY150" or "HIT -HY20" per plan, as manufactured by Hilti Corp. Install in strict accordance with I.C.C. Report No. ER- 5193. Special inspection of installation is required. Rods shall be ASTM A -307 unless otherwise noted. Drilled -in Wall Anchors Drilled -in wall anchors installed in masonry walls shall be tested in pull -out by an approved agency. The minimum number tested shall be four per floor and roof, with two tests at walls with joists parallel to the wall. The number of tests and test locations shall be determined at the building site by the structural engineer. The test apparatus shall be supported on the masonry wall at a minimum distance equal to the wall thickness from the anchor tested. The rod shall be tested to a load determined by the structural engineer prior to testing or to failure (ultimate). Results of all tests shall be recorded. The report shall include test results as related to the wall thickness and joist orientation. The results of the test shall be submitted to the building department along with a letter from the structural engineer outlining the proposed allowable pull -out capacity, factor of safety and the maximum actual anticipated pull -out. REINFORCEMENT IN CONCRETE Materials Reinforcing steel shall conform to ASTM A615 (including supplement 51), Grade 60, Fy = 60,000 psi, except any bars specifically so noted on the drawings shall be Grade 40, Fy = 40,000 psi. Spiral reinforcement shall be plain wire conforming to ASTM A615, Grade 60, Fy= 60,000 psi Welded Wire Reinforcing (WWR) shall conform to ASTM A185. Lap splice adjacent mats of welded wire fabric a minimum of 8" at sides and ends. In equipment pads, use minimum WWR 6x6- W2.1xW2.1, UNO. Fibrous Reinforcing: Polypropylene fibrous reinforcement shall be used where noted. With the architects approval it may also be used at the contractor's discretion. Fibrous reinforcing shall not replace any steel reinforcing shown on contract documents. If used, the mix design submittals shall include product data and manufacturer's instructions. Acceptable products are Fiber mesh by Propex Concrete Systems Corp (ESR- 1165), Grace Fibers by W. R. Grace & Co. (NER -418), or approved equal. High - strength threaded bars (stressed and non - stressed) shall be Dywidag Threadbars with appropriate anchorage plates, nuts, and couplers as manufactured by Dywidag International Inc. Procedures Reinforcing steel shall be detailed (including hooks and bends) in accordance with ACI 315 "Details and Detailing of Concrete Reinforcement ". Lap all reinforcement in accordance with "The Reinforcing Splice and Development Length Schedule" on these documents. If table is not provided, lap all reinforcing by 40 bar diameters. Provide comer bars at all wall and footing intersections. Reinforcing steel shall be adequately supported to prevent displacement during concrete and grout placement. Bars shall be bent cold. Bars partially embedded in concrete shall not be field bent, unless specifically so detailed or approved by the SER. Welding or tack welding of reinforcing bars to other bars or to plates, angles, etc, is prohibited, except where specifically approved by the SER. Where welding is approved, it shall be done by AWS/WABO- certified welders using E9018 or approved electrodes. Welding procedures shall conform to the requirements of AWS D1.4. Any Grade 60 reinforcing bars indicated on drawings to be welded shall conform to ASTM A706. Reinforcement complying with ASTM A615 (S1) may be welded only if material property reports indicating conformance with welding procedures specified in AWS D1.4 are submitted. Welding within 4" of cold bends in reinforcing steel is not permitted. Mechanical connections: Mechanical connection of continuous reinforcing bar shall be used where shown on documents and may be substituted for lap splices if approved by the SER. Such connections shall develop at least 125% of the specified yield strength of the bar. Acceptable connectors shall be the Erico Lenton Plus Standard Coupler (ER- 3967), Dayton Superior Bar -Lock L Series (ER- 5064), or approved equal. CONCRETE Cast -in -Place Concrete Concrete materials shall conform to the following: Portland cement: Type 1, ASTM C150 Fly ash (if used): ASTM C618 class F or C, quantity shall not exceed (by weight) 25% of cement content and maximum loss on ignition =1 % (note: fly ash is not allowed at post - tensioned concrete and shotcrete) Lightweight aggregates: shall not be used without prior approval of SER and building department Normal weight aggregates: ASTM C33 Sand equivalent: ASTM C33 Water. Potable per ASTM C94 Air entraining admixtures: ASTM C260 Chemical admixtures: ASTM C494 Flowable concrete admixtures: ASTM C1017 Durability requirements of concrete mixes shall conform to building code. These requirements include water- cementitious material ratios, minimum compressive strengths, air entrainment, type of cement, and maximum chloride ion content. Concrete strength requirements: Strength at 28 days and Normal weight concrete, UNO. Location Lean mix soil replacement under fdns Foundations, grade beams, stem walls Slab on grade, topping slab, stair tread (* higher number is with air entrainment) Strength Max. Aggr. fc (psi) size (inch) 1500 sand 3000 1" 3000 3/4" Max. W/C ratio or min cement* 1 -1/2 sack cement per design 0.42 (.45) Mixes shall be proportioned to accommodate placement. Slump, W/C ratio, admixtures and aggregate size will be determined by the contractor in accordance with ACI. Mixes will be approved by one of the following three criteria. Mix carries continuous approval from City of�eeattt "flj W l WI, Mix design is submitted in accordance with ACI 318 Section 5. 3 design is submitted in accordance with ACI 318 Section 5.4. Admixtures: all concrete, including slab on ground, shall contain an acceptable water - reducing admixture conforming to ASTM C494 and be used in strict accordance with the manufacturer's recommendations. All concrete which is exposed to freezing and thawing in a moist condition or exposed to deicing chemicals shall contain an air entraining agent, conforming to ASTM C260. The amount of entrained air shall be 5% + / -1 % by volume. Air % is based on 3/4" coarse aggregate; adjust air % per ACI 318 for other coarse aggregate sizes. Air- entrainment shall not be used at slabs that will receive a smooth, dense, hard - troweled finish. Trucks hauling plant -mixed concrete shall arrive on -site with a field ticket indicating the maximum gallons of water that can be added at the site not to exceed the total water content in the approved mix design. Concrete shall be deposited as nearly as practicable in its final position to avoid segregation due to rehandling or flowing. Concrete shall be thoroughly consolidated by suitable means during placement and shall be thoroughly worked around reinforcement, embedded items, and into comers of forms. Formwork and Accessories Concrete construction sh I l conform rm to ACI 301 "Specifications e cifi cai ons for Structural Concrete" and the e Bu it Building Code, including testing n 9 procedures. See specifications and/or architectural documents for formwork requirements. Installation shall adhere to ACI 301. Conduits and pipes of aluminum shall not be embedded in concrete construction. Concrete accessories and embedded ite items shall be coordinated cited with Architectural and all other o C ntract Documents and suppliers' ers drawings before placing concrete. Wet - setting of anchor rods, reinforcing, hardware, etc. is not allowed in concrete. Anchor rods, reinforcing, hardware, etc. shall be firmly tied in place prior to concrete placement New concrete abutting existing concrete shall have dowels to match new reinforcing. Lap dowels with new reinforcing and embed in 6" deep epoxy grouted holes in existing concrete. (Embed 9" deep for bar sizes #6 or larger, UNO). Refer to Anchorage Notes for additional requirements. Refer to Architectural documents for waterstops, dampproofing, and soil retaining wall drainage requirements at concrete and at concrete joints (construction joints, slab to wall joints, curb to slab joints, etc). Concrete protection (cover) for reinforcing steel Provide edge cover as follows. When a thickness of cover required for fire protection is greater than that specified in this section, such greater thickness shall be used. • Unformed surfaces cast against and permanently exposed to earth = 3" • Formed surfaces exposed to earth or weather #6 bars or larger = 2 "; #5 bars or smaller = 1-1/2" Curing and Finishes Protect and cure freshly placed concrete per ACI 305 in hot conditions, ACI 306 in cold conditions, and ACI 308 "standard specification for curing concrete ". All exposed edges and comers shall have 314" chamfer, UNO. Concrete flatwork shall be sloped to provide positive drainage. Coordinate finish with architectural contract documents. At the time of application of finish materials or special treatment to concrete, moisture content of concrete shall conform to requirements in finish material specifications. Where vapor sensitive coverings are to be placed on stabs on grade, conform strictly to slab covering manufacturer's recommendations regarding vapor retarder and granular fill requirements below the slab. Grouting Steel Base Plates Nonshrink grout for base plates shall be an approved nonshrink cementitious grout containing natural aggregates delivered to the job site in factory prepackaged containers requiring only the addition of water. The minimum 28-day compressive strength shall be at least 6000 psi, UNO. Grouts shall meet ASTM C1107. Approved grouts include: Master Builders' "Master Flow 713 ", Sika Corporation's "Sikagrout 2121, Burke Company's "Nonferrous Nonshrink Grout ", W.R. Meadows CG -86 Construction Grade Grout, or approved equal. Grout shall be mixed, applied, and cured strictly in accordance with the manufacturer's published recommendations. REVIEWED FOR CODE COMPLIANCE APPROVE JUN 1 1 2010 City of Tuk tvila BUILDING DIV IRIlnnI S1.1 • General Structural Notes S1.2 General Structural Notes S2 "1 S2.2 S3.1 S3.2 S3.3 Foundation Plan Roof Framing Plan Structural Details Structural Details Structural Details RECEIVED MAY 0 4 Z010 PERMIT CENTER GENERAL STRUCTURAL NOTES (TYPICAL UNLESS NOTED OTHERWISE ON DRAWINGS) SHEET INDEX Peter A. Opsahl Structural Engineering, Inc. 720 Third Avenue, Suite 1611 Seattle, Washington 98104 Phone: 206.322.4518 Fax: 206.322.4528 www.paostructural.com Hayward Baker Building 11022 E. Marginal Way S. Tukwila, WA Phase Permit Set Date Drawn by Checked by Revisions April 27, 2010 ATE MTA Sheet Title General Structural Notes Sheet No. S1.1 Reuse or reproduction of these drawings is strictly prohibited without written consent from Peter A. Opsahl Engineering, Inc. STRUCTURAL STEEL Reference Standards Steel construction shall conform to the latest editions of the AISC Specifications and Codes. "Specification for Structural Steel Buildings" ANSI /AISC 360 (latest edition), "Specification for Structural Joints Using ASTM A -325 or A-490 Bolts " AISC 348 (latest edition) and "Code of Standard Practice for Steel Buildings and Bridges" AISC 303 (latest edition) amended by the deletion of paragraph 4.4.1. Fabricators Fabricators for structural steel must have a quality assurance program in place. The quality assurance program must meet the requirements of one of the following methods: A. Participation in the AISC quality certification program. B. Meeting the requirements of AISC seismic provisions for structural steel buildings, appendix Q and submitting plan documentation to the authority having jurisdiction, the engineer of record, and the owner or owner's designee. Where applicable the requirements set forth in the quality assurance requirements for wind and seismic under the criteria section of the general notes should be included in the selected method. Architecturally Exposed Structural Steel (AESS) Steel members exposed to view in the final building, shall meet the requirements of Section 10 of the AISC Code of Standard Practice. This criteria does not apply to steel members in mechanical, electrical and storage rooms. Structural Steel Members Structural Steel shall conform to the following requirements (unless otherwise shown on plans): Type of Member ASTM Specification Rolled Wide Flange Shapes Plates, Channels, Angles Square & Rectangular HSS Section Structural framing bolts Anchor Rods (Hooked, Headed & Threaded & Nutted) Threaded Rods Flat Circular Washers Square or Rectangular Beveled Washers Hex Nuts Common Bolts A 992 50 ksi A -36, Grade 36 36 ksi A -500, Grade B 46 ksi A -325 (Type 1) F -1554, Grade 36 36 ksi A -36 36 ksi F-436 F -436 A -563 A -307, Grade A Bolts All A -325N connection bolts, not part of the Seismic Load Resisting System (SLRS), need only be tighten to snug -tight (ST) conditions, defined as the tightness that exists when all plies in a joint are in firm contact. This may be attained by a few impacts of an impact wrench or the full effort of a man using an ordinary spud wrench. All bolt holes shall be standard size, unless otherwise noted. All ASTM A -307 bolts shall be provided with lock washers under nuts or self - locking nuts. Connections, joints and fasteners that are part of the Seismic Load Resisting System (SLRS) shall be pretensioned (PT) high- strength bolts and shall meet the requirements for slip - critical (SC) joints, UNO. All faying surfaces shall be prepared as required for class A or better slip - critical joints. All high - strength bolts shall be installed, tightened and inspected in accordance with the AISC 348 specification for structural joints using ASTM A -325 or A-490 bolts. Slip - critical (SC) connections shall use compressible- washer -type direct tension indicators or twist - off-type tension - control bolts. Welding All welding shall be in conformance with AISC and AWS standard and shall be performed by AWS/WABO certified welders in accordance with AWS D1.1. Only Prequalified welders, as defined by AWS, shall be used. Shop drawings shall show all welding with AWS D1.4 symbols. Welds shown on the drawings are the minimum sizes. Increase weld size to AWS minimum sizes, based on plate thickness. Minimum welding shall be 3/16 -inch UNO. All welds shall be made using h low- hydrogen electrodes with minimum tensile strength of 70 ksi and a Charily V -Notch (CVN) toughness of at least 20 foot-pounds at -20 degrees Fahrenheit Low hydrogen SMAW electrodes shall be used within 4 hours of opening their hermetically sealed containers, or shall be re -dried per AWS D1.1. Electrodes shall be re -dried no more than one time, and electrodes that have been wet shall not be used. Welding procedures shall be submitted to the owner's testing agency for review prior to commencement of fabrication or erection. All complete - penetration welds shall be ultrasonically tested upon completion of the connection except plate less than or equal to 1/4 inch thick shall be magnetic particle tested. Complete penetration welds on plates less than or equal to 1/4 inch shall be magnetic particle tested. Reduction in testing shall be made in accordance with the Building Code and with approval from the SER. Field welds shown are engineer's recommendation. Contractor is responsible for actual welds used to support specific means and methods. Welding Reinforcing Bars Welding of grade 60 reinforcing bars (if required) shall be performed using low hydrogen electrodes and A -706 reinforcement. Welding of grade 40 reinforcing bars (if required) shall be performed using E70XX electrodes. Welding within 4- inches of cold bends in reinforcing steel is not permitted. See reinforcing notes for material requirements of welded bars. Welding Galvanized Steel Welding of galvanized steel shall conform to AWS specification D -19.0. Welded areas of galvanized steel shall be touched up in conformance with ASTM A -780. Shop Painting All steel to be shop primed. Steel fire proofed or encased with concrete need not be painted. All other steel shall be given one coat of shop paint, in accordance with Section 1.24 of the AISC "Specification" and Section 6.5 of the AISC "Code", unless noted otherwise. The surface preparation of the structural steel prior to painting shall be in accordance with the specific paint manufacturer's published recommendations. Structural joints and faying surfaces which are to be connected by means of welds or bolts shall not be painted until all welds and bolts are installed, inspected and approved. Paint shall be held back 3- inches from the faying surface or the joint to be welded. Finishing The terms finish, finish column, finishing, milled, milled surface or milling are intended to include surfaces which have been accurately sawed or finished to a true plane as defined by AISC. Grind surface value equal to or less than 1000 as defined by ANSI B46.2 (4 -inch and thinner). Steel Roof Decking Steel deck shall be of depth and gage shown on the structural drawings. The AISI specifications shall govem the design of all deck units. Steel deck and all of its flashing shall conform to ASTM A -653, SS, Grade 33, Fy = 38 ksi. The steel shall have received, before being formed, a metal protective coating of zinc conforming to ASTM A- 653 -G60. All welding shall be in accordance with AWS D1.3. Minimum gage 20; other gages are indicated on the drawings. Units shall span over four supports, continuous over three or more spans, except where the framing does not permit. Non - composite units shall be fastened to the steel supports at the ends of the units and at intermediate supports by a total of (7) 3/4 -inch diameter puddle welds (1/2 -inch effective) per 3' -0" of width, UNO. Where two units abut, each unit shall be fastened to the steel framing. Side laps of adjacent units shall be fastened between supports by a minimum button punching at 2-0" on center unless a higher capacity connection is shown on the drawings. Deck units shall be fastened to the steel supports at the side boundaries by 3/4 -inch diameter puddle welds (1/2 -inch effective) at 1' -0" on center. Where steel members are parallel to the deck flutes and at the same elevation of the bottom of the deck, adjust deck layout and weld deck to steel with same welding as required for side boundaries. Steel roof deck types shall be 1 -1/2 -inch deck- Verco type HSB (ER- 2078P), ASC Profiles type B (ESR- 1414), or approved equal. Deformed Bar Anchors (DBA) Deformed bar anchors shall be type D2L anchors by Nelson Stud Welding, Inc. a Fabristeel Company assemblies and fasteners group (ER -5217) or equivalent. Anchors shall be made from cold rolled, deformed steel conforming to ASTM A-496. Steel Coatings and Protection Coatings and protection (weather, fire, corrosion, etc.) shall be as specified by the architect Galvanized steel members shall conform to ASTM A -123 and galvanized steel hardware shall conform to ASTM A -153. Guidelines outlined in ASTM A -384 shall be followed in order to safeguard against warping and distortion during hot -dip galvanizing of steel assemblies. Steel anchors and ties embedded in concrete and masonry shall be left unpainted. Base Plates and Anchor Rods All steel base plates with oversized holes shall be provided with 112" x 3" x 3 " plate washers, with standard holes, UNO. Anchor rod placement tolerances per AISC. Embedded Anchors All anchors embedded in masonry or concrete shall be A -307 headed bolts or A -36 threaded rod with an ASTM A -563 heavy hex nut tack welded on the embedded end. Corrosion Control All steel noted as galvanized and any steel in ground contact or within 6- inches of grade shall be zinc- plated (galvanized) by the hot - dipped galvanic method (or pre- approved equivalent), except where such steel is to be fully encased in concrete. Furthermore, any surface where the coating has been removed or damaged must be brushed and re- coated in clean, dry field conditions with an approved zinc -based anti- corrosion coating except where such area is to be encased in concrete. WOOD Material Criteria Framing lumber shall be kiln dried or me -19 (unless more stringent criteria are required in these notes or on the drawings) and graded and marked in conformance with the latest WCLIB standard grading rules for west coast lumber no. 17. Fumish to the following minimum standards: 4x beams & posts, 6x posts 4x treated beams & posts, 6x treated posts 2x joists, rafters, built -up beams, headers 2x, 3x flatwise & edgewise blocking 3x nailers on steel beams 2x4, 2x6 studs 3x studs 2x4 plates 2x6 plates 2x, 3x, 4x treated plates/ledgers tongue and groove decking (non- visual) tongue and groove decking (exposed) tongue and groove decking (upper end exposed) df no. 2 hf kdat no. 2 hf no. 2 hf standard hf kd no. 2 hf kd stud hf kd no. 2 df kd15 standard df kd15 no. 2 hf kdat no. 2 hf utility/#3 commercial dex hf /df no. 2 hf /df select dex Moisture Content and Care of Material During Construction All 2x studs and plates shall be kiln dried. The Contractor shall take measures to minimize exposure of sawn lumber and engineered wood products to moisture during construction. Excessive changes in moisture content during construction may result in swelling and shrinkage of a single story level in the magnitude of '/% inch. This may create problems where multi-story wood construction joins multi-story concrete wall construction. All wood framed construction shall have maximum moisture content not to exceed 10% which shall be verified by a testing agency hired by the Owner. These test results shall be submitted to the Architect and Structural Engineer of Record for review prior to installation and interior drywall installation is performed. In addition, pre - loading the entire wood building with the interior drywall while the building is being dried out is recommended before wood ledgers are attached to concrete shear walls. Vertical Shrinkage Allow for 1/2" of wood shrinkage /compression at each level (including foundation). Values are cumulative for the height of the building. Building systems such as mechanical, electrical, plumbing, fire sprinklers, etc. shall have flexible components that account for the potential wood shrinkage /compression. Architectural finishes shall also account for the potential wood shrinkage/compression. Glu Laminated Material (city of Seattle) Glu laminated members shall be fabricated in conformance with AITC 117 and APA -EWS Y117, Stress Class 24F -1.8E in a City of Seattle certified plant. Each member shall bear an AITC identification mark and shall be accompanied by an AITC certificate of conformance. Certificates of conformance must be made available to building inspectors. City inspection is required prior to covering glued laminated members. All simple span beams shall be douglas fir combination 24F -V4, fb = 2400 psi, fv = 265 psi = 2400 1 fv = 265 psi unless otherwise and all cantilevered beams and columns shall be douglas fir combination 24F -V8, fb 2 0 ps , p u o noted. Camber all simple span glu laminated beams to a 3,500' radius or zero camber, unless shown otherwise. Wood Structural Panels Wood structural panels shall be APA rated sheathing. Plywood shall be grade C -D or Structural II, exterior glue, exposure 1 durability classification, in conformance with USDOC PS 1 or PS 2, ASTM D 5457 and IBC 2304.7 and table 2304.7(2). Oriented strand board (OSB), shall be in accordance with USDOC PS 2, and of equivalent thickness, exposure rating and span rating and may be used in lieu of plywood pending OSB substitution approval by Architect. See plans for thickness, panel identification index and nailing requirements. Unless otherwise noted on plans: Roof sheathing shall be 1/2" with span rating 32/16. Floor sheathing shall be 23132" with span rating 48/24. Wall sheathing shall be 15/32" with span rating 24/0. Clay tile roof applications shall incorporate the use of 23/32 " roof sheathing. Use of roof sheathing other than what is shown must be coordinated with the roofing manufacturer and the Structural Engineer of Record prior to construction. Refer to wood framing notes below for typical nailing requirements. Treated Wood All wood framing in direct contact with concrete or masonry, exposed to weather, or that rest on exterior foundation walls and are located within 8 inches of earth, shall be pressure - treated with an approved preservative per IBC section 2303.1.8. Cut or drilled sections of treated material shall be treated with an approved preservative per IBC section 2303.1.8. See IBC section 2304.11 for additional requirements. Metal Products in Contact with Treated Lumber Simpson hardware in contact with ACQ, CA, or CBA pressure - preservative treated wood shall have a Zmax finish (G185 HDG per ASTM A653) or shall be post hot -dip galvanized (per ASTM A123 for connectors and ASTM A153 for fasteners) unless otherwise noted. Exception: type 304 or 316 stainless steel connectors and fasteners are required for the following applications: - ACQ, CA, or CBA treatments with ammonia where members are used in exterior applications. - all ACZA treatments - retention levels greater than 0.40 pcf for ACQ, 0.41 pcf for CBA -A, or 0.21 pcf for CA -B treatments. Stainless steel connectors require matching stainless steel fasteners. Zmax and post hot -dip galvanized connectors require fasteners galvanized per ASTM A153. Thru -bolts and anchor rods used in dry conditions shall be permitted to be of mechanically deposited zinc coated steel with coating weights in accordance with ASTM B 695, class 55 minimum. See IBC section 2304.9.5 and "framing connectors" notes on this sheet for additional requirements. Framing Connectors Timber connectors called out by letters and numbers shall be "strong -tie" by Simpson company, as specified in their catalog number C -2008. Equivalent devices by other manufacturers may be substituted, provided they have ICBO approval for equal or greater load capacities. Provide number and size of fasteners as specified by manufacturer. Connectors shall be installed in accordance with the manufacturer's recommendations. Where connector straps connect two members, place one -half of the nails or bolts in each member. All bolts in wood members shall conform to ASTM A307. Provide washers under the heads and nuts of all bolts and lag screws bearing on wood. Unless otherwise noted, all nails shall be as called out below. All shims shall be seasoned and dried and the same grade (minimum) as members connected. Unless otherwise noted on the drawings use the following hangers: 2x or 2 -2x member to flush wood beam/ledger 2x member to sill plate or steel beam or lesser depth flush wood beam 2 -2x member to sill plate or steel beam or lesser depth flush wood beam pre -mfr truss to flush wood beam (hanger shall match depth of wood beam) 4x, LSL, LVL or PSL beam to flush wood beam/edger 4x, LSL, LVL or PSL beam to sill plate or steel beam or lesser depth flush wood member Interior 4x or 6x post to concrete below treated 4x4 post to concrete below treated 6x6 post to concrete below 4x or 6x post to wood beam above wood beam to wood beam that bears on post HUCTF LUS (LUS z) LB (B hdg) B (B hdg) MUS MIU max (HHUS z) HWU (HWU hdg) ABU w/ 518" diameter anchor rod w/ 7" embed CBSQ44-SDS2HDG CBSQ66- SDS2HDG AC max/ACE max (ACZ max/ACEZ max) Fasteners Fasteners shall conform to the following requirements, unless otherwise noted. Splitting shall be avoided at all wood fasteners: Steel to wood or wood to wood connection bolts ASTM A307 Anchor rods (7" embed min) - ASTM F1554 grade 36 w/ threaded ends and welded nut at end (provide higher grade at holdown rods where indicated) Lag screws 2005 NDS section 11.1.3 Wood screws 2005 NDS section 11.1.4 Nails 2005 NDS section 11.1.5 Nail sizes are specified as follows. If the contractor proposes the use of altemate nails (including longer nails), they shall submit nail specifications to the Structural Engineer of Record (prior to construction) for review and acceptance. Simpson hardware MSTA holdown straps direct to studs MSTA holdown straps over shear wall sheathing to studs CS collector straps hangers w/ 16d or 10d options floor sheathing roof sheathing stud wall APA sheathing member to member face nailing bottom plate to framing below toe nailing typical unless otherwise noted see catalog typical typical 15/32 sheathing typ unless otherwise noted typ unless otherwise noted .148x11/2" .148 x 21/4" .131 x 21/2" .162 x 31/2" .131 deformed shank x 2 1/2" .131 x 21/2" .148 x 21/4" .131 x 3" .131 x 31/4" .131 x 3" Sheathing fasteners shall be driven so that head or crown is flush with sheathing surface. 3/8" min. edge distance shall be maintained on sheathing fasteners. Spaced fasteners specified on the drawings shall begin at 1/2 specified spacing from the ends of the members, unless otherwise noted. Provide (2) fasteners minimum each member, typ. Anchor rods from sill plates to concrete shall begin a min. of 6° and a max. of 12" from each end of each piece of sill plate. (exception: at shear walls, begin at 1/2 specified spacing if this results in less than 12" distance from end of sill plate piece). Thru -bolt and anchor rod holes shall be at least 1132" but no more than 1/16" larger than bolt/rod diameter. Clearance holes for lag screw shanks shall have the same diameter as the lag shank and the same penetration depth as the length of the unthreaded shank. Lead holes for threaded portion of lag screws shall have a diameter of 55 to 60% of lag screw shank diameter and shall extend the length of the threaded portion of the lag screw. Fasteners exposed to earth, weather or located in pressure preservative or fire retardant treated wood shall comply with the criteria listed in the "Metal Products in Contact with Treated Lumber" section. Car Decking Tongue - and - groove structural roof and floor decking shall be installed at follows: 2x decking shall be toe- nailed through the tongue and face - nailed with one 0.131" nail per piece per support. 3x and 4x decking shall be toe - nailed with one 40d nail and face - nailed with one 60d nail per support. Courses shall be spiked together with 8" spikes @ 30" oc. (maximum) and @ 10" oc. (maximum) from the end of each piece. Spikes shall be installed in predrilled edge holes. All decking shall be placed with a controlled random layout. Each plank shall bear on at least one support. End joints shall be connected with 10 gauge metal splines driven into pre -cut slots. Tongue and groove joints shall be glued with construction adhesive where noted on plan. General Wood Framing Criteria (when not noted otherwise in previous sections) All wood framing details not shown otherwise shall be constructed to the minimum standards of section 2308 of the IBC. Minimum nailing, unless otherwise noted, shall conform to table 2304.9.1 of the IBC. Unless otherwise noted, all nails shall be common. Coordinate the size and location of all openings with mechanical and Architectural drawings. Provide washers under the heads and nuts of all bolts, anchor rods, and lag screws bearing on wood, unless otherwise noted. Installation of lag screws shall conform to 2005 NDS section 11.1.3. Bolts, anchor rods, and lag screws shall be centered in members, unless otherwise noted. All structural st d walls (bearing or shear walls shown and not otherwise noted shall be 2x4 studs 16 oc interior walls and 2x6 © 16" oc at exterior walls. See Architectural drawings for differing wall widths and for framing at nonstructural walls. Two studs minimum shall be provided at the end of all walls and at each side of all openings, and below beam bearing points. Solid blocking for solid wood posts and multi-stud posts shall be provided through intermediate levels to supports below. Provide continuous solid blocking at mid - height of all stud walls over 10' in height and at mid - height of walls with sheathing on one side only (i.e. Each side of party walls). All stud walls shall have their lower wood plates attached to wood framing below with .131 x 3 1/4" nails @ 8" oc or bolted to concrete with 5/8" diameter anchor rods @ 6' -0" oc for structures not exceeding 2 stories and @ 4' -0" for all other structures unless otherwise noted. Embed anchor rods 7" unless otherwise noted. Individual members of built -up posts shall be nailed to each other with .131 x 3" nails @ 8" oc staggered. Refer to the plans and shear wall schedule for required sheathing and nailing. When not otherwise noted, provide gypsum wallboard on interior surfaces and gypsum sheathing on exterior surfaces nailed to all studs, top and bottom plates and blocking with nails at 7" oc (4" oc at exterior surfaces). Use 5d cooler nails (.086" x 1 5/8 ") for 1/2" GWB and 6d cooler nails (.092" x 1 7/8") for 5/8" GWB. Use #11 gauge, 1 3/4" long, 7/16" head, diamond point, galvanized nails for exterior sheathing. Refer to the plans and shear wall schedule for required sheathing and nailing. When not otherwise noted, provide gypsum wallboard on interior surfaces nailed to all studs, top and bottom plates and blocking with nails at 7" oc. Use 5d cooler nails (.086" x 1 5/8") for 1/2" GWB and 6d cooler nails (.092" x 1 7/8 ") for 5/8" GWB. Provide 15/32" APA rated sheathing on exterior surfaces nailed at all panel edges (block unsupported edges), top and bottom plates with .148 x 2 1/4" nails @ 6" oc and to all intermediate studs and blocking © 12" oc. Allow 1/8" gap at all APA sheathing panel edges and ends. (see details where larger gap is required). Where floor /roof openings (stair, elevator, etc.) Occur adjacent to exterior stud walls or on each side of interior stud walls, provide continuous 3 1/2" LSL rim within wall at elevation of floor /roof framing. Rim depth shall match depth of floor /roof framing nearest to opening. At ends of continuous rim, provide 2 -A35 clips on inside face to perpendicular rim and 2- LSTA36 straps on outside face to perpendicular rim. At exterior walls, provide flat wise 2x6 at all door heads and window sills and heads, unless otherwise noted. (provide flat wise 2 -2x6 where opening width is greater than 6' and less than 9' -6 ", unless otherwise noted). See 161s4.10 at openings within shear walls. Provide (3) .131 x 3" toenails each end of each 2x6 member. Provide double joists under all parallel partitions that extend over more than half the joist length and around all openings in floors or roofs unless otherwise noted. Provide solid blocking at all bearing points. Toenail joists to supports with (3) .131 x 3" nails. Attach timber joists to flush headers or beams with Simpson metal joist hangers in accordance with notes above. Individual members of multi-joist beams shall be nailed to each other with (2) rows of .131 x 3" nails @ 12" oc. Unless otherwise noted on the plans, APA sub - flooring and roof sheathing shall be laid up with grain (strength axis) perpendicular to supports (joists, trusses, etc.) and in a staggered pattern. Nails shall be © 6" oc to framed panel edges, © 4" oc over shear walls and @ 12" oc to intermediate supports. See notes above for nail sizes. All sub - flooring edges shall have approved tongue - and - groove joints or shall be supported with solid blocking/framing. All roof sheathing edges shall have approved tongue- and -groove joints or shall be supported with solid blocking/framing where indicated on the structural drawings or as required by the roofing manufacturer. Glue sub - flooring to all supports with adhesive conforming to APA spec. AFG -01 in accordance with the manufacturer's recommendations. Allow 1/8" gap at all panel edges and ends of floor and roof sheathing. Where blocked floor and roof diaphragms are indicated, provide flat 2x blocking at all unframed panel edges and nail with edge nailing specified. REVIEWED FOR CODE COMPLIANCE APPFNWED JUN 1 1 2010 City of Tukwila BUILDING DIVISION RECEIVED MAY 0 4 2010 PERMIT CENTER GENERAL STRUCTURAL NOTES (TYPICAL UNLESS NOTED OTHERWISE ON DRAWINGS) Peter A. Opsahl Structural Engineering, Inc. 720 Third Avenue, Suite 1611 Seattle, Washington 98104 Phone: 206.322.4518 Fax: 206.322.4528 www "paostructural"com Hayward Baker Building 11022 E. Marginal Way S. Tukwila, WA Phase Permit Set Date Drawn by Checked by Revisions April 27, 2010 ATE MTA Sheet Title General Structural Notes Sheet No. S1.2 Reuse or reproduction of these drawings is strictly prohibited without written consent from Peter A. Opsahl Engineering, Inc. B) TYP ® (E) PILASTERS NORTH yss FOUNDATION PLAN SCALE = 1/4" =11-0H FOUNDATION NOTES: 1. TYPICAL SLAB ON GRADE SHALL BE 4" THICK w/ WWF 6x6 - W2.9xW2.9 AT CENTERLINE. TYPICAL THICKENED SLAB SHALL BE 1 2" THICK AND 1 2" DEEP w /(2) #4 BAR CONTINUOUS. 2. EMBED ALL HORIZONTAL REINFORCEMENT MIN OF 5" INTO (E) CONCRETE w/ EPDXY PER GENERAL STRUCTURAL NOTES. EXTEND REINFORCEMENT 24" OR HOOK. 3. (E) CONDITIONS ARE ASSUMED AND SHOULD BE VERIFIED BY THE CONTRACTOR. WHERE DISCOVERED CONDITIONS VARY FROM THOSE SHOWN ON PLANS, THE ENGINEER SHOULD BE CONTACTED BEFORE PROCEEDING w/ CONSTRUCTION. 4. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. RECEIVED MAY 04 2010 PERMIT CENTER Peter A. Opsahl Structural Engineering, Inc. 720 Third Avenue, Suite 1611 Seattle, Washington 98104 Phone: 206.322.4518 Fax: 206.322.4528 www.paostructural.com Hayward Baker Building 11022 E. Marginal Way S. Tukwila, WA Phase Permit Set Date April 27, 2010 Drawn by ATE Checked by MTA Revisions Sheet Title Foundation Plan Sheet No. S2.1 Reuse or reproduction of these drawings is strictly prohibited without written consent from Peter A. Opsahl Engineering, Inc. ArAraw- O O / // eArA4 rev erA .1/;',4 6 1 I I I I I , 43, TYP ®(E) SS 1 PILASTERS +s 9 (E) FOOTING I I I I I I I •S'S +s I I I 0 / (E) CMU WALL I I I I I I I I I I I I �i'S +,S ‘4111L H , o, , ) `S'SS 5 1 I 6 / 4- &+, I / 3'- 0 "x4'- 0 "x2' -6 "D FOOTING PER 6/S3.3, TYP ©W18 !' I L1 I - REVIEWED F-6-6"" I CODE ®i PLfq�CEp ®t JUN 1 1 2t110 CifofTuI Tukwila / / 0 / / L 1 _ _ DUILDINQ DIViRirmi - Ia�K�1L JII■H.71 II ■1` ���H�1� Tow I ��//.//% �i�/////�/// � % %/% 2// i�// TYP ® (E) PILASTERS NORTH yss FOUNDATION PLAN SCALE = 1/4" =11-0H FOUNDATION NOTES: 1. TYPICAL SLAB ON GRADE SHALL BE 4" THICK w/ WWF 6x6 - W2.9xW2.9 AT CENTERLINE. TYPICAL THICKENED SLAB SHALL BE 1 2" THICK AND 1 2" DEEP w /(2) #4 BAR CONTINUOUS. 2. EMBED ALL HORIZONTAL REINFORCEMENT MIN OF 5" INTO (E) CONCRETE w/ EPDXY PER GENERAL STRUCTURAL NOTES. EXTEND REINFORCEMENT 24" OR HOOK. 3. (E) CONDITIONS ARE ASSUMED AND SHOULD BE VERIFIED BY THE CONTRACTOR. WHERE DISCOVERED CONDITIONS VARY FROM THOSE SHOWN ON PLANS, THE ENGINEER SHOULD BE CONTACTED BEFORE PROCEEDING w/ CONSTRUCTION. 4. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. RECEIVED MAY 04 2010 PERMIT CENTER Peter A. Opsahl Structural Engineering, Inc. 720 Third Avenue, Suite 1611 Seattle, Washington 98104 Phone: 206.322.4518 Fax: 206.322.4528 www.paostructural.com Hayward Baker Building 11022 E. Marginal Way S. Tukwila, WA Phase Permit Set Date April 27, 2010 Drawn by ATE Checked by MTA Revisions Sheet Title Foundation Plan Sheet No. S2.1 Reuse or reproduction of these drawings is strictly prohibited without written consent from Peter A. Opsahl Engineering, Inc. (E) 6x10 LEDGER T �i i� erA i i i ii i o i i i i i. c i ii i i i iii i i� i rr i ii i i iii i i i i i i i► i i i i a i i i i i i i i. , (E) 6x10 LEDGER (E) 6x10 LEDGER 1 (E) 6x10 LEDGER ' (E) 6x10 LEDGER' X 0 W m F (E) 6x10 DF (E) 6x10 DF (E) 6x10 DF - __ - - SIM (E) 6x10 DF (E) 6x10iLEDGER (E) 6x10 DF L8x6xY BELOW (E) 6x10 DF T (E) 6x10 DF (E) 6x10 DF m J C' N) X (E) 6x10 DF (E) FLAT 2x6 MIDWAY BETWEEN 6x BEAMS, TYP (E) 6x10 DF (E) 6x10 DF (E) 6x10 DF CO J r�) x c"fl (E) 6x10 DF 0 CV (E) 6x10 DF L__ I L__ - - - --� TYP o (E) PILASTERS TYP ® (E) PILASTERS WALL ANCHORAGE SCHEDULE WALL LOCATION GROUTED BLOCK HOLLOW BLOCK DETAIL SPACING DETAIL SPACING NORTH WALL TIE 1/S3.3 5' -0" 2/S3.3 5' -0" ELSEWHERE (CONTR OPTION) 5/S3.3 5' -8" 6/S3.3 3' -8" 9/S3.3 6' -0" 10/S3.3 4' -4" EAST /WEST WALL TIE 3/S3.3 4' -O" 4/S3.3 4' -0" ELSEWHERE (CONTR OPTION) 7/S3.3 2' -4" 8/S3.3 1' -4" 11/S3.3 3' -4" 12/S3.3 1' -4" SOUTH SEE 9/S3.2 & 10/S3.2 1 WALL ANCHORAGE SCHEDULE SCALE: NTS L8x6xY BELOW (E-)-4112-DF rj (E) 6x10 DF L8x6xY BELOW NORTH (E) 4xi ROOF FRAMING PLAN SCALE = 1/4" =11 -0" (E) 6x10 DF (E) 6x10 DF (E) 6x10 DF 1' -6" MAX FROM C.O.G. OF NEW MECH UNIT TO c. OF (E) GLB, TYP (3) LOCATIONS (E) 6x10 DF REVIEWED FOR CODE m COMPLIANCE JUN 1 1 2010 City of Tukwila BUILDING DIVIsinM F (E) 6x10 DF L8x6xY (BELOW) (0 -434t2- DF- We.) o� LA- ow Q a. (E) 6x10 LEDGER (E) 6x10 DF W u-I J (E) 6x10 DF (E) 6x10 DF (E) 6x10 DF O (E) 6x10 DF 0 W8x18 \ > 0 L8x6xY (BELOW) —(E) 4x 12-DF L4x4xj TO (E) MASONRY w/ "0 SIMPSON TITEN SCREWS 48 "oc, MIN 411" EMBED. SEE NOTE 2 LEI 6x10 LEDGER ROOF FRAMING NOTES: 1. ROOF SHEATHING SHALL BE 1/2" APA RATED SHEATHING (32/16). NAIL © ALL FRAMED PANEL EDGES AND OVER ALL SHEAR WALLS w/0.131 "0 @ 6 "oc AND 12 "oc TO ALL INTERMEDIATE FRAMING. PLACE LONG DIRECTION OF PLYWOOD PERPENDICULAR TO JOISTS DIRECTION, STAGGER PANEL JOINTS. 2. WHERE SPECIFIED ANCHOR BOLTS OCCUR AT HOLLOW CMU, INSTALL ) " THREADED ROD w/ HILTI HY20 EPDXY AND HILTI HIT -A SCREENED INSERT. INSTALL PER MANUFACTURER'S INSTRUCTIONS. 3. (E) CONDITIONS ARE ASSUMED AND SHOULD BE VERIFIED BY THE CONTRACTOR. WHERE DISCOVERED CONDITIONS VARY FROM THOSE SHOWN ON PLANS, THE ENGINEER SHOULD BE CONTACTED BEFORE PROCEEDING w/ CONSTRUCTION. 4. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. (1 RECEIVED MAY 0 4 2010 PERMIT CENTER Peter A. Opsahl Structural Engineering, Inc. 720 Third Avenue, Suite 1611 Seattle, Washington 98104 Phone: 206.322.4518 Fax: 206.322.4528 www.paostructural.com Hayward Baker Building 11022 E. Marginal Way S. Tukwila, WA Phase Permit Set Date April 27, 2010 Drawn by ATE Checked by MTA Revisions Sheet Title Roof Framing Plan Sheet No. 52.2 Reuse or reproduction of these drawings is strictly prohibited without written consent from Peter A. Opsahl Engineering, Inc. Peter A. Opsahl Structural Engineering, Inc. 720 Third Avenue, Suite 1611 Seattle, Washington 98104 Phone: 206.322.4518 Fax: 206.322.4528 www.paostructural.com Hayward Baker Building 11022 E. Marginal Way S. Tukwila, WA Phase Permit Set Date April 27, 2010 Drawn by ATE Checked by MTA Revisions Sheet Title Structural Details Sheet No. 53.1 Reuse or reproduction of these drawings is strictly prohibited without written consent from Peter A. Opsahl Engineering, Inc. J).------- (E) CMU WALL c. OF MULLION k ..%---- Y" MIN TYP I TYPE = VERCO PLB -36, G60 GALVANIZED w/ FOLLOWING MIN PROPERTIES: 20 go I = +.216 i n . S = +.235/ -.248 in. Fy = 38 ksi 7 PUDDLE WELD LOCATIONS PER SHEET \\ I 4- -- I° 16 V \— '- P� ' ,eN 1ki" TYP 1, F. R yx .. �■ 11i" MIN 1" SHIM & GROUT FOR FULL BEARING TYP c(,., COLUMN PER - �� I r I f- PLAN PLAN - - -II i it " BEARING Y2 Y4"0 ■ . ■ ' ,� ■ �� ■ R FLUSH TO INSIDE FACE OF WALL • • • • • • • • �` (2) A307 BOLTS © BEAM GAGE 111 HSS MULLION PER PLAN -- BASE R %" % "0 EPDXY (2) Y2" EPDXY BOLTS TO (E) CMU w/ HILTI ` is 716 V COLUMN ®_ -- NOTES: (2D/HllJJ HY20 EPDXY &HILTI HIT -A SCREENED INSERTS AS SHOWN SECTION PER PLAN 1. MAXIMUM DECK SPAN = 7' -6" c. to c. (3 OR MORE CONTINUOUS SPANS ) . USE HEAVIER GAGE WHERE DECK REQD WHERE SPAN CONDITIONS THAT EXCEED THIS. 2. PROVIDE (7) Y4" DIAMETER PUDDLE WELDS PER SHEET TO ALL SUPPORTS PERPENDICULAR TO DECK FLUTES. 3. PROVIDE Y4" DIAMETER PUDDLE WELDS AT 1' -0" TO ALL STRUTS PARALLEL TO DECK FLUTES AND TO BRACED FRAME BEAMS. 4. CONNECT DECK SEAMS WITH VCS ® 12" 5. DECK TYPE MUST STRICTLY MEET CRITERIA LISTED ABOVE, INCLUDING ICBO RESEARCH REPORT ALLOWABLE SHEAR LOADS. SUBMIT DECK INFORMATION TO ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. , o :- - �����-. RE -500 SD a a° a ° ° ' a ° e a° U ° ° a NOTE; SHALL BE 7" WHERE EXCEEDS 24" 1. BEARING PLATE THICKNESS DEPTH OF SUPPORTED MEMBER a )(4" MIN' 1 " n SCALE: 1 -1/2 -1-0 n = i n SCALE: 1 -112 1 -0 3 SCALE: TYPICAL WF BEAM TO HSS COLUMN " - n 4 STYPICAL -ROOF DECK DETAIL (E) LEDGER MAY NEED REMOVED FOR BOLT INSTALLATION ® COLUMN -TO -BEAM TO BE CONNECTION 2" 8" 2" "x8" l (3) 306 A325N BOLTS R 1 I FROM R TO WEB k 1 I }f " t—I r' � R Yx1' -0" TO c. OF (E) 6x LEDGER 0 4' -0 "oc w/ NEW SHEATHING PER PLAN 1 � I 2" P x5 (2) "0" LAG SCREWS 0 • its V Y V ))//44> i It 3 3" TYP // // f I I @ c V��I.iY �2��1 .► i ��4fi f41. 1.1. f ►�►4 i4 � 1r7* , . 5 �j v- — — -- + l + + �— + + RI �I I $ (E) 6x PURLIN I W18x71 ` (E) CMU PILASTER. CONTRACTOR TO VERIFY CLEARANCES E [ + n I + 1 I I " CMU W CMU WALL ®2' -8 "oc w/ Vie THREADED RODS. USE HILTI HY20 EPDXY & HIT -A SCREENED INSERTS. CMU � II II II ES> —T- ,__ y "� ",r 2 2 / /n/ kCKJNG.COORD REMOVAL OF LEDGER w/ ENGINEER, IF NECESSARY. ��-- III —11-1-1 --t ` ' F 1 - - -- R. — �_ r I 1 S3.1 — \ / .1 I \ / / \ MASONRY (E) R" ES COLUMN (10) "0 A325N BOLTS EACH ® T &B FLANGES ;i' ROWS n� hs r 3" MAX W6 1"x8" I his < - - i I+ BEFORE FABRICATION = I 4 (E) WALL I I (E) FOOTING i k W18 REVIEWED V D FOR CODE COMPLIANCE JUN 1 201d City Of Tukwila BUILDING flinII. G cs��i (E) FTG w/ 3" R WASHER. (2) RODS 26" MIN EMBED. "oc t 5 SCALE: 1 -1/2 -1 -0 0 E n 9 WALL, TYP \ (E) STAB 0 co •� ` �• 1 d r 4. 1�i" 11; ` 6r PLAN I I ,, _ k. #4 TIES 0 8 (E) SLAB WIDE FLANGE COL PER PLAN S3.1 �� I 0 PLAN HE4 "0 A307 ADED ANCHOR RODS PER 10/S3.1 '4 3i qJ, ._ II II I II II -III III III— I II —III _ — _ III III III III 111 1111 III III NEW III 111 III— it II II —III —_ III Ili i -1111—III — '. II II I II — — — — II i` II = II II t II I I i Y" NON SHRINK ��� BASER 1 " ��� — M- _ '1 _— I — co i _ I I h I I I- I = II jj(4)#7LvERT GROUT 11 III III III 111 11111 III III III III _ i • . — I I I 1 1 I a III FOOTING III III III -I I I I I I 1 I i I I I III III III III III III I , 1 1 I I I I i I I I III III III III III III y — 1 _ - IH IH IH 1H III 111— — #6 0 10 "oc EW ATBOTOFFTG • • RECEIVED ' i t '' f.- " j . SECTION C\-11 • MAY 04 2010 REINF PER 10/S3.1 9 SCALE: 1 -112" = V -0" 10 PERMIT CENTER SCALE: 1/2" =11-0" Peter A. Opsahl Structural Engineering, Inc. 720 Third Avenue, Suite 1611 Seattle, Washington 98104 Phone: 206.322.4518 Fax: 206.322.4528 www.paostructural.com Hayward Baker Building 11022 E. Marginal Way S. Tukwila, WA Phase Permit Set Date April 27, 2010 Drawn by ATE Checked by MTA Revisions Sheet Title Structural Details Sheet No. 53.1 Reuse or reproduction of these drawings is strictly prohibited without written consent from Peter A. Opsahl Engineering, Inc. Peter A. Opsahl Structural Engineering, Inc. 720 Third Avenue, Suite 1611 Seattle, Washington 98104 Phone: 206.322.4518 Fax: 206.322.4528 www.paostructural.com Hayward Baker Building 11022 E. Marginal Way S. Tukwila, WA Phase Permit Set Date April 27, 2010 Drawn by ATE Checked by MTA Revisions Sheet Title Structural Details Sheet No. S3.2 Reuse or reproduction of these drawings is strictly prohibited without written consent from Peter A. Opsahl Engineering, Inc. (2) Y4"1 THRU —BOLTS "0 REVIEWED CODE' C® pLIANCE JUN 1 1 2010 " ��"� City Tukwila -- UILDING DIVI IflM EACH SIDE (E) 4x PURLIN me ... I_ (2) 4 THRU —BOLTS .m II II II II R. Yx6" 4x PURLIN R Yx6" GLB (E) It Yx3" w/ (2) Y4"0 ,I•I 1.1 R Yx3" w/ (2) Y4"0 THRU —BOLTS (E) (E) 4x PURLIN -- 2 "k 5" '� 5" s T` THRU —BOLTS HSS COLUMNS PER PLAN n cr -- -� --� i a: as —e \ = — _ tee:; -- - --* ♦ mow' i L - -- 1 COL %s V 3 w 3 - - -_- - - --J GLB S3.2 GLB S3.2 AO !M ��� �s "ox7" SCREW (E) —� (E) CMU s EA SIDE OFt �s LAG ADD STEEL SHIMS TO EA COL > 3X6/ AS READ It Y4x5" * CONTRACTOR TO VERIFY THAT TOP COURSE IS GROUTED OR INSTALL L w/ Y ROD AND HILTI HY20 EPDXY w/ HIT —A SCREENED INSERTS ® 3' -0 "oc I' } — — — 4 — J 3 SCALE: 1-1/2" =1' -0" .• (E) PILASTER CMU PILASTER • V. 10 ® EA R L8x6xli TO TOP OF (E) GROUTED CMU WALL* w/ WO EPDXY BOLTS © 5 —4 oc, MIN 5" EMBED w/ HILTI 6" (E) ®" R s V Y2" (E) CMU WALL HY150 EPDXY — Q �s V I -i II I II — - - -II Z , II ► II � II II I - -- JL - - -- II II II I - - -II - - -5 II —� — II 1 II I Z II I II --JL ® ■■ S3.2 1 1 CMU WALL _._ �.— ..... -5 N \-- -6- 4 _ m a� 4 7 L8x6xli % "o EPDXY BOLTS @ 5' -4 "oc, R yx6Y2" HSS COL \ • HSS PER COL MIN 5" EMBED - -- � R Y PER PLAN PLAN '. 4 (E) 61i" E CMU WALL. (E) HSS COLUMNS PER PLAN 0 SCALE: 1 -1/2' =1' -0" EA \ 4 4 CMU PILASTER 1 "0 THREADED ROD (E) (E) CMU WALL 4 A h al ■ HDU14— TO —HDU14 ACROSS LEDGER SPLICE . 0 t BASE it 3x6" , CO �. OF LEDGER (E) 6x LEDGER / (EXCEPT AT SIM) COLLECTOR PER PLAN e COL /36V BASE It 3ix6" 4 A 4 (d SLAB 112` (3) 5/6"0 KWIK —BOLT TZ AS SHOWN, MIN 3" EMBED o 0 .0 — a 00 .0 .0 ° Q . " U a 0 . . o 0 0 o a o 0 0 0 0 0 " " " " " / k I I I I lay 4 Pi � AT SIM: (2) PAIR HDU II J II `u, II u -� M II u CNI CMU PILASTER --- -J - - --J (E) RECEIVED Mill 3 "o KWIK —BOLT 17 HSS COLUMNS " 2" EQ EQ (E) SLAB PER PLAN MAY 042010 PERMIT CEMTER 9 SCALE: 1 -112" =1' -O" O SCALE: 1-1/2" =1' -O" SCALE: 1 -1/2" =1' -0" L - SCALE: 1 -1/2" =1' -0" Peter A. Opsahl Structural Engineering, Inc. 720 Third Avenue, Suite 1611 Seattle, Washington 98104 Phone: 206.322.4518 Fax: 206.322.4528 www.paostructural.com Hayward Baker Building 11022 E. Marginal Way S. Tukwila, WA Phase Permit Set Date April 27, 2010 Drawn by ATE Checked by MTA Revisions Sheet Title Structural Details Sheet No. S3.2 Reuse or reproduction of these drawings is strictly prohibited without written consent from Peter A. Opsahl Engineering, Inc. Peter A. Opsahl Structural Engineering, Inc. 720 Third Avenue, Suite 1611 Seattle, Washington 98104 Phone: 206.322.4518 Fax: 206.322.4528 www.paostructural.com Hayward Baker Building 11022 E. Marginal Way S. Tukwila, WA Phase Permit Set Date April 27, 2010 Drawn by ATE Checked by MTA Revisions Sheet Title Structural Details Sheet No. S3.3 Reuse or reproduction of these drawings is strictly prohibited without written consent from Peter A. Opsahl Engineering, Inc. � "� ROD TO (E) GROUTED %"0 ROD TO HILTI GROUTED MASON MIN 5 " EMBED % "0 ROD THROUGH % "0 ROD TO (E) GROUTED ATTACH (E) 2x DECKING MASONRY w/ HILTI HY150 / TO (E) PURLIN BEAM OR ATTACH (E) 2x DECKING ROD THROUGH TO (E) PURLIN/BEAM OR ATTACH (E) 2x DECKING �`— (E) MASONRY ATTACH (E) 2x DECKING EPDXY, MIN 5 EMBED DBL 2x COLLECTOR w/ 0.131%3" NAILS 0 6 "oc (E) MASONRY DBL 2x COLLECTOR w/ 0.131"0x3" NAILS 0 6 "oc ? . d ► ' a b F., ► TO (E) PURLIN /BEAM NEW 4x COLLECTOR 0.131"0x3" NAILS @ – OR w / 6 "oc R. 36x6 "x6" . I ' TO (E) PURLIN /BEAM OR NEW 4x COLLECTOR w/ 0.131"0x3" NAILS 0 6 "oc Z . �— a • ► ► ► HDU2 TO (E) PURLIN /BEAM SPACING PER SCHEDULE 4 � , 6 Cl ► HDU2 TO (E) PURLIN /BEAM SPACING PER SCHEDULE i���wr/iiwiW srii�wiisriirwiioriir� � irwiirri sriirriirriirriivriiw� w illr �i P2 ', i R 514 - 000 000 000 N til 1 4 oao I 0 0 0 0 HDU2 TO E GLB, SPACING PER SCHEDULE y a a HDU2 TO (E) GLB SPACING PER SCHEDULE : �- �' ' 4 ► • ► 4 4 ► ► ► ► � 4x DF COLLECTOR INSTALL 4x DF COLLECTOR x 8' -0" MIN, AT LOCATIONS WHERE NO (E) GLB LOCATED. CUT FLAT 2x6 AS NECESSARY CO NEW COLLECTOR LOCATIONS (E) P () URLIN NAILER (E) 2x NAILS \ (E) PURLIN INSTALL x 8' -0" MIN, AT LOCATIONS WHERE NO (E) GLB LOCATED. CUT FLAT 2x6 AS NECESSARY @ NEW COLLECTOR LOCATIONS AT (E) FLAT 2x LOCATIONS: ATTACH NEW 2x DF TO UNDERSIDE OF AT (E) FLAT 2x LOCATIONS: ATTACH NEW 2x DF TO UNDERSIDE OF w/ (18) 0.131"0 NAILER (E) 2x NAILS ► �C 4 4 ► 4 �i (E) LEDGER (E) LEDGER w/ (18) 0.131 0.13100 (E) CMU WALL (E) CMU WALL (E) LEDGER (E) LEDGER ►+ ■ (E) CMU WALL (E) CMU WALL 1 SCALE: 1 -1/2" =1' -0" 2 SCALE: 1 -112" =1' -0" SCALE: 1 -1/2" =1' -0" SCALE: 1 -1/2" =1' -0" %"0 THREADED ROD FROM Y2 "0 THREADED ROD FROM "0 THREADED ROD FROM PLAN w/ "oc "oc Y2 "0 THREADED ROD FROM PLAN w/ "oc "oc NEW SHEATHING PER PLAN TO (E) 2x DECKING w/ 0.131"0 NAILS 0 6 "oc " " NEW SHEATHING PER PLAN TO (E) 2x DECKING w/ 0.131"0 NAILS 0 6 "oc " " NEW SHEATHING PER TO (E) 2x DECKING 0.131"0 NAILS 0 6 NEW SHEATHING PER TO (E) 2x DECKING 0.131"0 NAILS 0 6 "0 0.131 0 NAILS @ 6 oc 0.131 0 NAILS 0 6 oc 0.131 "0 NAILS 0 6 (E) LEDGER TO (E) MASONRY w/ HILTI HY150 EPDXY & SPACING PER SCHEDULE, �� 4 ► ■�ii�siiwwiiwwiiwwiiwriiwwiiwiiiw� 61.1 4 N (E) LEDGER TO (E) MASONRY w/ HILTI HY20 EPDXY & HIT –A SCREENED INSERTS & SPACING PER SCHEDULE 4 NEW 4x TO (E) MASONRY w/ HILTI HY150 EPDXY & SPACING PER SCHEDULE , MIN 5" EMBED 1 . : ,/ ' 4 NEW 4x TO (E) MASONRY w/ HILTI HY20 EPDXY & HIT –A SCREENED INSERTS & SPACING PER SCHEDULE i 4 d 0.131 NAILS 0 6 6 Cl 11..„.„.„.„.„.„..„. MIN 5 EMBED �, 4 4 �ii�siiwwiiwwiiw�riiiiiiwwiiwiiiw� �v�siiwwiiwiiiwiiiwwiiwwiiiwiiw� �'I �� li tem ►� �3 ■ ► !IL a NEW PT 4x10 TO –�° FOR Tukwila niviplro k g (E) LEDGER w/ A35 CLIPS 0 10 "oc NEW PT 4x10 TO (E) LEDGER w/ A35 CLIPS 0 10 "oc ■ 4 ° ■ ►� 4 ► ' . ■ ►�' 4 ► ►4 ► ► • • ► 6 (E) LEDGER (E) LEDGER 1 ,� ► , ► ( E ) LEDGER (E) LEDGER E - R MEWED COMPLIANCE City of 8tJILf Imr E CMU WALL CMU WALL (E) CMU WALL ►� ►. I.4 . G r ► 1 isimow , 5 SCALE: 1 -1/2" =1' -0" 6 SCALE: 1 -1/2" =1' -0" SCALE: 1 -1/2" =1' -0" 8 SCALE: 1 -1/2" =1' -0" W 0 THREADED ROD FROM L "TO (E) MASONRY w/ () / HILTI HY150 EPDXY & SPACING PER SCHEDULE, MIN 5" EMBED PLAN w/ "oc Y "0 THREADED ROD FROM L TO (E) MASONRY w/ HILTI HY20 EPDXY & HIT –A SCREENED INSERTS L� "TOmE MASONRY ROD FROM (E) w/ HILTI HY150 EPDXY & SPACING PER SCHEDULE, MIN 5" EMBED PLAN w/ "oc Y L HILTI HIT & "0 THREADED ROD FROM TO (E) MASONRY w/ HY20 EPDXY & –A SCREENED INSERTS L4x4xY x 0 –6 " PLAN w/ "oc L4x4x1 x O' -6" L4x4xYa x O' -6" L4x4xj x 0 –6 " NEW SHEATHING PER & SPACING PER SCHEDULE NEW SHEATHING PER PLAN SPACING PER SCHEDULE NEW SHEATHING PER NEW SHEATHING PER TO (E) 2x DECKING 0.131 "0 NAILS 0 6 AT ALL PANEL EDGES ;z .� ° TO (E) 2x DECKING 0.131 "0 NAILS CO 6 AT ALL PANEL EDGES q, ® – TO (E) 2x DECKING w/ 0.131 "0 NAILS @ 6 "oc � _. AT ALL PANEL EDGES :z ' ► TO (E) 2x DECKING 0.131 "0 NAILS 0 6 I ! AT ALL PANEL EDGES I _ �.� ► 111P, ►� 2d- L _ ,., I ► ir�iiiiii�iii��iiwiiiiwi�� i – ��i�wii�wii�wiiw�iiiwii��ii�� ii�riiwwii��iiw� - -- i`- rwiiwwiiw�►iiwiiiwwiiwwiiwwiiw� 4 0 I ► ► • ► '; I� L TO (E) LEDGER w/ (2) % "0x6" LAG SCREWS @ 3"oc L TO (E) LEDGER w/ (2) h "0x6" LAG L TO NEW 4x w/ (2) % "0x6" LAG TO NEW 4x w/ (2) Y2 "0x6" LAG (2) SCREWS @ 3 "oc SCREWS @ 3"oc SCREWS 0 roc �� NEW PT 4x10 TO (E) LEDGER w/ A35 CUPS 0 10 "oc NEW PT 4x10 TO (E) LEDGER w/ A35 CLIPS 0 10 "oc (E) LEDGER (E) LEDGER 13 4 El ► 4 4 (E) LEDGER 4 • (E) LEDGER (E) CMU WALL (E) CMU WALL (E) CMU WALL (E) 16-1 11■4 1 ►. RECEIVED MAY 04 2010 9 SCALE: 1 -1/2" =1' -0" 0 SCALE: 1 -1/2" =1' -0" SCALE: 1 -1/2" =1' -0" r� 2 PERMIT CENTER SCALE: 1 -1/2" =1' -0" Peter A. Opsahl Structural Engineering, Inc. 720 Third Avenue, Suite 1611 Seattle, Washington 98104 Phone: 206.322.4518 Fax: 206.322.4528 www.paostructural.com Hayward Baker Building 11022 E. Marginal Way S. Tukwila, WA Phase Permit Set Date April 27, 2010 Drawn by ATE Checked by MTA Revisions Sheet Title Structural Details Sheet No. S3.3 Reuse or reproduction of these drawings is strictly prohibited without written consent from Peter A. Opsahl Engineering, Inc.