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Permit D07-070 - BAKER BOULEVERD RETAIL - TENANT IMPROVEMENT
This record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D07 -070 Baker Boulevard Retail 406 Baker Boulevard RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page # tode Exemption = 8rlef Explanatory DeSclriptiop �t�tutel ule The Privacy Act of 1974 evinces Congress' intent that social security numbers are a private concern. As such, individuals' social security Personal Information — numbers are redacted to protect those Social Security Numbers individuals' privacy pursuant to 5 U.S.C. sec. 5 U.S.C. sec. 288 DR1 Generally — 5 U.S.C. sec. 552(a), and are also exempt from disclosure 552(a); RCW 552(a); RCW under section 42.56.070(1) of the Washington 42.56.070(1) 42.56.070(1) State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card numbers, electronic check numbers, credit Personal Information — expiration dates, or bank or other financial RCW DR2 Financial Information — account numbers, which are exempt from 42.56.230(5) RCW 42.56.230(4 5) disclosure pursuant to RCW 42.56.230(5), except when disclosure is expressly required by or governed by other law. BAKER BL RETAIL 406 BAKER BL S D07 -070 Parcel No.: 0223100037 Address: 406 BAKER BL TUKW Suite No: Tenant: Name: BAKER BL RETAIL Address: 406 BAKER BL , TUKWILA WA Contractor: Name: B & B EQUIP CONST & SPLY INC Address: 308 SE 113 , PORTLAND OR 97216 Phone: 503 252 -1461 Contractor License No: BBEQUC &053MU City A Tukwila Owner: Name: CASCADE DEVELOPMENT CO Address: 5301 2ND AVE S , SEATTLE WA 98108 Phone: 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 Contact Person: Name: TODD BERTELLOTTI Address: 3445 CALIFORNIA AV SW, STUDIO 1 , SEATTLE WA 98116 Phone: 206 -937 -5222 Permit Number: D07 -070 Issue Date: 06/11/2007 Permit Expires On: 12/08/2007 Expiration Date: 01/25/2009 DESCRIPTION OF WORK: TENANT IMPROVEMENT - CHANGE USE FROM MANUFACTURING FACILITY (BOOK BINDERY) TO RETAIL CENTER. RENOVATE BUILDING SHELL AND CORE INCLUDING 3 NEW CLERESTORY SPACES. SEPARATE TENANT IMPROVEMENT AND MECHANICAL APPLICATIONS FOR EACH TENANT UNDER SEPARATE PERMIT. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, WATER METER W /SERVICE LINE, RPPA FOR DOMESTIC, DCDVA FOR FIRE BACKFLOW W/VAULT, SANITARY SEWER INCLUDING AN OUTSIDE DROP AT NEW SSMH, REMOVAL OF EXISTING DRIVEWAYS) AND CONSTRUCTING NEW DRIVEWAY, PAVEMENT CUT TO INSTALL UTILITIES AND DRIVEWAY DRIVEWAY, PAVING, WIDENING OF SIDEWALK, STREET LIGHT, AND STREET USE. Value of Construction: $385,443.24 Fees Collected: $36,716.75 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2003 Type of Construction: VA Occupancy per IBC: 19 * *continued on next page ** doc: IBC -10/06 007 -070 Printed: 06-11 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y City cLiTukwila 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 Fire Loop Hydrant: Y Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 32 c.y. Fill 26 c.y. Landscape Irrigation: Y Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: Y Sewer Main Extension: Y Private: Public: Y Storm Drainage: Y Street Use: Y Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: Y Print Name: Permit Center Authorized Signature , 1 a i 1 li. ga Date: Ct ((1 1591,1 I hereby certify that I have read and permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied er specified herein or not. The granting of this t does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction • �-` o •ce of work. I am authorized to si •�� and obtain this development permit. Signatur - • Date: /,g i A c ,i Permit Number: D07 -070 Issue Date: 06/11/2007 Permit Expires On: 12/08/2007 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-10/06 D07 -070 Printed: 06-11 -2007 Parcel No.: 0223100037 Address: 406 BAKER BL TUKW Suite No: Tenant: BAKER BL RETAIL 1: ** *FIRE DEPARTMENT CONDITIONS * ** 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 PERMIT CONDITIONS Permit Number: D07 - 070 Status: ISSUED Applied Date: 03/05/2007 Issue Date: 06/11/2007 2: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 3: Fire department apparatus access and fire hydrant coverage for the building is inadequate. Therefore, a minimum sprinkler density of EXTRA HAZARD GROUP 1 is required for the building sprinkler system. 4: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 5: 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) 6: 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) 7: 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) 8: 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) 9: Doors shall swing in direction of egress travel where serving an occupant load of 50 or more persons or a Group H occupancy. (IFC 1008.1.2) 10: 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) 11: 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) 12: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) doc: Cond -10/06 007 -070 Printed: 06-11 -2007 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 13: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 14: 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) 15: 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) 16: 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) 17: 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) 18: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2050) 19: U.L. central station supervision is required. (City Ordinance #2050) 20: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and/or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 21: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2050) 22: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2050) 23: All exterior components of sprinkler systems should be painted RED. This includes: Post indicator valves (PIV), outside stem and yoke (OSY), wall indicator valves (WIV), and Fire Department connection (FDC). (City Ordinance #2050) 24: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 25: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 26: A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that any sprinklers that have operated or been damaged in any way can be promptly replaced. These sprinklers shall correspond to the types and doc: Cond -10/06 007 -070 Printed: 06-11 -2007 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 temperature ratings of the sprinklers in the property. The sprinklers shall be kept in a cabinet located where the temperature to which they are subjected will at no time exceed 100 degrees F. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the removal and installation of sprinklers. (NFPA 13- 6.2.9.1, 6.2.9.2, 6.2.9.3, 6.2.9.6) 27: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5 -inch Storz fitting(s) and Knox FDC locking Storz cap. (NFPA 13- 6.8.3) (City Ordinance #2050) 28: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 29: Fire department connections (FDC's) shall be oriented in the direction of fire apparatus access, have a 4 foot clear space in front and to the sides of the connection, be appropriately signed and protected from potential vehicular damage. 30: When the sprinkler riser is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Sprinkler Riser ". (NFPA 13) 31: 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. 32: Local U.L. central station supervision is required. (City Ordinance #2051) 33: 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) 34: 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) 35: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2051) 36: When the control panel is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Fire Alarm" or "Fire Alarm Control ". (City Ordinance #2051) 37: Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (4.4.1.4.2.1)) 38: The reset code for the fire alarm panel or keypad shall be 1- 2- 3-4 -5. The reset code shall not be changed without approval of the Fire Marshal. The reset code should be permanently posted at the keypad. (City Ordinance #2051) 39: An electrical permit from the City of Tukwila Building Department Permit Center (206 - 431 -3670) is required for this project. 40: 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) 41: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 42: 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 doc: Cond -10/06 D07 -070 Printed: 06-11 -2007 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 minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 43: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 44: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 45: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 46: ** *BUILDING DEPARTMENT CONDITIONS * ** 47: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 48: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 49: 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. 50: The special inspections and verifications for concrete construction shall be required. 51: 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. 52: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 53: 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. 54: 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. 55: Readily accessible access to roof mounted equipment is required. 56: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 57: 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. 58: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 59: Structrual Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in doc: Cond -10/06 007 -070 Printed: 06-11 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 60: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 61: All wood to remain in placed concrete shall be treated wood. 62: 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. 63: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 64: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 65: 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. 66: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 67: Contractor shall notify Public Works Project Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 68: Work affecting traffic flows shall be closely coordinated with the Public Works Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 69: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 70: Any material spilled onto any street shall be cleaned up immediately. 71: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 72: A bond in the amount of 150% x cost of work within the public right -of -way, made out to the City of Tukwila for possible property damages caused by activities. 73: TRANSPORTATION IMPACT FEE MAY APPLY IN THE AMOUNT OF $40,793.22 BASED ON 11,622 sq ft/GLA x $3.51 per sq ft. FEE IS NOT CHARGED, IF PROJECT DOES NOT GENERATE ANY NEW PM PEAK HOUR TRIPS. OWNER/APPLICANT IS REQUIRED TO PROVIDE DOCUMENTATION, TO SHOW THAT NO NEW PM PEAK HOUR TRIPS ARE GENERATED. IF FEE APPLIES, THEN PAYMENT SHALL BE MADE BY THE OWNER, PRIOR TO PUBLIC WORKS FINAL. 74: The Land Altering Permit Fee is based upon an estimated 32 cubic yards of cut and 26 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. doc: Cond -10/06 D07 -070 Printed: 06-11 -2007 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 75: Sidewalk easement shall be executed between the Property Owner and the City of Tukwila, prior to Public Works final. CITY WILL PREPARE EASEMENT FOR SIGNATURE. 76: Pavement mitigation applies to this permit and shall be based on $7.50 per sq. ft. of cut within Baker Blvd. 77: A Certificate of Occupancy shall be issued for this building upon final inspection 'approval by Tukwila building inspector. * *continued on next page ** doc: Cond -10/06 007 -070 Printed: 06-11 -2007 City of Tukwila Print Name: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature. Date: G 7 lie/( 4? � N1904-eb doc: Cond -10/06 007 -070 Printed: 06-11 -2007 r CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tulcwila.wa.us 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 ,�tt ee�� King Co Assessor's Tax No.: 0 22 '� 1 00 031 0 C ` Site Address: - t) (p tOc VL t 1> Suite Number: Floor: Tenant Name: �� �-r- New Tenant: El Yes ❑ ..No Property Owners Name: J tut 1 S S D�Sf�I CD l - U-C.- l fVl k• HC'Do Mailing Address: 1 42 I •p-r4.4 AM # 1-1-CO St-AIME— W -A- 4 1 (?:l fl i City State Zip CONTACT PERSON - who do we contact when your permit is ready to be issued Name: Tt 17 2 4E-LI X57 f Day Telephone: 7/ - 522Z- Mailing Address: J 44 Cf4A rro1-P HI V S ./ , 4 f b I m S iT W- 1'b 1 I L / City State Zip C1>C E -Mail Address: 11 t)l3 T- 4N�stet- • CA Fax Number: e l/0 1 0 -° 131 - S 22. GENERAL CONTRACTOR INFORMATION - (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: P71.. 7 Q, I'M T C 5 - rpii cyri 014 °C > U L 1Je..... Mailing Address: 3b e a) S 1 Zip R1LN� ) b OP— City State Zip Day Telephone: C6 ? 92 +6o Fax Number: l 57 2 1 3 3) t0 Expiration Date: 1 ' 2-* / 09 t Contact Person: pj 0 - C E -Mail Address: fJ ON �. Contractor Registration Number: 1p () co 3 M L� ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: C (Irtt7r-i- ?/ - Mailing Address: `3 44 ( PQ A ff)1-#3 I* 4t \ i CAA J, 9T01)t o t StA1TLS 4 1/31( 1 0 City fate Zip Day Telephone: r ) 22'7_ C o n t a c t Person: 1 E` E -Mail Address: o`371r-b D SRS • C,oM Fax Number: ('//ob) q 3-i - 5 ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: 004 J (AV SO V(I I'S 6 61 t3 EF -4 Mailing Address: $. • r A A IL Contact Person: •b N vv.,/ Q :IApplicaaions\Forms- Applications On linel3 -2006 - Permit Applicalioadoc Revised: 9 -2006 Wi U E -Mail Address: Jill ■t `f e. 00A13TU ODA Building Permit No. [) a l- Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. re)r- (For office use only) Z C.� City State Zip Day Telephone: 2t7lo - 6 191- 31 0 0 Fax Number: 2.o (o - q 5- 7' 31 ° I Page 1of6 BUILDING PERMIT INFORMATION - 206- 431 -3670 Valuation of Project (contractor's bid price): $ 5 , 6cro Existing Building Valuation: $ 1 1 to t QC" Scope of Work (please provide detailed information): <A P& v �� Of u 1Z9,M1 AA "twit F p CYU .1 P • Itc LX( ('f7U4V 'FA -tb -rP C+yrV.,(z . DV AT &) +- Co(- - IN LLU 171 t3 G Ct, Kv.SZo1 -`( S' TE.o Art 1 M Pe.avtM 4 M EH-. U titer-. S FM rr 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: Will there be a change in use? Yes Q ❑ No If "yes ", explain: Compact: I O Handicap: FIRE PROTECTION/HAZARD US MATERIALS: M Sprinklers Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes De No If `yes', attach list of materials and storage locations on a separate 8 -1/2 "x II "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. Q:\ Applicatians\Fama- Applications On Line\3 -2006 - Permit Application.doc Revised: 9.2006 bh Page 2 of 6 (6R-055 Exists Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1n Floor 1 ti42 6 ce' 1 V 1 5r- t 2 Floor NO N fi� 3 Floor NON 5, Floors thru Basement 13 0 $3f Accessory Structure= N Attached Garage N o U Detached Garage 1\P` Attached Carport N 01J Detached Carport N 0 Covered Deck N o),V Uncovered Deck I O , ` BUILDING PERMIT INFORMATION - 206- 431 -3670 Valuation of Project (contractor's bid price): $ 5 , 6cro Existing Building Valuation: $ 1 1 to t QC" Scope of Work (please provide detailed information): <A P& v �� Of u 1Z9,M1 AA "twit F p CYU .1 P • Itc LX( ('f7U4V 'FA -tb -rP C+yrV.,(z . DV AT &) +- Co(- - IN LLU 171 t3 G Ct, Kv.SZo1 -`( S' TE.o Art 1 M Pe.avtM 4 M EH-. U titer-. S FM rr 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: Will there be a change in use? Yes Q ❑ No If "yes ", explain: Compact: I O Handicap: FIRE PROTECTION/HAZARD US MATERIALS: M Sprinklers Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes De No If `yes', attach list of materials and storage locations on a separate 8 -1/2 "x II "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. Q:\ Applicatians\Fama- Applications On Line\3 -2006 - Permit Application.doc Revised: 9.2006 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 ITIIORIZED AGENT: Signature: Date: p 2 l 0 -7 Print Name: TatDD Day Telephone: 2o(p . - t / 7 • S ZZ2 g 1 34 h C U Fo L ,j t-A- ,dtJ Sw 9tuD1 o 1, S R't l -, W 4 1%4 f� I to Mailing Address: Zip Date Application Expires: on 1 Date Application Accepted: Q: Applications \Fams- Applications On rineli -2006 - Permit Applicaticn.doe Revised 9 -2006 nn slaw City State Staff Igip�s: Page 6 of 6 Parcel No.: 0223100037 Address: 406 BAKER BL TIIKW Suite No: Applicant: BAKER BL RETAIL ACCOUNT ITEM LIST: Description BONDS /DEPOSITS 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 Payment Check 1358 2,300.00 Payee: VILLAGE PARTNERS SOIITHCENTER, LLC TRANSACTION LIST: Type Method Descriptio Amount RECEIPT Receipt No.: R08 -03551 Payment Amount: $2,300.00 Initials: LAW Payment Date: 10/16/2008 02:21 PM User ID: 1632 Balance: $0.00 Account Code Current Pmts 000/386.908 2,300.00 Total: $2,300.00 Permit Number: D07 -070 Status: FINAL Applied Date: 03/05/2007 Issue Date: 06/11/2007 doc: Receiot -06 Printed: 10-16 -2008 Parcel No.: 0223100037 Address: 406 BAKER BL TUKW Suite No: Applicant: BAKER BL RETAIL Payee: MARK MCDONALD ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES 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 Payment Cash 58.00 TRANSACTION LIST: Type Method Descriptio Amount RECEIPT Receipt No.: R08 -02083 Payment Amount: $58.00 Initials: WER Payment Date: 06/12/2008 09:13 AM User ID: 1655 Balance: $0.00 Account Code Current Pmts 000/345.830 58.00 Total: $58.00 Permit Number: D07 - 070 Status: ISSUED Applied Date: 03/05/2007 Issue Date: 06/11/2007 3558 06/12 9710 TOTAL 58.00 doc: Receiot -06 Printed: 06 -12 -2008 Parcel No.: 0223100037 Address: 406 BAKER BL TUKW Suite No: Applicant: BAKER BL RETAIL Receipt No.: R07 -01088 Initials: JEM User ID: 1165 Payee: VILLAGE PARTNERS SOUTHCENTER, LLC ACCOUNT ITEM LIST: Description BUILDING - NONRES CASCADE WATER ALLIANCE PLAN CHECK - WATER METER PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC CONCURRENCY WATER CONNECTION WATER INSPECTION FEE WATER INSTALLATION (DEP) WATER TURN -ON FEE 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 000/322.100 401/386.550 000/345.830 000/322.100 000/342.400 000/342.400 000/345.830 000/386.904 104.367.121.00 401/379.002 401/342.400 401/386.520 401/343.405 RECEIPT TRANSACTION LIST: Type Method Description Amount Payment Check 1037 34,625.82 Account Code Current Pmts 3,216.82 15,891.00 10.00 250.00 23.50 3,520.00 3,520.00 4.50 5,400.00 400.00 15.00 2,350.00 25.00 Total: $34,625.82 ftow Permit Number: D07 -070 Status: APPROVED Applied Date: 03/05/2007 Issue Date: Payment Amount: $34,625.82 Payment Date: 06/11/2007 10:26 AM Balance: $0.00 9216 06/11 9716 TOTAL 34625.82 doc: Receiot -06 Printed: 06-11 -2007 Initials: WER User ID: 1655 Payee: NWCC INVESTMENTS ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES 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 RECEIPT Parcel No.: 0223100037 Permit Number: D07 -070 Address: 406 BAKER BL TUKW Status: ISSUED Suite No: Applied Date: 03/05/2007 Applicant: BAKER BL RETAIL Issue Date: 06/11/2007 Receipt No.: R08 -00377 Payment Amount: $116.00 TRANSACTION LIST: Type Method Description Amount Payment Check 1109 116.00 Account Code Current Pmts 000/345.830 116.00 Total: $116.00 Payment Date: 02/11/2008 10:20 AM Balance: $0.00 8408 02/11 9710 TOTAL 116.00 doc: Receipt -06 Printed: 02 -11 -2008 Parcel No.: Address: 406 BAKER BL TUKW Suite No: Applicant: BAKER BL RETAIL Receipt No.: R07 -00316 Payee: OBJECT + SPACE LTD TRANSACTION LIST: Type Method Description ACCOUNT ITEM LIST: Description dor.• RAcnint -OR PLAN CHECK - NONRES 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 RECEIPT Amount Payment Check 2426 2,090.93 Account Code Current Pmts 000/345.830 2,090.93 Total: $2,090.93 Permit Number: D07 -070 Status: PENDING Applied Date: 03/05/2007 Issue Date: Payment Amount: $2,090.93 Initials: SLR Payment Pate: 03/05/2007 01:51 PM User ID: ADMIN Balance: $3,221.32 '-r/C)5 T-116 PrintP(t: n3- 05-2nm Project t I ° r 'ail (c�� Type of specti .n: gy 1 c,ery c s e Address: ,/ 7o6 e to -- 1145 Date Called: Special Instructions: p2 " feu( mai/a 1 ornd yi 07f a gI ° k Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 ,)01- 070 J Approved per applicable codes. COMMENTS: a Corrections required prior to approval ri ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. r '+O (EI.eaSP }y -id (Inspector: `J5 Date: ,512-6 711 Proj C/ e a Type Vnspection: , ne j) 0 Addr ss: ��0 (..p aA- er 15L_L ek . D ate Called: ---- Special Instructions: n ' / Date Wanted: LW /gym , Requester: Phone No: 1 INSPECTION NO. CITY OF TUKWILA 1301i DIVISION 6300 Southcenter Blvd., #100, Tuk 7 ' a, WA 98188 PERMIT NO. V (206)431 -3 Approved per applicable codes. COMMENTS: n ' I D ate G --(4 W ❑ $60.00 REINSPECTION FEE R>= QUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: INSPECTION RECORD AQ� Retain a copy with permit Corrections required prior to approval. COMMENTS: Type of Inspection: \. Ft NAI — Pie/ (0M r' Address: - . 6WQ 9L 'k) Special Instructions: p _. r ■J \4\( - ? Th \Z '' _ d: 44-- _ 1L�. - o e Requester: Phone No: 2 s — , 1%.\ J,C--\ 00).3 ' 7 ti\ \N-ti..__ L_r Pz7)S Pc C__c :R--- -54E S' DCE.) Pc . \L. Pro j fa A 1.44F , Rei Type of Inspection: \. Ft NAI — Pie/ (0M r' Address: - . 6WQ 9L Date Called: Special Instructions: p _. r ■J Date Wa d: 44-- _ 1L�. - o e Requester: Phone No: 2 (--- ZOZ-7 INSPECTION NO. INSPECTION RECORD RetaiMM`a copy with permit b PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 D Approved per applicable codes. El Corrections required prior to approval. I lnspecto 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: IDate: j ! L fr COMMENTS: ct: n ( Type f Inspe ion: - 1 1 I ----ic ,, 11 A_)Dioop l -- Special Instructions: ���� � �y ` ,11 !�. ,.� 5 I � ( 30c4 , -; \k.,336. Requester: i IP 0 tk ' 'xi_ A r ri" , c- ,) f 1 / A 0 \ t1 Pr ct: n ( Type f Inspe ion: - 1 1 I Address: _4 v JA -k e, r QL . Date Called: l -- Special Instructions: ���� � �y ` ,11 !�. ,.� � � , ' 1-=��t --r- v � Wanted: - 7 - Z l - � ' a m p.m. Requester: Phone No: j INSPECTION RECORD Retain a copy with permit INSPECTION 0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION iz 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 7 El Approved per applicable codes. El Corrections required prior to approval. (Inspe for: k I I Date: 7 ..?4 El $60.00 REINSPECTION FE REQt1IRED. Prior to inspection, fee must be paid at 6300 Southcenter Did., Suite 100. Call to schedule reinspection. 1 Receipt No.: 'Date: W. x COMMENTS: { Q Q %gyp �-� - � � I�19 / , J e--jl 1 -( ( c - ( ,' = ` -r -1 (,ail ;) N. Fti .i-K_ _s IA_ -e- I/1 . Addr ss: e Date Called: Special Instructions: Date Wanted: / CD — ��( _� `�V Pro r Typ f Insp tion: Addr ss: e Date Called: Special Instructions: Date Wanted: / CD — ��( _� `�V P.m. Requester: Phone No: X73 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 Approved per applicable codes. ❑ Corrections required prior to approval. Inspect 'Date: / ( _r daft -v' %d 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: COMMENTS: 1,.,rr 6 r 3 re d, jj e_ I Type of Inspection: (e- t, Ai 61, 4 ( .v .1 V 5 (13 f , /. J 1A—(( PJ A/i'vf (✓d r f /o ( i L Se: - • , c Siva I PA t a . C , SAP 5 t or :A K(QI . rtne - _a , s ` r ? , L of !vrke ( 1 : f I Tt, o : , Aa nl d ( tk 1v e '/'\) . ✓:1 'MI( ‘ e 4 ..s4 ffe ei Ir. _ � /v\ �i1�=cr e e_ (' fui I t, 1J ;A A10 . sluff/ Acts i • iT-- A-Uk . Project: AFC" , Re " a, I Type of Inspection: (e- t, Ai 61, 4 Ad ress: Date Called: Special Instructions: i0 A /1,(, ,A c k 1 inns ��e� SAP 5 t or :A K(QI Date Wanted: V �v p.m. Requester: Phone No: r 7t04° — 3y r —2-6 21 INSPECTION NO. PEIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspectr: f INSPECTION RECORD Retain a copy with permit Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Projg4t: _ iP//9'/ Type of I est / �� Add O .. W � 4 Date Called: Special Instructions: Date Wanted: Z /-- / 7— 4 �..m:- `— . m.. Requester: Phone No: ^ INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION r) 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: E r s k/2-AA G I z` , 1s/ e D4 Inspe or: l �✓`�' kkif Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: Date: /.) 7-c7 COMMENTS: ) ( ;re. tat .)4 LAC e-J ; (S(0 � p T . , i- ! r I' -e ( : 4);1 _ Address: 4 /o 44,efe _g f.— s ; )n v pet �',G "u (Ai MI) \jioc)r p r' - Al 1. j J 4 I, q( AI() ,, r14 PA • Date Wante 0 E'C-- - L -b J ei , Reque to : Phone N : P Projec : .4 /et2 7( r Type of I ns ection: j - / 4r� a ‘, r✓Ifc/ I. Address: 4 /o 44,efe _g f.— Date Called: Special Instructions: --_--- Date Wante a.m._ Reque to : Phone N : INSPECTION NO. PERMIT �NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspec or: /, A . INSPECTION RECORD Retain a copy with permit ❑ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: /J07 -6 Date:,1 J '• 06/ COMMENTS: P/A- l ♦ M 1 l . 9 j i Ikerer 1 # A, ne s L) Os Loc��e pn Address: /0 ak Al er : , f f C - 1 - 6, o f PJS 3 e• > 9 l u t STS..- /t ta' M ( f� Ter. or X Special Instructions: Date Wanted: ti �__AS -e r i, t: I f (Ar _ i /Le L[) c-Viti pe s c u s ) 0( e IA1 t t e ,e n- ,c ! _j S ( ff'1 1 wn ) < i . . Deity 1 0,0 ,)P . todow iQr Im C_ Gan t' -c yr (MS load\ Aeli el Aliti Project Uttr e-e , Type of Inspection: (a,>), , n Address: /0 ak Date Called: Special Instructions: Date Wanted: ti a.m. Requester: Phone No: in (it — 39/ -2- 2 -q INSPE IQIY NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. 1 lnspcor:\ Qorl-o'io PERMIT NO. F (206)431 -3670 orrections required prior to approval. 4 IDate: ` $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: COMMENTS: Type o Inspe to ._- Address: 4 3/7 -.8 81 Date Called: Special Instructions: Date Wanted: .3- Y - - - o AI ' • n YNI Z( A -, , A -- Phone No: X 06-39 / -2o2 7 (nr /) t„'A0 2 -S /J. C o ��.,. - v 4f- e l (0f ; /) Y7 Projec : Type o Inspe to ._- Address: 4 3/7 -.8 81 Date Called: Special Instructions: Date Wanted: .3- Requester: Phone No: X 06-39 / -2o2 7 �p D71' INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. El Corrections required prior to approval. 1 lnsper: $58.00 REINSPECTION FEE EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: 'Date: Project: A r �' l, ' Y�V � () i Type o Inspection : �j 'f 306 r d\ !.' 7 f , JT Add // _ .f Jb (A —) r Date Called: Special Instructions: V Date Wanted: ! a.m p.m. Requester: Phone N o: ?A)(o -- 31 ( - ? 0 / r( INSPECTION NO. 1, CITY OF TUKWILA BUILDING DIVISION )1 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 7 Approved per applicable codes. Corrections required prior to approval. COMMENTS: (Ay/ � ki El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. I Inec r I i : 'Receipt No.: 'Date: INSPECTION RECORD Retain a copy with permit Dort -0 PERMIT NO. Date: -, Pro t: (Type of Inspection, Address: 46 a 41 4z.-- Date Callbd: Special Instructions: Date Wanted: / d 2- 2-6 -06 ,,� C:: P.m. Requester: Phone No: A.O G - 7q /- 20 Z - INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION (- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. COMMENTS: tit < I Inspect 60,..A A N- Date $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: INSPECTION RECORD Retain a copy with permit D0 7 -676 PERMIT NO. Corrections required prior to approval. Project: /-)/(fk Peril /C.- Type of1M, , I ir4-ihi)v9 \J Address: 47/ 06 ,6 A re 6 L- Date Called: Special Instructions: Date Wanted: j a.fii. Requester: Phone N 3C7 -eo?" Do7-.0 71) INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspect v. IDate: r $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: 'Date: COMMENTS: rhr-1-1INA Afr OUie( JU()A - a•e& fr .1 5lAcA1 Address: ()co ilPs-te-tr GLIK, Pk0- 54-7 aTiot -A 6rb ti `t-9 `L S( C, a A Gr 'to r7 6 -0.3 (or cotter., Requester , Phone No: 0A L:Thi 14 Pt f Te-kr.: A / ---- /. (-- 1-,6- A kj .1--.., r f 7- wka e Aze jei. . Project gkr_ti- !la-02. Type j) Inspection: t ,A \ .. I f Address: ()co ilPs-te-tr GLIK, Date Called: Special Ins ructions: Date Wanted: a.m. p.m. Requester , Phone No: INSPECTION RECORD Retain a copy with permit 6°9- 070 INSPECTI NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Southcenter Blvd., #100, Tukwila, WA 981 88 (206)43 1 -36 0 Approved per applicable codes. Corrections required prior to approval. Inspect Date: El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: • 4 COMMENTS: Type of Inspectio 1 l\-( l S �. , r/ AjA `" lie, r.A Date Called: c4 e-4 4.t., ./l_ i 3 4 r') A (` i . /) j grerk t 2 • 4AL. p.m. Requester: Phone No: A Project: 6A fe,1� , ‘ Type of Inspectio 1 l\-( l S �. , /7 Address: -40 &A fr f ( Vk i Date Called: Special Instructions: Date Wanted: ' (� _ 4AL. p.m. Requester: Phone No: Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 D o '016 PERMIT NO. (206)431 -3 Corrections required prior to approval. lnspec Date: $58.00 REINSPECTION FE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: 'Date: COMMENTS - / Z-1-7-1747;-,,oli /1)(ier 0 e r' m to -�-r .8y M iPd /5 (, t a--e' 1 D Special Instructions: Date Wantyd: // - 02 / !lCd p.m. Requester: Phone No: e-204 2 42 - 7 A Project: 46 ,ef / ?e4 - / of Inspection: 4//1? /-6 Address: _./O c g 64- Date Called: Special Instructions: Date Wantyd: // - 02 / !lCd p.m. Requester: Phone No: e-204 2 42 - 7 / Zi INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. Corrections required prior to approval. Inspector: 1,),A � �/ Dat ! 7 O LI $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: INSPECTION RECORD Retain a copy with permit , 7 -o7O Date: PERMIT NO. (206)431 -367 • Prod ct: 0'2. e3 G A0.14/ Type of Inspection: Gj 7 ) // S�i *A1 /.5 � Address: / //� 6 2 7a /34/7 A / PLi Date Called: Special Instructions: 7- DateWa ) 2 b d p`>�►i. Requ ster: Phone No: 0 -3 S/ —2 c2 7 L7 d INSPECTION RECORD -& I Retain a copy with permit INSPECTIO NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION r- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 0 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Approved per applicable codes. E1 Corrections required prior to approval. COMMENTS: l 6 j,'-// CJ-d) - 6/ :)) Sw S 1c Inspe oc Date: 2 'Receipt No.: 'Date: COMMENTS: I 1 A Type of Inspection: / Date Called: I ,' 1 e i /5114 _ f .- (7 s , v / - " r �� S /1��1 yr � �� � f ej . S ` G ✓1 //7 ■ "3 Date Wanted: 2 / /2 /aP /,--- / )6 /r? G/. LA 6 fu r .$)r U8-,,(1D,1 kJ, / s p< r •'`1. K/ F ie... rot S &< :7------- - - — Pro'e 044 Re � �� / �( Type of Inspection: / Date Called: V Ads: 6 - 6 f gcie 6G- Special Instructions: Date Wanted: 2 / /2 /aP ` ' p.m. Reques er: Phone No: a -.3 % / -2027 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - 6 Approved per applicable codes. nspeRtor: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. ,DO .07C Date: 2 _ Z — 015 -- !Y ' ® Corrections required prior to approval. Project k er Q l Type of Inspection: `J 1A - t . jtt ea r Address: -4° �Pr✓31U (t . Date Called: Special Instructions: Date Wanted: n /a.m.' Requester: Phone No 70(0 '35 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431- Corrections required prior to approval. COMMENTS: eci L7) p � t� l r lo � t�,1• Date; d Ins ctd�: A $58.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Proj A (.. n c e I Type orns Inspection: N. Address: I Date Called: Special nstructions: Date Wanted: a m 2 - r] - (�k p.m. Requester: Phone No: ?0 (.0 - 3q(-Z °2 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Y'` 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -360 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: � 14 "--\_ '3 N F 'I Date: r '' ll $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. COMMENTS: fo ( l t i , r h. ,_o , . .3k,op l �t P .67-w p 4 r ( ipS L Date Called: 3? S lies t ` , "tom &. c( J e. i Wei" &V 3' ga- Date Wanted: I- r e Requester: 0e A (b Project: (ice &Al / / C/ Type of Ins- e f l n i/ry /j r" C l �t P Add / �9e L Date Called: Special Instructions: Date Wanted: I- r a.m. Requester: Phone yo:, zO INSPECTION RECORD Retain a copy with permit D0 7 4 7 b INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. 0 Corrections required prior to approval. Inspe o El $58.00 REINSPECTION FE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Date: (Receipt No.: 'Date: COMMENTS: e Pci A. i J f it- Type Ins 9 7< %/t/ ..J� �7 _ r , A- I , J ' t_S ( - 6r AC--- Special Instructions: 4 ` `� . ` --at - ma 10).1-4 Date Wanted: /— z ®'�� tt- r AS , ) t-- `T tom,) J Requester/ Phone No �6 G - 39/ -0427 Project: ( 9,�F2 Qcq, Type Ins 9 7< %/t/ ..J� �7 4/ 5: g,e),ec �c_. Date Called: Special Instructions: 4 ` `� Date Wanted: /— z ®'�� p -J Requester/ Phone No �6 G - 39/ -0427 Do 7 -0W) INSPECTION RECORD Retain a copy with permit INSPECT ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. Date: i 0 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: PType 4 �� ���q i ( of Inspection: � 4 nW/t/ c Address: L ioe ll 3 .g 6z._ Date Called: Special Instructions: Date Wanted: a.m. Requester: P 259 -3 3 • INSPECTION RECORD Retain a copy with permit INSPECTI'N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: 4 0 6r.',0 • 1 inspe ' T Approved per applicable codes. Corrections required prior to approval. - P /A PAVt)4-- kfr /41 �D 700 Date: -78- a QUIRE $58.00 REINSPECTION FEE D. Prior to inspection, fee must be paid at 6300 Southcenter B lv Suite 100. Call the schedule reinspection. (Receipt No.: Date: COMMENTS: // 2 —a /PA R2O,34 t W EST S /2/ ,vc'i ; cce/6I /2 Wpm, - "'v;5, 1L e Ai ;2! At w 4 - Special Instructions: Date Wanted: — 2 2 _ v e a.m p.m. Requester: Phone No a- 0 6 -39 / 2d2 ■ Pro jecj: Type of nspec n: Address: L / 0 4 P /.bra /aVt SL— Date Called: - Special Instructions: Date Wanted: — 2 2 _ v e a.m p.m. Requester: Phone No a- 0 6 -39 / 2d2 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (266)431 -36 Approved per applicable codes. 0 Corrections required prior to approval. Inspecto Date: Q � I /- 42_ 027 .00 REINSPECTION EE REQUIRED. Prior to inspection. fee must be aid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: COMMENTS: Type of Inspection: fi 444/4/ -b Address: 4/b6 g 4/ , G2 ,4 L Date Called: — - -�� C KA ` i �`�'''� J J. , t p.m. ` Ai Q -- , ^ I DA of (� . e� i I . S-1 J4 00 ( Project: 44 /e('e _& G Z-14,1 Type of Inspection: fi 444/4/ -b Address: 4/b6 g 4/ , G2 ,4 L Date Called: Special Instructions: 7 A. / i Date Wanted: 6 /" / to .06 p.m. Requester: Phone No 2 3C/ ?0 ? 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ,d 67 071 PERMIT NO. i•� (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspe paid at 6300 Southcenter 'Receipt No.: Date: 0 $58.00 REINSPECTION F E REQUIRED. Prior to inspection, fee must be lvd.. Suite 100. Call the schedule reinspection. Date: Project 4 , . -, A i '-' -.- _ Type of Inspection: .." ., ..... Addre s:_ ,, / 5 l Date ailed: Special lnstru tron : • .t.61,00 10 r ' a i-e- - {, c l ." / ‘ a "6 "--0( Date Wanted- • — ,,-- p.m. --- Requester: : P hone No -/2„0? 3 PECI*ON NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit E NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Corrections required prior to approval. COMMENTS: )4 0A El $58.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: Type of Inspectiog: re) 0 t • k-- 7 \ Address: 17/ o 6 6 4 iz, fe g Date Called: Special Instructions: Date Wanted: 7— 2`; —7 qt:111 p.m. Requester: / 57-f • •,.. 1 N . . Project: 6/11Ze'r gLi2e/4/7 Type of Inspectiog: re) 0 t • k-- 7 \ Address: 17/ o 6 6 4 iz, fe g Date Called: Special Instructions: Date Wanted: 7— 2`; —7 qt:111 p.m. Requester: Phone No: I e a iPnEa colpOyNwRitEhCp0erRmDit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 Approved per applicable codes. pector: /)07 0 70 (206)431-36 0 Corrections required prior to approval. Date: 2 p'R EINSPECTI0N FEE REQU ED. P • r to inspection, fee must be at 6300 Southcenter Blvd., ite 100. Call the schedule reinspection. 'Date: Project: v ,i e e L Pe-i4 / Type of Inspection: fir - l' -iit 4-- -,/.;r-w4_, Address: Ve) G 4A,r• g c Date Called: Special Instructions: 'A // ,'k' Date Wanted: ( a. . — /2 p.m. Requester: Phone No: X64 - -35/ -7.3 y 5 Approved per applicable codes. j Corrections required prior to approval. COMMENTS: AZ cC-f -d 7 - I _ r os-7 ,/,` L (--, s ci., 11//19 r_,/- . 1.--V 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 D67 -d 70 ' � � C El $58.0 INSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Inspectoq. (Receipt No.: 'Date: 1 69... tr oi v ip i .21 14 Type of Inspection: eLo AddrKs: iu d ` Date Called: r 7/ 22 Pr Date Wanted: a.m. i/XY(r. p.m. Special Instructions: 4. Requester: Phone No: i ,05 INSPECTION RECORD Retain a copy with permit D - r° PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 1=1Approved per applicable codes. Corrections required prior to approval. u- COMMENTS: 4 6 utiv-k4 , iiSI n T141' 0-4:1( 6f- Inspector: OM r ate: 1 ) 4 ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: Projef 6.4. & ei Type of Inspection: h/ Add/Ft c /(� �( Date Called: 1/7g/ 6f). Specil Instructions: Date Wanted: f � a.m. p.m. Requester: q Phone Noo: 7 ° • 1 q (-2--(s 2:7 1111 \-t(v-i<gf --2/2--qa3 Approved per applicable codes. COMMENTS: Inspector: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. El Corrections required prior to approval. �� IDate: 7 (206)431 -3670 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: COMMENTS: !�"`'� Type of InspeC° 7 f l 1 I ::: Ji ... l : p m Requester: ‘... �� pGQ _ P ne No: g .....9, 0 a ' ht- ivoc,dle / --do-67 - maw( 7 /2 o c/G-iic s ue. / 70--2/6y -t-tAJLs_./ Ecru 1- 7L3f i I1 Pro J J f . % !�"`'� Type of InspeC° Ad ress: I ::: Ji Special Instru�tis: l : p m Requester: ‘... �� pGQ _ P ne No: g .....9, 0 a Avki s ss ra y 5 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. Inspector: rit) 'Date: 1/2-1/6 ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be kk paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: ; Projrto t Pia keit Type of Inspection: n Addr s: (124_0 Date Called: 7 (G r k S e Instructions: P d I Date Wanted: - 70 o a.m. p.m. Requester: Phone NO V 7' (1; INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: au� 7/1`05 Yo, 'faP B.Sok64 PG-J0 ko- (A, OA 1/44_12,4,,,44.;( dL 'Inspector: G A ) bate: - �l lJK El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r eceipt No.: 'Date: COMMENTS: cAA0k)ill)c-, (3Y. Ate( 0 \1Nsk 7 Cf r 0 AD ( - r -Jf4.\ :Ann \1 -1n sl-( { .„ Scc i C:Q1 k, /J c,cp . Date Called: Special Instructions: ¶ cc2-- • 111-r L Mt—Xi) (_$ S CA ' .A\c..-(\C \ -1 3 110 � -`? ?c . - VmrS c`tom Phone No _ ,24 6 - 31'1- Zee Project: lie' /?e /4 7 Type of,nspection: F /A/4/ - • Address: 4'O 6 4 Q Date Called: Special Instructions: Date Wanted: 7- .2 " Q1 a Requester: Phone No _ ,24 6 - 31'1- Zee LL)La - INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 El Approved per applicable codes. El Corrections required prior to approval. 'Inspecto l( ;kCA PI \Ac._\"Ma— IDate:7 / 22/a,' ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: Jr -:�.. _; _ , .r. _ .s,�4�- � 'fir ,ate:.. _?�� ;..._ :��-•: ,�a� °s Project: 4 O(o Type of Inspection: L.0 A Address: �'1 �� �� Date Called: /7 /, 5/4) 5 Special Instructions: Date Wanted: a.m. 1//(p/v 9 - • p:m. Requester: o(/ j pj -.P/i Phone No: C)o' 2 ) ?/∎M' INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Do? -0 (206)431 -3670 ❑ Approved per applicable codes. Corrections required prior to approval. 'COMMENTS: /(14) we,ame auA ciliAkit Inspector: eA) Date: —7 ❑ $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: + liieR'�IC+r Kw + COMMENTS: Type of Inspection: AS A resssp z i u Date Called :1 I/ O2 7 , i% 5do IA Al.Avt S sal , / 0.ix S ( L(p 4/ � 5, . f j L ) � j ' f T "l' / ((( _ 1 /5 kJ 7 hi �' i/ -t () , i 1° a 6fimrigt en4 cc 14 WI Atmg ) 110y 6( 1 (P-vAci-e4 1 7 P ecti.ok (Vd (*L Type of Inspection: AS A resssp z i u Date Called :1 I/ O2 Sp cial Instructions: D( art( \ VW ' 4edk A-r f / i Date Wanted: a.m. � ti ���/� � Requeste ir 4.41 RP ,. Ac) Ph M(93‘11 - -6 )D7 - 070 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Ei Approved per applicable codes. Corrections required prior to approval. Inspector: G J (Date: 47 ((o El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. !Receipt No.: 'Date: P , ct f (? 1.5. 1 .0_4 4. Type of Insproc • s Ad res : / �� ht/A, Date Calle 7 / / / l R Sp cial Instr i . n s ,, , I e e fODY1 Date Wanted: 7 � o� Requester: nn Ph [ (/ r/ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. COMMENTS: ?f C C Inspector: Date: — 4 / 2 r) 0 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: INSPECTION RECORD Retain a copy with permit 'Date: DO7 PERMIT NO. ❑ Corrections required prior to approval. Project Type of Inspection: G / A 3 . Address: b k Date Called: h / l �lv Special lstructions: Date Wanted: / � a.m. p.m. Requestej; lt )o: / 6 � Phone INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 424 4 /2J'f jr G (. / 01 /r n' cdtfl ,1 (A ,,; Inspector: (Date: -7(V4 ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: P ject: ' d . Type of Inspectio Ad : £' _ . h Date Called:/ � 9 ns: Special Instructions: L_ oi ' I \ Date Wante [ 30)D2 d Requester: Cw ) P neN ( °' 7 5 5 Approved per applicable codes. (Inspector: INSPECTION RECORD Retain a copy with permit COMMENTS: V ote c d)v S 7i,d (0' 74. 3 Tv 6(48 • 6 c pt(-) ]rt1 D1O PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING 6300 Southcenter Blvd., #100, Tukwila, WA 95188 (206)431 -3670 El Corrections required prior to approval. Date: (1 ( z) El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: Pf4" 04. ype of Inspection: Addr ss: f t3° 7 , � 4 J Date Called: Q Special Instructions: Date Wanted: a.m. g c p.m. Requester f ( A Phone No: ff �j v`tC.1t� � 1! - 2.-5-z7 � INSPECTION RECORD Retain a copy with permit D C)-7 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 6111/0cb sd S laic. 1n' a 4 ..J e$2,-, (( - (1) s(u -a-i Inspector: CA) ) (Date: r 17/4 El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 Receipt No.: (Date: Pr r f Type of Inspection . ect: If - 11/41 °( Mid A dress: C)(1) isaz.,44. Isid Date Called: 1.4) .ti, Special Instructions: Date Wanted:te I (iz m. Request�ri ^ �, v' 1�� Ph No: i X311 a) INSPECTION RECORD Retain a copy with permit D7 070 INSPEC NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. COMMENTS: bt 1 ca‘ pi 6, TN (k-h,Je.Q,,, 6r- T C- Inspector: 6 tU Date: / 1-)/D 0 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter, Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: IDate: COMMENTS: Type of Inspection: ,� /J�J y 6i cdM ie n,wito /2" i '1A A 7 _D- mti- 7D» / 7f I rO tA 5s & r4_ hniOX /lko rh , A/59/( �� i f ik ovPU4. fIrt F eil 0, il r y- Date Wanted: // p.m. a.m. Project: /10 f-f- Type of Inspection: ,� /J�J Add res : 0lo t�l , -mot Date Called: hniOX Special Instructions: Date Wanted: // p.m. a.m. Or Requester: Phone N : INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 E1 Approved per applicable codes. El Corrections required prior to approval. 'Inspector: 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.: ibd7 -co U ceu 'Date: 6/41/4 'Date: COMMENTS: p Type of Inspection: f� Address: ` �/ 'XJ2'/ Date Called: 6/ ( ( 10 SC-t OQI-A fi el IT: H 0 ( / P� Lc, Date Wanted: a.m. 5 /V4 P.m. Requester: - p ■ I (C' Phone No. IV° M-04 LIL/1 CO 7 W oo /e GU, /.61 -''. ¥ 12; Si 2G4yt Sic/4 1 c Project: p Type of Inspection: f� Address: ` �/ 'XJ2'/ Date Called: 4-2, Special Instructions: Date Wanted: a.m. 5 /V4 P.m. Requester: - p ■ I (C' Phone No. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. b6 7-074) (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. - Inspector: (Date 6 I�' $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Prot : c(v Type of Inspection: Corrections required prior to approval. Address: Date Called: .- / i c „ Special Instructions: t , U(7 Date Wanted: � q a.m. Requester: J ( (It( QI 1 C (ni It Phone No: A t Approved per applicable co Corrections required prior to approval. COMMENTS: ,/ OK (It( QI 1 C (ni It 1 1. A t <0 01 rzy a foot ( kA4A , ( 4 eA-4- S S wo-- • , L .1 .., ,,_/ INSPECTION RECORD Retain a copy with permit /)o7- 070 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 S outhcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Inspector: 6 A (Date: r'/,., / $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Project: Type of Inspection: S • a p - 1 1 .1/t 7t Z- Address: 406 AAlit :it "Sit/1J. Date Called: /L /2� / 7 Z Special Instructions: Date Wanted: — a.m. p.m. Requester: ikr1L- 7 E SC C/4 Ti Phone No: zoo- 76 -1-54 S' INSPECTION NO. INSPECTION RECORD Retain a copy with permit D7- o PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: fiekrt Ili r LIP 'Inspe Date: ©Approved per applicable codes. Corrections required prior to approval. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: !Date: Project: Z7(0) Type of Inspection: Address: Date Called. Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: k M/ INSPECTION RECORD Retain a copy with permit 7oJo PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. COMMENTS: I 'go I' r s Ln, A 17rt /Cvc - Pie rc ✓['� , / {- j 11 —rs Inspector: r ,.- Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Pr 'ect , l~,u••" Type of Inspecti : ` ,c—; `� A ress: nc� (U�P D ate Called: P/C? a 4/07 Sp cial Instructions: Date Wanted: a.m. 7 Requester: Ki2), � P e No: ) 77i ( O ( Q -SS(-eg INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ID Approved per applicable codes. 7)07 Corrections required prior to approval. COMMENTS: o ' er 1, Inspector: C 1 2_ ` U1 (Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 1 Recelpt No.: Date: P • c ,I g Type of Inspecti4q A e s: "I "' L V �d - Date Called: a 7 Special Instructions: /► , n b v` E b 4O1x 4 E. vvv 14 Date Wanted i 1g P.m. Requester: � rh gam. Ph a N o: _ 0)311 -x)o INSPECTION RECORD Retain a copy with permit rr)01-4,70 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: etc_ -0 1 1,(2( ,"C S? ^^ o vu to 1 to Date: 'Inspector: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: Type of Inspection: t Addres : �l - � I is) 1 1/116- 7 ! ,,' st (n ja _ al 1 /5 6/...-4 r Hm l4 4 .(n . 12P—IfAinA40 F' Date Wanted: ii /i / 7 p.m. 7 F_ FA,/-_e, cx-terors. ?ht rd a c), Phone No: // i v ? /2 e -v Gt-c, /5 ` tuJo., kW MR a .w\ �r »1 (f l i .4'._' _4 I _. A._'. Li S Proje 4 Type of Inspection: Addres : �l - � I is) Date Called: )v1- x /67 Special Instructions: Date Wanted: ii /i / 7 p.m. Requester: D4 the I Phone No: TGIF wit/ El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Corrections required prior to approval. (Inspector: G I ) 'Date: 1Y110)' $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: COMMENTS: Type of Inspection: L hi - 2-)b - 7 Fi pIC v 5 hc- e ,(k 0MJ 1:,-)T 2 t Y � r U c C, .A,, I } PK Date Called: 1 !I 1 /t II Fthk )(� f /0-) G t 1 � ,f Q�.� � 1 S7` ` -Fkk I. (J\ 1--d - f ) &44 2 aMonv>,I P-0 cA) 5S Cz° 6U s 16 D � P � for T, c(o A a- k - n' d Phone N Project Type of Inspection: L Address: G f o � 4, rA ,koA 4 k0 Date Called: 1 !I 1 /t Spe I Instructions: Date Wanted: o'.. 1 I t2-1 � a.m. pm Requester: LyO of Phone N INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. ID Corrections required prior to approval. 'Inspector: 6 Date: qb El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: -4; COMMENTS: ) / ' q /P, / 7 Li OT % (0 - { - 64i) kiti t ,;) 'i.S 5 Li i (.(4 -. Q - +7 1p L ; ().Gx d . ,» _ ess:iQ q/PCIA? reAL -0 /-0M(4- //I' Ot ID c_ov-° -t , <ofi �T 6" 1 /oc- Ta 77/44 Fue_e s cukx. , 6 't of M cal' J . Instructions vii..04767/ fi i7 n pJ y INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit 1'O70 PERMIT NO. El Corrections required prior to approval. Inspector: A ) IDate: / ( / $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: ) / ' T Inspection: Ad ess:iQ Is` V�. Date Called: n _ , /0 Sial p Instructions vii..04767/ fi i7 n pJ y Date Wanted: h 5--/D-7 (p Requester; i ` r . nit, Pi ttr" . 0 5 - / te.?0 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit 1'O70 PERMIT NO. El Corrections required prior to approval. Inspector: A ) IDate: / ( / $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: ProjAt: /`, /26i Type of Inspection: i Add : fli 4j / Date Called: ^�/ r/ Special Instructions: Date Wanted: it v a.m. p.m. Reque ter: 1 [A Tkt_ (S 6. Phone o: Oft INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 EI Approved per applicable codes. COMMENTS: glf77 ( L1% rt., 4W f_ rt'n MA f» Q S J C, 117 5, ( cAJA. X 'Inspector: 'Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. Project; 14 -7 Pled .; I Type of Inspection: j - ' (e- 9cy) Address: ✓.6 Vo (v I Date Called: 071 Special Instructions: i.c cer? g arn - 14 �r�e e ro H r J�r +7(6 - , t cAa 1 f7/ n 5y3 � �� "a i,. cte'9 , -a C Date Wanted: 4 6' 411 Oy/ a.m. P.m. Requester: .r ri DO et Phone No: _ ,vo6. 39/- 2oa7 PA INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. COMMENTS: ' pt‘e__((4-_ Inspector: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: `Date: 1�. O "7-o?o ❑ Corrections required prior to approval. Date: 9/7/6) COMMENTS: Type of Inspection: pre -Con Address: 1 106 Baker 6 Ivd V Date Called: L _ 20 _ 03 v / Special Instructions: • U (,/2 V/7 2, Jv /4, --(,-.-,/ ;2 0./¢ . Phone No: 206- 39I -2o27 ...rj STx 1 L.4 IJ{.LM t! Gully/ (, J 7/ -7 T At Zr.. I LA --tr` c.e, tA4P c Y \ - i c i f' '- .0 (..G; 4!! ; (1 Project: Baker Bt■d. Re-tail Ctr. Type of Inspection: pre -Con Address: 1 106 Baker 6 Ivd V Date Called: L _ 20 _ 03 v / Special Instructions: Date Wanted: 6 - 26 - 07 p.m. Requester: Ji C3oyer Phone No: 206- 39I -2o27 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ❑ Approved per applicable codes. 'Inspector: Do7 - o - 10 PERMIT NO. 64) IDate: &/7v9 (206)431 -3670 E1 Corrections required prior to approval. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project a 0 d � C Type of Inspection: A r Address: Date Called: / i1 12107 Special Instructions: /o ; d) Date Wanted: 6 /Y02 a.m. Req Phone No: 3 06 3/1/ 2 02 -) INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: (41 /Ink /cc- (6/. tivm^ r n Inspector: Ak (Date b////9 n $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: PERMIT NO. (206)431 -3670 Project: 1 ( Z,�TA i L, Type of Inspection: (,2c. Ac.Alevv. Address: L)00 .- P cicon Suite #: Con /f ct Person: /�I / /HE • er - c Tian/ 14 /6- Special Instructions: Phone No.: 24 1- 150. 215/ Needs Shift Inspection: f'i i m- - 11'4 Sprinklers: Fire Alarm: y Hood & Duct: l Monitor: ,SAC 1 Pre -Fire: 1-4r-..m fivo(, Permits: Occupancy Type: "15 - tetA11, .-, mil✓ 1 INSPECTION NUMBER " INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT bjq -ado ng, -F vt-k0 fro -1 ?2 PERMIT NUMBERS 206 - 575 -4407 Approved per applicable codes. n Corrections required to approval. COMMENTS: 1•+2c At ARrn NA L - O ). lJ is C (N AA-4 5� T. Y NA L. - OI�& Inspector: INO tt21 15,z Date: 6 J 1Z /08 ' t. Hrs.: A ( $8000 REINSPECTION FEE REQUIRED. You will receive an invoice from IC City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 COMMENTS: Type of Inspection: t l--r. P (- / I r - /r/ f /7/ - Address: Li oto b %y,�1(1i Suite #: Contact Person: Special Instructions: Phone No.: Monitor: I ` c of:; Permits: (146(< Occupancy. Type: / pr ,¢A rtr�,v — /)/L— - oietylk - - - / t r Project: s - V Type of Inspection: t l--r. P (- / I r - /r/ f /7/ - Address: Li oto b %y,�1(1i Suite #: Contact Person: Special Instructions: Phone No.: Needs Shift Inspection: 4th ,e 17 '5 Sprinklers: )f Fire Alarm: / - in we- Hood & Duct: A/ Monitor: ai r Imo (4 X2wa,2fe Pre -Fire: c of:; Permits: (146(< Occupancy. Type: / pr ,¢A INSPECTION NUMBER ector: pproved per applicable codes. Word /Inspection Record Form.Doc INSPECTION RECORD Retain a copy with permit { CITY OF TUKWILA FIRE DEPARTMENT q - 6:70 PERMIT NUM BERS 206 - 575 -4407 1/13/06 F _i Corrections required prior to approval. I Date: 4//3/Def H • • $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from e City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 Project: Q Z ` Type of Inspection: SAP 1 ti l \ *' / �N' � ;+ Address: (Jc,� Suite #: K (L Contact Person: S Special Instructions: - Phone No.: h -19 — o -7 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER ' proved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT Word/Inspection Record Form.Doc 1/13/06 Da e >7i> X11 — PERMIT NUMBERS 206- 575 -4407 Corrections required prior to approval. COMMENTS: X41 f Q c0p42- F . J'N -Q n Nt. /1' 11411,1, -ri4 OF • Inspector: /n s/l/ Date: /4), Hrs.: j /V //4 $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from AMR the City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 I Project: 'S it ,,,,.. , s2 _ ,4,5 Sprinklers: Type of Inspection: Hood & Duct: Monitor: Pre-Fire: . Address: go6 S2,6 te .-,e Suite #: '2,t.vc). Contact Person: — /-- X . ' . / /2_ , l tA r Special Instructions: 7 Phone No.: ../ Needs Shift Inspection: Sprinklers: Are Alarm: , Hood & Duct: Monitor: Pre-Fire: . Permits: Occupancy Type: r, • INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT PERMIT NUMBERS 444 Andove Park East, Tukwila, Wa. 98188 206-575-4407 [Approved per applicable codes. ri Corrections required prior to approval. COMMENTS: CoJ F — 1() ,A Inspector: 5%0 Date: Hrs.: j_1„.,- n $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word/Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 cp- • 'COMMENTS: Q<, 6k; I gydr0 .74&T 77,14 /O3) 7/)7 1 7741E /Z3D ` 7 07- P5/ Address: I/O& Suite #: - j,,q Ice s - 0 a a i D k' - ---, 70 cnv _,E_ ,f) L. mt TUw — 0 , .97 -- .c 'VW. - pa , S ColreGT/ ova 5 e- c4 v t �VD - Qt Eme „4 4 Alb /Zr cavQraof in 100 w / nbSl- roe - iov. 1 6.4- Enl D oC 41611 wa ow 0 J ,AI ter .�. . v (7 Cu rr r/ Gv e: a PtZ_g__ 0 i„rAn , V rrz_ 470p sl, AI n1 /) .,-4 'Tb Lk_› iig ,n/ / 2 ” c / £ r ()• /� X ✓ /r ' l�eirt k Leg cc u e_, e h -QC c 6 f 1 LiQ t ' /� C t7kite a 1 �j A4 t n „ 0 were a � • e-' ,.....,/ 5 ( o yea" C t P _ Project: 1;0 L, r Q<, 6k; I Fire Alarm: Type of Inspection: Address: I/O& Suite #: - j,,q Ice s - 131 . Contact Person: ._..- C1�ck_ �' Special Instructions: Phone No.: 360 _ $_/_ ll �� — Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: ' I t Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER \ 111 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT Word/Inspecton Record Form.Doc 1/13/06 - 0710 Di -S- 2 : PERMIT NUMBERS 444 Andover Park East Tukwila, Wa. 98188 206- 575 -4407 71 Corrections required prior to approval. 5" LA Tb;e64 I ' ce_ c.— .:7 A4 (-j 4 at- F cN q• frpb . ; N l, IU5 7 5it Inspector: 4 5- Date: Vila 045 Hrs.: 2_1,„5 n $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Deparjment. Call to schedule a reinspection. T.F.D. Form F.P. 113 S. QUANTUM I CONSULTING ENGINEERS TO: City of Tukwila Building Dept. Dave Larsen BY: John Riley, PE, SE Sincerely, Quantum 'onsulting eers, LLC J • H. Riley, PE, SE Principal PROJECT MEMORANDUM DATE: 7/3/2008 PROJECT NUMBER; Via Fax #206431 -3665 7028.01 Baker Blvd. Retail Center RE; Structural Observation — Statement of Structural Completion City of Tukwila File #262007.005/00401 As required by the 2003 IBC, Section 1709, the Baker Blvd. Retail Center project required structural observation. during the structural portions of the construction phase. Periodic site visits for structural observation were performed by me as the project structural engineer-of-record. Noted deficiencies requiring follow -up corrective action, answers to the general contractor questions, and revisions sketches were addressed in Project Memos and SSK field sketches that are located on site by the contractor. The building retrofits, structural foundation, and framing construction for this project is now complete. To the best of our knowledge the construction has been built in conformance with the structural design drawings and all required corrective action outlined in our Project Memos and revision sketches has been performed satisfactorily by the contractor, in compliance with IBC Section 1709. These corrections have been verified by follow -up site observation visits, including a final site observation visit to observe the completion of the steel -framed canopies on May 8th. Please feel free to give us a call if you have any questions concerning our structural site observations at 206-957 -3900. 1511 THIRD AVENUE SUITE 323 . SEATTLE, WA 98101 TEL 206.957,3900 FAX 206.957.3901 www.quantumce.com QUANTUM I CONSULTING ENGINEERS TO: Carol Martin, Inspector City of Tukwila BY; John Riley, PE fax 206431 -3665 RE: TIVAC Units - Roof Framing Support There are six rooftop IIVAC units each weighing a maximum of 900 lbs. (including curbs) and located so that one of the unit curbs bears directly along a glu. -lam roof girder and the other parallel curb bears on either 2)6 or 2x10 perpendicular roof joists supported off of the girders and spaced at 16" on center. The I IVAC unit lengths providing curb bc!aring on at least four adjacent joists at each location. I have analyzed thc existing roof joists and girders at each of thc six I-IVAC unit as -built locations for roof dead loads plus design snow loads in addition to the unit weights tributary to each supporting member. All roof framing joists and girders have adequate strength and stiffness to support the added I-IVAC unit weights as they are currently installed. Please feel free to give ma a call if you have any questions at my direct line 206 - 957 -3906. Sincerely, Quantum Consulting En a rs, LLC. Jcohrl'J T. Riley, $.E., P.E. Principal PROJECT MEMORANDUM DATE; 2/20/2008 PROJECT: Baker 131vd. Retail Center Renova don PROJECT NUMBER; 7169.01 RECEIVED FEB 2 0 2008 COMMUNITY DEVELOPMENT 1 EXNflB'S 1o/041oq 1511 THIRD AVENUE 5VITE 323 SEATTLE, WA 98101 TEL 206.95/.3000 S=AX 'CG.957.3901 VA'Av.o u3f lto f 11CC.00 f11 • June 30, 2008 Cert No. 0707 -25 Attention: Dave Larson Dear Mr. Larson: Michele J. Guerrini Vice President CASCADE TESTING TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 City of Tukwila Building Department 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 Reference: Baker Blvd 406 Baker Blvd Permit No. D07 -070 Our only report is dated 05 -13 -08 and is number 132886. Respectfully, CASCADE TESTING LABORATORY, INC. LABORATORY, INC. KIRKLAND: (425) 823 -9800 SEATTLE: (206) 525 -6700 FAX: (425) 823 -2203 EVERETT: (425) 259 -0817 RECEIVED JULY 01 2008 COMMUNITY DEVELOPMENT This is to advise you that the following inspections were completed per our reports for the above referenced project and permit. Please see the previously sent reports for actual details of the inspections performed. 1. Reinforced concrete for footings, slabs 2. Structural steel field welding and bolting, column and beam connections 3. Hold downs 4. Strapping 5. Nailing 6. Shearwall nailing All inspections, only as inspected and reported, conformed to Tukwila Building and Land Development approved plans, specifications, UBC/IBC and related codes and/or verbal or written instructions from the Engineer of Record. SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ. IN. TOTAL LOAD STRENGTH, P. S. I. TYPE BREAK* 7/ Cf L ( - 23 - 68 '{ — 3 e -1 liolg 1 , S7 57 F 7 0 Y/ Yo ( 7> y; _; - 2/ Q-8 4 -sc-(o ef,e9 S 7 J yC ._.I s- al A8' 1 G 3 c 2 r) •o7 S • DATE t t - 23 - 8 CERT. NO. 6707-.25 PRO CT lc di LOCATION - t -,-er 3 ) V0e Cam, ki,).. p G. PERMIT NO. r 7 o 76 OWNER WEATHER TEMP o CJ��'NYda g4-- 5 @ a , you ENGINEER p � le L�r4K .S oravt' a CT ARCHITECT CRITIACTOR TIME E P I yb ( SLUMP l `r %AIR • UNIT W, SF YIELD TEMPERATURE CONC. AIR, c . 71 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION I 29 I 9 N.E. I26TH PLACE KIRKLAND WASHINGTON 98034 EVERETT COMPRESSION REPORT MAY 2 7 2008 NcJ c CLIENT: r — ADDRESS )C.f 2 o S A‘ v �� CITY, STATE, ZIP: Se t ' erAak 1'7 ATTN SOURCE/SUPPLIER / 1 €5 CEMENT TYPE: SET l OF ) CUBIC YARDS PLACED OF Sampled as per ASTM C -172 TRUCK # Forts TICKET NO. 2oy6 7 MIX Naof $c.4 ASTM C-I43 ASTM C -231 ASTM C -143 ASTM C -23I ASTM C -I38 SET OF CUBIC YARDS PLACED OF ASTM C-138 TRUCK # TICKET NO. MIX NO. TIME SLUMP %AIR UNIT WT., SF YIELD TEMPERATURE CONC. AIR ASTM C -138 ASTM C -138 RECD BEZ ASTM C -1064 Sampled as per ASTM C - 172 ASTM C -1064 -3I cast/cure O -C -617 sulfur cap - -1231 pad cap � C -39 cylinder O - *C-42 cores O - *C -1019 cmu grout O *C -I09 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 a-Thermometer CCTHD00 'RAir Meter CCOA100 eCC000001 O - CC000002 DESIGN STRENGTH Scing INITIAL CURETEMP.: HIGH ILOW or INITIAL CURING TEMP, NOT RECORDED PER 10.1.2 ((�� PLACEMENT AREA & NOTES © 1/ 5 O d- 4/ c r�ev- nK i,,ke — COPIES TO: Ait"I' r I � � " ' K 1 - e-3 SEE FIELD REPORT NO. )3l ACTUAL BATCH WEIGHTS FOR CY /005 CEMENT CEMENT FLY ASH C.AGG. 7 86 6 S C.AGG. C.AGG. FINEAGG. 28& � FINEAGG. WATER TOTAL ADMIX I / ADMIX REPORT 6 4 8 0 8 NO . v O ACTUAL BATCH WEIGHTS FOR FLY ASH C.AGG. -2.8g WATER TOTAL 7 OZ. ADMIX I OZ. OZ. ADMIX ADMIX 3 OZ. ADMIX. 3 crag,/ 746 £ // 40Ce / /5iO44, CY OZ. OZ. TEST RESULTS APPLY ONE TO THE ITEMS HEREIN TESTED THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULLWITHOUT THE WRI TENAPPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED j2/07 INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATUR 63r. 'GI /mil C .- SIGNED .BY 71 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION I 29 I 9 N.E. I26TH PLACE KIRKLAND WASHINGTON 98034 EVERETT COMPRESSION REPORT MAY 2 7 2008 NcJ c CLIENT: r — ADDRESS )C.f 2 o S A‘ v �� CITY, STATE, ZIP: Se t ' erAak 1'7 ATTN SOURCE/SUPPLIER / 1 €5 CEMENT TYPE: SET l OF ) CUBIC YARDS PLACED OF Sampled as per ASTM C -172 TRUCK # Forts TICKET NO. 2oy6 7 MIX Naof $c.4 ASTM C-I43 ASTM C -231 ASTM C -143 ASTM C -23I ASTM C -I38 SET OF CUBIC YARDS PLACED OF ASTM C-138 TRUCK # TICKET NO. MIX NO. TIME SLUMP %AIR UNIT WT., SF YIELD TEMPERATURE CONC. AIR ASTM C -138 ASTM C -138 RECD BEZ ASTM C -1064 Sampled as per ASTM C - 172 ASTM C -1064 -3I cast/cure O -C -617 sulfur cap - -1231 pad cap � C -39 cylinder O - *C-42 cores O - *C -1019 cmu grout O *C -I09 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 a-Thermometer CCTHD00 'RAir Meter CCOA100 eCC000001 O - CC000002 DESIGN STRENGTH Scing INITIAL CURETEMP.: HIGH ILOW or INITIAL CURING TEMP, NOT RECORDED PER 10.1.2 ((�� PLACEMENT AREA & NOTES © 1/ 5 O d- 4/ c r�ev- nK i,,ke — COPIES TO: Ait"I' r I � � " ' K 1 - e-3 SEE FIELD REPORT NO. )3l ACTUAL BATCH WEIGHTS FOR CY /005 CEMENT CEMENT FLY ASH C.AGG. 7 86 6 S C.AGG. C.AGG. FINEAGG. 28& � FINEAGG. WATER TOTAL ADMIX I / ADMIX REPORT 6 4 8 0 8 NO . v O ACTUAL BATCH WEIGHTS FOR FLY ASH C.AGG. -2.8g WATER TOTAL 7 OZ. ADMIX I OZ. OZ. ADMIX ADMIX 3 OZ. ADMIX. 3 crag,/ 746 £ // 40Ce / /5iO44, CY OZ. OZ. _ %' `'.. CAS TESTIN LABORATORY, INC. TESTING &INSPE 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823 - 9800 EVERETT (425) 259 -0817 FIELD REPORT MAY 22 2008 n �a ->� C,OMMUNI PREVIOUS 1 3 2886 REPORT No. No. DATE c‘.\ CERT O. TO: �t #$F10 PROJE ?ANA. LOCATION r-‘ ` - 1 G 10 `j C� �j�V d 1'J *LJ 1 \ I SIGNED BY - �LLQ�INT BLDG. PERMIll10. OWNER LoA 9&or WEATHER TEMP. AM PM ENGINEER ATTN• ARCHITECT CONTRACTOR n ?::::1 (2) INSPECTION PERFORMED RESTEEUCONCRETE LATERAL WOOD (3) ITEMS INSPECTED _ FOOTINGS _ AUGER CAST PILES — DRILLED PIERS — FOUNDATIONS SLAB _ REEL ONLY — _ RESTEEUMASONRY STR.ST/WELDING _ COLUMNS — WALLS BEAMS _ _ EPDXY STR.ST /BOLTING — — OTHER — — (4) LOCATION (AREAS) CCcx 0 r 4� � 0 i - iQ� A N � �' V 0 T O-[ CONCRETE/MASONRY SUPPLIER MIX NO. DESIGN STRENGTH (f'c) TOTAL CU. YD. PLACED SLUMP (INCHE) AIR CO NT ( %) SPECIMENS CAST CYLINDER REPORT NO. YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS — — REMARKS: COPIES TO !- i l k L 5 .c s� 4\(■_ e 6 \ c` v c)( \o. -N M kTy..-c k etie" 5-\( c%) (--)( ek\ 0 uupV)4,,5 I TEST RESULTS APPLY ONLY TO THE ITEMS 1 INSPECTOR(S), NAME(S) PRINTED v 1 ' " '� INSPECTOR SIGNATURE i #$F10 " • . SIGNED BY - - REMARKS: COPIES TO !- i l k L 5 .c s� 4\(■_ e 6 \ c` v c)( \o. -N M kTy..-c k etie" 5-\( c%) (--)( ek\ 0 uupV)4,,5 I ■ ` CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 ( 425) 823 - 9800 EVERETT (425) 259 -0817 PREVIOUS 131850 REPORT No. No. DATE -,Z.3-�0Z CERT. NO. 0 o-7- 0..._5 REC' �IVED FIELD REPORT f MAY 0 8 7006 A tt) COM & n, DEVELf�` it- PROJECT f3A oN� 6� I vpi y(��n �a Ker 01 ; J (- K•w, °l%t 7 ) `1 2 -rte 5* 141%-..e. 734e. 2i7-4,--t, BLDG. PERMIT NO. 707 7o OWNER 9 8» WEATHER TEMP. AM PM < ENGINEER / R: fey / t-✓'� K 5 Pala" ATTN: ARCHITECT CONTRACTOR 6 ( INSPECTION -1%,- PERFORMED RESTEEUCONCRETE RESTEEUMASONRY EPDXY OTHER LATERAL WOOD (3) ITEMS INSPECTED _ FOOTINGS _ AUGER CAST PILES — DRILLED PIERS L;0114 pie_ 3a'SP .— FOUNDATIONS _ SLAB _ RESTEEL ONLY — STR.ST/WELDING _ COLUMNS — WALLS BEAMS — — _ — STR.ST/BOLTING — _ LOCATION (AREAS) L.• 3h+ role Yea SG @ Sr d j° vgik CONCRETE/MASONRY SUPPLIER SLUMP AIR CONTENT I 1 . MIX NO. Of SO A- DESIGN STRENGTH (Pc) 3r—an Ie.S TOTAL CU. YD. PLACED -2. (INCHES) (%) / � SPECIMENS CAST 7 / C 3) CYLINDER REPORT NO. '�r 7 1 A YES — NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS — REMARKS IfC (r' 1 0 ( J /e_ e9 � Base_ C/Pewa!?c 5 r egove le Se"— RKS: 01kvr; ffacePhent. < car AMase 15 i(. ;rat 7 Q, l dL ac t(); ,q, # ✓ev4-S a Co v)cre ±c o /ace, , c• tote canal-4d f L "' chra 4'. TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 12/07 INSPECTOR(S), NAME(S) PRINTED F3 /ctn d o .44- 4100O�( ` INSPECTOR SIGNATURE �- SIGNED BY szie COPIES TO /to SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ.IN. TOTAL LOAD STRENGTH, P.S.I. TYPE BREAK* 7/ ('f L( -23 -63 `/ - 3 6 ARCHITE 0 / 02 $ 1 . S7 S' F 7 o Y/ Yo S 7)5 .c- 2 / �8 7 1 y s - z-/ a.8' J_ • DATE 4 1 - �3 ( SLUMP l `/ CERT. NO. I 670 7 PRO CT KPV' i5 1 ve LOCATION /� L106 13a.Ke►r 6) v4 (An k ri2 7Int B M G. 1,70 3 OWNER WEATHER av (c4 TEMP . @ 421q° A .5 a ENGINEER R,1P / p -rd . S A Vp a ARCHITE TIME P/76 ( SLUMP l `/ %AIR UNITW,SF T. -^ YIELD TEMPERATURE CONC. AIR56: T SOURCE/SUPPLIER Th 7 k_ TRUCK # ASTM C -143 ASTM C -231 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION I 29 I 9 N.E. I26TH PLACE KIRKLAND,WASHINGTON 98034 (425) 823 -9800 EVERETT (425) 259 -08I7 COMPRESSION REPORT RECEIVE CLIENT: Ai 10 CQ'tp. ±AP WAY 0 8 200 ADDRESS: /l.�Z.C, S Ate ._ o lEat tir Y CITY, STATE, ZIP: .Xct�r-so e4 4 g1 ATTN: SET / OF ) CUBICYARDS PLACED OF Sampled as per ASTM C - 172 TRUCK # ( <<S TICKET NO. 20L ig 7,2, MIX NOOl50 TICKET NO. ASTM C-138 ASTM C -I43 ASTM C -231 ASTM C -138 CEMENT TYPE: — J- ASTM C -138 ASTM C -I064 SET OF CUBICYARDS PLACED OF Sampled as per ASTM C - 172 MIX NO. TIME SLUMP %AIR UNIT WT„ SF YIELD TEMPERATURE CONC. AIR ASTM C -138 ASTM C -I064 ADMIX.3 SEE FIELD 2 REPORT NO. 13125 ACTUAL BATCH nn WEIGHTS FOR e� CY /005 CEMENT CEMENT FLY ASH C.AGG. 7 /. 3,so 6 C.AGG. C.AGG. FINEAGG. 2680 q , FINEAGG. WATER TOTAL ADMIX. I / 4 W% 7 OZ. ADMIX. I OZ ADMIX.3 6 /I p 0 p NO REPORT C7 �t O O ACTUAL BATCH WEIGHTS FOR FLY ASH C.AGG. 22g WATER TOTAL CY OZ ADMIX.2 OZ ADMIX.2 OZ IZ -3I cast/cure O -C -617 sulfur cap . - C -1231 pad cap DC -39 cylinder O - *C-42 cores O - *C -1019 cmu grout O *C -109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 2- Thermometer CCTHDOO , RAir Meter CCOA100 _CC000001 O - CC000002 INITIALCURETEMP.:HIGH /LOW or DESIGN STRENGTH 3crt 0 INITIAL CURINGTEMP, NOT RECORDED PER 10.1.2 (' /�/� PLACEMENT AREA & NOTES © / 611 - 5 O d' 1 4)0 / crawl /rerc , aS.1 /4.1, OZ TEST RESULTS APPLY ONE TO THE ITEMS HEREIN TESTED.THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULLWITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 12/07 COPIES TO: ''M t 'Y _ 6 INSPECTOR(S), NAME(S) PRINTED er) e nv! INSPECTOR SIGNATUR SIGNED BY C CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE ,_ ... KIRKLAND. WASHINGTON 98034 " 9 $00 EVERETT _ 4 5)259 -0817 FIELD REPORT... 0 3 200@ ro &I ■ UNITY u" ( - LOP ENT PREVIOUS 131633 REPORT No. No DA2 ` G - Qs C Eo �. 7 7 ^, TO AAA) PROJEC , q < C I LOCATION Q �/,. / a 4O i -aeg-1 \v el /� t ``. iL- f' S s -t.e,. v� BLDG. PERMIT NO. �cM 0/ 0 OWNER qa/O I WEATHER TEMP. @ AM PM ENGINEER l 2y ATTN: ARCHITECT / CONTRACTOR t (2) INSPECTION PERFORMED RESTEEUCONCRETE RESTEEUMASONRY EPDXY OTHER LATERAL WOOD (3) ITEMS INSPECTED _ FOOTINGS _ AUGER CAST PILES — DRILLED PIERS — FOUNDATIONS _ SLAB _ R EL ONLY — _ _ STR.ST/WELDING STR.ST /BOLTING _ COLUMNS — WALLS BEAMS — — — — LOCATION (AREAS) Cad �V\ CS: v C C'�� - ,A C'LV eVS &' t )C C StA7 VS es\ --)g-C Sc -cS ‘ e?)t,S A- k=c di_ On-vv.-1, b ' -- 1 C r- — C - V- -&_ S . (5) CONCRETE/MASONRY SUPPLIER SLUMP AIR CONT . pe MIX NO DESIGN STRENGTH (f'c) TOTAL CU. YD. PLACED (INCHES) T ( %) SPECIMENS CAST CYLINDER REPORT NO. YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS � REMARKS: � v ap 6� S( .C-D &O r s,\- cW\ \ TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 12'07 L INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY ARV y3J COPIES TO: Vt 0--\ 73_ W , vet.r. pJ t-ec COS 47) k i DATE o2 - - O g CERT. 7 0 Col- 2 PROJECT -/c x L v LOCATION 4•06 '' Alt- r3 6 = �e w % /4.. BLDG. PERMIT NO. 2 0 7 o 7v OWNER WEATHER TEMP. AT AM AT PM ENGINEER � . '-;/ ARCHITECT CONTRACTOR TO: T CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE .w;. :r4 � R/ - � KIRKLANO.WASHINGTON 98034 . .: t W a 3 3 -9800 EVERETT (425) 259 -0817 FIELD REPORT 0 3 2fJ0$ ' QPB i T ATTN• THE FOLLOWING WAS NOTED: TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 12/00 COPIES TO: J 7 `" t 2' INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY PREVIOUS REPORT No. o ai w ,41/ d n/ � /f/ 8 -- 2 r t,D No. f L -'#-1 / s A/, -! ohs i A/ S \x/ -- 5'4 I / (/i/44 L 5 s z� 4 � ; Ar- -F--72 51379 DATE /.e 2/^ 0 6 CERT. NO. d 10 -� PROD T 0 ,4re t/1 -) < LOCATION it/ Co 6.9-K 6 4 urn, BLDG 'PERMITNOP .'1*. , OWNER WEATHER TEMP. AT AT AM PM ENGINEER 1 T ♦ x..1 ci ARCHITECT CONTRACT 6' CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS "' .. 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 (425) 823 -9800 EVERETT (425) 259 -08 • ' FIELD REPORT WO E � 4 . 10 M4 _ sL (}A 9 Vor ATTN: THE FOLLOWING WAS NOTED: P-vI, PREVIOUS REPORT No 55097 No Q 6 S 2.,/z(12-0 2.o_, sue. - , L.c, e 2-/-e____ S 4 1_71 / /4 L 1 _ 77-1,02.S.143 /9 ivf o h- /3D47'S ��s L A — ) /3 1- - d Cac v iZ A-) .-4 -- r / , I-7 /./) / /65 Q 3,L' 0_1,x - A.0 6 E, 7 o cr- D S Li- 2. 6-- .4D � r; AW v -& . (.tfz / 'fee Lo-arc T(7 A-dvGt 60.4 - rriv i'-O l t " 7 - J 4t.,4-_a w z /7 ✓ . )9L-C_ A? 2 W 2>ex- w 5-4-C C-e-g- z-z t ( , u / S in- r/iSoeo e..4z..4„- �4 A r"-'Fv e n, v • A-6 /. RECEIVED G Zap V TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 1/02 COPIES TO:'" / t 4t COMMUNITY INSP!•Cl9 1 %VIWGfMENJTED P INSPECTOR SIGNATURE SIGNED BY �� 0.• ww �\.��� .,,. K ■ `; CAS TESTING LABORATORY, INC. TESTING &INS PECTION 12919 N.E..126TH PLACE KIRKLAND, WASHINGTON 98034 g f E�� EVERETT PREVS ` Q Q Q 130 2 REPORT IOU No. \.. [] (j5 No. 9 8 . DATenAU 1/KY '1' CERT. NO. I/ i 7 =- 4425) 259 -0817 FIELD REPORTFEB 14 Zoos o ► OPT T PROJECT P EK gETAU _ LOCATION / t Z S t- s t e _ 2.z0-1.) BLDG. PERMIT NO. 11 III ^_ III OWNER * 524111 4 ° �& q gl O' WEATHER CLOUDY TEMP. AM PM r ENGINEER / �� JOHW H. RAL E ATTN ARCHITECT A h g - WI CONTRACTOR Aw .: in. a ( INSPECTION PERFORMED X._ LATERAL WOOD RESTEEUCONCRETE RESTEEL ONLY (3) ITEMS INSPECTED _ FOOTINGS _ AUGER CAST PILES — DRILLED PIERS — FOUNDATIONS SLAB _ RESTEEUMASONRY STR.ST/WELDING _ _ COLUMNS WALLS BEAMS _ _ EPDXY STR.ST/BOLTING — — L�' � a v X_ OTHER J 1 `r — ( LOCATION (AREAS) BOO F AT (y D. S �D -�ii a (5) CONCRETE/MASONRY SUPPLIER MIX NO. DESIGN STRENGTH (f'c) TOTAL CU. YD. PLACED SLUMP (INCHES) AIR CONTENT ( %) SPECIMENS CAST CYLINDER REPORT NO 11 YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS _ — REMARKS: er) 1`IA'LINV /,) 'TLk 7 5\4.']P A' VE PL/\N5. NO - ,1, Oa CAOI_ AT JOS 5VTE. TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 1207 COPIES TO INSPECTOR(S), NAME(S) PRINTED V)ENN19 ♦ lA((' ),SOk INSPECTOR SIGNATURE SIGNED BY �„ `� CASCAD TESTING LABORATORY, INC. TESTING & INSPE ION PREVIOUS 1 (j�� ]n� 12919 N.E._126TH PLACE ,_.. _ -. _ __ . REPORT No. No. 1 3 1 8 8 5 - ..KIRKLAND, WASHINGTON 98034 (425) 823-9800 EVERETT ' D ATE / t �20 bg CERT. NO: 0 70 2S _' fit FIELD REPO TO tht) ® a PROJE U ' ( le& LOCATION ( 1 0 Co C c& 1 <e.r- 'U / C e) - o 5 A 2W O BLDG. PERMIT NO. 07 —0 70 OWNER , � c5' 24113Le d? 44 9Q j O �Q d UC%\ v TEMP AM @ PM ENG±NE / ( D I LL ) . f 1 . (2i tey ATTN: ARC ITECT -�f 1 ec � tCiC CONT OR G (2) INSPECTION PERFORMED LATERAL WOOD - ((Al ( %9/�G1. — RESTEEUCONCRETE _ RESTEEL ONLY R EEL/M i� _ STR.ST/WELDING OXY + s — STR.ST/BOLTING OTHER 5e �s ( ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS _ SLA B = AUGER CAST PILES _ COLUMNS I LED PIERS — WALLS 1 5 co-id 'i 115 — BEAMS 0 LLOC TION (AREAS) L • r. al A. ►.f. _'t 1 L< di . 50 u) I' ok o �v� �..' ► ÷ s . . w d- 7 C MIX NO. DESIGN STRENGTH (('C) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST AIR CONTENT ( %) CYLINDER REPORT N YES _ NO — ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS ta REMARKS: TEST RESULTS APPLY ONLY T ' THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 12/07 COPIES TO It) , [ �':+ LCS NAV ' 4. INSPECTOR(S), NAME(S) P INTEIAtioi�, F4 r A Attl■,.■ INSPECTOR SIGNATURE SIGNED BY ��� CAS TESTING LABORATORY, INC. TESTING &INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 _ q _ - EVERETT r 0817 FIELD REPORT Ee 12 20A at-, J > r ..� N" PREVIOUS REPORT No. ... :. .,..:,. NO. 7 DATE /r / —D CERT. N0. 070 7— g_5 TO: PROJECT ���, LOCATION Q '10 C 6,9- r l•-•K /� LL/ D , / BLDG. PERMIT NO. D 0-7 -- ° 7 0 OWNER Cf ?/r7 AL-<-c S`fe 22.E I / W A c P 0 ( WEATHER C C O vh- t r TEMP. AT AT AM PM ENGINEER /� 37) /-1/..e /� L � - )1 ATTN: ARCHITECT CONTRACTOR a ._ 6 a , 5 7 - , (2) INSPECTION PERFORMED _ RESTEEUCONCRETE = RESTFUL ONLY RESTEEUMASONRY r_ / ST / R.ST/WELDING OTHER STR.ST /BOLTING (3) ITEMS INSPECTED _ FOOTINGS _ AUGER CAST PILES — DRILLED PIERS — FOUNDATIONS _ SLAB _ COLUMNS — WALLS BEAMS — — — LOCATION (AREAS) RE Or L v £- Lr. �"' ` i 0 L" / � C' ` /T' /(./ 6 2/ • 4 rat /4 13 2 0. CONCRETE/MASONRY SUPPLIER MIX NO DESIGN STRENGTH (f'c) TOTAL CU. YD. PLACED SLUMP (INCHES) AIR CONTENT ( %) SPECIMENS CAST SEE CYLINDER REPORT NO. YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS — — REMARKS: /A- 4) (4 J A LL .0/.1/41 /31- ,4--r S j —20 ►2 W 0 D /, c L, 11-( 5 Alt 5 S n) .._7" C_ I / o /'") /J 4-". 3 4 4 Z ' -1.4° 5 ,' -4.67 4)/v 5 7---04-S--/°, .-efek -A1.) S Ae L) J P9- 5 r () P/ /Z-4 4 /L-L - 7 - 7 - e/ 5 7 - o /3 / 4 - e _ G e fi 2 o / , u c - c P e - #4-A-J5 ) / , v ! ' - k ( c ) 'L L 0 5 VI s LL 7 141- c.__C P7 7J /3 Lt iota_ A tAi s 01.1 TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 9/06 N INSPECTOR(S), NAME(S) PRINTED pie / L - �/ �-- z_ti 5 INSPECTOR SIGNATURE SIGNED BY COPIES TO: ig• ••••■ ■ ii�� CAS TESNG LABORATORY, INC. TESTING &INSPECTIOTIN 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 ' --- (425) 823 -9800 EVERETT (425) 259 -0817 FIELD REPORT O •r PREVIOUS 126074 REPORT No. No. . ° DATE �� ~ j�� 07 CERT. NO. `�7O —.9.6' x I, ' ( TO: / :� � PROJECT PROJ LOCATION f SA j re) l �1'la , BLDG. PERMIT R x444 "O I'A :r WEATHER TEMP. AT AT AM PM RECENT: MA 0 7 2flt ENGINEER 1 1e. ATTN: i ARCHITECT v EvELOPlltif...t+ CONTRACTOR (2) I NSPECTION PERFORMED _ RESTEEL/CONCRETE _ RESTEEL ONLY _ RESTEEL/MASONRY _ STR.STIWELDING ..OTHER Epo > \/ STR.ST /BOLTING (3) ITEMS;INSPECTED _ FOOTINGS _ AUGER CAST PILES — DRILLED PIERS — FOUNDATIONS _ SLAB _ COLUMNS — WALLS BEAMS — — ( LOCATION (AR Pe.5 -e S) S l�eo W�� /5LM k r (••)( ■ ✓� t JO Fete. b.ecl S -'-/ I( /�/ 1 1 I I('PQ AS 1 ' /& f I I o es 0 —I C)) CONCRETE/MASONRY SUPPLIER S I ' /"f tY �l ✓�, r° � a DESIGN STRENGTH (f'c) /j #,gx,µ8, ‘,....,p ,QS A1n KC - 7P 4e.4 yJ I TOTAL CU. YD. PLACED SLUMP (INCHES) AIR CONTENT ( %) UU l SPECIMENS CAST SEE CYLINDER REPORT NO. YES NO _ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS . / t I I REMARKS* 1 �se eve Ep o)y Cf ' " /4-11 1pr Q rpApi l b M h O 1 ( , ) Vole . Ho 1 e5 %erg cue • i / / (v'It t" r , Ae_6r S• 49 c —gc.se E Y l.Eed INSPECTOR(S), NAME(S) PRINTED U /60 INSPECTOR SIGNATURE SIGNED BY TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. " ISED 9/06 eGC/4- i7 �� . a , , _. CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE `KIRKLAND, WASHINGTON 98034 EVERETT (425) 259 -0817 PREVIOUS REPORT No. . No. 131683 -~ -' DATE r 8 CERT. NO. o707- S FIELD REPORT FEB 0 NS COMMUNITY / , OEVELOP� Ta.. ' v • PROJECT B-4 1L 1_ ,2 6 z_v 2-TA-, 4 LOCATION 40 ( 3 , eZ 6 L v2) - /11,� id, i / /r4- I ` f ?y am A'.LCg_. 220 v BLDG. PERMIT NO. b o 7 - ©7v OWNER Se TtP 4/ Q 0 f CL HE AM M TEMP. g. @o f� ENGINEER L . R-; z ATTN ARCHITECT CONTRACTOR (2) INSPECTION PERFORMED RESTEEUCONCRETE LATERAL WOOD (3) ITEMS INSPECTEQ "" _ FOOTINGS _ AUGER CAST PILES — DRILLED PIERS — FOUNDATIONS _ SLAB _ RESTEEL ONLY — _ RESTEEUMASONRY STR.ST/WELDING _ COLUMNS — WALLS BEAMS _ — X EPDXY STR.ST/BOLTING — OTHER /' A U7H-yZx --b 3 — — (4) (LOCATION (AREAS) _L . 3/4 14 D i 4- X 3 1 / I (&`,-, 3 FD ? N e s• Z - A /? C`. 1 1 /5 4. 2 . 3/4" p i x 3' /z'' ---78 Ft. 0,v 8 c- • 3 - i p eb / Z /.541_ • o 3 . s�& " t7 i y 7, o "b 3n. CJ Al g - ..1 17 - r9 ? 4/ S 3 . v PONCRETE/MASONRY SUPPLIER MIX NO. DESIGN STRENGTH (f'c) TOTAL CU. YD. PLACED SLUMP (INCHES) AIR CONTENT ( SPECIMENS CAST %) CYUNDER REPORT NO. X YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS — REMARKS: /14 e 11?-i // p Zc2/ / w/ F /3 �t1$/ � / co ,�� ?&E" - s's o� B 2 /€ i A/ 5 r- // , 1J SirVG , 44 / 0 s -one / €Doxx TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 1207 INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY COPIES TO: 2J� DATE 12 -i -0 7 CERT. NO. 0 2 .- PROJECT $,#- 62v x 7 LOCATION 406 t,3 /1- r3 tL , — Tit tGrri >/ LDG. PERMIT NO. o7 -070 OWNER VEATHER IN!bC 5 TEMP. AT AM AT PM ENGINEER , S� v. EiL ARCHITECT CONTRACTOR T ATTN. THE FOLLOWING WAS NOTED: CASCADE TESTING LABORATORY, INC. TESTING &"INSPECTION / ENGINEERS • 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 (425) 823 -9800 EVERETT (425) 259 -0817 FIELD REPORT TO: Af ' `f k) /X7e sue- A 2 ?�0 94), K.._ JAN 0 2 2008 Y DEVELOP t _7'7E S i N5pLc D PREVIOUS REPORT No. No . ._.5 3c>cr / . a - - S Go n /r /Erc37 MaA-e-el —'T 5 "r #-i' -t1 7voL; 5/ Z4k ?E --- A-+. A-NGLS (7 /S4rc 4 . gw s""a4- -1 cv il/4/&t 0-A1 ? S S o 744 0 7 4 L3 . ` ' H:b 6 ' s - 3/s PH 2 5 -- 7/3 4 / , i �9 •- C / S 4,1 .L . Co L ,ct /-r 4/ S co NN1c-77 ) w 3 L i 7 o E-b / -i S r4 A/ S 7'4/72 C- o , V F -7- d-f -,+ q -71 /cam 1. 4 �f -- .17�T Z 5 sTaic r 1 R-.vs ( P s- 'T2 . TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. 'REVISED 12/00 COPIES TO: ' " ( l f+t.i (1 6-6 INSPECTOR(S), NAMES) PRINTED INSPECTOR SIGNATURE SIGNED BY CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 0 8 " I y 1 I I S / f - 2 _ 7. -7 q 4 $ 72 -S 7 7-2 S 7 ,cd .S /9 fr/5 C.A. " /2- /3 -LB FINE AGG. I i37.404, : ?/ /60 Se, CO S b � /G TOTAL i2- /3 2� 71/4/0 6 - ? So S DATE i I /I Si 0- 7 CERT. NO. 0701 - z-S SLUMP ASTM C 143 PROJECT OA keg I I ,9 eal ` Ce UNIT WEIGHT ASTM C -138 LOCATION 4bb (3r k ( TL& u) 111 A CEMENT FACTOR BLDG. PERMIT NO. pay b7° OWNER CONC WEATHER 5 TEMP. A q 1 1 AT ' AM PM EIllrrrLVG = ¢•t . B(.1 ARCHITECT C.A. " CONTRACTOR '5 A k_ Lot TRUCK SAMPLED 013 TRUCK TICKET NO. 192.6 MIX NO.O7 DA TIME SLUMP ASTM C 143 % AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR S:' 3 3 iy 1 S 76oa C.A. " 1,0 Lot C.A. " FINE AGG. I i37.404, aAX:H Dara F DR ; W YD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT Zp tt� FLY ASH C.A. ek " 1 S 76oa C.A. " C.A. " FINE AGG. I i37.404, WATER i I'77 TOTAL CASCADE TESTING- LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259 -0817 COMPRESSION REPORT TO /v / 4 . A El-e 5 Pte/ et A 98A I ATTN THE FOLLOWING WAS NOTED: FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR O VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO 3 THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #CC00000 I SAMPLE P/U DATE TEST METHOD N GR-e mst f t 4ce) hit akee &rte TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. COPIES TO: ` L� � C INSPECTOR(S), NAMES) `` INSPECTOR SIGNATURE I COMPRESSIVE STRENGTH 1M iSTM C -1231 ASTM C -617 RE ORT Nom 2'3 1 ° . No 5 617 On Site Cure Method CU. YARDS PLACED (1G a- 11_1_.. SAMPLING IN ACCORDANCE WITH C 3 APPLICABLE CODES & SPECS SUPPLIER 2 7e CEMENT TYPE �! G)e.+tM'- , OS AEA ADMIX N I o CAC12 4 % DESIGN STRENGTH 3 OCR 0 PLACEMENT AREA & NOTES $ i 1-b J' S Sec .k e t J gL° f-- 1 " SI"dL- L t GA-3 d `S REVISED 3/06 SIGNED BY "qt. CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION PREVIOUS 126310 1 2919 N.E. 126TH'P4:ACE - - " REPORT No. No. KIRKLAND,_ WAS HINGTON 98034 (425) 823 -9800 EVERETT (425) 259 DATE / i / / S10 CERT. NO. 0707 -- Z,S -0817 FIELD REPORT TO: A/V G PROJEC 6a4ea- ( cl Ba -t l CCb.alea- LOCATION !2� LL INO 60 e9 woe ' / 4z0 Sit 4 , 4-r.... s4-e- 0--;-e70 BLDG. PERMIT NO. pay o7v OWNER e4q/e3a Z41.4 fa( S / WEATHER Lt f-f Sea Go�e� TEMP. AT E:3.1.5 E:3.1.5 AM y 1 AT PM ENGINEER q y ATTN: ARCHITECT CONTRACTOR INSPECTION PERFORMED . RESTEEUCONCRETE — RESTEEL ONLY RESTEEUMASONRY _ STR.ST/WELDING — OTHER STR.ST /BOLTING ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS ± SLAB TA/ F. i (S _ AUGER CAST PILES _ COLUMNS — DRILLED PIERS — WALLS — — BEAMS LO (4) R a CATION (AREAS) a -W u 0 e ¢- a 5‘� b eoe �t,Je e N a ,,, k) .:. 5 4 S I f -1, 1 4.1 ( Tu S)a c CONCRETE/MASONRY MIX NO. 0 7z/ U') C-73 DESIGN STRENGTH (f'C) S z SUPPLIER / es TOTAL CU. YD. PLACED 9 SLUMP (INCHES) 3 3/I1 SPECIMENS CAST " L14-13 AIR CONTENT ( %) SEE CYLINDER REPORT NO S8b( 7 �S _ NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS REMARKS: h e-S '� Gam\ Q b� e1 p d� J N F} S f e ¢e S /7- e- (Z-131i3 e_ f 1 q C er4-e - c,e eu" �.A G(1.te -e_ e tei-c -e) 2 r ( ve.,..pt PDS-Rf COPIES TO / Ii /Z/CC l�e {Eerz bir O /b / Z I N C-0 µ a C.Pn• - e.- RECEI 'DEC 20011 DE VELOPMENT TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. • REVISED 9/06 INSPECTOR(S), NAME INSPECTOR SIGNATUR�t \ `� L-•- SIGNED BY a". L CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION PREVIOUS 1 ZS G�! 8 L. 12 5 4 3 0 12919 N.E. 126TH PLACE REPORT No. l [I 810 No. KIRKLAND, WASHINGTON 98034 (425) 823 - 9800 EVERETT DATE f r " CERT. NO. (425) 259 -0817 FIELD REPORT TO: 0d c - 0 r a . as/ • r • PROJECT •AKES{. TSLVD, RETAIL CVR_ LOCATION AO [di BAKER. BLM) TUKW1LLA 14 7 o S r` ' 0\ f She cg--di' a BLDG. PERMIT PERMIT NO. DV/ 070 OWNER // ww 41,A QeP'LO ( WEATHER / � t' Q &V 1 �/ TEMP. AT AM AT PM ENGINEER JOHN RILEY ATTN ARCHITECT CONTRACTOR SINK (2) INSPECTION PERFORMED K. RESTEEL/CONCRETE _ RESTEEL ONLY RESTEEL/MASONRY STR.ST/WELDING — OTHER STR.ST /BOLTING (3) ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS LAB AUGEPI CAST PILES COLUMNS — DRILLED PIERS — WALLS — — BEAMS ( LOCATION (AREAS) SCAB � �I�yr. L.X_ 1 Y 1f E l x ... �DE �, W� CONCRETE/MASONRY MIX NO. 3 \ 0 DESIGN STRENGTH (f'c) 5 ) SUPPLIER ACIC Lr► (& / 000 r . s TOTAL CU. YD. PLACED 1 a �� SLUMP (INCHES) 4 p - SPECIMENS CAST 3 4 AIR CONTENT ( %) a 01. SEE CYLINDER REPORT NO 4 t 3 1.J 35 2c_ YES _ NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS REMARKS: NOM. . I D-2 -C f07 EN&R LETTER BARD ArkE el 8 t O.C. L E.YV 6LAIt B E LDC5. Cf 4 TRACDR I A5 sitt AttekleaC, E.W. any VAPOR t3ARKIER". GONTIZAGTOK ADDED WA . c EI,QF SATE. CUNCCKETE 7., S K.5. I. CE. Nov 4 711(17 COPIES TO DEV ELUrw;cl+ TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 9/06 INSPECTOR(S), NAME(S) PRINTED D INSPECTOR SIGNATURE / SIGNED BY Kt 15 JACOBSON e , CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK D8"I`F II IS" / f - 2 . 7 - 7 4- 1 4 g /1 -5 7.2 2...yo S7So S l9 9-15 C.A. l 2 -(3 2S3 C.A. " a - / C. /7- -13 2S • J i WATER I (077 TOTAL DATE 1 I /i Si o-1 CERT. NO. 0 7 0 1 — 2-5 ASTM C -143 % AIR PROJECT epi)..._ e, koj eel t caple&„ UNIT WEIGHT ASTM C-138 LOCATION .Li bla (sAka'. (N Tk i,t14 FACTOR BLDG. PERMIT NO. D07 07 OWNER CONC WEATHER 510.e TEMP. AISAM '7 1 1 AT PM E GINEER C.A. 4 ARCHITECT J S 74,D CONTRACTOR S ak_ 1y' TRUCK SAMPLED J\'►1 3 - z--- TRUCK TICKET NO. 1 9t4Z- ' MIX NO.O77ODC- TIME ASTM C -143 % AIR ADJUSTED WEIGHTS UNIT WEIGHT ASTM C-138 YIELD FACTOR TEMP. ASTM C -1064 CONC AIR g.IS 3 3 'y C.A. 4 - " J S 74,D &o 1y' C.A. " C.A. " BAill DATA FOR YD DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT Iora 1 1,c FLY ASH C.A. 4 - " J S 74,D C.A. " C.A. " FINE AGG. / eza, WATER I (077 TOTAL T TO `r ld E f 20 5 l Si-c 5e..9_4;60, lJ 981oI ATTN: THE FOLLOWING WAS NOTED: AIR TEST METHOD: 0 PRESSURE ASTM C-231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO 3 THERMOMETER CCOTHO AIRMETER CCOAIO OTHER (C) Cone and Shear TYPE OF BREAK: (A) Cone (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE (. #CC00000 I SAMPLE P/U DATE TEST METHOD SUPPLIER 7)71 / AEA ADMIX 1 PLACEMENT AREA B NOTES 51n-6 CO N c,(2-€4-6a pt ce) b TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 3/06 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823 -9800 EVERETT (425) 259-0817 COMPRESSION REPORT FIELD TEST DATA COPIES TO t L jc SIGNED BY b$ CEMENT TYPE I,j1\eel & e03 INSPECTOR(S), NAME(S D INSPECTOR SIGNATURE COMPRESSIVE STRENGTH STM C -1231 ASTM C -617 FIELD 7-�O REPORT No On Site Cure Method SAMPLING IN ACCORDANCE WITH C 3 APPLICABLE CODES & SPECS l CU. YARDS PLACED (.)c 12..■ L.L_ No 58617 G � T CAC12 % DESIGN STRENGTH 3600 11 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 9 72 9 10.30 ii- 7 l kXB 12 -57 57 /Va ysSc S 373b C.A. /I -Z7 Z.8 FINE AGG. ` 7 7yy �'9 2O S 9 731 11 - Z7 79 _ 713"0 Se. q o S DATE` 13 "` D OCT O 7.,0 CERT. NO. 0707 -75' PROJECT e [ t TAIL OR, . C'�U'f, LOCATION A ©f E .. BL �� W i L K �t I U PERMIT 007 070 j WEATHER F0& &Y TEMP. AT AM AT PM ENGINEER JOHN RILEY ARCHITECT CONTRACTOR SACK TRUCK SAMPLED to 33 TRUCK TICKET NO. j 4-24kQ MIX NO. 53 10 TIME SLUMP ASTM C -143 %AIR UNIT WEIGHT ASTM C-138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR 11 4 C.A. " al t8 ° 4 c5 . C.A. FINE AGG. ` 7 BITCH DATA FOR CU ro DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT FLY ASH C.A. " C.A. " C.A. FINE AGG. ` 7 WATER Z TOTAL CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823 -9800 EVERETT COMPRESSION REPORT TO / AL) � 'i' Zo L 4 L e s Se4 tUo 1 } A IS to ( CONCRETE t FIELD TEST DATA AIR TEST METHOD: 0 PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #CC00000 SAMPLE P/U DATE TEST METHOD / (42 5) 259 -08 2-0c, ATTN: THE FOLLOWING WAS NOTED: COMPRESSIVE STRENGTH FIELD REPORT No. Z S* 0 No. 63135 On Site Cure Method A J /eN .J STM C -1231 ASTM C -617 SAMPLING IN ACCORDANCE WITH _ APPLICABLE CODES & SPECS SUPPLIER R( 3LAC.5 E1 . /�1 ��� `L�./� CEMMENTTYPE ..�r'� CU. YARDS PLACED 10 (� AEA OZ, ADMIX. CAC 12 % DESIGN STRENGTH 5 t ar) C'.6a1 • PLACEMENT AREA& NOTES 51.11 M 15LI./C7 J. ,10L.W L Z3, TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 3/06 COPIES TO A ( i I / e INSPECTOR(S), NAME(S) PRINTED DAN 1 J V[ 9►s.J 5Q1\1 INSPECTOR SIGNATURE SIGNED BY CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 7s "37 9 s /o- 2 7 y) / 515-Soo `f5 Co Y 7 539 /o - 2-3 z.S I V 7843° 62Mc S 7 5 31 WATER io -23 7_' , ./ 75010 597° .S DATE s /7/ s1 o7 CERT. NO. 0. O707-Z5 07 - e_a1_411 PROJECT (la e'uS LOCATION (I' 4- I D (0 (i3 k (3 I VS - rTat4.)A I BLDG. PERMIT NO. 0 D 7 — 07 c OWNER WEATHER 00e CASVOatIzi e. TEMP. AT AM AT PM ENGINEER O��fr')� ..14 14-1.4 4-14 t,'\ ARCHITECT O b 're cA A- S G-c_ I -I-S CONTRACTOR TRUCK SAMPLED 4 O 1 1 TRUCK TICKET NO) 2.3 8(v MIX NOb 70 %c TIME SLUMP ASTM C -143 To AIR WEUNIT IGHT ASTM C -138 YIELD CEMENT FACTOR ASTM C -1064 CONC AIR IZ1-5v y V /7.000 C.A. Co Y 5"5" C.A. " FINE AGG. )7i.j €0 8AT 7DAVR emu. vo DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT 4080 FLY ASH C.A. " /7.000 C.A. C.A. " FINE AGG. )7i.j €0 WATER )072.-- TOTAL T • CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 14251 823 -9800 EVERETT REC EIVED COMPRESSION REPORT NOV 0 2 2007 04.) D C I_V M OPM TO' $. P, wA 9 8 to/ ATTN: THE FOLLOWING WAS NOTED: FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO 3 THERMOMETER CCOTHO 3 AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #CC00000 / SAMPLE P/U DATE TEST METHOD g e 87 SUPPLIER 7,2(/C'S AEA PLACEMENT AREA & NOTES TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 3/06 INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY COPIES TO Plug. 72a Ia /ro /.- j b /k, COMPRESSIVE STRENGTH 1 o,� CEMENT TYPE ADMIX M 8 kW' 97 37-V"" AC1Z See � � e La,V e Vl' ASTM C -1231 ❑ ASTM C-617 FIELD REPORT No. / 7_4 7' No. On Site Cure Method 14*1 � e'er SAMPLING IN ACCORDANCE WITH C G / APPLICABLE CODES & SPECS CU. YARDS PLACED z.4 �j DESIGN STRENGTH 3 000 l j / Oeq- 1 - L CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 7s 3 7 9 s lo- 2 7 LI Y-g / S7 $S 5oo YcriZQ S 7 538 C.A. / 2 3 ZS 1 C.A. " 7 , 3g iv -i3 Z� j 5 WATER /071— TOTAL DATE /zJ c7 CERT. NO. V ( 0 7 - z SLUMP ASTM C -143 PROJECT 2 (� R kE.6— i-�\Uca ...e-.1-4-1\ UNIT WEIGHT ASTM C -138 LOCATION 4 40 & 0 /� % 1 e& (3 1d ¶t4- CEMENT FACTOR BLDG. PERMIT NO. O 070 OWNER CONC WEATHER 00eR- CIASVIDatlee TEMP. AT AT AM PM ENGINEER C.A. ARCHITECT o b ` ecA ,- s o I} _ ).-1-S /7 OO° CONTRACTOR ss TRUCK SAMPLED 4 D i l i TRUCK TICKET NO) 2b SG' M X N005 TIME SLUMP ASTM C -143 % AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C-1064 CONC AIR y % C.A. " /7 OO° 6 Y ss C.A. C.A. " ear D FFOR �' °1 YD DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT LiiDgo FLY ASH C.A. " /7 OO° C.A. C.A. " FINE AGG. j 5 WATER /071— TOTAL TO CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 1425) 823 -9800 EVERETT 1425) 259-0817 COMPRESSION REPORT /(/W CforpoUgl l ' ,S - AU‘-e— c92o , evA 98 W( ATTN: THE FOLLOWING WAS NOTED: FIELD TEST DATA AIR TEST METHOD: 0 PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO 3 THERMOMETER CCOTHO 3 AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 3/06 COPIES TO: 7'(/'wC Tu^ I INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY COMPRESSIVE STRENGTH pJ ASTM C -1231 ❑ ASTM C -617 PLACEMENT AREA & NOTES „ � I eS ate'. wds (c)C i--D FIELD REPORT No. / 7 ( ff 713 N 1 48E On Site Cure Method CONCRETE COMPRESSION MACHINE I.D. #CCOCOOO SAMPLE P/U DATE TEST METHOD 87 SUPPLIER /V C5 6,1e.a oz CEMENT TYPE AEA ADMIX NI 6 IP6Iy' 9 7 34)477- AC % DESIGN STRENGTH 3 00 0 Cc -L 4tZ, ‘ fa, "LegQ SAMPLING IN ACCORDANCE WITH � L 5/ APPLICABLE CODES & SPECS CU. YARDS PLACED RECEJED ‘2f07 DEVELOPAICENT _. ` CASCADE TE STING LABORATORY, INC. TESTING &INSPE 12919 N.E. 126TH PLACE KIRKLAND. WASHINGTON 98034 (425) 823 - 9800 EVERETT (425) 259 -0817 PREVIOUS 125986 REPORT No. No. DATE GI- 13- 07 CERT. NO. °r7 °-7 -Ls FIELD REPORT To /U`J � - PROJECT 13p1-KE? [3_i)( pet- L C_L3 -4 ? LOCATION L I G. G K tl2 1.51-11 Ttl"' 14 1 4 .5 Awe- 4- v BL G. PERMIT NO. OWNER Cl { CU v I.Q C 0 ( WEATHER r�`n1) Ay • TEMP. AT AT AM PM ENGINEER (, Rtrrt 91111 rrA,)S )+11.1 ). ATTN: ARCHITECT �J a Finn PTT1 CONTRACTOR ( INSPECTION PERFORMED _ RESTEEUCONCRETE _ RESTEEL ONLY RESTEEUMASONRY — STR.ST/WELDING OTHER STR.ST /BOLTING (3) ITEMS INSPECTED _ FOOTINGS — AUGER CAST PILES — DRILLED PIERS — FOUNDATIONS _ SLAB _ COLUMNS - WALLS BEAMS — — hv urhoe. 130)4-s — ( LOCATION (AREAS) I1-- hUm41 _ A Mr ti 1? i R1,ael- kr t) lisTeg. p CONCRETE/MASONRY SUPPLIER SLUMP MIX NO. DESIGN STRENGTH (Vc) TOTAL CU. YD. PLACED (INCHES) ONTENT ( SPECIMENS CAST %) S - • NDER REPORT NO. �ES NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS REMARKS: 3 - - u rAiss ylvAtEn gr FACIA f•ANEL I l 1kSTt'1Z iR S :* DPA- 1 L o 9.1 2 3/ 1 k a),- s ,i x j AitAni&i4L t tJ `V D. L - ZZ t L U)(so J11.14 c tn. tJ lA 1)A 314D 6,0 L ) Jt JIM V l t tie it.taj r ,u'), ALA /A, c aAMpb(4A,111 3)1911A. COPIES TO: •rl : I TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 9/06 INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY Lin t41-) 14 a%130) a P1 AI t yv 61 97/ TO: FIELD REPORT �1 w nt.p4 1 X 2-0 " p 5�' - As v-e Ste_ 22-00 Lci ,A n!cP[ot ATTN 2) INSPECTION PERFORMED RESTEEUCONCRETE _ RESTEEL ONLY RESTEEUMASONRY _ STR.ST/WELDING — OTHER — STR.ST /BOLTING CONCRETE/MASONRY SUPPLIER SLUMP (INCHES) MIX NO. ca y0o _3 AIR CONTENT ( %) DATE CERT. NO. 9 /Z S7 °7 0707 - Z-- PRO to -ke.L- 6 ou I e c>4e' -D Re4-0-s 1 LOCATION 1 4 ea 13 keg- 13 1 j 1 -64 V—k) BLDG. PERMIT NO. CO"? v7 WEATHER 0 Age asI PeIzzl, ENGINEER Li 1444 t� OWNER TEMP. AT AM AT PM ARCHITECT O bye- 4" S.P •S CONTRACTOR ITEMS INSPECTED — FOUNDATIONS ,.- FOOTINGS — SLAB AUGER CAST PILES _ COLUMNS — DRILLED PIERS — WALLS — BEAMS ( LOCATION (AREAS) r9 A-) N r< 6 De- / / ID (cii. v& Z-$5 a• 1 e. Z. s/ ei Z. f �} 1-I 1J G Cdi I ..S� ( z- DESIGN STRENGTH (Pc) .8 TOTAL CU. YD. PLACED SPECIMENS CAST 3 1 1 SEE CYLINDER REPORT NO. CO ) y 8 S _eYES _ NO — ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823 - 9800 EVERETT (425) 259 -0817 PREVIOUS REPORT No. REMARKS: 1e S 4- ee }� S f�o G 4- li I t ,g / S S. o O Q P-eee D O eUk en. a S (7, G1 Qe c if .fJer`_ A �IBa�S TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 9/06 C 0 200 INSPECTOR(S), Sill INSPECTOR SIGNATURE L"- SIGNED BY ' e-; _. -- COMNiiUNiTY COPIES TO r""-e-Z l' u.14, I G REcEnifFn N 126278 5 I've_ ■ L C ESTI AS NG C A &I SPE CT ION TE STING LABORATORY, INC. T 12919 N.E. 126TH PLACE KIRKLAND. WASHINGTON 98034 (425) 823 - 9800 EVERETT 259 PREVIOUS 12 5 9 4 2 REPORT No. No DATE 071 CERT. NO. °� TO / 14, (425) -0817 FIELD REPORT , C� ~/ ROJEC 4o(, vii t k1 Y (k ' \ Q pi '(j, ?o - 5 4 ve s<-,2 cp%5°- �IDG. PERMIT NO. -pc.--1 OWNER S LOW GO/ et-ev f WEATHER TEMP. AT AM AT PM ENGINEER V7 \ L ATTN: ARCHITECT ``I`I izAN a L CONTRACTOR INSPECTION PERFORMED _ RESTEEUCONCRETE _ RESTEEL ONLY RES UMASONRY — STR.ST/WELDING OTHER STR.ST /BOLTING ITEMS INSPECTED _ FOOTINGS _ AUGER CAST PILES — DRILLED PIERS _FOUNDATIONS _ SLAB _ COLUMNS — WALLS — O — BEAMS ( 4) LOCATION (AREAS) t I 41' v ♦ . / �el.:G I b V e-.. -• e 1 © 3 : r 0 \ S v. Ne O 2 �\ s-Q.. 3 /ar 4a, bH ew. � S 3. 0� Gwv t r t ed rt 4 CONCRETE/MASONRY SUPPUER SLUMP AIR CONTENT MIX NO. DESIGN STRENGTH f TOTAL CU. YD. PLACED (INCHES) ( SPECIMENS CAST %) SEE CYLINDER REPORT NO YE NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS _ REMARKS: Y eif 1 'Q ‘.V1)>NG QW Gt,\C i on ° Op 0%6 /cam`' d,A �, `' ‘o4 4 LO\ES I ease j S‘ „►,, sez� s ) �z _1 Y MCP & e� , k l� 4 �o� o 3tkv cJ TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 9/06 COPIES TO / % INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY 17/11%.4,.. MP - / '# 11 ■ ` CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION PREVIOUS 125963 12919 N.E. 126TH PLACE REPORT No. No KIRKLAND, WASHINGTON 98034 (425) 823 - 9800 ( EVERETT (425) 259 -0817 DATE 2,A CERT O. FIELD REPORT PROJ�ET> `V a LOCATION JVk"-N ** C / � n + � � � � ICJ A BLDG. PERMIT NO. pcsi ._ 010 OWNER c ' % /0 l ( WEATHER TEMP. AT AM AT PM t ENGINEER `\ ATTN: ARCHITECT �� - %- t ‘•- IgkiVL, CONTRACTOR (2) INSPECTION PERFORMED RESTEEUCONCRETE _ RESTEEL ONLY _ RE EUMASONRY — STR.ST/WELDING OTHER STR.ST!BOLTING (3) ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS _ SLAB — AUGER CAST PILES — COLUMNS DRILLED PIERS WALLS BEAMS � " �)7' ` — .� \ ��- / LOCATION (AREAS) " . a a� . `-2 � or\ & � Q � ate. rl..�s g'� > , S 44.1 � Vi'' (.5.- / PONCRETEIMASONRY MIX NO. DESIGN STRENGTH (PC) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST SEE CYLINDER REPORT NO. AIR CONT T ( •) YES NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS' REMARKS: V ` dC‹ •Q & \7\ Q'(, PAY" - �rM. \C e6c -Qt-D-47 DIIV -CV S/1 eix.Nae te,v \e N cckG Ae_cb o n st,ty evo-tc , eak_ qberk o ) a\31 V -"r, 1 v\ s iL3( \e\to •6).g TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 9/06 COPIES TO' I e._ - JAM. 7 .0 6 11111 INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY �� �i p' CASCADE TESTING LABORATORY, INC. 125907 TESTING & INSPECTION PREVIOUS 12919 N.E. 126TH PLACE REPORT NO. No. � [ L KIRKLAND, WASHINGTON 98034 (425) 823 -9800 EVERETT DATE 0-1- /a~ ° 7 CERT. NO. 0'�7 - ,2 S .-- (425) 259 -0817 FIELD REPORT TO M C -C PROJECT BA-r 5z-v,. 2-v 'r 44 *-- LOCATION 4a 8A- 5 c u�%r«r�)l/4f - /a8 -^ �+ S.-t� ` BLDG. PER NO. OWNER e r;lare7tflai L(I .1 9P !O/ WEATHER i / 1.1749— 5 TEMP. AT O.,p, AM 65 AT 3PM ENGINEER ;i4----> ATTN: ARC CONTRACTOR INSPECTION PERFORMED RESTEEUCONCRETE _ RESTEEL ONLY _ RESTEEUMASSOONRY — STR.ST/WELDING 2. OTHER E r 47X r STR.ST /BOLTING ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS — SLAB — AUGER CAST PILES XI COLUMNS — DRILLED PIERS c WALLS — — BEAMS LOCATION (AREAS) Z;/t/ ■ .- .-- ✓ 7.--77 T I) "' .. 7 , U / .5 )/' te e i- ) -S / N rr-- iv 04- 1-f_5 4 COL,cIvr,v_s .7=0 '94 S Z l / Gc, v ,v , z r_ G?a, S . J OONCRETE/MASONRY MIX NO. DESIGN STRENGTH (f'c) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST AIR CONTENT (%) SEE CYUNDER REPORT NO. ,YES _ NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS N / REMARKS: 4r5 . ��j `// �7 /A/3 - S.' 4-* _$ tr-0 ��... -3 $ 7a.tl -3 4" c '- t � -0 f`3�� .r/ y1Es- CL�,.✓ 2),m �' , 4 o jC7 .4Js -- S�,� -�• S. 22 , // p4// s ws 4-5 r E A/ , Iry D r,4-,p - t,-s � -r � o-,./ 1 , SEP 2 0 211u1 TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 9/06 INSPECTOR(S), NAME(S) PRINTED /iL'G7 ' ' INSPECTOR SIGNATURE SIGNED BY COPIES TO• iv / p.c./6- 7//7 COMuioiNa I II DEVELOPMENT DATE 09--lo---07 CERT. NO. 7 25 PROJEC � ct rski& I L OCATI ON M. \wY 1:3L4 4 Ta(1AJ11 OWNER BLDG. PERMIT NO. WE TEMP. AT AM AT PM ENGINEER A) ).1)-‘n H- (Kk\e/ ARCHITECT CONTRACTOR TO: FIELD REPORT 1 CA / 5A L Z,ox, .52‘--/ttf-ei 4A g 'io f ATTN• THE FOLLOWING WAS NOTED: C AM 1 K/a 65 e U e 1 iv d CIE cot trifNreng hol+ i Afta-5 .,d iib 4-&- 1 Ne, wxl ko ei 1 a61-' cas 1 Vii. Bo f w . s.Eat- cs 4 ci ce* 4- 3 t ie k5 tit7r N L,ve.. 1 Cry— or.N I, -- )v`P din. R ECE VED S CP 1 7001 D OP ACEKr TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. REVISED 1Po2 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 (425) 823 -9800 EVERETT (425) 259 -0817 COPIES TO: ' - ( " 77i' INSPECTOR(S), NAME(S) PR INSPECTOR SIGNATURE SIGNED BY PREVIOUS REPORT No No 54859 — w L C ASCADE TESTING LABORATORY, INC. 125937 TESTING &INSPE PREVIOUS 12919 N.E. 126TH PLACE REPORT No. No ii KIRKLAND, WASHINGTON 98034 5) 823 - 9800 EVERETT �f 9-0817 DATE\ 1 s-\ �7 1 CERT. � ©7 2s FIELD REPORT 'It 3 �40 o � 01 0 JU' ty - - . �� r �� TO: m k� PROJECT a �\T d k %- - LOCATION (\v d - : X -) N g 14 2-0 S ' Ste, �L'? -0 0 BLDG. PERMIT NO. c:51 57 O OWNER 5 2tk,,��1 . \.Jj /k g � / WEATHER TEMP. AT AM AT PM ENGINEER Q \` ` ATTN: ARCHITECT e' ` " " CONTRACTOR (2) INSPECTION PERFORMED RESTEELJCONCRETE _ RESTEEL ONLY l _ R&STEEUMASONRY _ STR.STIWELDING OTHER — STR.ST /BOLTING (3) ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS _ SLAB _ AUGER CAST PILES _ COLUMNS — DRILLED PIERS — WALLS BEAMS — , - (4) e © o'W. S LOCATION AREAS) c / �--�/ i OONCRETE/MASONRY MIX NO. DESIGN STRENGTH (f'c) SUPPLIER TOTAL CU. YD. PLACED SPECIMENS CAST SLUMP (INCHES) SEE CYLINDER REPORT NO. AIR CON ENT ( %) YES _ NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS • REMARKS: REVISED 9/06 Y e \.)24& t v‘.2\C <V o.- 3/ " eb.t \Ao \Q l OSe 04_ �� S� ,� S_ek evo• _1 eNk, cep TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. i COPIES TO. N / INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY Q4VIA (' CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 3066 7` 5 S -1 7 s-! S [z" s Sl/31v° 1 1'530 S 306'7 C.A. b6 8 -ZZ ZS FINE AGG. ./ (ZG Qv «7 WATER 3068 8 - 2z Z'S ✓ G7 -9v 'yob S DATE 7 Izclb") CERT. NO. 0707 - zs PROJECT Q Q� ^ ee-- 8)VA :L■ \ Ce. 414 Q. LOCATION W Ne, Ikea -NJ - 1", k„ . \ BLDG. PERMIT NO. col71 - 0"1c7 OWNER WEATHER wa" TEMP. AT AM AT PM ENGINEER ARCHITECT• - CA:Se 4 /-.' ar s ACQ— CONTRACTOR" V 15 4R TRUCK SAMPLED i 1/44 ' O t 0 TRUCK TICKET NO. (24 Z 1 1 "" ..--- MIX NO.S 7*Cd.) TIME ASTM C -143 %AIR UNIT WEIGHT ASTM C -138 YIELD FACTOR TEMP. ASTM C -1064 CONC AIR ' I 1•A s `I K C e_ C.A. - 13 C.A. b6 FINE AGG. BOTCH DATA FOR G./. YO. DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT FLY ASH C.A. e_ C.A. DV C.A. b6 FINE AGG. WATER TOTAL i top CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (4251823-9800 EVERETT (425)259 -0817 COMPRESSION REPORT -./(t 41/G q� F To: �Lw I z� v o� ?D u- ) �Zc> ��-`� A�,d 4e 2- � Pv ATTN: THE FOLLOWING WAS NOTED: i FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #CCOCOOO f SAMPLE P/U DATE 7-Z TEST METHOD C' S`t SUPPLIER 7 ; I 6' 3 AEA ADMIX CAC12 3e_e- QL elf > Q PLACEMENT AREA & NOTES b, COPIES TO / " 1 ) L O i / , r2-7 COMPRESSIVE STRENGTH CEMENT TYPE PgASTM C -1231 ❑ ASTM C-617 FIELD REPORT No y N 61463 REPO. Z � S G On Site Cure Method Amel=eNT SAMPLING IN ACCORDANCE WITH 3 APPLICABLE CODES & SPECS C; CU. YARDS PLACED 1 / 7 DESIGN STRENGTH DO C Q -60— C—P-r% Cc")14C/ V\ Pc- TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 3/06 INSPECTOR(S), NAME(S) TED INSPECTOR SIGNATURE SIGNED BY cm- 1-1 J c REMARKS: V ec\ vi`b \c R \\ gL O TC 1. �' ` c'Q �' d 3 z 2 ( C''Q oQ Sver.y1.4 ¶ _)( 42A,ty c \Act & VoL.‘_ COPIES TO: M l' ' - Pit TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 9/08 INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY ` CASCADE T TING TESTING &INS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON EVERETT LABORATORY, INC. ION 98034 (425) 823 - 9800 (425) 259 -0817 ��� "` • ' ' v.� A/ v G ,2 �� F tOp �f��. Y ` PREVIOUS REPORT No 125737 No. DATE a CERT.NO. 0707 2a TO FIELD REPORT PROJEC ok•ca( • ?mod 4, LOCATION tla-0 c9.--t k F Nr ERMIT NO. floc - 070 OWNER A £ER""'r LiC/ `C7 L WEATHER TEMP. AT AM AT PM ENGINEER ATTN. ARCHITECT CI CVq. CQ-- ' CONTRACTOR (2) INSPECTION _ — PERFORMED RESTEEUCONCRETE 7 EUMASONRY OTHER _ RESTEEL ONLY — STR.STIWELDING • STR.ST /BOLTING (3) ITEMS INSPECTED _ FOOTINGS _ AUGER CAST PILES — DRILLED PIERS — FOUNDATIONS _ SLAB _ COLUMNS — WALLS - BEAMS C�_q_ ( LOCATION (AREAS) C' A S `{ L 1 \ ek ° 7 r 6 /54,.. (5) CONCRETE/MASONRY SUPPLIER SLUMP AIR MIX NO. DESIGN STRENGTH (fc) TOTAL CU. YD. PLACED (INCHES) CONT T ( SPECIMENS CAST %) SEE CYLINDER REPORT NO YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS � REMARKS: V ec\ vi`b \c R \\ gL O TC 1. �' ` c'Q �' d 3 z 2 ( C''Q oQ Sver.y1.4 ¶ _)( 42A,ty c \Act & VoL.‘_ COPIES TO: M l' ' - Pit TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 9/08 INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 3064. 7').5 TEMP. AT AT e -1 7 `- 1 4 g [Z• s 5/360 11330 306.7 C.A. S -z - ZS FINE AGG. ✓ WATER 3065 s- Zz Z'S DATE 7 J CERT. NO. 0707 - as ASTM C-143 % AIR PROJECT p elf-- ( i 1ZeL \ c L&- UNIT WEIGHT ASTM C -138 IW ATION 1 0( t c-CS\J '— c - v%kC93 ., \c; - FACTOR ?LDG. PERMIT NO. D1 07D OWNER CONC WEATHER S D .4, TEMP. AT AT AM PM ENGINEER 6 1 UAb- i'"1'" ARCHITECT • CAr ec, ar S6 Ac<a_ CONTRACTOR" k Q TRUCK SAMPLED 0 1/44 070 TRUCK TICKET NO. /2-12- I •2 M X NOCYNtirki TIME ASTM C-143 % AIR ADJUSTED WEIGHTS UNIT WEIGHT ASTM C -138 YIELD FACTOR TEMP. ASTM C -1064 CONC AIR 1\ `I V4 73 C.A. FINE AGG. BATCH DATA FOR cu VD • DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT FLY ASH C.A. C.A. FINE AGG. WATER TOTAL T AUG 22 w l CC) ro A 22--0 Z� LOP �°FNt �a' wA I G j ATTN: THE FOLLOWING WAS NOTED: COPIES TO / y k4 817 / CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823 -9800 EVERETT (425) 259-0817 COMPRESSION REPORT FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #CC00000 /' SAMPLE P/U DATE 7-Z L TEST METHOD C. S9 COMPRESSIVE STRENGTH I 'ASTM C -1231 ❑ ASTM C -617 REPORT No. I Z U S Z 9 No. 614 6 3 On Site Cure Method gA w &reN SAMPLING IN ACCORDANCE WITH 31 APPLICABLE CODES & SPECS ( SUPPLIER /6. S CEMENT TYPE CU. YARDS PLACED I 4 v ' T AEA ADMIX. 11 an L CCAC % DESIGN STRENGTH S C O PLACEMENT AREA& NOTES Se -e- Q e ee.A?o .-/ C1 12 a0.- \-0 C.- 4-r 4-- *�e�e ` tz-c' b> 4 W h e 6 “'-V-o LJ TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 3/06 INSPECTOR(S), NAME(S) TED INSPECTOR SIGNATURE SIGNED BY '��.� -►�� L KIRKLAND, CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE WASHINGTON 98034 (425) 823 - 9800 EVERETT (425) 259 -0817 PREVIOUS 128824 REPORT No. No. DATE 7E/ Z JJ 7 I CERT. NO. D 0 – Z S FIELD REPORT �, � �� ✓" {� O TO 1� �'� / � �� Q C q � PR � QI 00X Re , \ Cu I LOCATION t' /� 1 406 /-� A F-e i - 63L 'Til .a �L , ,u 11 . zo�� N - 2-0 � �` 1 •f � � 22 v 4 U NT BLDG. PERMIT NO. � O 7 -0 70 OWNER r -^ 5\ -ex ` -4-f P _ `�''T l WEATHER .. 510 C.. TEMP. AT AT AM PM ENGINEER ` Q N pr g`' - rT. ATTN: ARCHITECT 0 `. " * 5.?fi CONTR (2) INSPECTION ,t _ — PERFORMED RESTEEUCONCRETE _ RESTEEL ONLY RESTEEL/MASONRY _ STR.ST/WELDING OTHER STR.ST /BOLTING (3) ITEMS INSPECTED .. FOOTINGS _ AUGER CAST PILES — DRILLED PIERS -- FOUNDATIONS 4.. SLAB _ COLUMNS — WALLS BEAMS — — (4) (AREAS) .S I A \/ FO O 1 ( u C to ) 5 7 - z•/ CONCRETE/MASONRY SUPPLIER MIX NO. CR h 7gt) 2 3 DESIGN STRENGTH (f'c) 3 t5 t) 0 r 5' ■ 1 e S TOTAL CU. YD. PLACED I /---- SLUMP (INCHES) AIR CONTENT ( 1 4 /4 SPECIMENS CAST 3 2- Y.9 %) SEE CYLINDER REPORT NO. (.P / 4 43 YE S NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS _ _ REMARKS: Re mk As &,- A6)6)AOJcd9 'PrtJs �' 1M 3 7f -Iee 7 12._ t(`o .- 41 ees J i Z" o c g. 5 a 6-, �le « ita Gte aag.A -m s C' o 24- oe_re, TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 9/06 COPIES TO , fA i- '77 INSPECTOR SIGNATUR INSPECTOR(S), NAME SIGNED BY DATE r f 2� 0 CERT. NO. - 25 4 C kr C. A L ( C0„ -Q r BOG. PERMIT NO. r. OWNER WEATHER TEMP. AT AT AM PM ENGINEER �`� 'Ta )) Ai cl -N1 Cry ARCHITECT � �� / O Spice L CONTRKCTOR TO: W-t.i Cy ( 119.0 - S A ALe S 2-2cx) 36.- 4-44 -e \-- 9, € ATTN: THE FOLLOWING WAS NOTED: ^s» lc t r RQ I - o * + e , g ro25 i zC, �O k'\) Le �1 TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 1/02 CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND,WASHINGTON 98034 (425) 823 -9800 EVERETT (42S)9.8 I7 FIELD REPORT COPIES TO: /ICJ/ 7 14 " 14- PREVIOUS REPORT No. No . 54625 INSPECTOR(S), NAME(S) PRINT INSPECTOR SIGNATURE SIGNED BY ��'� ' . L . CASCADE TESTING LABORATORY, INC. TESTING &INSPE PREVIOUS 128859 12919 N.E. 126TH PLACE REPORT No. No. KIRKLAND, WASHINGTON 98034 (425) 823 - 9800 EVERETT DATL7 A 7 . C6 Tr.0 .� (425) 259-0817 FIELD REPORT ic ~ ✓ Ve TO A JV'GDA� � � V PROJECT ; ‘..\._ \- '_ C 4 ON , / S� �- C '' l:2V 1 r i. N, 6 1 311 A'2 /'7r e 3 , 0,0� , �N LDG. PE MIT NO. C` °°- l OWNE ; �, Q-� /�� • e/ I/ikCIU�,�"1!i t() ` 9 '7 / N! WEATHER TEMP. AT AM AT PM ENGINEER ATTN• ARCHITECT �} , ``_°. CONTRACTOR INSPECTION PERFORMED _ RESTEEUCONCRETE R EEL ONLY _ RESTEEUMASONRY STR.ST/WELDING — OTHER STR.ST /BOLTING ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS _ SLAB _ AUGER CAST PILES COLUMNS — DRILLED PIERS — WALLS — — BEAMS (4 0CATION (AR S) ) a. , _ 6 ✓■ `\ IC eP - Q ��� � \(C\ \;\ p St, j �� j CONCRETE/MASONRY MIX NO. DESIGN STRENGTH (f'c) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST AIR CON T ( %) SEE CYLINDER REPORT NO. YES _ NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS REMARKS: ry•ke. a V " c k‘or, we\sk ‘1 ‘&1, c ' L 0..e roc ci4 ‘t-V■ C- r\.\ Cocv\ TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 9/06 INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY COPIES TO " '/ 142-7 ■ ` CASCADE TESTING LABORATORY, INC. 128968 TESTING & INSPECTION PREVIOUS • 12919 N.E. 126TH PLACE REPORT No. No. KIRKLAND, WASHINGTON 98034 (425) 823 - 9800 EVERETT (425) 259 -0817 DATE_ W `��c7 c.•� � 3S 4 FIELD REPORT -. (, .11// ` OJECT \ 2 `�.],\ •'� /, o 5"S‘.02, LOCA T A di OpNt t3u i a 1` i r. PERMIT NO. 0 (Pt OWNER f mil/ ✓ - ` ! ^ „� ^ - `�/� f� WEATHER TEMP. AT AM AT PM ENGINEER ATTN: ARCHITECT Zi2i2--- CONTRACTOR (2) INSPECTION PERFORMED RESTEEUCONCRETE _ R EEL ONLY RESTEEUMASONRY R.ST/WELDING OTHER STR.ST /BOLTING (3) ITEMS INSPECTED — FOUNDATIONS — FOOTINGS _ SLAB — AUGER CAST PILES _ COLUMNS — DRILLED PIERS — WALLS BEAMS — — (4) (AREAS) �c J { `� -"�`„ �V 1A.P.∎ 1 e .C/ (0 fk, ,_ c , .. k e c. F OA -4- &Id Cc ,v‘..\\ . e_ A:Ac < No -w.0, Az p o - (5) CONCRETE/MASONRY MIX NO. DESIGN STRENGTH (f'c) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST AIR CONTENT ( %) / SEE CYLINDER REPORT NO _ YES _ NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS i 'ik a V \ at, t1 1 C \� L` l �/t�`°v. 0 e"---- REMARKS. ` \(.w �-� \ < 0 2_ w eel \70-c a)SS. Q)k?!1/4 vs\<.(NA TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT INSPECTOR(S), NAME(S) PRINTED BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. INSPECTOR SIGNATURE REVISED 9/06 COPIES TO: 11% '? 7 SIGNED BY 4. /ML 112Im CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK c S Z° 6 -15- -7:007 G ` 7 C9 x(2 - S- -7 /0 z/O 3 C 2_0 C o & z r 7 —i3 zg FINE AGG. C z7.2,10 qs o s 0E 324 i1 7 28 TOTAL 13,000 9 3 3 s' DATE 6-15 CERT. NO. 070.6- ' g PROJECT 0 Lce % X 12 ftgATION 1 DO F. c vd-ec v./ay. "Oka ko, vsk. 7 ,.. G. PERMIT NO. OWNER / WEATHER '`O.: ,/■ D ✓e1'coTSS TEMP. AT AM AT PM ENGINEER Wilt)... ARCHITECT 7.046,,0 CONTRACTOR TRUCK SAMPLED M OZt TRUCK TICKET NO. 12-01 5 o MIX NO. 02550 TIME ASTM C SLUMP 43 % UNIT WEIGHT ASTM C -138 YIELD FACTOR TEMP. ASTM C -1064 CONC AIR Wilt)... .Sy k 7.046,,0 --- S'�s..ck to 52.0 _— FINE AGG. 1714q O WATER BATCH DATA FOR CU. YD. DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT 5-780 FLY ASH C.A. " 7.046,,0 C.A. C.A. " FINE AGG. 1714q O WATER 324 i1 TOTAL SUPPLIER MltpS CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259 -0817 COMPRESSION REPORT �c eo L✓" TO- /3 / A/0" r Pia-Le ' 44o Cc}l°Jzx i c),, /4v 4C/A 9Y071.___ ATTN• THE FOLLOWING WAS NOTED: SET ' s z_ FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO 1 THERMOMETER CCOTHO D-2 AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #CC00000 / SAMPLE P/U DATE 4-16-67 TEST METHOD C%39 AEA PLACEMENT AREA& NOTES S 1GAO Oi■ C , e. I\10 w a COMPRESSIVE STRENGTH STM C -1231 AsTM C -617 REPORT No. \ 30 . 75 t, No. 61770 On Site Cure Method v '` r SAMPLING IN ACCORDANCE WITH G • APPLICABLE CODES & SPECS CEMENT TYPEe /_ CU. YARDS PLACED I 2-to '} ADMIX$O) n 40 oz et 34 C!=. % 52 DESIGN STRENGTH 3000 15 t CoY•c ' e e\a-r--ect o Puv ►ruck 0-^e we" Cc� vt4o i a 4-`241- TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 3/06 COPIES TO- A, 1 INSPECTOR(S), NAME(S) PRINTED W l�Shc� �t,+(O._ INSPECTOR SIGNATURE SIGNED BY CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK O 6- 7 6- 15 - -2ao1 6 -2 7 65 x12 o2Sr - �7 10 79 4 o 3 gZ S d & ( 7- t 3 7-9s /S t 7 S o .5 70 f a 9 9 __J_. 7 -/ 7 2.8 TOTAL I S.355 5 s DATE Of/1, – 2007 CERT. NO. 0705-343 SLUMP ASTM C -143 TTl P e L Ol C , D ''vv" (ic teiVe r WO., i tJ kt 0 1A6v MIT NO. DO& -21 A OWNER CONC AIR WEATHER / i�v� / O V F 'CO..S+ TEMP. AT AT AM PM ENGINE t- *.dc .� 67° ARCHITECT — C.A. " CONTRACTOR TRUCK SAMPLED t 1OZ\ TRUCK TICKET NO. t g 7 Z 07 MIX NO. 02550 TIME SLUMP ASTM C -143 % AIR WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR 'Pock 5 r t 20(04 0 --- t- *.dc .� 67° SLR — C.A. " FINE AGG. 172 SO BATCH DATA FOR Cu. YD. DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT 57 05- FLY ASH C.A* $7 " 20(04 0 C.A. C.A. " FINE AGG. 172 SO WATER 32g, I TOTAL bEV TO* K K /0- / 3 11 c' /t/E- / 77 / ' ATTN• THE FOLLOWING WAS NOTED: AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. p SLUMP CONE CSLCOO 1 THERMOMETER CCOTHO 0--2 AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #CC00000 1 SAMPLE P/U DATE e - TEST METHOD G -3q SUPPLIER 'Kn `'es CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823 -9 EVERETT (425) 259-081 COMPRESSION REPORT JUL SF i FIELD TEST DATA COPIES TO: a COMPRESSIVE STRENGTH FIELD REPORT No. 13U No. 61769 On Site Cure Method b te-0 CEMENT TYPE X/ k ew-s• c:bP cwsL9 \e‘ ADMIX (IA/10 — 17(( r. CAC12 % PLACEMENT AREA & NOTES I A C {`2T1� r) I Q.Cea- 1 ®® Pt)vv% olr■ �3'�`n".c�P d . 4' .8 �...s x c e_ - 0.c�.AAL, ASTM C -1231 ❑ ASTM C -617 SAMPLING IN ACCORDANCE WITH G� APPLICABLE CODES & SPECS CU. YARDS PLACED J - G3 4-, DESIGN STRENGTH 3000 es` If A ._ S 16 :g .. Std TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 3/06 INSPECTOR(S), NAME(S) PRINTED VAISczyk 33..f ex INSPECTOR SIGNATURE (A SIGNED BY ��L ■ ` - CASCADE TESTING LABORATORY, INC. 127669 TESTING & INSPECTION PREVIOUS PLACE 72919 N. REPORT No. No. KIRKLAND WASHINGTO N 98034 gpp EVERETT (4 DATE 7- )7 - 2007 CERT. NO. I 0707- 25 �, $' FIELD REPORT G o � zo I/4 4 /A. of TO: i`� G FNp PROJECT p� �1.� � �.Y «lP LOCATION y06 [3a (C � 4-. 61 D CT kmila) 1 L I 2c1 15-4--LA A_L-o 5 le 2- z BLDG. PERMIT NO. Po 7 -s o7D OWNER S -41. ‘ , '1 ,, -4 � �4 t - S.tt G ( WEATHER 0 vcYC1{Sd- TEMP. AT AM AT PM ENGINEER trolln A4 Pr'k ` ATTN: ARCHITECT CONTRACTOR E {^ 1 �3 F4LA;l�» s Cr' S71 IN SPECTION PERFORMED RESTEEUCONCRETE _ RESTEEL ONLY RESTEEUMASONRY — STR.ST/WELDING P4 OTHER erc5o/ STR.ST /BOLTING ITEMS INSPECTED — FOUNDATIONS FOOTINGS _ SLAB — AUGER CAST PILES _ COLUMNS — DRILLED PIERS — WALLS — — BEAMS (4) LOCATION (AREAS) 7 r r1 rc f /^P.V r`0 ckS I.i,'4v haci Sl°_ eEro.e 'mac 1.3...ipts i V G(`><1achIn p Qh lP Svnn -ILO ' /1 - a ahe% T ,}.- @ fa naJs rya -! a to 0 i p. i nei ONCR d • ONRY MIX NO. DESIGN - SUPPLIER TOTAL CU. YD. P • D SLUMP (INCHES) SPECIMENS CAST AI T (TEN %) SEE C ER REPORT NO. \\ — " YES _ NO — ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS - \ 3 '' REMARKS: IZ k e" /! `6 h e ,4 /4/es #3/ewe S e-t ' t 9::), X wa S a - tK rE?ety e o r r,' ikI -t`o a wc,K e 3 X. 51 vl4r5o P7 7- a(/VJtCr- Al( 6o /1S. o g 3 ccl prry. TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 9/06 COPIES TO N g/3 INSPECTOR(S), NAME(S) PRINTED p^ WA17 INSPECTOR SIGNATURE SIGNED BY INITIAL TEST PASSED ❑ FAILED � DCVA / RPBA DCVA / RPBA MBA OPENED AT PSID PVBA/SVBA CHECK VALVE NO.1 CHECK VALVE NO.2 AIR INLET OPENED AT PSID CLOSED TIGHT 0 LEAKED ❑ PSID CLOSED TIGHT • LEAKED ❑ PSID ill CHECK PSID DID NOT OPEN ❑ AIR GAP OK? P �. �< CLEAN REPLACE PART ❑ 5 0-r CLEAN [M C% PART ❑ ❑ CLEAN REPLACE PART ❑ ❑ CHECK VALVE HELD AT PSID LEAKED ❑ a, ❑ OrsL. ❑ ❑ ❑ ❑ ❑ $P4'- ❑ ❑ ❑ CI CLEANED ❑ REPAIRED ❑ g ❑ ❑ ❑ ❑ ❑ TEST AFTER REPAIRS PASSED ' FAILED CLOSED TIGHT ❑ LEAKED ❑ PSID CLOSED TIGHT LEAKED ❑ PSID OPENED AT S 3 PSID NI CHECK C AIR INLET PSID CHIC VALVE PSID Greg Villanueva 406 BAKER BACKFLOW - ARTS pdf 2 BACKFLOW P- REVENTION ASSEMBL TEST REPORT DO MINIC S. MCLAUGHLIN STATE CERTIFIED INDEPENDENT OPERATOR ACCOUNT N NAME OF PREMISE /� Commercial Et Residential ❑ SERVICE ADDRESS A/ DG G a H N� W est. Q I-LW CCIY 017 ZIP / DI Erg CONTACT PERSON I a COA)SI . PHONE ( ) FAX ( ) LOCATION OF ASSEMBLY -) /*'TffOX +e'/� 40.d ..Lid XT ,& 1 1/ DOWNSTREAM PROCESS /" � J J# *1 *A) DCVA ❑ RPBA Gic PVBA ❑ OTHER NEW INSTALL EXISTING ❑ REPLACEMENT ❑ OLD SER. M PROPER INSTALLATION? YES rNO ❑ WP IALS Q / 1./. �• MAKE OF ASSEMBLY MODEL / 7Si1'GjGI/ SERIAL NO. .24'2- b 7 5‘ SIZE AIR GAP INSPECTION: Required minimum Ric gsp separation prmided7 Yes ❑ No 0 Detector Meter Reading REMARKS: tior .SOX ,v07- .r,05.7--m 0 y,r /i-9 -Aiu- e( 0 PRESSURE/ f qCs pQ At rosr9/i62?„, 1 CONFINED SPACE? __ CERT.NU: --- . BAT ._ 4253..._ . D -P - - S /v-7. _. _....... TESTERS PHONE ii ( 360) 598 -4445 LIC NO MCLAUD5960JE DATE /46-51 / CERT. NO. / 2- - DATE / / / "` 7 11630986 MIDvvEST 1004061 MODEL 830—" SERVICE FOUND ON ❑ OFF itir 00;93- WAITS SERVICE RESTORED? YES L NO Ei 00775 TK99D 'T cod» that Mis report is accurate. and I have used WAC 246 approved fat methods and test equipment " TESTERS SIGNATURE: TESTERS NAME PRINTED: DOM INIC S. MCLAUGHLIN REPAIRED BY: / ' ', ' �Ul 1 '� I FINAL TEST BY: CALIBRATION DATE 0 ' /2f /GAUGE N GREATER SEATTLE AREA & PENINSULA PHONE: (360)598 -4445 FAX: (360)598 -4456 CELL: (206)890 -8337 TOLL FREE: (866)897 -4445 a ? -v1 TESTER NAME Jason A. Moe INITIAL TEST RESULTS TEST GAUGE MAKE Mid -West MODEL 845 -5 SERIAL NUMBER 03051790 TEST AFTER REPAIRS /CLEANING CALIBRATION DATE 01/11/08 REPAIRED BY Same RPBA CHECK VALVE #1 CLOSED TIGHT LEAKED • RELIEF VALVE OPENED AT FAILED TO OPEN CHECK VALVE #2 CLOSED TIGHT LEAKED ACTUAL PRESSURE DROP ACROSS CHECK VALVE 1I1 PASSED TEST CLEAN / REPAIR: ❑ see remarks APPROVED AIR GAP PSID PHONE NUMBER ( ) - CHECK VALVE #1 CLOSED TIGHT LEAKED RELIEF VALVE OPENED AT FAILED TO OPEN CHECK VALVE #2 CLOSED TIGHT LEAKED ACTUAL PRESSURE DROP ACROSS CHECK VALVE #1 PASSED TEST APPROVED AIR GAP PSID • • • • PHONE NUMBER (206) 228-1618 SIGNATURE PSID PSID • • ■ • • • ■YES • NO EYES ENO ❑ NO • YES • NO EYES DCVA CLEAN CHECK VALVE #1 CLOSED TIGHT LEAKED CHECK VALVE #2 CLOSED TIGHT LEAKED PASSED TEST 0.0 PSID PSID CHECK VALVE III CLOSED TIGHT I.JAKF O CHECK VALVE #2 CLOSED TIGHT LEAKED PASSED TEST 1.8 PSID PSID ►4 • 2.0 U U EYES 0 NO OYES ■ NO / REPAIR: 0 see remarks REMARKS Flushed debris from both check valves. Main valve upstream of assembly off prior to testing. PORTIONS AFT TESTING ER I VALVE SUV #1 ►5 ON ■ OFF SOV#2 • ON *OFF TESTER NAME Jason A. Moe BAT CERTIFICATION B4536 l TEST GAUGE MAKE Mid -West MODEL 845 -5 SERIAL NUMBER 03051790 PHONE NUMBER (206) 255 -3566 CALIBRATION DATE 01/11/08 REPAIRED BY Same ►/ Y ON COMPANY NAME OJSTOHER / OWNER / CONTACT MAILING ADORESS 1420 5 Ave, Suite 2200 PHONE NUMBER ( ) - FINAL TEST BY Same DP CODE 98188 -2905 BAT CERTIFICATION TEST GAUGE MACE I MODEL COMPANY Y NAME BATman Testing PHONE NUMBER (206) 228-1618 SIGNATURE � ?_ DATE OF TEST 07/09/08 (1 HEREBY CERTIFY THAT I USED WAC 246.290.490 APPROVED TEST METHODS AND DIFFERENTIAL PRESSURE TEST EQUIPMENT FOR THE ABOVE TEST RESULTS) CUSTOMER / FACIUTY NAME Village Partners Southcenter LLC CONTACT / OWNER NAME Northwest Capital Corp WATER PURVEYOR TUKWILA WATER UTILITY NEW CONSTRUCTION ASSEMBLY / CUSTOMER IDLY PHONE NUMBER (206) 255 -3566 FAX NUMBER ( ) - PURVEYOR CONTACT NAME Brian Stihl ►/ Y ON SERVICE ADDRESS / METER NUMBER 406 Baker Blvd OJSTOHER / OWNER / CONTACT MAILING ADORESS 1420 5 Ave, Suite 2200 PURVEYOR PAX NUMBER (206) 575 -3404 QTY / STATE Tukwila WA DP CODE 98188 -2905 CITY / STATE Seattle WA ZIP CODE 98101- PURVEYOR EMAIL ADDRESS ASSEMBLY MANUFACTURER FEBCO MODEL 850 SERIAL NUMBER HB59319 TYPE DCVA SIZE 1" DOWNSTREAM PROCESS LANDSCAPE IRRIGATION LOCATION OF ASSEMBLY Along center of South property line by meter boxes and fire valve CONFINED SPACE EYES NO INSTALLATION TYPE 0 New ■ Existing • Replacement PREVIOUS MAKE / MODEL / SERIAL NUMBER DETECTOR READ N/A DOH APPROVED ASSEMBLY (NAV 2507 UST) 0 YES • NO ORIENTATION I H PROPER INSTALLATION I 0 YES II NO WATER LINE PRESSURE 131 PSIS VALVE POSITIONS PRIOR TO TESTING SUV #1 ®ON ■ OFF SUV #2 0 ON • OFF BACKFLOW ASSEMBLY TEST REPORT BATma n Tasting„, DACKFLOW ASSEMDLY TESTING AND REPAIR INITIAL TEST PASSED l FAILED PCVA / RPBA DCVA / RPBA RPBA PVBA/SVBA CHECK VALVE NO.I CHECK VALVE NO.2 OPENED AT PSID • AIR INLET OPENED AT PSID CLOSED TIGHT ti LEAKED ❑ J 5 I PSID CLOSED TIGHT(' LEAKED ❑ \ )- , PSID ill CHECK PSID DID NOT OPEN ❑ AIR GAP OK? NEW PARTS AND REPAIRS CLEAN REPLACE PART 0 ❑ CLEAN REPLACE PART ❑ ❑ CLEAN REPLACE PART ❑ ❑ CHECK VALVE HELD AT PSID ❑ ❑ ❑ . ❑ ❑ ❑ LEAKED ❑ ❑ ❑ ❑ ❑ ❑ ❑ CLEANED ❑ REPAIRED ❑ ❑ ❑ ❑ ❑ ❑ ❑ .TEST AFTER REPAI PASSED ❑ FAILED ❑ CLOSED TIGHT 0 LEAKED ❑ PSID CLOSED TIGHT ❑ LEAKED ❑ PSID OPENED AT PSID AIR INLET PSID NI CHECK PSID CHIC VALVE PSID G rp Villanueva 406 BAKER BACKFLOW - ERTS. • df d WIC S. MCLAUGHLIN ATE CERTIFIED DEPENDENT OPERATOR ACCOUNT N BACKFLOW r'REVENTION ASSEMBLY TEST REPORT NAME OF PREMLSE Commercial Residential ❑ SERVICE ADDRESS 1 106 3 4kF2 CrrY 7VL CfI9 ZIP s8-81 CONTACT PERSON PlX ! N � PHONE ( ) FAX LOCATION OF ASSEMBLY fl.) S C�/� pf �3 41*-- o 39�e t .v r �Pry DOWNSTREAM PROCESS , l -F P 935 a L kr) DCVA 1 RPBA ❑ PVBA ❑ OTHER NEW INSTALL EXISTING ❑ REPLACEMENT ❑ OLD SER. N PROPER INSTALLATION? YES ONO 0 MAKE OF ASSEMBLY 64-ir E f NS MODEL 9SQ4to SERIAL NO. 2 - 75 9 7 SIZE - 4 / AIR GAP INSPECTION: Required minimum air sap xpar.Gon pronidod7 Yes ❑ No 0 Detector Meter Reading 0"0 . 2 - LINE PRESSURE PSI CONFINED SPACE! 7a TESTERS SIGNATURE: - a -� - _.._._- ._._ -. -CERT.-NO.- - BAT 4253 -DATE -; / ....._.....- . -.... TESTERS NAME PRINTED: DOMINIC S. M LAUGHLIN TESTERS PHONE N ( 360) , 588-4445 REPAIRED BY: 7 9 1 REMARKS: .E) sr / ±) Fri s FINAL TEST BY: GREATER SEATTLE AREA & PENINSULA PHONE: (360)598.4445 FAX: (360)598 -4456 CELL: (206)890 -8337 TOLL FREE: (866)897.4445 LIC NO MCLAUD5960JE DATE CERT. NO. DATE 1 31930986 MIDWEST CALIBRATION DATE di /2//02 GAUGE N 10048664- MODEL 330— SERVICE FOUND ON ❑ OFF ]' 60}93' WATTS SERVICE RESTORED? YES ❑ NO I�1 00775 TK99D �� - S I car* M accurate, used approved rest ..Ik.ds .,.r seer gwy„n..R / i+ INITIAL TEST PASSED ❑ FAILED ❑ pCVA /RPBA DCVA / RPBA RPBA PVBA/SVBA CHECK VALVE NO.1 CHECK VALVE NO.2 OPENED AT PSID AIR INLET OPENED AT PSID CLOSED TIGHT ❑ LEAKED ❑ 2. - PSID CLOSED TIGHT ❑ LEAKED ❑ 2 - S PSID NI CHECK PSID DID NOT OPEN ❑ AIR GAP OK? NEW PARTS AND REPAIRS CLEAN REPLACE PART ❑ ❑ CLEAN REPLACE PART ❑ ❑ CLEAN REPLACE PART ❑ ❑ CHECK VALVE HELD AT PSID LEAKED ❑ El ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ CLEANED ❑ REPAIRED ❑ ❑ ❑ ❑ ❑ ❑ ❑ TEST AFTER REPAIRS PASSED ❑ FAILED ❑ CLOSED TIGHT ❑ LEAKED ❑ PSID CLOSED TIGHT ❑ LEAKED ❑ PSID OPENED AT PSID AIR INLET PSID #1 CHECK PSID CHIC VALVE PSID • Greg Villanueva - 406 BAKER BACKFLOy" "'ERTS .pd OMINIC S. MCLAUGHLIN STATE CERTIFIED INDEPENDENT OPERATOR ACCOUNT N NAME OF PREMISE REMARKS: TESTERS SIGNATURE: TESTERS NAME PRINTED: REPAIRED BY: FINAL TEST BY: BACKFLOW PREVENTION ASSEMBLY TEST REPORT Commercial el Residential ❑ SERVICE ADDRESS Ii 4 G S 91/4e1 - d LI'S' crry JZkwc // ZIP Wir6" CONTACT PERSON Fa r` PHONE ( ) FAX ( ) LOCATION OF ASSEMBLY gA) Vr4UI.r S Scoe -op ON .-h-,P1 .ti 4x," TD �°ry DOWNSTREAM PROCESS 1 / t' fgeT6%ylaat) DCVA ❑ RPBA ❑ PVBA ❑ OTHER D4-1 NEW NSTALLtikEXISTING ❑ REPLACEMENT ❑ OLD SER. N PROPER INSTALLATION? YES 'NO ❑ MAKE OFASSEMBLYLa.rt krAls'MODEL 350 '9.0,,t SERIAL NO. w 5 SIZE AIR GAP INSPECTION: Required Minim= air gap separation provided? Yes ❑ No ❑ Detector Meter Reading c� LINE PRESSURE [ / ' PSI CONFINED SPACE! 1 � sr-vi /op DOMINIC S. MCLAUGHLIN GREATER SEATTLE AREA & PENINSULA PHONE: (360)598 -4445 FAX: (360)598.4456 CELL: (206)890 -8337 TOLL FREE: (866)897 -4445 CERT. NO. BAT 4353 DATE ///2-.6 7 TESTERS PHONE N ( 360) 598-4445 LIC NO MCLAUD5960JE DATE CERT. NO. DATE NO 00793— CALIBRATION DATE 0/ F3/ /1GAUGE N 10040661 MODEL WATTS ' SERVICE FO STERED? YES ❑ OF 00775 end 1 have used WAC 246.2P0 -490 approved rest methods and test equipment. �� ! torif f that this report t+ accurate, oPP Date Sample Collected / 41 / if 67 s Month Day Year Type of Way System (check only • Etroup A Public - 0 Group B Public Time Sample Collected / 4 i 7 r-i „j : w-rhil County , - or _ one box) - • Private Household • Other Group A and Group B Systems — Provide from Water Facilities Inventory (WFI): ID# 6 F System Name: C L4 _cal //r r of Contact Person: r 4ta Day Phone: ( 71i, ) 3 -I y60 Cell Phone: ( ) Eve. Phone: ( FAX:( ) Send results to: ( name, address and Vs) ,.. r Ttilf 4k1l VIIV:Kiv.rut f 0 ci © t‘Ail 4 3m) .. / - ),. 7 - / (ArtA SAMPLE INFORMATION Sample collected by (name a viihiv ti ' Specific location where sample colOctedkaddress or sample spte,' and type a! faucet): #iney AA/raii 6 I VA AIR. Li 1--fp‘ fir-/P-• Special instructions or comments:, , 14y0 a B5A-itz 6 F AreiA Vad?Ciirli A-- Type of Sample (must check only one box of #1 through #4 listed below) 1. • Routine Distribution Sample Provide information below, Chlorinated: Yes No 2. • Repeat Sample (follow-up to an unsatisfactory sample) Provide information below. Unsatisfactory routine lab number Chlorine Residual: Total Free 3.0 Raw Water Source Sample Required for Surface Water, GW1, and some Spring Sources Unsatisfactory routine wiled date: Chlorinated: Yes No S I I Chlone Residual: Total Free AticSystrnsmustemale Scuce Nob:dont MN) 4.Q‘ample Collec d for Information Only , . • ,', . Construction Repairs Private Residence Other $ . ,-.., „ 1 $ Ei Unsatisfactory - , , Total Coliform Present and • E.coli present • E.coli absent • Fecal coliform present • Fecal coliform absent _ .,, • , Satisfactory 0 Replacement Sample Required Sample not tested because: Test unsuitable because: - • Sample too old (>30 hours) • TNTC . 0 Improper Container ' • Turbid culture • • Bacterial Density Results: Plate Count /ml. E.coli /100m1. Total Coliform 00m1. Fecal Coliform /100m1. Method Code: MICR- • Date and Time Received: JO fi r '),c C Date Analyzed: 0 D R ported: 1011.5 OC( 1 44ilic- Lab Use Only: i , - Sample Number (DOH number plus five *ids) -c-ar & /t I - Laucks Testing I 'oratories, Inr 940 5. Harney Nolte, WA 98108 Lauckse - (206) 767-5060 Testing taboratocies.inc. .COLIFORM BACTERIA ANALYSIS DON Form 0331-319 (revised 8105) VA , u [61 D\ 1r% Lauclis Testing Laboratories, Inc. 940 South Harney St., Seattle, WA 98108 (206) 767 -5060 FAX (206) 767 -5063 Page 1 of 1 INVOICED ON: October 17, 2007 RECEIVED ON: October 11, 2007 INVOICE TO: City of Tukwila Engineering Department 6300 Southcenter Blvd, #100 Tukwila, WA 98188 ATTEN: WORK ID: Engineering Dept, Bacteria P.O. #: u.J REPORT TO: City of Tukwila Engineering Department 6300 Southcenter Blvd. #100 Tukwila, WA 98188 ATTEN: DESCRIPTION Tests SM9223B Colisure (TC, E.coli) P /A, Water _si Fees Administrative fee - laboratory minimum charge is $50.00 OK TO PAY 4 APPROVAL Please include our Invoice number for proper credit to your account. IIECEIVF,D OCT 1 0 X007 www.lauckslabs.com TUKWIiA Invoice ' t.it1LIC WORKS SDG #: MI- TUKWILAENG34 INVOICE #: 214341 REMIT TO: Laucks Testing Laboratories 940 South Hamey Street Seattle, WA 98108 ATTEN: Accounts Receivable PHONE: (206)767 -5060 TERM: Net 30 Days UNIT PRICE QUANTITY AMOUNT FORM LTL- ACC -2.0 The sole liability of these laboratories for these services, including claims for negligence. strict liability in tort or wartsnty, shall not exceed the amount of this invoice. Samples may be discarded after analysis unless otherwise requested. A finance charge of 13% will be charged on all past due accounts, which is an annual percentage rate of 18 %. $35.00 1 $35.00 $35.00 $15.00 $15.00 $15.00 Amount Due $50.00 Printed on Recycled Paper tat QUANTUM I CONSULTING ENGINEERS TO: Jim Boyer, Jr. B &B Construction BY: PROJECT: John Riley, PE PROJECT MEMORANDUM 7/6/2607 1 Baker Blvd. Retail Center PROJECT NUMBER: Via Fax 503 - 253 -3807 7028.01 _ RE: Roof Framing Revisions & Footing Modification The existing plywood shall not be cut over the wall top plate as shown on Details 6, 7, and 8/A2.3. Also, see attached Sketches SSK- 070607.A & B for roof retrofit framing clarifications and revisions as discussed during my site visit on Tuesday, 7/03/07. The combined footing located at Grids E.5 and 2 shown in Detail 6/S3.0 does not need to be dropped 6" below top of slab as shown. The footing may be placed 12" deep with top of footing matching top of slab. Also, the door opening being cut in the concrete wall along Grid Line C does not require any steel reinforcing around the new opening. The panel -to -panel connection angles shown in Detail 12/S4.1 are required around the perimeter of the smaller building located between Grids A & C and Grids 1 and 3. No roof sub - diaphragm ties or continuous wall angles are required at this smaller building, however. Please feel free to give me a call if you have any questions at my direct line 206 -957 -3906. Sincerely, Quantum Consulting Engineer LLC. ohn H. Riley, S.E., P.E. Principal FED; -822 I 6 F � Copy to: Jim Boyer, Sr. via Fax 425 - 396 -5530 RECEIVED CITY OF TUP FEB :01 PENMIT CENTER REVISION NOIik V01-40 FILE COPY EXPIRES 10/4 /d' 1511 THIRD AVENUE SUITE 323 LE, WA 98101 F 16.957.3900 • 6.957.3901 uanTnmrp.rnm 4- CP) z P 0.0 7 hrt (2 a t MY') QUANTUM 2»8x2° Nalira l 1 'a rc% , v..// (2) is wr crF 14,c1 L o ca at (9 Uc Orel ret' hetc. eq' tost- ..� r a c ( el 7/r4.( R' &trrd. I CONSULTING ENGINEERS Ro c G L Fe C womb 1511 THIRD AVENUE project / date project no. SUITE 323 li e'El er- 002 SS SEATTLE, WA 98101 designer sheet TEL 206.957.3900 \ � N , / C t I Q - 70 . 6 7A FAX 206.957.3901 N `� v www.quantumce.com client checked by • °rout I6J toe (E0c - ) fide W e' ac 1k 1 p ar ci h cw GL b t?+art, v CrIP 7 A d g (t fi s " WI .1 14)) (w7 � b 61 .T ma p ( II T`o t GL fiearl (r) 20 4-Dlf�f e( C`" (F ,rtdv) 6x C52 bbl . r 1-a 'Ka of Ti F. 15 dTfl alcan G r tt Li-n_ 6 QUANTUM 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com CONSULTING ENGINEERS L?cker Flvd I 'iI i l 67 project client Cie -ntet- f VsJ Cartel( dat) h R project J designer sheet d744b7. t checked by Coq. nerp �Y ' 4'le 3 s e4 "v,<. 7 ' .77ye voop NM' / J Yy , DRive Per/ To Tsc ea , - re" e /2 QUANTUM 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com To 7/.12,3 CONSULTING ENGINEERS project B4/4 /SL VD ae9 Y client L . , /8 w/ /G1.✓.a1c.s a Y =o" o. C, (6) PGNvovD $ , ••14 (E) 1,./00o `6) Gave s✓R L L 7 - /F-07 date project no. ,sie• C 5.Sk - /8/4 designer sheet checked by h QUANTUM cOuSPITIM{ cull BAKER BOULEVARD RETAIL CENTER project PROVIDE *4 12" O.G. TOP 4 BOT. EACH WAY 7/24/01 7028.01 date job no. 1511 THIRD AVENUE • SC SUITE 323 drawn by: SEATTLE, WA 2069 57.3 7900 98101 TEL 2069573900 Object + Space Ltd SKK SSK- 070124A FAX 206.9573901 wow. quantumce.com client design by: sheet no. (E) SLAB -ON -GRADE - SAW GUT FOR FTG. (n I /11 qv' COL. I I I'I III Iii FTG. WIDTH PER PLAN 4, H55 POST PER PLAN 'L 3/ "x12 "xI I - On I" NON - SHRINK GROUT 1/53.0 4 (4) 5/4"0x11-0" LONG ANCHOR BOLTS w/ HARDENED 3 "x3 "4" PLATE WASHERS 4$4 @ 12" O.G. E.W. DETAIL SCALE: I " =1'-0" BAKER BOULEVARD RETAIL CENTER 1/24/01 7028.01 project date job no. 5G S UIT THIRD AVENUE MIL SUITE 323 drawn by SEATTLE, WA 98101 TEL 206.957.3900 Object + Space Ltd 5KK 55K- 010124A QUANTUM FAX 206.957.3901 design b sheet no. CONS Y I T I N a i M G I wwW. quantumce.com client g y' O 0. 9. NOTE: PROVIDE EPDXY DOWELS TO (E) FTG. PER 5/53.0 AT SIMILAR BASE R 3 / "x1'- 0 "xI' -O" IN/ (4) 3 /4"0x1 1 -0" LONG ANCHOR BOLTS w/ HARDENED 3 "x3 "x PLATE WASHERS ( V EMBED) (E) FTG. COL. EQ. I EQ. FTG. WIDTH PER PLAN 1/53.0 I" NON - SHRINK GROUT (E) SLAB -ON -GRADE - SAW CUT FOR FTG. (OMIT AT TIM) --1 #4 @ 12" O.G. E.W. DETAIL SCALE: 1":1 -0" 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 QUANTUM FAX 206.957.3901 CONSULTING ENGINEERS www.quantumce.com client BAKER BOULEVARD RETAIL CENTER project Object + Space Ltd 1/24/01 1028.01 date job no. 50 drawn by. 5KK 55K- 01O124B design by sheet no. QUANTUM I CONSULTING ENGINEERS TO: DATE: jim Boyer, General Contractor 8/20/2007 B &B Construction BY: John Riley, PE PROJECT NUMBER: Via Fax 425 - 396 -5530 7028.01 RE: Baker Blvd. Retail Center — Wall Panel Connection Angle Size Substitution Due to the 5-1/2" interior depth dimension of the existing concrete wall pilasters, it is acceptable to change the size of the wall panel connection angles shown in Detail 12/S4.1 from L6x6x3 /8 to L5x5x3/8. The gage distance to the epoxy rods along each angle leg may change from 4" to 3-1/4" ( +/- 1 /4'). This angle size change will keep the angle legs from protruding past the interior face of the concrete pilasters. Please feel free to give me a call if you have any questions at my direct line 206 -957 -3906. Sincerely, Quantum Consulting Engines, LLC. Jo/H. Riley, S.E., P.E. Principal PROJECT MEMORANDUM PROJECT: Baker Blvd. Retail Center Renovation Tukwila, WA EXPIRES 10/% I 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com I T; e are a( 2Y4 No 't--C oc PI) e h e ch a'O n el-r ti C,_..1�__ w s crews -'d e4 th flat v'tt 4-1ab EXPIRES 10/4, 1 � fi i i `Q ;KC" el t e ac (MAoc, C Coin c. I 0 oh- G -ode ..L e B: p � o.itd tt t �cfi��W cc.oc. roo �► 1 e ft -Got A f p r — ac Top slab EL Cla 4.... u'100( Wq(1 S' <oton QUANTUM 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com CONSULTING ENGINEERS ea kV' giV 011;111 prom i ,,. ( +/ ov fil\t/ Capital client d J, f p :O�CCS'q. r designer sheet _„ A checked by ' OVAL F 0 I,fir, n ion ,r'r Pf`,,,,, cct,'l'_ A. ofr -' ' ac c o14 fo chi, of. (E) vvoll t 4 or, 6 eiV GI 1 1 f, a'�l ��. ' at cure flu ►Ct II a . a er llec'A " tSl tt f' %a6' an' &- cIe QUANTUM 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com sE s /r o ff.%I:r ec CONSULTING ENGINEERS client I-J'J" cot. prr Mom r row rr.r rg a x �"h - d1 12o <L. e n. /\JO4 g o ole Cecvr 1, JJ n! .�+ r i2".‘1"' Na-ri O a p ,ra 02 'Fa k'« t31 f { { 1 a q- 7I -o?' pro y °I(�'�' fr k5efi it /,r'1c Cl NW Collkmn I P hofev, /1 Gl r ch Cr' V / s► , trdr, s-Er e (no wall NT) tI (E) f'M emf checked by =r s "rrr i d rn (E rt , 3 ~ Et�la ed t�, C 7 v/al rt ,�arer 'date project no. IC- designer sheet 070 p 21,A QUANTUM I CONSULTING ENGINEERS TO: Jim Boyer, Jr. B &B Construction BY: John Riley, PE Via Fax 425 396 - 5530 oht. Riley, S.E., P.E. Principal PROJECT MEMORANDUM DATE: 10/24/2007 PROJECT: Baker Blvd. Retail Center Tukwila, WA PROJECT NUMBER: 7169.01 RE: Infill Slab Reinforcing & Roof -to -Wall Top Plate Framing Connection The contractor is planning on casting a concrete slab -on -grade between the two retail buildings, located between Grids C and D. This is acceptable, provided the slab has #3 rebar spaced at 18" on center (maximum spacing) each way centered in a 6" thick slab. The infill slab does not need to be doweled into the adjacent building foundations along the sides. Also, it was observed by the contractor that the small retail building existing 2x8 roof joist ends located along Grid 1 from Grids A to C and along Grid 2.5 from Grids B to C have only nominal toe - nailing down to the supporting concrete wall top plate. To provide an improved positive roof -to -wall connection along these two perimeter bearing lines, the contractor shall add Simpson H2.5 ties at 48" on center spacing between every third 2x8 roof joist and the inside face of the wall top plate. Please feel free to give me a call if you have any questions at my direct line 206 -957 -3906. Sincerely, Quantum Consulting Engine_ LLC. I EXPIRES 1C;�0 & 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com QUANTUM I CONSULTING ENGINEERS PROJECT MEMORANDUM TO: DATE: Jim Boyer, Jr. 1/9/2008 B &B Construction BY: John Riley, PE PROJECT: Baker Blvd. Retail Center Tukwila, WA PROJECT NUMBER: Via Fax 425- 396 - 5530 7169.01 RE: Framing Details at Wall Infill along Grid Line D and Grid 2 Per our discussion, see the enclosed Sketches SSK-01 and SSK -02 for the high roof beam, framed wall below, and low roof ledger support in the void area left by removal of the tilt - up wall panel along Grid Line D and crossing Grid Line 2. Also enclosed is SSK -03 showing installation, cutting, field preparation, and re- welding of the canopy tube support beams. This allows installation of the wall panels over the cut stub ends of the HSS 4x4 tube beams at each location. Please feel free to give me a call if you have any questions at my direct line 206 -957 -3906. Sincerely, Quantum Consulting Engineers, LLC. ohn H. Riley, S.E., P.E. Principal 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com I QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE project /� iSUITE.323 Ce1('1; t SEATTLE, WA 98101 TEL 206.957.3900 W C Q o 1 ' I FAX 206.957.3901 N V 1 www.quantumce.com client date project no. � ,ssK- designer sheet checked by PIV%f - : & 6 " .0c 'ai dr al I I6d -±v WI Kit s;g crr ©N _. Wecorn 294.8 S M 1 LOW % o'f! V Jo1Ft 6' 16 or 4 rnaTh l(g) 13earr c- rir iglia __ 8d No:js e 6 "G� 2.46 Tow1 o 16 " o4 Stud 6 LC,"'oc - G th dawn -1 o Act a b - Loo cic t-ctni QW.Q,f, 2.06 rrIk " V 2,st 8 Le %/ (2) 3/7� r It 6 or 1ctq 4 -crr,�/r C ea. s . ' QUANTUM 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com CONSULTING ENGINEERS Isak e- t ivd. Rita 8.0 e) project . dati LP H n'l e designer NW Cori 01 client checked by project - sheet 2 � • Cu j J � I�( ot "e ' '�` 1=r � h GI', a�nn o :r , �_ sh�-fi Q ectne f sr con d d pt ire t' cane e Aron v" tie fr j Ss' Co:y" ca .r ,r frnown art- " p Pta 11 8ftre . Hs'S4 '4 'eaw S QCs4x4fi end aI 1-ts _as- *Lin (girl ap Eearn SuP /�L� - ttri2�,.. o�d�r • Q c41 Cam o� Ige arn.r QUANTUM "d c{ . 4" 14n►ck loot cker ,�uq it -For nl Cr vvetd tng 4 CONSULTING ENGINEERS G tir p Aee -. Orwl r tap cL* lata , _ crPter a urit C4Y,o 13c'arc' ' V',/a I 1 Igo r iwa Q ( l -8 - °e 1511 THIRD AVENUE project / P date y � projec n o . SUITE 323 li t'�,.1 .C�r J J 1 s�l<- SEATTLE, WA 98101 designer I \W sheet0� TEL 206.957.3900 N FAX 206.957.3901 1 `r _ Carl ta www.quantumce.com client ' checked by 5 GL (BO . HIGH BEAM EL. = 14'-I", BOT. LO1 BEAM EL. = 10' -0') - EXTEND EA 4H H END TO H55 COL.'S w/ K IFE CON .'S PER 11/54.2 (E) 2x8 lb 5W-6 1 L I QUANTUM OCP1RES 1 Rl 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www. quana,mce.com s 145TG BAKER BOULEVARD RETAIL CENTER Project PARTIAL ROOF FRAMING PLAN Object + Space Ltd client II 1/55.0 P5L BM. TO TII T -UP PANEL Cl2X2O.7 PERIMETER, TYP. GL BEAM EXTENSION REVISION I /10 /OS 1/10/0& date SC drawn by JHR design by 'To Iws r — 39 �, - • &b 42� 7028.01 job no. C Ic b 55K- O8OIIOA sheet no. TJ -Bears 6.25 Serial Nu er 70 3 313 91 /2" TJ I€ 210 @ 24" o/c User 2 Engin e Version: 6.25 M THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0/12 Roof Siope0t12 All dimensions are horizontal. SUPPORTS: Input Bearing Width Length 1 Timberstrand LSL Beam 3.50" Hanger 2 Timberstrand LSL Beam 3.50" Hanger 1 H6: Top Mount Hanger 2 H6: Top Mount Hanger DESIGN CONTROLS: Maximum Shear (Ibs) 637 Vertical Reaction (Ibs) 637 Moment (Ft -Lbs) 2533 Live Load Defl (in) Total Load Defl (in) PROJECT INFORMATION: Baker Boulevard Retail Center Tower Roof Joist J1 NONE FOUND 0/12 0 NONE FOUND 0/12 0 Design Control -637 1530 637 1650 2533 3289 0:468 0.531 0.749 0.796 16' 6" LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(psf) Snow(1.15) 25.0 15.0 0 To 16' 6" Replaces Vertical Reactions (Ibs) Ply Live/Dead/Uplift/Total 413/248/0/660 N/A 413/248/0/660 N/A -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H6: Top Mount Hanger HANGERS: No Manufacturer Selected Support Model Slope Skew Control Passed (42%) Passed (39 %) Passed (77 %) Passed (1/408) Passed (U255) Reverse Flanges N/A N/A Top Flange Offset N/A N/A - Deflection Criteria: STANDARD(LL:L/360,TL:L/240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. Copyright a 2006 by True Joist, a Weyerhaeuser Business TJZ ,TJ -Beam and Timberstrand are registered trademarks of True Joist. e -I Joist', pro' and TJ -PrO are trademarks of Trus Joist. M: \Northwest Capital Group \Baker Blvd. Retail Center Renovation \Tower Roof Framing Joist Jl.sms 0 4 Product Diagram is Conceptual. Depth Nailing Depth N/A N/A N/A N/A Top Flange Slope N/A N/A Location Rt. end Span 1 under Snow loading Bearing 2 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading OPERATOR INFORMATION: John Riley Quantum Consulting Engineers 1511 3rd Avenue Suite 323 Seattle, WA 98101 Phone : (206) 957 -3906 Fax : (206) 957 -3901 jriiey ©quantumce.com Detail Other H6: Top Mount Hanger None H6: Top Mount Hanger None Support Wood Species N/A N/A T R -1 Tower Roof Joist J1 Bus TJ -Beam® 6.25 Serial Numbe� 7004113313 `" 9 112" TAD D 210 @ 24" O/C User: 2 5/11/2007 12:22:47 PM Page 3 .Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 15' 11.00" Max. Vertical Reaction Total (lbs) 660 660 Max. Vertical Reaction Live (lbs) 413 413 Selected Bearing Length (in) 1.75(W) 1.75(W) Max. Unbraced Length (in) 40 Loading on all spans, LDF - 0.90 , 1.0 Dead Shear at Support (lbs) 239 -239 Max Shear at Support (lbs) 239 -239 Member Reaction (lbs) 239 239 Support Reaction (lbs) 248 248 Moment (Ft -Lbs) 950 Loading on all spans, LDF 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 637 -637 Max Shear at Support (lbs) 637 -637 Member Reaction (lbs) 637 637 Support Reaction (lbs) 660 660 Moment (Ft -Lbs) 2533 Live Deflection (in) 0.468 Total Deflection (in) 0.749 PROJECT INFORMATION: Baker Boulevard Retail Center Copyright a 2006 by True Joist, a Weyerhaeuser Business TJIa,TJ -Beam and TimberStrande are registered trademarks of True Joist. e -I Joist', pro` and TJ -Pro" are trademarks of True Joist. M. \Northwest Capital Group \Baker Blvd. Retail Center Renovation \Tower Roof Framing Joist Jl.ems OPERATOR INFORMATION: John Riley Quantum Consulting Engineers 1511 3rd Avenue Suite 323 Seattle, WA 98101 Phone : (206) 957 -3906 Fax : (206) 957 -3901 jriley @quantumce.com ACkerfae Business TJ -Beam® 6.25 Serial Number. 7004113313 User. 2 5111 /200712:41:28 PM Page 1 Engine Version: 6.25.71 Member Slope: 012 Roof Slope012 SUPPORTS: 3 DESIGN CONTROLS: Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) PROJECT INFORMATION: Baker Boulevard Retail Center Tower Roof Edge Beam EB1 5 1/4" x 9 1/2" 2.0E Parallam® PSL @ 12" olc THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED l AP dimensions are horizontal. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Snow(1.15) 50.0 35.0 0 To 27' Replaces 27' Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Width Length Live /Dead /Uplift/Total Depth 1 Timberstrand LSL Beam 3.50" Hanger 675/ 473 / 0 /1147 N/A N/A N/A 2 Timberstrand LSL Beam 3.50" Hanger 675/473 / 0 / 1147 N/A N/A N/A -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H6: Top Mount Hanger HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Flanges Offset Slope 1 H6: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A 2 H6: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A Maximum Design Control 1123 -1055 11089 1123 1123 1123 7415 7415 23424 0.740 0.881 1.259 1.321 Control Passed (10 %) Passed (100 %) Passed (32 %) Passed (L/428) Passed (L/252) Location Rt. end Span 1 under Snow loading Bearing 2 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading Copyright • 2006 by True Joist, a Neyerhaeuser Business Parallam• and Timberstrand' are registered trademarks of True Joist. M: \Northwest Capital Oroup\Baker Blvd. Retail Center Renovation \Tower Roof Framing Edge Beam EB1.sms Product Diagram is Conceptual. OPERATOR INFORMATION: John Riley Quantum Consulting Engineers 1511 3rd Avenue Suite 323 Seattle, WA 98101 Phone : (206) 957 -3906 Fax : (206) 957-3901 jriley ©quantumce.com Detail Other H6: Top Mount Hanger None H6: Top Mount Hanger None Support Wood Species N/A N/A - Deflection Criteria: STANDARD(LL:L/360,TL:L240). - Allowable moment was increased for repetitive member usage. - Bracing(Lu): All compression edges (top and bottom) must be braced at 27' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. w it,' . Tower Roof Edge Beam EB1 7J-Bean 86.25 Serial Nu i ` 3� 5 1/4" x 9 1/2" 2.0E Parallam® PSL @ 12" o/c P�3 �I�� THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 26' 5.00" Max. Vertical Reaction Total (lbs) 1147 1147 Max. Vertical Reaction Live (lbs) 675 675 Selected Bearing Length (in) 1.50(W) 1.50(W) Max. Unbraced Length (in) 324 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 435 -435 Max Shear at Support (lbs) 462 -462 Member Reaction (lbs) 462 462 Support Reaction (lbs) 473 473 Moment (Ft -Lbs) 3053 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 1055 -1055 Max Shear at Support (lbs) 1123 -1123 Member Reaction (lbs) 1123 1123 Support Reaction (lbs) 1147 1147 Moment (Ft -Lbs) 7415 Live Deflection (in) 0.740 Total Deflection (in) 1.259 PROJECT INFORMATION: • Baker Boulevard Retail Center Copyright • 2006 by True Joist, a Neyerhaeuser Business Parallam and Timberstrande are registered trademarks of True Joist. M: \Northwest Capital Oroup \Baker Blvd. Retail Center Renovation \Tower Roof Framing Edge Beam EB1.sms OPERATOR INFORMATION: John Riley Quantum Consulting Engineers 1511 3rd Avenue Suite 323 Seattle, WA 98101 Phone : (206) 957 -3906 Fax : (206) 957-3901 jriley ©quantumce.com Weyerhaetnes Business TJ -BeamO 6.25 Serial Number. 7004113313 User 2 5/1112007 12:49:49 PM Page 1 Engine Version: 6.25.71 Member Slope: 0t12 Roof Slope0/12 Tower Roof Edge Beam EB2 5 1/4" x 9 1/2" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED All dimensions are horizontal. 16' LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Snow(1.15) 25.0 20.0 0 To 24' Replaces Point(lbs) Snow(1.15) 675 473 0 - Point(lbs) Snow(1.15) 675 473 24' SUPPORTS: Input Bearing Width Length 1 Stud wall 3.50" 1.50" 2 Stud wall 3.50" 1.50" -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): R1: Blocking DESIGN CONTROLS: Maximum Design Control Shear (Ibs) 1399 1342 11089 Moment (Ft -Lbs) -5280 -5280 22523 Live Load Defl (in) 0.246 0.276 Total Load Defl (in) 0.390 0.415 Overall Dimension: 24 2 Product Diagram is Conceptual. Vertical Reactions (Ibs) Detail Other Live/Dead/Uplift /Total 1071 / 900 / 0./ 7171 R1: Blocking 1 Ply 1 1/4" x 9 1/2" 1.3E TimberStrand® LSL 1071/900/0 /1971 Control Passed (12 %) Passed (23 %) Passed (21/405) Passed (2L/255) R1: Blocking 1 Ply 1 1/4" x 9 1/2" 1.3E TimberStrand® LSL Location Right OH under Snow loading Right OH under Snow ALTERNATE span loading Left OH under Snow ALTERNATE span loading Left OH under Snow ALTERNATE span loading - Deflection Criteria: STANDARD(LL:L/360,TL:L/240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 24' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate and adjacent member pattern loading. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Baker Boulevard Retail Center Copyright C 2006 by Trus Joist, a Weyerhaeuser Business Parallam is a registered trademark of Truro Joist. M: \NOrthwest Capital Group \Baker Blvd. Retail Center Renovation \Tower Roof Framing Edge Beam EB2.ems OPERATOR INFORMATION: John Riley Quantum Consulting Engineers 1511 3rd Avenue Suite 323 Seattle, WA 98101 Phone : (206) 957 -3906 Fax : (206) 957 -3901 jriley @quantumce.com T��� Tower Roof Edge Beam EB2 TJ- Beame8.25Senal � v � p, 3313 5 1/4" x 9 112" 2.0E Parallam® PSL User 2 5/11/2007 12:49:49 PM Page3 Engine Version: 8.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 4' 1.75" ^ 15' 8.50" ^ 4' 1.75" Max. Vertical Reaction Total (lbs) 1971 1971 Max. Vertical Reaction Live (lbs) 1071 1071 Required Bearing Length in 1.50(W) 1.50(W) Max. Unbraced Length (in) 288 288 288 288 288 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) -587 246. -246 587 Max Shear at Support (lbs) -621 280 -280 621 Member Reaction (lbs) 900 900 Support Reaction (lbs) 900 900 Moment (Ft -Lbs) 0 -2267 -1169 -2267 0 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) -1342 419 -419 1342 Max Shear at Support (lbs) -1399 476 -476 1399 Member Reaction (lbs) 1875 1875 'Support Reaction (lbs) 1875 1875 Moment (Ft -Lbs) 0 -5280 -3411 -5280 0 Live Deflection (in) 0.227 -0.174 0.227 Total Deflection (in) 0.371 -0.272 0.371 ALTERNATE span loading on odd # spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) -1342 333 -333 1342 Max Shear at Support (lbs) -1399 378 -378 1399 Member Reaction (lbs) 1777 1777 Support Reaction (lbs) 1777 1777 Moment (Ft -Lbs) 0 -5280 -3797 -5280 0 Live Deflection (in) 0.246 -0.197 0.246 Total Deflection (in) 0.390 -0.296 0.390 ALTERNATE span loading on even # spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) -965 419 -419 965 Max Shear at Support (lbs) -1010 476 -476 1010 Member Reaction (lbs) 1486 1486 Support Reaction (lbs) .1486 1486 Moment (Ft -Lbs) 0 -3774 -1905 -3774 0 Live Deflection (in) 0.094 -0.063 0.094 Total Deflection (in) 0.238 - 0.162 0.238 PROJECT INFORMATION: Baker Boulevard Retail Center Copyright ° 2006 by True Joist, a Weyerhaeuser Business Parallam is a registered trademark of True Joist. M: \Northwest Capital Group \Baker Blvd. Retail Center Renovation \Tower Roof Framing Edge Beam EB2.ems OPERATOR INFORMATION: John Riley Quantum Consulting Engineers 1511 3rd Avenue Suite 323 Seattle, WA 98101 Phone : (206) 957 -3906 Fax : (206) 957 -3901 jriley ©quantumce.com -n2-‘ Tower Roof Edge Beam EB2 TJ- Beam®625 Serial Nu„ber.7 Weyerhaeuser 433313 5 1/4" x 9 1/2" 2.0E Parallam® PSL User. 2 5/11/2007 12:49:49 PM Page 4 Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support # 1, LDF . 1.15, 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) -1342 515 -323 965 Max Shear at Support (lbs) -1399 572 -380 1010 Member Reaction (lbs) 1971 1390 Support Reaction (lbs) 1971 1390 Moment (Ft -Lbs) 0 -5280 -2582 -3774 0 Live Deflection (in) 0.189 -0.119 0.132 Total Deflection (in) 0.333 -0.218 0.276 ADJACENT span loading over support # 2, LDF m 1.15, 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) -965 323 -515 1342 Max Shear at Support (lbs) -1010 380 -572 1399 Member Reaction (lbs) 1390 1971 Support Reaction (lbs) 1390 1971 Moment (Ft -Lbs) 0 -3774 -2582 -5280 0 Live Deflection (in) 0.132 -0.119 0.189 Total Deflection (in) 0.276 -0.218 0.333 PROJECT INFORMATION: Baker Boulevard Retail Center Copyright ° 2006 by Trus Joist, a Weyerhaeuser Business Parallam° is a registered trademark of Trus Joist. M: \Northwest Capital Group \Baker Blvd. Retail Center Renovation \Tower Roof Framing Edge Beam EB2.sme OPERATOR INFORMATION: John Riley Quantum Consulting Engineers 1511 3rd Avenue Suite 323 Seattle, WA 98101 Phone :'(206) 957 -3906 Fax : (206) 957 -3901 jriley ©quantumce.com TRY/ Space Heat Type 0 Electric resistance (l 'All other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be inducted 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 1 2 Z 1 - q $F X 100 = 1.4/0 Contrete/Masonry Option 0 yes Check here if using this option and if project meets all requirements for the Concrete /Masonry —. no Option. See Decision Flowchart (over) for quatitications. Enter requirements for each qualifying assembly below. Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R- values Roofs Over Attic For Building Department Use rite copy e V k All Other Roofs Applicant Address: ? jQ.4 GAvI N I nF'•v. swi si b I F - I Opaque Walls' d Q_- I -1 Below Grade Walls N l Floors Over Unconditioned Space 14 fr' Slabs -on -Grade p. - 10 Radiant Floors N >r Maximum U /actors Opaque Doors . Co b Vertical Glazing , 6* Overhead Glazing N A- Maximum SHGC (or SC) Vertical/Overhead Glazing I . 4r2 Project Info Project Address 40(0 rjAt,m_ v,DU 1> Date 3/ 2/ 17--7 For Building Department Use rite copy e Applicant Name: -roc° twif_AAA).-rr t Applicant Address: ? jQ.4 GAvI N I nF'•v. swi si b I Applicant Phone: 1 5r TlL (, Wy 4� c G1 11 c "'` :77 N C TY OF TUKWILA — BUILDING DIVISION Envelope Summary Climate Zone 1 ENV -SUM 2003 Washington State Nonresidential Energy Code Compliance Forms 2003 Washington State Nonresidential Energy Code Compliance Form (Project Description Notes: ❑ New Building Revised Judy 2004 Compliance Option ❑ Prescriptive ErComponent Perfomdance ❑ ENVSTD 2.1 ❑ Systems (See Decision Flowchart (over) for qualifications) (4.0 not acceptable) Analysis Seml- heated space 2 Minimum Insulation R- values Roofs Over Semi - Heated Spaces I N Ps 1. Assemblies with metal framing must comply with overall U- factors 2. Refer to Section 1310 for qualifications and requirements Opaque Concrete/Masonry Wall Requirements Insulation on interior - maximum U -factor is 0.19 Insulation on exterior or integral - maximum U -factor is 0.25 If project qualifies for Concrete/Masonry Option, list walls with HC a 9.0 Btu/ft below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 20-5b in the Code. Wall Description (including insulation R -value & position) REVIEWED FOR APPROVED CODE COMPLIANCE JUN -1 2007 U- factor RECEI CITY OF TO KWILA MAR 05 ?007 PERMITCB T ER t'O*o1v All Insulating Installed? Opaque Wall R -11 Masonry Wall (int) U-0.19 Masonry Wad(other) U-025 Below Grd Walt (ext) R-10 Below Grd Wall (0th) R -11 Roof Over Attic R-30 All Other Roof R -21 Raised Floor R -19 Slab -On -Grade R -10 Radiant Floor R -10 Opaque Door U-0.60 Glazing Criteria Met? Glazing Vert OH 1.00 Area % Wal Wet SHGC 0-10% 0.90 1.45 1.00 10-15% 0.75 1.40 1.00 15-20% 0.65 1.30 0.60 20-25% 0.80 1.30 0.45 All Insulating Installed? Opague Wall R -11 Below Grd Wall (ext) R -10 Below Grd Well (0th) R -11 Roof Over Attic R-30 All Other Root R-21 Raised Floor R -19 Slab -On -Grade R-10 Radiant Floor R -10 Opaque Door U 0.60 Glazing Criteria Met? Glazing Vert OH Area rib UVal Wal SHGC 0-15% 0.90 1.45 1.00 15.20% 0.75 1.40 1.00 20-30% 0.85 1.30 0.65 30-40% 0.80 1.30 045 All Insulating Installed? 2SP s � S !OOp OO qn Glazing Criteria Met? Glazing Vert OH Area % Wal Wal SHGC 020% 0.40 0.80 1.00 Envelope Summary (back) Climate Zone 1 ENV -SUM Washington State Nonresidential Energy Code Compliance Forms Decision flowchart for Prescriptive Option Use this flowchart to determine if project qualifies for the optional Prescriptive Option. If not, either the Component Performance or Systems Analysis Options must be used. 1302 Space Heat Type: For the purpose of determining building envelope requirements, the following two categories comprise all space heating types: Other. Ad other space heating systems including gas, solid fuel, oil, and propane space heating systems and those systems listed in the exception to electric resistance. (continued at right) No 2003 Washington State Nonresidential E rn Yes Prescriptive Path Allowed Component Performance or • Systems Analysis Required rgy Code Compliance Form Electric Resistance: Space heating systems which use electric resistance elements as the primary heating system including baseboard, radiant, and forced air units where the total electric resistance heat capacity exceeds 1.0 Witt' of the gross Conditioned tioa area Exception: Heat pumps and terminal electric resistance heating in variable air volume distribution systems. Ws Concrete/Masonry Option* Assembly Description Wall Heat Capacity (HC) Assy.Tag HC" Totals Area (sf) Area weighted HC: divide total of (HC x area) by Total Area HC x Area Yes Metal Framed Wall Other Opague Wall Below Ord Wail (end) Below Grd Wad (0ttn) Roof Over Attie All Other Roof Raised Floor Slab- On-Grade Radiant Floor e Door Revised July 2004 All Insulating installed? U -0.062 R -19 R -10 R -19 R-3a R-30 R-30 R -10 R -10 U 0.60 Glazing Criteria Met? Glazing Vert . OH Area % Wet Wei SHGC 0-20% 0.40 0.80 1.00 *If the area weighted heat capacity (HC) of the total above grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. For framed walls, assume HC=1.0 unless calculations are provided; for all other walls, use Section 1009. Project Address 4,6 k b,A F 4> Du L -tjp 2.4) V Date Space Heat Type 0 Electric resistance ecAll other For Building Department Use Glazing Area as % gross exterior wall area 1 .C 7'oProp• 1 4510 Max.Target Concrete/Masonry Option ()Yes (�No Notes: If glazing area exceeds maximum allowed in Table, then calculate adjusted areas on back (over). If Concrete/Masonry Option is used, Target U- factors, SHGC and Glazing % will be different than shown below. Refer to Table 13-1 for correct values. Building Component List components by assembly ID & page # Proposed UA U -factor x Area (A) = UA (U x A) Target UA U -factor x Area (A) = UA (U x A) li 6 5 U= , 41, Plan ID: VIA. GLAZrN G U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: .45 t 2 5 I 5I06 .S ' 'o I z9 i 1 133 G lazing % Electric Resist . -Other :Heati 0-15% 0.40 0..0 >15 -20% 0.40 0.75 >20-30% see note above 0.60 >30 -40% .See note above ', "fi50 (see Table 13-1 for ConclMasonr'y values) a i a U Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: Glazing % " Electric Resist. "" iDther Heatin 0-15% 0.80 f 5 >15-20% 0.80 " 1.40 >20-30% see note above T O >30 -40% see note above 1.2 (see Table 13-1, for Conc/Maso iry values z ° U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: s E g 8 8 U= . t Plan ID: 13AU; pet4 -- U= Plan ID: U= Plan ID: . (4c 21 .0 I 2• (o . 6o `Lf 12 (i Electric Resist. : Other Heati 0.60 � 000 R ° t c a R= Plan ID: R= Plan ID: R= Plan ID: Electric Resist Other Heating 0.031 " `0 .036 cc R= 30 Plan ID: R C- sT) R= ' C? Plan ID: ((,ti {? Rtir-O to. R= Plan ID: 03(' 1 1 0 121 35?. q" . b3(o Iq 1 28.5 • 0S 101E4, *30 Electric Resist. Other Heating 0.034 `- 0.050 . 5 = er . v R= II Plan ID: W P 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 , 0g11- fd o c j (71b .e Target Opaque Wall Area (see back) .14 SoSb 1 1 2- QJ -- •• Electric Resist. Other Heating =; Ordinary 0.062 014 Conc(int) 0.19 0 Conc(oth) "'." " 0.25: ". 0.25 ,$ s s g 3 R= Plan ID: R= Plan ID: R= Plan ID: Note: if Insulated to levels required for opaque walls, list above with opaque walls Electric Resist. " Other Heating 0.062 0.14 n R= R= Plan ID: Plan ID: R= Plan ID: R= Plan ID: Electric Resist. Other Heating 0.029 ;. ":0.056 L 'c t ' i a °1 o R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: Electric Resist. Other Heating =0.54 F=0,54 (see Table. 13-1 for radiant floor values) *For CMU walls, indicate core insulation material. Totals For compliance: I Prnnnsprt Total Area shall actual Tara 2 bb 5j co I 611. S zi t'r000sed i otai Totals! 2 00 5 (0 2S 0 "1. (0' I I oral Area. and UA shall not exceed i aroet I otai t./F1/4. Envelope UA Calculations • - Washington State Nonresidential Energy Code Compliance F Climate Zonel ENV -UA Climate Zone 1 ENV -SHGC 2003 Washington State Nonresidential Energy Code Compliance Forms Glazing List components by assembly ID & page # 0) c CO 0 ID: 6,0 N G ID: ID: ID: ID: ID: Proposed SHGC SHGC* x Area (A) = SHGC x A lz51 12s1 I Ie2- Target SHGC SHGC x Area (A) = SHGC x A l.o I 2 ''R )zs1 Glazing % Electric Resist t>xttertea 0-20le 0-30% riot allovl e o 55=, *Note: Manufacturer's SC may be used in lieu of SHGC. For compliance: Proposed total SHGC x A shall not exceed Target total SHGC x A NOTE: Since 1997 SHGC compliance for vertical and overhead glazing is allowed to be calculated together. Target Area Adjustment Calculations Glazing Area Opaque Area Gross Exterior Wall Area I x { ( 100 Roofs over Attics Other Roofs Walls{ Proposed Areas: Numbered values are used in calculations below. Roofs over Attics Other Roofs Walls 00= 100.. I VG = Target OG Area In Roofs over Attics 2003 Washington State Nonresidential Energy Code Compliance Form Max Glazing Area (Table 13-1) fj lesser Pro sed Opaque Area + Proposed Opaque Area 1 I+ Totals Max OG Remaining Target 00 Area in Other Roofs Maximum Target Glazing Area lesser Proposed OG Area Target OG Area Proposed VG Area Target VG Area I J Totals Target VG Area Target Opaque Area ; Target Opaque Area 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. Revised July 2004 I Target Areas OK I building Permit Plans Checklist 2003 Washington State Nonresidential Energy Code Compliance Farms ENV -CHK Revised Judy 2004 Envelope - General Requirements 1311 Insulation 1311.1 Installation Requirements: AI insulation materials shall be installed according to the manufacturer's instructions to achieve proper densities, maintain clearances, and maintain unfonm R- values. To the maximum extent possible, Insulation shall extend over the full component area to the intended R- value. 1311.2 Roof/Ceiling Insulation: Open -blown or poured loose - fil insulation may be used in attic spaces where the slope of the ceiling is not more than 3/12 and there is at least thirty inches of dear distance from the top of the bottom chord of the truss or ceiling joist to the underside of the sheathing at the roof ridge. When eave vents are installed, baffling of the vent openings shat be provided so as to deflect the incoming air above the surface of the insulation. Where lighting fixtures are recessed into a suspended or exposed grid ceiling, the rod /ceiling assembly shad be insulated in a location other than drectly on the suspended ceiling Exception: Type IC rated recessed lighting fixtures. Where installed in wood framing, faced batt insulation shall be face stapled. 1311.3 Wall Insulation: Exterior wall cavities Isolated during framing shall be fully insulated to the levels of the surrounding walls. When installed in wood framing, faced bait insulation shall be face stapled Above grade exterior insulation shall be protected. 1311.4 Floor Insulation: Floor insulation shat be installed in a permanent manner in substantial contact with the surface being insulated. Insulation supports shall be installed so spacing is not more than twenty-four inches on center. Installed insulation shall not block the airflow through foundation vents. 1311.5 Slab -On -Grade Floor: Slab -on -grade insulation installed inside the foundation wall shall extend downward from the top of the slab a minimum dstance of twenty-four inches or to the top of the footing, whichever is less. Insulation installed outside the foundation shall extend downward a minimum of twenty-four inches or to the frostiine, whichever is greater. Above grade insulation shall be protected Exception: For monolithic slabs, the insulation shall extend downward from the top of the slab to the bottom of the footing. 1311.6 Radiant Floors (on or below grade): Slab -on -grade insulation shall extend downward from the top of the slab a mini num distance of thirty -six inches or downward to the top of the footing and horizontal for an aggregate of not less than thirty -six inches. If required by the building official where sod conditions warrant such insulation, the entire area of a radiant floor shall be thermally isolated from the soil Where a soil gas control system is provided below the radant floor, which results in increased convective flow below the radiant floor, the radiant floor shall be thermaly isolated from the sub -floor gravel layer. 1312 Glazing and Doors 1312.1 Standard Procedure for Determination of Glazing and Door U- Factors: U- factors for glazing and doors shall be determined, certified and labeled in accordance with Standard RS-31 by a certified independent agency licensed by the National Fenestration Rating Council (NFRC). Compliance shat be based on the Residential or the Nonresidential Model Size. 2003 Washin on State Nonresidential Foie Code Com•liance Form Product samples used for U- factor determinations shall be production tine units or representative of units as purchased by the consumer or contractor. Unlabeled glazing and doors shall be assigned the default U -factor in Section 2006. 1312.2 Solar Heat Gain Coefficient and Shading Coefficient: Solar Heat Gain Coefficient (SHGC), shall be determined, certified and labeled in accordance with the National Fenestration Rating Council (NFRC) Standard by a certified, independent agency, licensed by the NFRC. Exception: Shading coefficients (SC) shall be an acceptable alternate for compliance with solar heat gain coefficient requirements. Shading coefficients for glazing shall be taken from Chapter 27 of Standard RS-27 or from the manufacturer's test data 1313 Moisture ': ontrol 1313.1 Vapor Retarders: Vapor retarders shall be instated on the warm side (in winter) of insulation as required by this section. Exception: Vapor retarder installed with not more than 1/3 of the nominal R-value between it and the conditioned space. 1313.2 Roof/Ceiling Assemblies: Roof/ceiling assemblies where the ventilation space above the insulation is less than an average of twelve inches shall be provided with a vapor retarder. Rod / ceiing assemblies without a vented airspace, where neither the roof deck nor the roof structure are made of wood, shall provide a continuous vapor retarder with taped seams. Exception: Vapor retarders need not be provided where all of the insulation is installed between the roof membrane and the structural roof deck 1313.3 Walls:Walls separating conditioned space from unconditioned space shalt be provided with a vapor retarder. 1313.4 Floors: Floors separating conditioned space from unconditioned space shall be provided with a vapor retarder. 1313.6 Craw! Spaces: A ground cover of six mil (0.006 inch thick) black polyethylene or approved equal shall be laid over the ground within crawl spaces. The ground cover shall be overlapped twelve inches minimum atthe joints and shall extend to the foundation wall Exceplon: The ground cover may be omitted in crawl spaces if the crawl space has a concrete slab floor with a minimum thickness of three and one -half inches. 1314 Air Leakage 1314.1 Building Envelope: The requirements of this section shall apply to building elements separating condtioned from unconditioned spaces. Exterior joints around windows and door frames, openings between walls and foundation, between walls and roof and wall panels; openings at penetrations of utility services through walls, floors, and roofs; and all other openings in the bulking envelope shall be sealed, caulked, gasketed, or weatherstripped to limit air leakage. 1314.2 Glazing and Doors: Doors and operable glazing separating condtioned from uncondtioned space shall be weatherstripped. Fixed windows shall be tight fitting with glass retained by stops with sealant or caulking all around Exception: Openings that are required to be fire resistant 1314.3 Building Assemblies Used as Ducts or Plenums: Building assemblies used as ducts or plenums shall be sealed, caulked, and gasketed to limit air leakage. Building Permit Plans Checklist 2003 Washington State Nonresidential Energy Code Compliance Forms ENV -CHa Revised July 2004 Project Address 40 / 1>p,,, v sJl _ D J Date 13,i...1/ The following informations 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.) i Code Section 'Component 'Information Required I Location on Plans Building Department Notes GENERAL-REQUIREMENTS (Sections 1301 -1314) 1301 Scope Unconditioned spaces identified on plans if allowed trOVIC 1302 Space heat type: If "Other", indicate on plans that electric resistance heat is not allowed N b, 1310.2 Semi - heated spaces Semi- heated spaces identified on plans if allowed 1311 Insulation 1 1311.1 Insul. installation Indicate densities and clearances 1311.2 Roof /ceiling insul. Indicate R- value on roof sections for attics and other roofs; Indicate clearances for attic Insulation; Indicate baffles If eave vents installed; Indicate face stapling of faced batts Indicate R -value on wall sections; Indicate face stapling of faced batts; Indicate above grade exterior Insulation is protected; Indicate Loose -fill core Insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option Is used or if credit taken In ENVSTD; `-( l C 1311.3 Wall Insulation O I mo . r 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 tth - Xis-r. 1311.5 Slab -on -grade floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 24" from top; Indicate above grade exterior insulation Is protected N, 1311.6 Radiant floor Indicate R -value on wall section or foundation detail; Indicate slab Insulation extends down vertically 36" from the top; Indicate above grade exterior Insulation Is protected; Indicate Insulation also under entire slab where reg'd. by Official , �7 1312 Glazing and doors Provide calculation of glazing area (including both vertical vertical and overhead) as percent of gross wall area Y� 5 1312.1 U- factors Indicate glazing and door U- factors on glazing and door schedule (provide area - weighted calculations as necessary); Indicate If values are NFRC or default, If values are default then specify frame type, glazing layers, gapwidth, low-e coatings, gas fillings *- S 1312.2 SHGC & SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area - weighted calculations as necessary) 1313 Moisture control - 7 { C 1313.1 Vapor retarders Indicate vapor retarders on warm side \-(5 1313.2 Roof /ceiling vap.ret Indicate vapor retarder on roof section; Indicate yap. retard. with sealed seams for non -wood strut. 1313.3 Wall vapor retarder Indicate vapor retarder on wall section N k 1313.4 Floor vapor retarder Indicate vapor retarder on floor section l t r(_ lv i'Z 1313.5 Crawl space yap. ret Indicate six mil black polyethylene overlapped 12" on ground 1314 Air leakage *5 1314.1 Bldg. envel. sealing Indicate sealing, caulking, gasketing, and weatherstripping 1314.2 Glazing/door sealing Indicate weatherstripping 0 1314.3 Assemb. as ducts Indicate sealing, caulking and gasketing PRESCRiPTIVE/COMPONENT PERFORMANCE (Sections 1320 -23 or 1330 -34) Y Envelope Sum Form Completed and attached. Provide component performance worksheet if necessary Provide ENVSTD 2.1 screen 1 output if necessary 2003 Washington State Nonresidential Energy Code Compliance Form If "no" Is shown for any question, provide explanation: Project Info Fla co _. N Project Address it.4n � •tZky_t�- s,ouL / ee , �� `v' �/ Date 3/ Z/ p- Watts/ Fixture For Building Department Use � CODE COM E COM PR ... Covered Parking (standard paint) ntName: ' r - d17Q $Wr err t Applicant Address: 4y, 4� Nth+. 9.A.3 - o t , s - P. aeti� r •� a�l � te Location v (floor /room no.) v Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Covered Parking (standard paint) ut49f,ft..- 4-4 -M T L -S ,9 S1 o 3 °5 8 (o2 S.( 3 Covered Parking (reflective paint) STbR -A(, 0.3 W/ft 'Open Parking b r � / �4l . , 0.2 W / f t 2 I t . , 'T 2 I % 2 1 ,q51- Location (floor /room no.) _ _ _ _ - - • d Occupancy Description Allowed Watts per ft " Area in ft2 Allowed x Area Covered Parking (standard paint) 1tTkak L -S ,9 S1 o 3 °5 8 (o2 S.( 3 Covered Parking (reflective paint) STbR -A(, 0.3 W/ft 'Open Parking b r � / �4l . , Location Description Allowed Watts per ft or per If Area in ft (or If for perimeter) Allowed Watts x >t (or x If) Covered Parking (standard paint) i{bC 0.2 W/ft Covered Parking (reflective paint) �,r 0.3 W/ft 'Open Parking b r � / �4l . , 0.2 W / f t 2 I t . , 'T 2 I % 2 1 ,q51- Outdoor Areas N 0.2 W/ft Bldg. (by facade) 0 0.25 W/ft Bldg. (by perim) t W (.o i�, �'l; `'Fi�— 7•5 W/If '1 L 3$ 40 Note: for building exterior, choose either the facade area or the perimeter method, but not both) Total Allowed Watts A movirn,n Inn n IuatfanP 1-nr frefirno with hard -1.% 1 Icn rnMr N cfP ,r (0 2 2 4 rea 0anasrs on GITY U1= l UKWILA — UUILUINC� UIVISIUN 2003 Washington State Nonresidential Energy Code Compliance Form Lighting Summary LTG -SUM 2003 Washington State Nonresidential Energy Code Compliance Forms Project Descriplibfi 'Compliance Option Alteration Exceptions (check appropriate box) ❑ No changes are being made to the lighting ❑ Lessihan 60% of the fixtures are new, and installed lighting wattage is not being increased um Allowed Lighting Watta (Interior ❑ New BufldMg )f Addition Alteration ❑ plans Ind Refer to WSEb Section 1513 for controls and commissioning require O Prescriptive Blighting Power Allowance 0 System (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces dea " From Table 15-1 (over) - document ail exceptions on form LTG -LPA To Allowe Watts 1 b , 1 1 gh g g Notes: 1. Use manufacturer's listed maximum input wattage. For hard -wired ballasts only, the default table In the NREC Technical Reference Manual may also be used 2. Include exit lights unless less than 5 watts per fixture. Provosed Lighting Wattage (Interibt)t all fixtures. For exempt lighting, not exception and leave Watts/Fixture blank. Total Proposed Watts may not exceed Total Allowed Watts for In d Li tin Watta (Exterior Proposed Lighting Wattage (Exterior) the default table in the NREC Technical Reference Manual may also be used. Ag EIV D TV ILA MAR 05 ? 07 PFRMITCE _ R Location Fixture Description -(b —r p osJ (2-fa` - r S Number of Fixtures Watts/ Fixture Total Proposed Watts may not exceed Total Allowed Watts for Exterior 0 Revised July 2004 T. d Use' LPA` (W /sf) Use' LPA` (W /sf) Painting, welding, carpentry, machine shops 2.3 Police and fire stations 1.5 Barber shops, beauty shops 2.0 Atria (atriums) 1.0 Hotel banquet/conference/exhibition hall''` 2.0 Assembly spaces, auditoriums, gymnasia ° , heaters 1.0 Laboratories 2.0 Group R -1 common areas 1.0 Aircraft repair hangars 1.5 Process plants 1.0 Cafeterias, fast food establishments' 1.5 Restaurants/bars 1.0 Factories, workshops, handll • areas 1.5 Locker and/or shower facilities 0.8 Gas stations, auto repair shops 1.5 Warehouses ", storage areas 0.5 Institutions 1.5 Aircraft storage hangars 0.4 Libraries' 1.5 Retail", retail banking 1.5 Nursing homes and hotel/motel guest rooms 1.5 Parking garages See Section 1532 Wholesale stores (pallet rack shelving) 1.5 Mall concourses 1.4 Plans Submitted for Common Areas Only' Schools buildings (Group E occupancy only), school classrooms, day care centers 1.35 Main floor building lobbies' (except mall concourses) 1.2 Laundries 1.3 Common areas, corridors, toilet facilities and washrooms, elevator lobbies 0.8 Office buildings, office/administrative areas in facilities of other use types (including but not limited to schools hospitals, institutions, museums, banks, churches) 1.2 Footnotes for Table 15 -1 1) Lighting Summary (back) LTG -SUM 2003 Washington State Nonresidential Energy Code Compliance Forms Prescriptive Spaces Qualification Checklist Note: If occupancy type is "Other" and fixture answer is checked, the number of fixtures in the space is not limited by Code. Clearly indicate these spaces on plans. If not qualified, do LPA Calculations. Occupancy: ()Warehouses, storage areas or aircraft storage hangers Q Lighting Fbdures: ❑ Check here if at least 95% of fixtures in the space meet all four criteria: 1. Fixtures are fluorescent, non - lensed, with only one or two lamps, and 2. Lamps are T -1, T -2, T-4, T -•', T-6, T-8 3. Lamps are 5 -50 Watts, and 4. Ballasts are electronic ballasts 5. Exit lights < 5 watts/fixture 6. Screw-in compact fluorescent fixtures do not qualify V:, �a „> TABLE 15 -1 Unit Lighting Power: Allowance (LPA In cases in which a general use and a specific use are listed, the specific use shall apply. In cases in which a use is not mentioned specifically, the Unit Power Allowance shall be determined by the building official. This determination shall be based upon the most comparable use specified in the table. See Section 1512 for exempt areas. 2) The watts per square foot may be increased, by two percent per foot of ceiling height above twenty feet, unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be Increased by two percent per foot of ceiling height above twelve feet. 4) For all other spaces, such as seating and common areas, use the Unit Light Power Allowance for.assembly. 5) Watts per square foot of room may be increased by two percent per foot of ceiling height above nine feet. 6) Includes pump area under canopy. 7) In cases in which a lighting plan is submitted for only a portion of a floor, a Unit Lighting Power Allowance of 1.35 may be used for usable office floor area and 0.80 watts per square foot shall be used for the common areas, which may include elevator space, lobby area and rest rooms. Common areas, as herein defined do not include mall concourses. 8) For the fire engine room, the Unit Lighting Power Allowance is 1.0 watts per square foot. 9) For indoor sport tournament courts with adjacent spectator seating, the Unit Lighting Power Allowance for the court area is 2.6 watts per square foot. 10) Display window illumination installed within 2 feet of the window, lighting for free- standing display where the lighting moves with the display, and building showcase illumination where the lighting is enclosed within the showcase are exempt. An additional 1.5 w/ft of merchandise display luminaires are exempt provided that they comply with all three of the following: a) located on ceiling- mounted track or directly on or recessed into the ceiling itself (not on the wall). b) adjustable in both the horizontal and vertical axes (vertical axis only is acceptable for fluorescent and other fixtures with two points of track attachment). c) fitted with tungsten halogen, fluorescent, or high intensity discharge lamps. This additional lighting power is allowed only if the lighting is actually installed. 11) Provided that a floor plan, indicating rack location and height, is submitted, the square footage for a warehouse may be defined, for computing the interior Unit Lighting Power Allowance, as the floor area not covered by racks plus the vertical face area (access side only) of the racks. The height allowance defined in footnote 2 applies only to the floor area not covered by racks. 2003 Washington State Nonresidential Energy Code Compliance Form Revised July 2004 • zuus vvasnmgton state rvonresiaenuai tnergy uoae tompuance roan Ligjiting Power Allowance Adjustments LTG -LPA 2003 Washington State Nonresidential Energy Code Compliance Forms Adjusted Lighting Power Allowances (Interior) "" From Table 15-1 based on exceptions listed in footnotes Revised July 2004 Project Address I 'Date Use this form if you are claiming any ceiling height adjustments for your Lighting Power Allowances for interior lighting. The Occupancy Description should agree with the "Use" listed on Code Table 15-1. Identify the appropriate Ceiling Height Limit (9 feet, 12 feet or 20 feet) on which the adjustment Is based. The Adjusted LPA is calculated from this number and from the Allowed Watts per ft Carry the Adjusted LPA to the corresponding "Allowed Watts per ft location on LTG -SUM. Location (floor /room no.) Occupancy Description Allowed Watts per ft Ceiling Height for this room Ceiling Height limit for this exception" Adjusted LPA Watts per ft2 .• I , • • . . ' I _ ' — If . 2003 Washington State Nonresidential Energy Code Compliance Forms Revised ,tiny 2txt4 Project Address 'Date The following information is necessary to check a lighting permit application for compliance with the lighting requirements in the 1994 Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code I Section (Component (Information Required Location I on Plans Building Department Notes LIGHTING CONTROLS (Section 1513) 1513.1 Local control/access Schedule with type, indicate locations 1513.2 Area controls Maximum limit per switch 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 1513.4 Display /exhib /special Indicate separate controls 1513.5 Exterior shut -off Schedule with type and features, indicate location (a) timer w/bac up Indicate location (b) photocell. Indicate location 1513.6 Inter. auto shut -off Indicate location 1513.6.1 (a) occup. sensors Schedule with type and locations 1513.6.2 (b) auto. switches Schedule with type and features (back -up, override capability); Indicate size of zone on plans 4 1513.7 Commissioning Indicate requirements for lighting controls commissioning . a. Lighting Sum. Form Completed and attached. Schedule with fixture types, lamps, ballasts, watts per fixture I IElec motor efficiency IMECH -MOT or Equipment Schedule with hp, rpm, efficiency I I 2003 Washington State Nonresidential Energy Code Compliance Form If "no" is circled for any question, provide explanation: • ZUO3 wasrun Washington State Nonesidential Energy Code Compliance Forms on state Nonresidential Ene 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 twenty ampere circuit loaded to not more than eighty percent. 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 five percent of footprint for footprints over 100,000 square feet. 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 endosed 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. a) b) c) d) e) Code corn • Hance Form Lighting Permit Plans Checklist LTG -CHK Revised July 2004 1513.5 Automatic Shut -Off Controls, Exterior: Exterior lighting not intended for 24 -hour continuous use shall be automatically switched by timer, photocell, or a combination of timer and photocell. Automatic time switches must also have program back -up capabilities, which prevent the loss of program and time settings for at least 10 hours, if power is interrupted. 1513.6 Automatic Shut -Off Controls, Interior. Office buildings greater than 5,000 sq. ft. and all school classrooms shall be equipped with separate automatic controls to shut off the lighting during unoccupied hours. 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, 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. 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. 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: is readily accessible; 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; and is manually operated; allows the lighting to remain on for no more than two hours when an over -ride is initiated; and controls an area not exceeding 5,000 square feet or 5 percent of footprint for footprints over 100,000 square feet, 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. Fan Equipment Model No. CFM SP L BUi i i ING HP/BHP D TIT S I Location of Service Equip. ID Brand Name' Flow Control u = w Eelf )put tuh Applicant Phone: �� Air— i (p RECEIVED - CITY OFTIIKWII A MAR 05 ?no7 I')MPLIANCE APPROVE Co RN - 1 747 PERMITCEIlITER Cooling Equipment Schedule Equip. ID Brand Name' Model No. Capacity Btu/h Total CFM OSA CFM or Econo? SEER or EER 1PLv Location u = w Eelf )put tuh Applicant Phone: �� Air— i (p CODF I')MPLIANCE APPROVE Co RN - 1 747 . i_ ricTi art a ;In Heating Equipment Schedule Equip. ID Brand Name' Model No. Capacity Btu/h Total CFM OSA cfm or RC J Applicant Name: — r t Tv,..p -1'•r ( Efficiency u = w Eelf )put tuh Applicant Phone: �� Air— i (p CODF I')MPLIANCE APPROVE Co RN - 1 747 . i_ ricTi art a ;In Project Info Project Address et.rj( ap., VaUtA.. P42-Z% Date 3 / pf For Building Dept. Use rice copy c opy r r ^) - . Applicant Name: — r t Tv,..p -1'•r ( Applicant Address C S� i y " Ff�l tN i 51-011-0-4...,, Applicant Phone: �� Air— i (p t,aI I Y UI- I UKWILA — UUILUINLi UIVISIUN 2003 Washington State Nonresidential Energy Code Compliance Form Mechanical Summary MECH -SUM 2003 Washington State Nonresidential Energy Cods Compliance Forms 38169 Project Description Briefly describe mechanical system type and features. ❑ Includes Plans `fit )'131 - 522Z� 04-06V.- 1)5V-- -o M lulbf4vT-t.. L'f O 9-1 fI (' CjLtD( tip Rtr C-ft2 . ft f t I; s vkr,,A . 4- LmR . T - l MP9 c J . w r..arC o rs ti2 S' .R -PACE Pr.42414 tT . 1 4 ' e t LC t - ONPte? P & T Include documentation requiring compliance with commissioning requirements, Section 1416. Compliance Option 0 Simple System 0 Complex System 0 Systems Analysis (See Decision Flowchart (over) for qualifications. Use separate MECH -SUM for simple & complex systems.) Equipment Schedules The following information is required to be incorporated with the mechanicahequipment schedules on the plans. For projects without plans, fill in the required Information below. - - d 'If available. 2 As tested according to Table 14 -1A through 14-1G. 3 If required. 4 COP, HSPF, Combustion Efficiency, or AFUE, as applicable. 6 Flow control types: variable air volume(VAV), constant volume (CV), or variable speed (VS). 4.-1-011) System Description See Section 1421 for full description of Simple System qualifications. If Heating /Cooling or Cooling Only ❑ Constant vol? ❑ Split system? ❑ Air cooled? ❑ Packaged sys? ❑ <54,000 Btuh ❑ Economizer included? or 1900 cfm? If Heating Only: ❑ <5000 cfm? ❑ <70% outside air? Complex Systems 2003 Washington State Nonresidential Energy Code Compliance Form Mechanical Summary (back) MECH -SUM Decision Flowchart Use this flowchart to determine if project qualifies for Simple System Option. If not, either the Complex System or Systems Analysis Options must be used. Refer to MECH -COMP Mechanical Complex Systems for assistance in determining which Complex Systems requirements are applicable to this project. Mechanical - Complex Systems Checklist MECH -COMP 2003 Washington State Nonresidential Energy Code Compliance Forms 38169 Project Address Date The following additional information is necessary to check a mechanical permit application for a complex mechanical system for compliance with the mechanical requirements In the Washington State Nonresidential Energy Code. Use the checklist as a reference for notes added to the mechanical drawings (see the MECH- CHK checklist for additional system requirements). This information must be on the plans since this is the official record of the permit. Having this information in separate specifications alone is NOT an acceptable alternative. For Building Department Use Applicability (yes, no, n.a.) I Code Section Component 'Information Required Location on Plans Building Department Notes ADDITIONAL CHECKLIST ITEMS FOR COMPLEX SYSTEMS ONLY 1431.1 Field assem. sys. Provide calculations 1432.1 Setback & shut -off Indicate separate systems or show isolation devices on plans 1432.2.1 Air system reset Indicate automatic reset 1432.2.2 Hydr. system reset Indicate automatic reset 1433 Air Economizer Indicate economizer on equipment schedule or provide calculations to justify exemption 1433 Water Economizer Indicate water economizer and provide calculations if 1433 Exception 2 Is utilized 1434 Separate air sys. Indicate separate systems on plans 1435 Simul. htg. & cg. Indicate that simultaneous heating and cooling is prohibited, unless use of exception is justified 1436 Heat recovery Indicate heat recovery on plans; complete and attach heat recovery calculations 1437 Elec. motor effic. MECH -MOT or Equip. Schedule with hp, rpm, efficiency 1438 Variable flow sys. Indicate variable flow on fan and pump schedules 1439.1 Kitchen Hoods Indicate uncooled and unheated make -up 4k 1439.2 Fume Hoods Indicate VAV, unheated/uncooled or heat rec. makeup If "no "Ts circled for any ques prov exp Decision Flowchart Use this flowchart to determine how the requirements of the Complex Systems Option apply to the project. Refer to the indicated Code sections for more complete information on the requirements. Start Here 1 Section 1411.1 Equipment Efficiency Shall Meet Tables 14-1A through 14-1G LWJ • VG1•71111 .11 1V11 •KI1V I VWI If VVIMV1 ••I 1VI:, •••• vv. ..r.. -..• -- - — Yes 4, 1411,1 Intermittent Ignition Device & Power Venting or Damper, 0.75% Maximum Jacket Loss 1412.6 Modulating or Staged Combustion Controls Required Section 1431.1 Calculations of Total On-Site Energy Input & Ouput Required (continued on back) Mechanical - Complex Systems (back) MECH -COMP 2003 Washington State Nonresidential Energy Code Compliance Forms Section 1437 Motors Must Meet Efrdendes h Table 14-4 No DONE 2003 Washington State Nonresidential Energy Code Compliance Form Section 1433 Air-Side Economizer Required Section 1435 Zone Controls Must Reduce Supply Air Quantity Before Reheating/Recooling Section 1439.1 No Heating or Cooling for at Least 50% of Make -up Air Section 1439.2 One Required: a. 50% VAV Exhaust & Make -up b. 75% Direct Makeup w! Tempering Only C. Heat Recovery per 1436 d. Constant Volume w! < 50fpm Face Velocity 38169 electric Motors MECH -MOT 2003 Washington State Nonresidential Energy Code Compliance Forms 38169 Project Address Date Complete the following for all design A & B squirrel -cage, T frame induction permanently wired polyphase motors from 1 hp to 200 hp having synchronous speeds of 3600, 1800 or 1200 rpm (unless one of the exceptions below applies). For Building Department Use Motor No. or Location HP Type ( open /closed) Description of Application or Use Synch. Speed Min.Nom. Full load Efficiency Minimum Nominal Full -Load Efficiency Open Motors Closed Motors Exceptions: 1. Motors in systems designed to use more than one speed of a multi -speed motor. 2. Motors already included in the efficiency requirements for HVAC equipment (Tables 14 -1 or 14-2) . 3. Motors that are an integral part (i.e. not easily removed and replaced of specialized process equipment (i.e. equipment which requires a special motor, such as an explosion - proof motor). 4. Motors integral to a listed piece of equipment for which no qualifying motor has been approved (i.e. if the only U.L. listing for the equipment is with a less- efficient motor and there is no energy - efficient motor option). For motors claiming an exception, list motor and note which exception applies. Synchronous Speed (RPM) 3,600 I 1,800 I 1,200 3,600 I two I 1,200 HP Efficiency (%) Efficiency (96) 1.0 - 825 80.0 75.5 825 80.0 1.5 82.5 84.0 84.0 82.5 84.0 85.5 2.0 84.0 84.0 85.5 84.0 84.0 86.5 3.0 84.0 86.5 86.5 85.5 87.5 87.5 5.0 85.5 87.5 87.5 87.5 87.5 87.5 7.5 87.5 88.5 88.5 88.5 89.5 89.5 10 88.5 89.5 90.2 89.5 89.5 89.5 15 89.5 91.0 90.2 90.2 91.0 90.2 20 90.2 91.0 91.0 90.2 91.0 90.2 25 91.0 91.7 91.7 91.0 92.4 91.7 30 91.0 92.4 92.4 91.0 92.4 91.7 40 91.7 93.0 93.0 91.7 93.0 93.0 50 92.4 93.0 93.0 92.4 93.0 93.0 60 93.0 93.6 93.6 93.0 93.6 93.6 75 93.0 94.1 93.6 93.0 94.1 93.6 100 93.0 94.1 94.1 93.6 94.5 94.1 125 93.6 94.5 94.1 94.5 94.5 94.1 150 93.6 95.0 94.5 94.5 95.0 95.0 200 94.5 95.0 94.5 95.0 95.0 95.0 Mechanical Permit Plans Checklist • MECH -CHK 2003 Washington State Nonresidential Energy Code Compliance Farms - - - - 38188 Project Address Date The following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. (yel no i n e.) C°de I Section (Component (Information Required I on Plans Buildi nt HVAC REQUIREMENTS (Sections 1401 -1424) 1411 Equipment performance 1411.4 Pkg. elec. htg.& dg. List heat pumps on schedule 1411.1 Minimum efficiency Equipment schedule with type, capacity, efficiency 1411.1 Combustion htg. Indicate intermittent ignition, flue/draft damper & jacket loss 1412 HVAC controls 1412.1 Temperature zones Indicate locations on plans 1412.2 Deadband control Indicate 5 degree deadband minimum 1412.3 Humidity control Indicate humidistat 1412.4 Automatic setback Indicate thermostat with night setback and 7 diff. day types 1412.4.1 Dampers Indicate damper location and auto. controls R max. leakage 1412.4.2 Optimum Start Indicate optimum start controls 1412.5 Heat pump control Indicate microprocessor on thermostat schedule 1412.6 Combustion htg. Indicate modulating or staged control 1412.7 Balancing Indicate balancing features on plans 1422 Thermostat interlock Indicate thermostat interlock on plans 1423 Economizers Equipment schedule 1413 Air economizers 1413.1 Air Econo Operation Indicate 100% capability on schedule 1413.1 Wtr Econo Operation Indicate 100% capacity at 45 degF db & 40 deg F wb 1413.2 Water Econo Doc Indicate dg load & water econoe & dg tower performance 1413.3 Integrated operation Indicate capability for partial cooling 1413.4 Humidification Indicate direct evap or fog atomization w/ air economizer 1414 Ducting systems 1414.1 Duct sealing Indicate sealing necessary 1414.2 Duct insulation Indicate R -value of insulation on duct 1415.1 Piping insulation Indicate R -value of insulation on piping 1416 Completion Requirements 1416.1&2 Drawings & Manuals Indicate requirement for record drawings and operation docs. 1416.3.2 Air Balancing Indicate air system balance requirements 1416.3.3 Hydronic Balancing Indicate hydronic system balance requirements 1416.4 Commissioning Indicate requirements for commissioning and prelim. Report 1424 Separate air sys. Indicate separate systems on plans ' Mechanical 'Summary Form Completed and attached. Equipment schedule with types, input/output, efficiency, dm, hp, economizer I SERVICE WATER HEATING AND HEATED POOLS (Sections 1440 -1454) 1440 Service water htg. 1441 Elec. water heater Indicate R -10 insulation under tank 1442 Shut -off controls Indicate automatic shut -off 1443 Pipe Insulation Indicate R -value of insulation on piping 1452 Heat Pump COP Indicate minimum COP of 4.0 1452 Heater Efficiency Indicate pool heater efficiency 1453 Pool heater controls Indicate switch and 65 degree control 1454 Pool covers Indicate vapor retardant cover 1454 Pools 90+ degrees Indicate R -12 pool cover 2003 Washington State Nonresidential Energy Code Compliance Form no Is circle or any question, provide explanation: 2003 Washington State Nonresidential Energy Code Compliance Form Mechanical Permit Plans Checklist MECH -CHK 2003 Washington State Nonresidential Energy Cod. Comptance Fans 381: Mechanical - General Requirements 1411.1 General: Equipment shall have a minimum performance at the specified rating conditions not less than the values shown in Table 14-1A through 14-1G. If a nationally recognized certification program exists for a product covered in Tables 14-1A through 14-1G, and it includes provisions for verification and challenge of equipment efficiency ratings, then the product shall be listed in the certification program. Gas -fired and oil -fired forced air furnaces with Input ratings > 225,000 Btulh (65 kW) shall also have an intermittent ignition or Interrupted device (IID), and have either mechanical draft (Including power venting) or a flue damper. A vent damper is an acceptable alternative to • flue damper for furnaces where combustion air is drawn from the conditioned space. All furnaces with input ratings > 225,000 Btulh (65 kW), Including electric furnaces, that are not located within the conditioned space shalt have jacket losses not exceeding 0.75% of the input rating. 1411.2 Rating Conditions: Cooling equipment shaft be rated at ARI test conditions and procedures when available. Where no applicable procedures exist, data shall be furnished by the equipment manufacturer. 141'1.3 Combination Space and Service Water Heating: For combination space and service water heaters with a principal function of providing space heat, the Combined Annual Efficiency (CAE) may be calculated by using ASHRAE Standard 124 -1991. Storage water heaters used in comb nation space heat and water heat applications shall have either an Energy FActor (EF) or a CAE of not less than the following: 1411.4 Packaged Electric Heating and Cooling Equipment: Packaged electric equipment providing both heating and cooling with a total cooling capacity greater than 20,000 Btulh shall be a heat pump. Exception: Unstaffed equipment shaelters or cabinets used solely for personal wireless service facilities. 1412 Controls 1412.1 Temperature Controls: Each system shalt be provided with at least one temperature control device. Each zone shall be controlled by Individual thermostatic controls responding to temperature within the zone. At a minimum, each floor of a building shall be considered as a separate zone. 1412.2 Deadband Controls: When used to control both comfort heating and cooling, zone thermostatic controls shall be capable of a deadband of at least 5 degrees F within which the supply of heating and cooling energy to the zone is shut off or reduced to a minimum. Exceptions: 1. Special occupancy, special usage, or code requirements where deadband controls are not appropriate. 2. Buildings complying with Section 1141.4, if in the proposed building energy analysis, heating and coding thermostat setpoints are set to the same temperature between 70 degrees F and 75 degrees F inclusive, and assumed to be constant throughout the year. 3. Thermostats that require manual changeover between heating and cooling modes. 1412.3 Humidity Controls: it a system Is equipped with a means for adding moisture, a tumidistat shall be provided. 1412.4 Setback and Shut-Off: HVAC systems shall be equipped with automatic controls capable of accomplishing a reduction of energy use through control setback or equipment shutdown during periods of non -use or alternate use of the spaces served by the system. The automatic controls shall have a minimum seven-day dock and be capable of being set for seven different day types per week. Exceptions: 1. Systems serving areas which require continuous operation at the same temperature setpoint 2. Equipment with full load demands of 2 kW (6,826 Btulh) or less may be controlled by readily accessible manual off -hour controls. 1412.4.1 Dampers: Outside air intakes, exhaust outlets and relief outlets serving conditioned spaces shall be equipped with dampers which close automatically when the system is off or upon power failure. Exceptions: 1. Systems serving areas which require continuous operation. 2. Combustion air Intakes. 3. Gravity (nonmotorized) dampers are acceptable in buildings less than 3 stoles in height 4. Gravity (nonmotorized) dampers are acceptable in exhaust and relief outlets in the first story and levels below the first story of buildings three or more stories in height 1412.4.2 Optimum Start Controls: Heating and cooling systems with design supply air capacities exceeding 10,000 dm shall have optimum start controls. Optimum start controls shall be designed to automatically adjust the start time of an HVAC system each day to bring the space to desired occupied temperature levels immediately before scheduled occupancy. The control algorithm shall, as a minimum, be a function of the difference between space temperature and occupied setpdnt and the amount of time prior to scheduled occupancy. 7472.6 tteat Pump uonnrola: unitary air cooec neat pumps snail Induce microprocessor controls that minimize supplemental heat usage during start -up, set -up, and defrost conditions. These controls shall anticipate need for heat and use compression heating as "the first stage of heat Controls shall indicate when supplemental heating Is being used through visual means (e.g., LED Indicators). 1412.1 Combustion Heating Equipment Controls: Combustion heating equipment with a capacity over 225.000 Btu/h shall have modulating or staged combustion control. Exceptions: 1. Boilers 2. Radiant Heaters. 1412.7 Balancing: Each air supply outlet or air or water terminal device shall have a means for balancing, including but not limited to, dampers, temperature and pressure test connections and balancing valves. 1413 Air Economizers 1413.1 Operation: Air economizers shall be of automatically modulating outside and return air dampers to provide 100 percent of the design supply air as outside air to reduce or eliminate the need for mechanical coding. Water economizers shall be capable of providing the total concurrent cooling load served by the Bonneted terminal equipment lacking airside economizer, at outside air temperatures of 45 dry- bub/40 wet -bulb and below. For this calculation, all factors including solar and internal load shall be the same as those used for peak load calculations, except for the outside temperatures. Exception: Water economizers using air-cooled heat rejection equipment may use a 35 ° F dry -bulb outside air temperature for this calculation. This exception is limited to a maximum of 20 tons per building. 1413.2 Documentation: Water economizer plans submitted for approval shall Include the following information: 1. Maximum outside air conditions for which economizer is sized to provide full cooling. 2. Design coding load to be provided by economizer at this outside air condition. 3. Heat rejection and terminal equipment performance data including model number, flow rate, capacity, entering and leaving temperature in full economizer coding mode. 1413.3 integrated Operation: Air economizers shall be capable of providing partial coding even when additional mechanical coding is required to meet the remainder of the coding load. Exceptions: 1. Individual, direct expansion units that have a rated capacity less than 65,000 Btu/h and use nonintegrated economizer controls that preclude simultaneous operation of the economizer and mechanical cooling. 2. Water- uooled water chillers. 1414 Ducting Systems 1414.1 Sealing: Duct work which Is designed to operate at pressures above 1/2 Inch water column static pressure shall be sealed in accordance with Standard RS-18. Extent of sealing required is as follows: 1. Static pressure: 1/2 inch to 2 indnes; seal transverse joints. 2. Static pressure: 2 inches to 3 inches; seal all transverse joints and longitudinal seams. 3. Static pressure: above 3 inches; seal all transverse joints, longitudinal seams and duct wall penetrations. Duct tape and other pressure sensitive tape shall not be used as the primary sealant where ducts are designed to operate at static pressures of 1 inch W.C. or greater. 1414.2 Insulation: Ducts and plenums that are constructed and function as pad of the building envelope, by separating interior space from exterior space, shalt meet all applicable requirements of Chapter 13. These requirements include insulation installation, moisture control, air leakage, and building envelope insulation levels. Unheated equipment rooms with combustion air louvers must be isolated from the conditioned space by insulating interior surfaces to a minimum of R -11 and any exterior envelope surfaces per Chapter 13. Outside air ducts serving individual supply air units with less than 2.800 dm of total supply air capacity shall be insulated to a minimum of R -7 and are not considered building envelope. Other outside air duct runs are considered building envelope until they, 1. conned to the heating or cooling equipment, or 2. are Isolated from the exterior with an automatic shut -off damper complying with Section 1412.4.1. Once outside air ducts meet the above listed requirements, any runs within conditioned space shall comply with Table 14-5 requirements. Other ducts and plenums shall be thermally Insulated per Table 14-5. Exceptions: 1. Within the HVAC equipment 2. Exhaust air ducts not subject to condensation. 3. Exposed ductwork within a zone that serves that zone. 1416 Piping Syster. s 1416.1 Insulation: Piping shall be thermally insulated In accordance with Table 14-6. Exception: Piping installed within unitary HVAC equipment Water pipes outside the conditioned space shall be Insulated in accordance with Washington State Plumbing Code (WAC 51 -26) 1411 Completion Requirements (Refer to NREC Section 1416 and the Building Commissioning Guidelines, published by the Building Commissioning Association, for complete text and guidelines for building completion and commissioning requirements.) EF CAE < 50 gal storage 0.58 0.71 50 to 70 gal storage 0.57 0.71 > 70 gal storage 0.55 0.70 2003 Washington State Nonresidential Energy Code Compliance Form Mechanical Permit Plans Checklist MECH -CHK 2003 Washington State Nonresidential Energy Cod. Comptance Fans 381: Mechanical - General Requirements 1411.1 General: Equipment shall have a minimum performance at the specified rating conditions not less than the values shown in Table 14-1A through 14-1G. If a nationally recognized certification program exists for a product covered in Tables 14-1A through 14-1G, and it includes provisions for verification and challenge of equipment efficiency ratings, then the product shall be listed in the certification program. Gas -fired and oil -fired forced air furnaces with Input ratings > 225,000 Btulh (65 kW) shall also have an intermittent ignition or Interrupted device (IID), and have either mechanical draft (Including power venting) or a flue damper. A vent damper is an acceptable alternative to • flue damper for furnaces where combustion air is drawn from the conditioned space. All furnaces with input ratings > 225,000 Btulh (65 kW), Including electric furnaces, that are not located within the conditioned space shalt have jacket losses not exceeding 0.75% of the input rating. 1411.2 Rating Conditions: Cooling equipment shaft be rated at ARI test conditions and procedures when available. Where no applicable procedures exist, data shall be furnished by the equipment manufacturer. 141'1.3 Combination Space and Service Water Heating: For combination space and service water heaters with a principal function of providing space heat, the Combined Annual Efficiency (CAE) may be calculated by using ASHRAE Standard 124 -1991. Storage water heaters used in comb nation space heat and water heat applications shall have either an Energy FActor (EF) or a CAE of not less than the following: 1411.4 Packaged Electric Heating and Cooling Equipment: Packaged electric equipment providing both heating and cooling with a total cooling capacity greater than 20,000 Btulh shall be a heat pump. Exception: Unstaffed equipment shaelters or cabinets used solely for personal wireless service facilities. 1412 Controls 1412.1 Temperature Controls: Each system shalt be provided with at least one temperature control device. Each zone shall be controlled by Individual thermostatic controls responding to temperature within the zone. At a minimum, each floor of a building shall be considered as a separate zone. 1412.2 Deadband Controls: When used to control both comfort heating and cooling, zone thermostatic controls shall be capable of a deadband of at least 5 degrees F within which the supply of heating and cooling energy to the zone is shut off or reduced to a minimum. Exceptions: 1. Special occupancy, special usage, or code requirements where deadband controls are not appropriate. 2. Buildings complying with Section 1141.4, if in the proposed building energy analysis, heating and coding thermostat setpoints are set to the same temperature between 70 degrees F and 75 degrees F inclusive, and assumed to be constant throughout the year. 3. Thermostats that require manual changeover between heating and cooling modes. 1412.3 Humidity Controls: it a system Is equipped with a means for adding moisture, a tumidistat shall be provided. 1412.4 Setback and Shut-Off: HVAC systems shall be equipped with automatic controls capable of accomplishing a reduction of energy use through control setback or equipment shutdown during periods of non -use or alternate use of the spaces served by the system. The automatic controls shall have a minimum seven-day dock and be capable of being set for seven different day types per week. Exceptions: 1. Systems serving areas which require continuous operation at the same temperature setpoint 2. Equipment with full load demands of 2 kW (6,826 Btulh) or less may be controlled by readily accessible manual off -hour controls. 1412.4.1 Dampers: Outside air intakes, exhaust outlets and relief outlets serving conditioned spaces shall be equipped with dampers which close automatically when the system is off or upon power failure. Exceptions: 1. Systems serving areas which require continuous operation. 2. Combustion air Intakes. 3. Gravity (nonmotorized) dampers are acceptable in buildings less than 3 stoles in height 4. Gravity (nonmotorized) dampers are acceptable in exhaust and relief outlets in the first story and levels below the first story of buildings three or more stories in height 1412.4.2 Optimum Start Controls: Heating and cooling systems with design supply air capacities exceeding 10,000 dm shall have optimum start controls. Optimum start controls shall be designed to automatically adjust the start time of an HVAC system each day to bring the space to desired occupied temperature levels immediately before scheduled occupancy. The control algorithm shall, as a minimum, be a function of the difference between space temperature and occupied setpdnt and the amount of time prior to scheduled occupancy. 7472.6 tteat Pump uonnrola: unitary air cooec neat pumps snail Induce microprocessor controls that minimize supplemental heat usage during start -up, set -up, and defrost conditions. These controls shall anticipate need for heat and use compression heating as "the first stage of heat Controls shall indicate when supplemental heating Is being used through visual means (e.g., LED Indicators). 1412.1 Combustion Heating Equipment Controls: Combustion heating equipment with a capacity over 225.000 Btu/h shall have modulating or staged combustion control. Exceptions: 1. Boilers 2. Radiant Heaters. 1412.7 Balancing: Each air supply outlet or air or water terminal device shall have a means for balancing, including but not limited to, dampers, temperature and pressure test connections and balancing valves. 1413 Air Economizers 1413.1 Operation: Air economizers shall be of automatically modulating outside and return air dampers to provide 100 percent of the design supply air as outside air to reduce or eliminate the need for mechanical coding. Water economizers shall be capable of providing the total concurrent cooling load served by the Bonneted terminal equipment lacking airside economizer, at outside air temperatures of 45 dry- bub/40 wet -bulb and below. For this calculation, all factors including solar and internal load shall be the same as those used for peak load calculations, except for the outside temperatures. Exception: Water economizers using air-cooled heat rejection equipment may use a 35 ° F dry -bulb outside air temperature for this calculation. This exception is limited to a maximum of 20 tons per building. 1413.2 Documentation: Water economizer plans submitted for approval shall Include the following information: 1. Maximum outside air conditions for which economizer is sized to provide full cooling. 2. Design coding load to be provided by economizer at this outside air condition. 3. Heat rejection and terminal equipment performance data including model number, flow rate, capacity, entering and leaving temperature in full economizer coding mode. 1413.3 integrated Operation: Air economizers shall be capable of providing partial coding even when additional mechanical coding is required to meet the remainder of the coding load. Exceptions: 1. Individual, direct expansion units that have a rated capacity less than 65,000 Btu/h and use nonintegrated economizer controls that preclude simultaneous operation of the economizer and mechanical cooling. 2. Water- uooled water chillers. 1414 Ducting Systems 1414.1 Sealing: Duct work which Is designed to operate at pressures above 1/2 Inch water column static pressure shall be sealed in accordance with Standard RS-18. Extent of sealing required is as follows: 1. Static pressure: 1/2 inch to 2 indnes; seal transverse joints. 2. Static pressure: 2 inches to 3 inches; seal all transverse joints and longitudinal seams. 3. Static pressure: above 3 inches; seal all transverse joints, longitudinal seams and duct wall penetrations. Duct tape and other pressure sensitive tape shall not be used as the primary sealant where ducts are designed to operate at static pressures of 1 inch W.C. or greater. 1414.2 Insulation: Ducts and plenums that are constructed and function as pad of the building envelope, by separating interior space from exterior space, shalt meet all applicable requirements of Chapter 13. These requirements include insulation installation, moisture control, air leakage, and building envelope insulation levels. Unheated equipment rooms with combustion air louvers must be isolated from the conditioned space by insulating interior surfaces to a minimum of R -11 and any exterior envelope surfaces per Chapter 13. Outside air ducts serving individual supply air units with less than 2.800 dm of total supply air capacity shall be insulated to a minimum of R -7 and are not considered building envelope. Other outside air duct runs are considered building envelope until they, 1. conned to the heating or cooling equipment, or 2. are Isolated from the exterior with an automatic shut -off damper complying with Section 1412.4.1. Once outside air ducts meet the above listed requirements, any runs within conditioned space shall comply with Table 14-5 requirements. Other ducts and plenums shall be thermally Insulated per Table 14-5. Exceptions: 1. Within the HVAC equipment 2. Exhaust air ducts not subject to condensation. 3. Exposed ductwork within a zone that serves that zone. 1416 Piping Syster. s 1416.1 Insulation: Piping shall be thermally insulated In accordance with Table 14-6. Exception: Piping installed within unitary HVAC equipment Water pipes outside the conditioned space shall be Insulated in accordance with Washington State Plumbing Code (WAC 51 -26) 1411 Completion Requirements (Refer to NREC Section 1416 and the Building Commissioning Guidelines, published by the Building Commissioning Association, for complete text and guidelines for building completion and commissioning requirements.) 21 QUANTUM CONSULTIMS IMS1 STRUCTURAL CALCULATIONS (Permit Re- submittal) Baker Boulevard Retail Center 406 Baker Blvd Tukwila, WA Quantum Job Number: 7028.01 Prepared for: OBJECT + SPACE LTD 3445 California Ave SW Studio 2 Seattle, WA 98116 Prepared by: QUANTUM CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 APRIL 10, 2007 67 8 91077 R LI P,te 4 W c , ' q()t, ,:) O tiZ v VC \-' z c.9.l 3‘ \ 200.9 �' s V 2 0 , 1 5 1 ( 2oo.' 36 . 39 IffS ?er R2 5•J d. L0 l (2o.)< g 4-0, t►s ?ems RZ S. o g vo6 168C G 0 5 506.1.1.3 . e a s e ,S\ie4i-- cat., be re COd 75/ S j» (2 d 194w ( gIra1- cf PZ i' less 1, -i t b4se 5h94, ,., " here "rhere i5 40 hCec/ -- re vise -e. Cdr // t a f 9'1J • QUANTUM ENGINEERS 1511 THIRD AVENUE project SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 I www.quantumce.com client 'Q c 36, 14 Pi 4.14 J.� _lv -4)7 702,g Di date , pro designer checked by OCCUPANCY CATEGORY (BASED ON IBC TABLE 1604.5) PERFORMANCE LEVEL FOR USE WITH ASCE 31 AND WITH FEMA 356 BSE -1 EARTHQUAKE HAZARD LEVEL PERFORMANCE LEVEL FOR USE WITH FEMA 356 BSE -2 EARTHQUAKE HAZARD LEVEL I Life Safety (LS) Collapse Prevention (CP) CIO • € ?e ty ollapse Prev� eo� III Note a Note a IV Immediate Occupancy (10) Life Safety (LS) i SECTION 501 GENERAL 501.1 Scope. Repairs as described in Section 302 shall comply with the requirements of this chapter. Repairs to historic build- ings shall comply with this chapter, except as modified in Chapter 11. 501.2 Permitted materials. Except as otherwise required or permitted by this code, materials permitted by the applicable code for new construction shall be used. Like materials shall be permitted, provided no hazard to life, health or property is cre- ated. 1 5013 Conformance. The work shall not make the building less conforming than it was before the repair was undertaken. 501.4 Flood hazard areas. In flood hazard areas, repairs that constitute substantial improvement shall require that the build- ing comply with Section 1612 of the International Building Code. SECTION 502 BUILDING ELEMENTS AND MATERIALS 502.1 Hazardous materials. Hazardous materials that are no longer permitted, such as asbestos and lead -based paint, shall not be used. 502.2 Glazing in hazardous locations. Replacement glazing in hazardous locations shall comply with the safety glazing requirements of the International Building Code or Interna- tional Residential Code as applicable. Exception: Glass block walls, louvered windows, and jalousies repaired with like materials. SECTION 503 FIRE PROTECTION • 503.1 General. Repairs shall be done in a manner that main- tains the level of fire protection provided. SECTION 504 MEANS OF EGRESS 504.1 General. Repairs shall be done in a manner that main- tains the level of protection provided for the means of egress. SECTION 505 ACCESSIBILITY 505.1 General. Repairs shall be done in a manner that main- tains the level of accessibility provided. 2006 INTERNATIONAL EXISTING BUILDING CODE CHAPTER 5 REPAIRS SECTION 506 STRUCTURAL 506.1 General. Repairs of structural elements shall comply with this section. 506.1.1 Seismic evaluation and design. Seismic evalua- tion and design of an existing building and its components shall be based on the following criteria. 506.1.1.1 Evaluation and design procedures. The seis- mic evaluation and design shall be based on the proce- dures specified in the International Building Code, ASCE 31 or FEMA 356. The procedures contained in Appendix A of this code shall be permitted to be used as specified in Section 506.1.1.3. 506.1.1.2 IBC level seismic forces. When seismic forces are required to meet the International Building Code level, they shall be one of the following: 1. One - hundred percent of the values in the Interna- tional Building Code. The R- factor used for anal- ysis in accordance with Chapter 16 of the International Building Code shall be the R- factor specified for structural systems classified as "Ordinary" in accordance with Table 12.2 -1 of ASCE 7, unless it can be demonstrated that the structural system satisfies the proportioning and detailing requirements for systems classified as "Intermediate" or "Special." 2. Those associated with the BSE -1 and BSE -2 Earthquake Hazard Levels defined in FEMA 356. Where FEMA 356 is used, the corresponding per- formance levels shall be those shown in Table 506.1.1.2. TABLE 506.1.1.2 FEMA 356 AND ASCE 31 PERFORMANCE LEVELS a. Performance levels for Occupancy Category III shall be taken as halfway ~ between the performance levels specified for Occupancy Category 11 and IV. 506.1.1.3 Reduced IBC level seismic forces. When seismic forces are permitted to meet reduced Interna- tional Building Code levels, they shall be one of the fol -' lowing: 21 REPAIRS 1. Seventy-five percent of the forces prescribed in the International Building Code. The R- factor used for analysis in accordance with Chapter 16 of the International Building Code shall be the R -fac- tor as specified in Section 506.1.1.2 of this code. 2. In accordance with the applicable chapters in Appendix A of this code as specified in Items 2.1 through 2.5 below. Structures or portions of struc- tures that comply with the requirements of the applicable chapter in Appendix A shall be deemed to comply with the requirements for reduced Inter- national Building Code force levels. 2.1. The seismic evaluation and design of unreinforced masonry bearing wall buildings in Occupancy Category I or II are permitted to be based on the procedures specified in Ap- pendix Chapter Al. 2.2. Seismic evaluation and design of the wall an- chorage system in reinforced concrete and re- inforced masonry wall buildings with flexible diaphragms in Occupancy Category I or II are permitted to be based on the procedures speci- fied in Appendix Chapter A2. 2.3. Seismic evaluation and design of cripple walls and sill plate anchorage in residential buildings of light -frame wood construction in Occupancy Category I or II are permitted to be based on the procedures specified in Ap- pendix Chapter A3. 2.4. Seismic evaluation and design of soft, weak or open -front wall conditions in multiunit resi- dential buildings of wood construction in Oc- cupancy Category I or II are permitted to be based on the procedures specified in Appen- dix Chapter A4. 2.5. Seismic evaluation and design of concrete buildings and concrete with masonry infill buildings in all occupancy categories are per- mitted to be based on the procedures specified in Appendix Chapter A5. 3. In accordance with ASCE 31 based on the applica- ble performance level as shown in Table 506.1.1.2. 4. Those associated with the BSE -1 Earthquake Haz- ard Level defined in FEMA 356 and the perfor- mance level as shown in Table 506.1.1.2. Where FEMA 356 is used, the design spectral response acceleration parameters S and S shall not be taken less than 75 percent of the respective design spectral response acceleration parameters Sm and Sin defined by the International Building Code and its reference standards. 506.1.2 Wind design. Wind design of existing buildings shall be based on the procedures specified in the Interna- tional Building Code or International Residential Code as applicable. 506.2 Repairs to damaged buildings. Repairs to damaged buildings shall comply with this section. 506.2.1 Dangerous conditions. Regardless of the extent of structural damage, dangerous conditions shall be elimi- nated. 506.2.2 Substantial structural damage to vertical ele- ments of the lateral- force- resisting system. A building that has sustained substantial structural damage to the verti- cal elements of its lateral- force - resisting system shall be evaluated and repaired in accordance with the applicable provisions of Sections 506.2.2.1 through 506.2.2.3. 506.2.2.1 Evaluation. The building shall be evaluated by a registered design professional, and the evaluation findings shall be submitted to the code official. The eval- uation shall establish whether the damaged building, if repaired to its predamaged state, would comply with the provisions of the International Building Code. Wind forces for this evaluation shall be those prescribed in the International Building Code. Seismic forces for this evaluation are permitted to be the reduced level seismic forces specified in Section 506.1.1.3. 506.2.2.2 Extent of repair for compliant buildings. If the evaluation establishes compliance of the predamaged building in accordance with Section 506.2.2.1, then repairs shall be permitted that restore the building to its predamaged state using materials and strengths that existed prior to the damage. 506.2.2.3 Extent of repair for noncompliant build- ings. If the evaluation does not establish compliance of the predamaged building in accordance with Section 506.2.2.1, then the building shall be rehabilitated to com- ply with applicable provisions of the International Building Code for load combinations, including wind or seismic forces. The wind design level for the repair shall be as required by the building code in effect at the time of original construction, unless the damage was caused by wind, in which case the design level shall be as required by the code in effect at the time of original construction or as required by the International Building Code, whichever is greater. Seismic forces for this rehabilita- tion design shall be those required for the design of the predamaged building, but not less than the reduced level seismic forces specified in Section 506.1.1.3. New struc- tural members and connections required by this rehabili- tation design shall comply with the detailing provisions of the International Building Code for new buildings of similar structure, purpose and location. 506.2.3 Substantial structural damage to vertical load - carrying components. Vertical load - carrying compo- nents that have sustained substantial structural damage shall be rehabilitated to comply with the applicable provisions for dead and live loads in the International Building Code. Undamaged vertical load- carrying components that receive dead or live loads from rehabilitated components shall also be rehabilitated to carry the design loads of the rehabilita- tion design. New structural members and connections required by this rehabilitation design shall c with the G CODE 2006 INTERNATIONAL EXISTI L Yori mrs W QUANTUM CONSULTINI IUOIUIIC{ II�Ir1 r STRUCTURAL CALCULATIONS (Permit S mittal) Baker Boulevard Retail Center 406 Baker Blvd Tukwila, WA L Prepared for: OBJECT + SPACE LTD 3445 California Ave SW Studio 2 Seattle, WA 98116 FILE COPY N.. Per:-.-.! .t, No. Quantum Job Number: 7028.01 Prepared by: QUANTUM CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 February 28, 2007 CITRECEIVED F WIIA MAR 0 5 7007 PERMITCENTER 5 678 . 90,7 > K R 200] EEiD tw1DDLEIO i EXPIRES 10 /�de IAA- -CAD 1 Q UA N T U M PROJECT MEMORANDUM TO: DATE: City of Tukwila 2/28/2007 Bob Benedicto, Plans Reviewer BY: John Riley CONSULTING ENGINEERS PROJECT NUMBER: 7028.01 PROJECT: Baker Blvd. Retail Center Renovation Proposed Seismic Upgrades: The existing building that is being renovated is an existing 1960's vintage concrete tilt- up structure with wood - framed roof. Sub - diaphragm anchorage and tying of the walls to the roof structure is missing, as this building was constructed before the code changes that came into place after the 1971 San Fernando earthquake that did so much structural damage to these types of buildings. We are proposing the following retrofits to strengthen the building for improved seismic resistance, and references to the permit structural drawing details are noted for the specific items that are addressed below. It is not feasible to strengthen the building to 2003 IBC code requirements, so we believe that the seismic enhancements that we are making as part of this building renovation is a good compromise between doing nothing and retrofitting the building to current code requirements. The seismic retrofit improvements are listed as follows: • The joints between adjacent concrete tilt -up wall panels are not tied together with welded steel plates. We propose to add epoxy - anchored steel angles at 6' -0" on center vertical spacing along all of the joints around the building between each adjacent panel as shown on Detail 12/S4.1. An angle is used because concrete pilasters were cast into the ends of alternate concrete tilt-up wall panels, making each joint a connection between the interior wall face on one side of the joint and the edge of an interior pilaster on the other side of the joint. • The glu -lam beams running N -S are bearing on the concrete tilt-up wall pilasters and connected near the bottom with a sub - standard one -bolt connector. To provide for improved out -of -pane wall anchorage, we propose to add PHD6 holdowns with epoxy anchors into the pilasters and lag screws into the bottom face of the glu -lam beam ends as shown on Detail 3/S4.1. 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com City of Tukwila RE: Baker Blvd. Retail Center Renovation February 28, 2006 Page 2 .r wJ Quantum Consulting Engineers, LLC John H. Riley, S.E., P.E. Principal INN la Thanks, • There is no positive out-of -pane connection between the E -W 2x8 joists and the end concrete tilt -up walls. To provide for improved out -of- pane wall anchorage, we propose to add LTT19 holdowns at 6' -8" maximum on center spacing with epoxy anchors into the concrete wall panels and nailed up into the bottom face of the 2x8 joists as shown on Detail 6/S4.1. • To provide for cross -tie continuity of the E -W joist lines, we propose to provided PHD2 brackets and threaded rods tying the anchored E -W 2x8 joist lines across the supporting N -S glu -lam beams as shown in Detail 7/S4.1. • There is no apparent diaphragm chord tie between adjacent concrete tilt -up wall panels at the roof structure. We propose to add an L4x4x1/4 angle continuous along and epoxy- anchored to all four main perimeter concrete tilt -up walls at the roof framing elevation as shown on Detail 5/S4.1 along the North and South walls and as shown on Detail 6/S4.2 along the East and West walls. • Chord angle connections across interfering glu -lam beams are shown in Detail 4/S4.1 and angle connections across interfering concrete pilasters are shown in Details 1/S4.1 and 2/S4.1. This is done to create continuity of the chord angle along each of the tilt -up wall lengths from corner -to- corner. We believe these retrofit details will greatly improve the building's seismic resistance during an earthquake. All new construction associated with the proposed renovations does comply with the 2003 IBC as required. If you have any questions or comments regarding these seismic retrofit enhancements, please give me a call at 206 -957 -3906. ATTACHMENTS: Structural Calculations COPY TO: Object + Space, Ltd. Architects I] QUANTUM STRUCTURAL DESIGN CRITERIA Baker Boulevard Retail Center 406 Baker Blvd Tukwila, WA 98188 CODE CRITERIA: BUILDING CODE 2003 INTERNATIONAL BUILDING CODE BUILDING DEPARTMENT CITY OF TUKWILA WIND CRITERIA 85 MPH; EXPOSURE "B" BUILDING CATEGORY = II Kn= 1.0 Iw= 1.0 SEISMIC ZONE SDC = D SITE CLASS = D SUG = 1 R =,4 , 5 I = 1.0 S = 1.49, S = 0.49 SDS = 0.99, SDI = 0.49 SNOW 25 PSF LIVE LOAD (SLAB -ON- GRADE) 100 PSF Li Quantum Job Number: 7028.01 SOILS CRITERIA: SOILS BEARING PRESSURES PER EXISTING DWGS DATE July, 1991 BEARING PRESSURES 2,000 PSF BEARING DEPTH CONTINUOUS: 18" MIN., ISOLATED: 24" MIN. MATERIALS CRITERIA: CONCRETE (28 DAY STRENGTH): FOUNDATION /S.O.G PER (E) DWGS f'c =2,500 PSI WALLS PER (E) DWGS f'c =3,000 PSI REINFORCING STEEL: GRADE 60 Fy= 60,000 PSI Li STRUCTURAL STEEL: WIDE - FLANGE SECTIONS: A -572 Fy= 50,000 PSI ,., MISCELLANEOUS SECTIONS: A -36 Fy= 36,000 PSI TUBE SECTIONS: A -500 Fy= 46,000 PSI WELDING Fy= 70,000 PSI • r STRUCTURAL DESIGN CRITERIA Baker Boulevard Retail Center Tukwila, WA 1086f1, FRAMING: 2X, 3X, & 4X FRAMING MBRS HF #2 6X FRAMING MBRS DF #1 GLULAM BEAMS 24F -V4 (V8 @ CONT. AND CANT. MBRS.) PARALLAM BEAMS 2.0 E WS PARALLAM PSL LSL MEMBERS — BEAMS & HEADERS 1.3 E WS LSL LSL MEMBERS — STUDS & COLUMNS 1.3 E WS LSL WOOD SHTG APA RATED ASSEMBLY WEIGHTS Typical Existing Roof Dead Loads Single ply roofing 2.0 psf 1/2' Plywood Sheathing 1.5 psf 2x framing 2.0 psf R21 Insulation 1.0 psf Sheathing DL 6.5 psf (E) 7x27 GLat 16.5' o/c 2.5 psf Lights, ducts, sprinklers 1.5 psf miscellaneous 1.5 psf Framing DL 5.5 psf Typical First Exterior Wall Loads Seismic DL 12.0 psf 51/2' conc. Wall -150 PCF 69 psf Existing Wall DL 69 psf Typical New Roof Dead Loads roofing materials & decking 4 psf 1/2' plywood sheathing 1.5 psf steel beam 3 psf Lights, ducts, sprinklers 2.0 psf miscellaneous 1.5 psf New Roof DL 12 psf r. ID • Baker Boulevard Retail Center Project Number = 7028.01 Locations weight width Length wall W Existing Roof Level (psf) (ft) (ft) . height (fl (kips) large bldg Roof 12.00 79.00 120.00 113.76 WaII -N 69.00 0.00 119.00 8.00 65.69 Wall -S 69.00 0.00 119.00 7.00 57.48 Wall -E 69.00 0.00 79.00 8.00 43.61 Wall -W 69.00 0.00 79.00 8.00 43.61 N -S E -W 236.93 200.98 (kips) (kips) Locations weight width Length wall W Existing Roof Level (psf) (ft) (ft) height (fl (kips) small bldg Roof 12.00 29.00 45.00 15.66 Wall -N 69.00 0.00 28.00 6.00 11.59 Wall -S 69.00 0.00 28.00 5.00 9.66 Wall -E 69.00 0.00 44.00 5.00 15.18 Wall -W 69.00 0.00 44.00 6.00 18.22 N -S E -W 36.91 49.06 (kips) (kips) Nor ONO S. S. a a P rcc) `.° Sawer 60(.1k/tarok Ie u'/ Cedee. 4 a 4ke r 2 I /A 7i tkvvi 1A � \4/#4 99 /$6' \--,t + t e 43 ^43 bpi L0in % 122. 2.5 2°6 ow 5 'a 1,02 51' O. 4- Sbs z0.2'f QUANTUM I CONSULTING ENGINEERS date 1511 THIRD AVENUE project project�y SUITE 323 #4 C SEATTLE, WA 98101 designer sheet TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com client checked by 2002 Lat/Lon Lookup Output! Page 1 of 1 ELMS science bra changing world 47.45831 Lat. - 122.25206 Long. The interpolated Probabilistic ground motion values, in %g, at the requested point are: 10 %PE in 50 yr 2 %PE in 50 yr PGA 32.71 62.87 0.2 sec SA 72.01 142.03 1.0 sec SA 23.69 48.59 LOCATION SEISMIC HAZARD: Hazard by Lat/Lon. 2002 3 http:// eqint. cr .usgs.gov /eq- men/cgi- bin/find -ll- 2002 - interp- 06.cgi 1/30/2007 2003 IBC Seismic Lateral Forces Site Class 1 D z i Ss I 1.49 I S I 0.49 Fa 1 interpolate Fv 1.5 interpolate SMS SM1 SOS SD1 Ct hn x T To Ts Sa R Cs 1.49 0.735 0.99 0.49 0.020 8.00 see sheet 3 ft see sheet 3 ASCE Eq. 9.5.5.3 0.10 0.099 0.493 0.972 5.5 ASCE Table 9.5.2.2 1 ASCE Table 9.1.4 0.181 for base shear V = Cs*W IBC seismic calc.xls 2S pc 1 keArilwce.1 Cow c 1ei II IBC seismic calc.xls .r .r MEI IND 2003 IBC Seismic Lateral Forces Site Class I D 4. Ss t49 S1 0.49 Fa 1 interpolate Fv 1.5 interpolate SMS SM1 SOS SD, Ct hn x T To Ts Sa R Cs 1.49 0.735 0.99 0.49 0.0 20 8.00 0.75 0.10 0.099 0.493 0.972 6 1 `: 0.166 see sheet 3 ft see sheet 3 ASCE Eq. 9.5.5.3 ASCE Table 9.5.2.2 ASCE Table 9.1.4 for base shear V = Cs*W Q 6' . d 2 or uec'o4 pci.v e \ QUANTUM I CONSULTING ENGINEERS Importance Factor Basic Wind Speed qs Wind Exposure Velocity Exposure z =20.0 z= 25.0 z =30.0 z= 35.0 z= 40.0 85 Kz mph psf Pw,ww (psf) 4.46 4.85 5.17 5.44 5.69 5.91 Ballooning Pw,lw (psf) - 7.03 -7.03 - 7.03 -7.03 -7.03 -7.03 Kzt Pw.total (psf) 11.5 11.9 12.2 12.5 12.7 12.9 Pw,ww (psf) 7.76 8.42 8.98 9.46 9.89 10.27 Deflating P w.w (psf) -2.81 -2.81 -2.81 -2.81 -2.81 -2.81 Pw.totai (psf) 10.6 11.2 11.8 12.3 12.7 13.1 Enclosure Plan Geometry Type L (parallel to wind) B (perp to wind) L/B Windward Wall Crsm Leeward Wall Crsm Elevation Geometry Ridge Height Eave Height H (mid roof height) L/H Roof Slope (rise /12) Windward Roof Crsm Leeward Roof Crsm Enclosed Balloonin g 80 0.66 18 18 18 ft 4.44 0.25' ft ft (+ / - signify pressure acting toward and away from the surface) Deflation C: \Documents and Settings \achan \Desktop \RSM WIND Calc.xls 1/30/2007 bar Li 11 5$ vt Y.- 1 ' U 1 BL D -� L_ aI^aLi OeS,g Nit e avtS \W' 0.I$1(200.93) = 36.38kips \4117 36.3% - 18,19 K1 ps \ 4z /7 = 10,19K;Ps \d -tact( rto $v. R guts ,gyp Cc Z r2cvo .7g Glr►ecLt �r�r,�L, S ,,..� c rtes tIM.. £ O14Ttoa1 V2 ' t�'1� �' = s (AsD) f2 ,� ' eoct Yk►'e5 A Vq Q ti inotok" $ r Jt aea( 0-0 ;N ,e� . � z� g Z“ PL1" b � Co. c r�er terr a,i t 1'!." ViAlp • '4 = .7soKr < t c e2 0,14, tv q LQck �( G • F.1-s free 'om_ 2.a. 93 tc, p) \/ 0.11 (23693)' 42.6 4114 721,44'14. _}S ;WZ l z 1 4 V 3 a 6,•,,5v., ? IS 37164i : Z 9 f J L \141 = 25S Pi" D, /C, V3 V QUANTUM I CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com project client /.1 a ..:)7 7o28,01 date project no. designer sheet 7 checked by Yr IMO Orr ill.0O315 Ehicyr 9vie. .to t3 ° csp et•vr rv, +4, ."4 ►-) Gtr ces ` 4,, _ ►0. 19 04 (►' � = 6 fn Ks 1 � , RtYz Z 13,14 ( ) : 2,&0 ►(Ips, gvH z 1 61-9 (� 3, 7) i Ps IA/ 4 2 S" c9 8 =) _ F,70 virs rws = /gl904 _ z L 9 ) i, C 4 J 2.) cka wi (/Gi"P. . v 2 4. So k 4,13 poz 57012Ntl15 7 <'L gz«pr, k/1 ge h r. 5\ r &,✓a //; M,x, ,„-6,1 a.,.l 42 v2,4 r.-.+4 ?rov,O(rt F ' 16' IZA. wdy ,cc = 3o o0 p.S 'q,‘ = 2 r 1 fs, y "� s o ' 2 ./6 QUANTUM I CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com project client Asfni/itiV = 0.0031 >o chns S St oa y 0 % -Q date designer sheet checked by project no. S g4 3,100 t 7:71 D( -da7J (CS ' ea xi gag) S ir % . 2 4 \ A / 4 'r 4 ', 1 z 3, '70 £,s r 3, � 2 71T'� to J J CS..5:yIt 9Lx,g )1-o I1 -\-11,5" F L1 2 I.42 k ( s 1 pal x1 ,7 t $ s _ .s 4 ) ) 741 ps,' C tr Yn q5 c 8 fs,' k e 7, l ox C 5 Sz,logy` c.)14 ?. J ,, 41501 82./6 4' Oa' 2 781 ps; < vp $2.4( vy QUANTUM I CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com project client oHo 07 7D29.vl date project no. 634 designer sheet checked by Ses cr > L ,,4 +yr 0.99 Sol 2 00 4 9 2 s X 2 C . -7 5,�, �6/ s0.067 W, V r O ■fie/ is o.13^ 2. p. /36 w 9 N + V,,/, U. /J 6 (236, (73) = 32, 17 Leff,. A.4li1rw5 w, a 3 2.17 K z 2 N�3 11.1 " 2 L 1 - s 6. Oct 14ps e - We Y+ Oi re (+1 = Vslw 1J6 14/ .r 44 (2vi, 9' 0 27. 33 K13 I2.. ? c/vv 1-377 M 2 W426 2 ( L ) r 2 )(> L73.60 '(4L .�y 'lc, 2 ` s 213.4014%, 2.2 K'ps L +0,4 -,,� �f P I 11 . 7 41,1 = tn6 ri 45 z v6 (36)(3.0e) 3 QUANTUM 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com vt, Z O, 5 I?a 4 c 205 (S* (,`bt$'xV9) a 9614 CONSULTING ENGINEERS project client a2 a (0 date project designer sheet checked by r. I.r � 5-,r,- B _ OL " 1 5 0- = �7Lo 2. 2- 610 y X 7 x - ►16° 2 O. 166w w O./6601 06o) Z [ gS z I bs V3 2 1 3 22' 5 hour , W'4t pg. , R5 ' 13 r_ 2 It f L3ZZ) V)" , 66 r, Il, 2 7 /5" $gf"4 N s•s SNu 5\Li b " ', V,sw 2.3 )o pt/ 7 I-o" QUANTUM I CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com project client date designer checked by project no sheet low $ - 61., ©ve eoc-tic4t eca R� � "s e S �•� -..t �•/ = 15 p 1 / 45 1 144 25 ,(C:) 2 k1 LS0 ohs y 4 (2 / 2 t 7 - 49 pf 7/11 = 1S 12 sii t Y D 166 w z0. 166 C3J'4'z) = 2296 V2 22,9? Vi - g21 /2s \1 1640 l L' 1'`s y'LfS\4) tZl 9 I5‘ 6 z 27 PLIL I Nt/g) Y� -L ------------1 1-1 ' u b V, QUANTUM I CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com project client date project no. designer sheet checked by /2 Project: Baker Boulevard Retail Center Project Number: 7028.01 calculations for uplift force in the shear walls with a Seismic force loading in the East -West direction: factor - uplift 0.6 factor -comp 1 High Roof level RSW3 RSW4 RSW5 weight (DL (plf) fx(DL) (Plf) 24.000 24.000 24.000 Seismic (kips) length wall (ft) height wall (ft) opposing moment (k -ft) 6.610 5.747 5.747 resisting moment (k -ft) 2.700 0.972 0.972 + uplift holdown -F (kips) 0.261 0.228 0.531 comp force (kips) 0.741 0.819 0.819 Strap or Holdown STEEL POST MSTC40 MSTC48B3 Allow Tension Loads (Ibs) 2590 3380 calculations for uplift force in the shear walls with a Seismic force loading in the North -South direction: High Roof weight (DL (plf) fx(DL) (plf) Seismic (kips) length wall (ft) height wall (ft) opposing moment (k -ft) RSW 1 0.00 24.000 3.966 RSW2 RSW6 24.000 3.966 8.205 resisting moment (k -ft) 0.588 0.588 8.748 0.483 -0.020 + uplift holdown -F (kips) 0.483 comp force (kips) 0.707 0.707 0.844 Strap or Holdown MSTC48B3 MSTC40 STEEL POST Allow Tension Loads (lbs 3380 2590 QUANTUM I CONSULTING ENGINEERS Importance Factor Basic Wind Speed qs Wind Exposure Velocity Exposure B. Kz Kzt Ballooning Pw.ww (Psf) Pw,tw (PSf) Pw.totaI (psi) Deflating Pw.ww, Pw• Pw,total(Psf) (psi) (psf) z = 15.0 z =20.0 z = 25.0 z = 30.0 z = 35.0 z = 40.0 4.46 4.85 5.17 5.44 5.69 5.91 -7.03 -7.03 -7.03 -7.03 -7.03 -7.03 11.5 11.9 12.2 12.7 12.9 7.76 8.42 8.98 9.46 9.89 10.27 -2.81 -2.81 -2.81 -2.81 -2.81 -2.81 10.6 11.2 11.8 12.3 12.7 13.1 Enclosure Plan Geometry Type L (parallel to wind) B (perp to wind) L/B Windward Wall Crsm Leeward Wall Crsm Elevation Geometry Ridge Height Eave Height H (mid roof height) L/H Roof Slope (rise/12) Windward Roof Crsm Leeward Roof Crsm Enclosed''_•.. 1.00 30 . 30 ft 0.87 Vikitok, 11 i'.4■ CGI.ew 14t . 12-S ftS l J$` x 4 % 7s) (+ / - signify pressure acting toward and away from the surface) Deflation `! _ , gSL ii., - • C: \Documents and Settings\achan\Desktop\RSM WIND Caic.xls 2/15/2007 Orr rr taw Iwo Mai rr EtkPriar Cci 5, ,4 k) ? r vtar Cf vi.de L 0 t, 1 x 2,S z3a 2 2 2Sp' /14-fi 612 0e2a. 7 Petri (nt kce V S/4 ¢ _ ; ? 18.59 1,65 5 GLQck s, o y = 040 F u p, 6 <3 C. d. ti : 16.45 C1,0 k Cv 1 ; r N (L X i 7 i 12), z 2.72 ?Zvi 19,15 Nv 602.1 ore 0.3 C.■ ; e 1 1. L L r \i/ L ► t I g Y L61-vH '6/ c r Je nc'z 9 5•9 19 1-1 ''`' ' 37 ZS 1 SS /05ta S5� 1869 z v z O C S8) (.0xosz x3.i4) = 1,33 utp C�— CQ■tod • ‘ t l 6- 95 > = 2 . ‘1-9 u/` amt c % oz. Il z � C ¢ C i4 9a,eu'/ , 0214-1,) 23 te) 1 C 1 1 5 = 2.vt rts, / C.3% . = 15.14 k6T•f, QUANTUM I CON SULTING ENGINEERS +—� �aZ� 1511 THIRD AVENUE project date project no. SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 designer sheet S FAX 206.957.3901 www.quantumce.com client checked by r~ Iwo ha V2 Y v";:/ls Ca. wf S. oti f, 6 414 r vse6 ' \ 4b r � 4,- 1 4W e c co 40P6 - \-\C 2 to Y �GN e P.5.,/ { z O. Crs 10- kr P 41 4C 13.5 ysi �o.G d.06 .5. /l psf • a • ?rsb.4 /ops i C r� cam c 1o105F) 2.5^ fIC x 4c,!4-3 Se6 I C41 7 I s f36 ,ks i " (1 12470 3) C\t ec■k. r4GE f4oL/44. 19t4- Cc)N d12rl•J401 j. ! eS 9 C ) a131 M gC) 0.1 • s3j C014 2 " t �� + 940 a. S6 c �, 7 g'4t o 2,3‘ a K 0)-3074024 7ka-a $40 MOH sof QUANTUM I CONSULTING ENGINEERS � .c)l 1511 THIRD AVENUE project date projectTio. SUITE 323 SEATTLE, WA 98101 �! TEL 206.957.3900 designer sheet FAX 206.957.3901 www.quantumce.com client checked by Yr I.. r,+ limo Iwo ry a d tt 51) p w 2) <AG5, t( $ v'c. czt ( 1O o ,.,,• = C \'1/41( br4chrt) ji 2 gi'4 3 / 2 Zcz ( 4' o J z 174 fG i- ',^� z 250 pu? ‘c,,, �,,s �� L 21�( b oa z 4,, s ► z 4o x, 7Y o(2,7 s 297 eL z = G• 3 = � . 3 (6i) ?F ` gy p , 2 o 4S isrt ..\ / -4 (4.: 12 Pax at 2 5 2ov(LIr ‘, a /S' ''� c . U .tC • 5 e la 4.A Cw x!S, .2.57s 'G s 06 -6 I ' - QUANTUM I CONSULTING ENGINEERS 7oL�•� 1511 THIRD AVENUE project date designer project no. SUITE 323 7 SEATTLE, WA 98101 sheet TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com client checked by ■ Cam -f- pic/41 -{ ArH CAc5 ✓czs 2 400 Si1� i v c�7 >� C.t, 99' -zL c& &C' , 7 f 2,i pC/ U1 W Z O- g SAs w , -17>1- rI v2') (P c 8(•99 Cl-0 w = 0 -Cow >cv. 75' / f ? I - „ Qom, � � Y � . a u ,, /i a " . /s ' �•� � C 1S 4.4" e wy j Le-4 SS w •yse�1 gv (5' 4 � Y ‘ Z (a X o cis 1 josr -"IQ. r6vet. ci"�1 Su? " /.) r 14 J‘/ 6 a y /) 2 24t,.‘.,pie 72k6 pit )(g'xS. <7 lles Its 3c L 7 T i9 e S 1.-g '',a c, �� �• c ( 7 C1t() C a , Q .-I' l eJe < �1 z 13 SL) l,°s 'U 1,71 QUANTUM I CONSULTING ENGINEERS 'Iv2l3. 1511 THIRD AVENUE project date project SUITE 323 SEATTLE, WA 98101 designer sheet TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com client checked by or Group Grade 12' 16" 192 2C IT i6' 192 24" IT /6" 19.2" 24" 12" i6" 19.2" 24" Douglas Set. Struc. 16-4 14-11 14-0 13-0 21 -7 19-7 18-5 17 -2 27-6 25-0 23-7 21 -3 33-6 30-2 27-6 24-8 Fir -Larch 1 & Btr 16-1 14-7 13-9 12-3 21 -2 19-1 17-5 15-7 26-10 23-3 21 -3 19-0 31 -2 27-0 24-8 22-0 No. 1 15-9 13-9 12-6 11 -2 20-1 17 -5 15-10 14-2 24-6 21-3 19-5 17-4 28-5 24-8 22-6 20-1 No. 2 15-0 13-0 11 -11 10-8 19-1 16-6 15-1 13-6 23-3 20-2 18-5 16-5 27-0 23-4 21-4 19-1 No. 3 11-6 9-11 9-1 8-1 14-7 12 -7 11-6 10-3 17-9 15-5 14-1 12 -7 20-7 17 -10 16-3 14-7 Douglas Se). Smut. 14-9 13-5 12-8 11 -9 19-6 17-9 16-8 15-6 24-10 22 -7 21-3 19-9 30-3 27-6 25-10 23-4 Fir -South No. 1 14-5 13-1 12 -1 10-9 19-0 16-9 15-3 13-8 23-7 20-5 18-8 16-8 27-4 23-8 21 -7 19-4 No.2 14-1 12-8 11 -7 10-4 18-6 16-0 14-8 13-1 22 -7 19-7 17 -10 16-0 26-3 22-8 20-9 18-6 No.3 11 -2 9-8 8-10 7 -11 14-2 12-4 11 -3 10-0 17-4 15-0 13-8 12-3 20-1 17-5 15-11 14-3 Hem -Fir Sel. Strut. 15-6 14-1 13-3 12-3 20-5 18-6 17-5 16-2 26-0 23-8 22 -3 20-6 31-8 28-9 26-7 23-9 1 8i Btr. 15-2 13-9 12 -11 11-9 19-11 18-2 16-8 14-11 25-5 22-3 20-4 18-2 29 -10 25-10 23-7 21 -1 No. 1 15-2 13-7 12-4 11 -1 19-10 17 -2 15-8 14-0 24-3 21-0 19-2 17 -1 28-1 24-4 22 -2 19-10 No.2 14-5 12-8 11 -7 10-4 18-6 16-0 14-8 13-1 22 -7 19-7 17 -10 16-0 26-3 22-8 20-9 18-6 No.3 11 -2 9-8 8-10 7 -11 14-2 12-4 11 -3 10-0 17-4 15-0 13-8 12-3 20-1 174 15-11 14-3 Spruce- Set. Struc. 14-5 13-1 12-4 11-5 19-0 17 -3 16-3 15-1 24-3 22 -1 20-9 19-3 29-6 26-10 25-3 22 -11 Pine -Fir . No. 1 14-1 12-9 11 -9 10-6 18-6 16-3 14-10 13-3 22 -11 19-10 18-2 16-3 26-7 23-0 21-0 18-10 (South) No.2 13-8 12 -1 11-0 9-10 17-8 15-4 14-0 12-6 21 -7 18-8 17 -1 15-3 25-0 21-8 19-9 17-8 No.3 10-8 9-3 8.5 7-6 13-6 11-8 10-8 9-6 16-5 14-3 13-0 11-8 19-1 16-6 15-1 13-6 Western Sel. Struc. 14-1 12-9 11 -11 10-8 18-8 16-6 15-1 13-6 23-3 20-2 18-5 16-5 27-0 23-4 21-4 19-1 Woods No.1 13-0 11-3 10-4 9-3 16-6 14-3 13-0 11-8 20-2 17-5 15-11 143 23-4 20-3 18-6 16-6 No.2 13-0 11-3 10-4 9-3 16-6 14-3 13-0 11-8 20-2 17-5 15-11 14-3 23-4 20-3 18-6 16-6 No. 3 9-8 83 7-8 6-10 12-4 10-8 9-9 8-8 15-0 13-0 11 -10 10-7 17-5 15-1 13-9 12-4 IOW low rr. Yni rr two law It Framing Lumber CEILING JOIST SPANS' 200 LIVE LOAD 104 DEAD LOAD L/240 Design Criteria: Strength - 10 lbs. per sq. ft. dead load plus 20 lbs. per sq. ft. live load. Deflection - Limited in span in inches divided by 240 for live load only. Species Refer to footnote at bottom of page 14. Species Grade Simple C ad dom Simpfe Controlled Random �Ple Controlled Random Simple co tied Random 5-6 5-5 6-0 5-11 8-9 8-7 9.7 9-5 7-8 74 8-4 6-3 7-0 6-10 7 -7 74 2x6 STRUCTURAL DECKING SPANS Spans for 4' to 12 wide lumber manufactured and used at a maximum moisture content of 19%. Spans are given in feet- inches. Lush South Gem -Fir SeL Cos Sd. Cos. Sd. Cars. 2e Thick Decking �� IS th 141 Cos. Western Cedars Sd. Cont. 2x8 Western Woods SaL Cam. Span (feet and inches) spacing es seater FLOOR DECKING -10 psi Dead Load 140 psi Live Load (normal load) ROOF DECKING -10 psi Dead Load / 20 psf Live Load (seven -day load) ROOF DECKING -10 psi Dead Load /30 psf Live Load (snow load) ROOF DECKING • 10 psf Dead Load /40 pal Live Load (snow load) Spans for Dimension Lumber (8" & narrower) run -to- pattern as 2" and 3' decking may be used as follows: No. 2 Grade DF uses spans for Hem-Fir Selected Decking. DF-S uses spans for Western Woods Selected Decking. H-F uses spans for Douglas Fr-South Commercial Decking. SPFs uses spans for Western Woods Commercial ercial Dec Other species groups use spans for Western Cedars Commercial Decking. 2x10 Douglas 4 000ytas Larch Sd. Coe. Sd Wm. SeL Thick Decking 1111. Fir Rol SaL Cos 2x12 Western Cedars SeL Cam. Table 9 Table 10 Western Woods Sal. Cam. L1480 Deflection Limit 8-1 7 -10 9-3 9-0 L/240 Deflection Limit 12-9 12-5 14-8 14-3 L1240 Deflection Limit 11. 210-10 12-10 12-5 L/240 Deflection Limit 10-2 9-10 11-8 11-4 5-1 4-11 5-7 5-5 5-2 5-1 5-8 5-7 5-1 4-10 5-7 5.3 4-8 4-7 5-1 5-0 4-10 44 5-3 5-1 9-3 9-0 10-7 10.4 8-6 8.3 9.9 9-6 84 8-0 s. 9-11 9-9 8-6 8-1 9-9 9.3 7 -10 7 -7 9-0 8.8 8-1 7 -10 8-10 8-7 8.3 8-1 9-0 8-10 8-1 7-8 8-10 8-4 7.5 7 -3 8-2 7 -10 74 7-5 8-4 8-2 14-7 14-4 16.9 163 13-5 13-1 15-5 15-1 13-9 13-5 15.9 153 13-5 12-9 15-5 144 12-5 12-0 14-3 13-9 7 -1 6-11 7-8 74 7-3 7 -1 7 -10 74 7 -1 6-8 7-8 7-4 64 6.4 7 -1 6-11 64 64 7-4 7 -1 12-9 124 11-9 114 12-0 11-9 14-8 14-5 113-6 13-2 3-6 11 11 -2 13-6 12 -10 10-10 10-6 12-5 12-1 6.5 6.3 I 6-7 63 7-0 6-10 7 -2 7-0 6-5 6-1 7-0 6-8 5-11 5-9 6-5 6-3 8.1 5-11 6.8 6-5 11-7 113 13-4 13-1 10-8 10-5 12 - 3 11 - 11 10-11 104 124 12 -3 10-8 10-2 12 -3 114 9-10 9-6 114 10-11 No. 3 Grade (for Roof Decking: use Simple lay-up spans for both Simple and Controlled Random by-ups.) OF-L uses spans for Douglas Fr-South Selected Decking. DF-S uses spans for Western Cedars Selected Decking. H-F uses spans for Western Woods Selected Decking. SPFS uses spans for Western Cedars Commercial Decking with reductions of 3' for 2' -Decking, and 5' for 3 -Decking 15 lq FLOOR PLAN N GRAPHIC SCALE PHI , I BAKER BOULEVARD RETAIL CENTER TUKWILA. WA DESIGN REVIEW 102.04 CORRECTIONS 12.11.08 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMEN 1.23.07 FLOOR PLAN wale: 1 /B" • 1'47' A -2 o, t0) ' _ 41 tgaJig. 8c' — 1 ' 4 17L z 12 14 c j' �z) ± 132. PLP L L 7 2S 1 I s 21,5^ PL4 1211-f !, = 2 Sp ri't 1 7 2 S 3� Hj 42f \R a= I . 65'', L 1, 3,56 K QUANTUM 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com Sc. Lee./ 3 x 12 » PAI l j•6.1, 014- .64+6^ C se6ck) "ruin a Ni!ea Cst•R gM �1 CONSULTING `t , s 3.S� 5 . � s ENGINEERS ( -ti -r 1 L4 ke‘.. project client Di- Z r.g4 a 2 3 S6 I$ ' 0`L -Z -67 date ftt- designer checked by A f . 6 /... ?D2ev 1 project no. sheet lbw IWO Yuri INS v irk kd jZw k3 , R,e,a t' Beau, : `R - ) • - p i ,c S 61 = 641.-9 l..: 2S fil a 533 = 133 t r 9J e�, �►-t 1 14.c7))1. � 0�, z d •ZJ '� 1.4 .2 2,SL f, '( \g-1( ocg f i t ( I I I<< L( ill , 4L0 I71 -4-" " -" /6 ( -3 QUANTUM I CONSULTING ENGINEERS 3 a ¢iL. ?AA' R e-t•+-r f4- 2 -‘, 7 1511 THIRD AVENUE project date SUITE 323 a SEATTLE, WA 98101 designer TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com client checked by sheet project n_ - - - -2 INN Steel Section : W8X15 Center Span Left Cant. „„ Right Cant Lu : Unbraced Length tame DL LL ST Start Location .. End Location Summary Irr ru r.r Max. M + Max. M - 1..' Max. M @ Left Max. M @ Right Rev: 580007 User: KW- 0605835. Ver 5.8.0, 1-Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Steel Beam Design Page 1 calcs.ecw:Calculations Description General Information Code Ref. AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Distributed Loads Note! Short Term Loads Are WIND Loads. Using: W8X15 section, Span = 17.58ft, Fy = 50.0ksi, Left Cant. = 4.00ft, Right Cant. = 6.00ft End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 dual Allowable Moment 11.854 k -ft 32.450 k -ft tb : Bending Stress 12.055 ksi 33.000 ksi fb /Fb 0.365:1 Shear fv : Shear Stress fv /Fv Force & Stress Summary Shear @ Left 2.99 k 1.01 2.99 1.35 k Shear @ Right 3.13 k 1.15 3.13 2.05 k Center Defl. -0.461 in -0.113 -0.461 -0.461 0.038 0.038 in Left Cant Defl 0.327In 0.073 0.327 0.327 -0.048 -0.048 in Right Cant Defl 0.451 In 0.066 0.451 0.451 -0.199 -0.199 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left Reaction @ Rt New High Roof Steel Beam - RBM -1 #1 0.108 0.225 Maximum 11.85 k -ft 17.58 ft 4.00 ft 6.00 ft 0.00 ft 3.130 k 1.575 ksi 0.079 : 1 4.48 1.50 3.48 3.48 2.28 228 k 5.45 1.89 3.87 3.87 3.37 3.37 k Fa calc'd per Eq. E2 -1, K1.k < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together Title : Dsgnr. Description : Scope: Fy 50.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft 39.739 k 20.000 ksi Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL +LL Defl) Job # Date: 2:33PM, 2 FEB 07 «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Only Center () Center Cants Cants 3.17 11.85 0.39 k -ft -2.22 -2.22 -6.27 k -ft -0.98 -0.98 -2.78 k -ft - 2.22 - 2.22 - 6.27 k - ft -0.461 in 1,320.1 : 1 293.8 : 1 23 Yaw IOW Rev: 580007 User: KW- 0605835, Ver 5.8.0. 1- Dec -2003 (c) 1983 -2003 ENERCALC Engineering Software Steel Beam Design Page 2 calcs.ecw:Calculations Description Depth Web Thick Width .., Flange Thick Area Rt ` Values for LRFD Design.... J Cw New High Roof Steel Beam - RBM -1 8.110 in 0.245 in 4.015 in 0.315 in 4.44 in2 1.030 in 0.140 in4 Zx 51.80 in6 Zy K Weight hoc lyy Sxx Syy R-xx R -yy Title : Dsgnr. Description : Scope : Job # Date: 2:33PM, 2 FEB 07 Section Properties W8X15 15.08 #!ft 48.000 in4 3.410 in4 11.800 in3 1.700 in3 3.290 in 0.876 in 13.600 in3 2.670 in3 0.615 in 21- Iy II ism Rev: 580004 User. KW- 0605835. Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 calcs.ecw:Calculations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 11 [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 375.28 psi Fb 1,454.75 psi Deflections Section Name 3x12 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Span... Deflection .Location ...Length/Defl Camber ( using 1.5 Center Left @ Right Bending Analysis Ck 27.927 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports bar Max. Left Reaction Max. Right Reaction New High Roof 3x decking DL DL DL 11.500 in 2.500 in Sawn 1.150 Pin -Pin Span= 9.00ft, Beam Width = 11.500in x Depth = 2.5in, Ends are Pin -Pin 0.37 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 1.45 fv Fv Dead Load -0.079 in 4.500 ft 1,369.4 D.L Defl ) ... 0.118 in 0.000 in 0.000 in Le 16.553 ft Rb 1.938 Max Moment 0.37 k-ft 0.00 k -ft 0.00 k -ft @ Left Support 024 k 1.390 in2 172.50 psi 0.17 k 0.17 k 12.00 #/ft #/ft #/ft 0.258 : 1 0.4 k -ft 1.5 k -ft at 4.500 ft at 0.000 ft 8.34 psi 172.50 psi Center Span Left Cantilever Right Cantilever Hem Fir, No.1 and Fb Base Allow Fv Allow Fc Allow E Total Load -0.243 in 4.500 ft 444.13 LL LL LL Scope: Reactions... Left DL Right DL Sxx 11.979 in3 CI 0.000 Sxx Req'd 3.09 in3 0.00 in3 0.00 in3 @ Right Support 024 k 1.390 in2 172.50 psi Title : Dsgnr. Description : 9.00ft Lu ft Lu ft Lu better 1,100.0 psi 150.0 psi 405.0 psi 1,500.0 ksi 25.00 #/ft #/ft #/ft Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Bearing Length Req'd Bearing Length Req'd Area 28.750 in2 Allowable lb 1,454.75 psi 1,454.75 psi 1,454.75 psi 0.036 in 0.036 in Job # Date: 2:08PM, 2 FEB 07 9.00 ft 0.00 ft 0.00 ft Repetitive Member Beam Design OK Maximum Shear * 1.5 0.2 k Allowable 5.0 k Shear. @ Left 0.17 k @ Right 0.17 k Camber. @ Left 0.000 in 0 Center 0.118in @ Right 0.000 in 0.05 k Max 0.17 k 0.05 k Max 0.17 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 2s Stress Cates Rev: 580004 User: KW-0605835. Ver 5.8.0. 1-Dec-2003 _ (c) 1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 calcs.ecw:Calculations Description New High Roof 3x decking Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr. Description : Scope: Shear 0.17 k 0.00 k 0.00 k Job # Date: 2:08PM, 2 FEB 07 Deflection 0.0000 in 0.0000 in 0.0000 in Z6 r.+ r YIN V it Rev: 580007 User KW-0605835, Ver 5.8.0. 1-Dec -2003 _ (c )1983 -2003 ENERCALC Engineering Software Steel Beam Design Page 1 calcs.ecwCalculations Description Steel Section : W12X30 Center Span Left Cant Right Cant Lu : Unbraced Length Dead Load Live Load Short Term Location II Summary Shear fv : Shear Stress fv / Fv New High Roof Girder Beam: GRBM -1 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 _ Point Loads Note! Short Term Loads Are WIND Loads. #1 1.890 3.560 9.000 18.000 Using: W12X30 section, Span = 27.00ft, Fy = 50.0ksi End Fixity = Pinned- Pinned, Lu = 9.00ft, LDF =1.000 • Actual Allowable Moment 51.771 k -ft 86.738 k -ft tb : Bending Stress 16.095 ksi 26.965 ksi fb / Fb 0.597 :1 Force & Stress Summary I Maximum Max. M + 51.77 k -ft Max. M - Max. M @ Left Max. M Q Right Shear @ Left 5.85 k 2.29 5.85 Shear Q Right 5.85 k 2.29 5.85 Center Defl. -1.005 in -0.382 -1.005 -1.005 0.000 0.000 in Left Cant Deft 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.85 Reaction Rt 5.85 Fa calc'd per Eq. E2 -2, K'Lh > Cc I Beam, Major Axis, (102,000 Cb / Fy)".5 <= L/rT <_ (510,000 Cb I FY)".5 , Fb per Eq. F1-6 Section Properties W12X30 I Depth Web Thick Width Flange Thick Area Rt 12.340 in 0.260 in 6.520 in 0.440 in 8.79 in2 1.730 in Values for LRFD Design.... J 0.460 in4 Cw 719.00 in6 27.00 ft 0.00 ft 0.00 ft 9.00 ft #2 1.890 3.560 5.853 k 1.824 ksi 0.091 :1 2.29 2.29 Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together <<- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL+ST Only Cal Center (a) Center ® Cants ja Cants 19.73 51.77 k -ft Weight hoc lyy Sx): Syy R -xx R -yy #3 #4 #5 #6 #7 k k k ft 64.168 k 20.000 ksi 5.85 5.85 Title : Dsgnr. Description : Scope : 29.86 #/ft 238.000 in4 20.300 in4 38.600 in3 6.240 in3 5.210 in 1.520 in Zx 43.100 in3 Zy 9.560 in3 K 0.740 in 5.85 5.85 Fy 50.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL +LL Defl) Job # Date: 2:35PM, 2 FEB 07 k -ft k -ft k -ft k k k k -1.005 in 847.5 : 1 322.4 : 1 27 r. Description Steel Section : W8X18 Center Span Left Cant. Right Cant Lu : Unbraced Length IOW Yr Sri Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right SID Rev. 580007 User: KW -0605835. Ver 5.8.0, 1-Dec -2003 (c) 1983 -2003 ENERCALC Engineering Software Steel Beam Design Page 1 calcs.ecw:Calculations General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Point Loads Note! Short Term Loads Are WIND Loads. Dead Load Uve Load Short Term Location Summary I New High Roof Girder Beam: GRBM -2 16.25 ft 0.00 ft 0.00 ft 5.33 ft #1 #2 #3 #4 #5 #6 #7 1.210 k 2.320 k k 8.150 ft Using: W8X18 section, Span = 16.25ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 5.33ft, LDF = 1.000 Actual Moment 14.886 k -ft fb : Bending Stress 11.752 ksi fb / Fb 0.392 :1 Shear fv : Shear Stress fir / Reaction @ Left Reaction @ Rt Maximum 14.89 k -ft 1.90 k 1.92 k 1.90 1.92 1.916 k 1.023 ksi 0.051 : 1 Pinned - Pinned Bm Wt Added to Loads LL & ST Act Together Title : Dsgnr•. Description : Scope : Allowable 38.000 k -ft 30.000 ksi 37.444 k 20.000 ksi Fa calc'd per Eq. E2 -1, K'Ur < Cc I Beam, Major Axis, (102,000' Cb I Fy) ".5 <= UrT <= (510,000' Cb I Fy) ".5 , Fb per Eq. F1-6 I Beam, Major Axis, Fb per Eq. F1 -8, Fb = 12.000 Cb Af / (I * d) Fy 50.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL +LL Defl) Job # Date: 2:25PM, 23 FEB 07 -0.319 in 1,628.6: 1 610.6:1 Force & Stress Summary <<- These columns are Dead + Uve Load placed as noted -» DL LL LL +ST LL LL +ST O nly Center Center et Cants Cants 5.49 14.89 k -ft k -ft k -ft k -ft 0.75 1.90 k 0.75 1.92 k Center Defl. -0.319 in -0.120 -0.319 -0.319 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in 0.75 1.90 1.90 k 0.75 1.92 1.92 k Irr EINd Depth Web Thick Width .• Range Thick Area Rt Values for LRFD Design.... J 0.170 in4 Cw 122.00 in6 r Y. NINIr Rev: 580007 User: KW- 0605835, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Steel Beam Design Page 2 calcs.ecw:Calculations Description New High Roof Girder Beam: GRBM -2 Section Properties W8X18 8.140 in 0.230 in 5.250 in 0.330 in 5.26 in2 1.390 in Weight hoc lyy Sxx Syy R -roc R -yy Zx Zy K Title : Dsgnr: Description : Scope : 17.87 #/ft 61.900 in4 7.970 in4 15.200 in3 3.040 in3 3.430 in 1.230 in 17.000 in3 4.660 in3 0.630 in Job # Date: 2:25PM, 23 FEB 07 rr DL Rev: 580007 User: KW-0605835, Vet 5.8.0, 1- Dec -2003 (c) 1983 -2003 ENERCALC Engineering Software Steel Beam Design Page 1 calcs.ecw:Calculations Description !General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W6X15 Center Span Left Cant. Right Cant Lu : Unbraced Length LL ST Start Location New High Roof Steel Beam - RBM -2 #1 0.064 0.133 Shear fv : Shear Stress fv /Fv 17.33 ft 4.00 ft 6.00 ft 0.00 ft Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together Distributed Loads Note! Short Term Loads Are WIND Loads. #2 1.883 k 1.367 ksi 0.068 :1 #3 #4 Title : Dsgnr. Description : Scope: #5 Na, End Location Summary Using: W6X15 section, Span = 17.33ft, Fy = 50.0ksi, Left Cant. = 4.00ft, Right Cant. = 6.00ft End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 6.940 k -ft 24.425 k -ft fb : Bending Stress 8.524 ksi 30.000 ksi i.. fb / Fb 0.284 :1 27.554 k 20.000 ksi Fy Load Duration Factor Elastic Modulus #6 Max. Deflection Length/DL Defl Length/(DL +LL Defl) Job # Date: 2:27PM, 2 FEB 07 50.O0ksi 1.00 29,000.0 ksi Beam OK Static Load Case Governs Stress Force & Stress Summary ty DL Maximum Only Max. M + 6.94 k -ft 1.95 Max. M - -1.42 er Max. M @ Left -0.63 Max. M @ Right - 1.42 Shear @ Left 1.79 k 0.64 Shear @ Right 1.88 k 0.73 «- These columns are Dead + Live Load placed as noted -» LL LL+ST LL Center p Center p Cants 6.94 0.31 -1.42 -3.82 -0.63 -1.70 -1.42 -3.82 LL +ST Cants k -ft k -ft k -ft k - ft 1.79 0.82 k 1.88 1.25 k Center Defl. -0.4281n -0.111 -0.428 -0.428 0.033 0.033 in Left Cant Defl 0.308in 0.072 0.308 0.308 -0.044 -0.044 in Right Cant Deft 0.418 in 0.062 0.418 0.418 -0.192 -0.192 in ...Query Deft @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.70 0.96 2.11 2.11 1.41 1.41 k Reaction @ Rt 3.29 1.20 2.36 2.36 2.08 2.08 k Fa calc'd per Eq. E2 -1, IC IJr < Cc I Beam Passes Table B5.1 but Non - Compact, Fb Per Eq. F1-4 #7 k/ft k/ft k/ft ft ft -0.428 in 1,341.7 : 1 312.2: 1 3 0 rr Wr Title : Dsgnr. Description : Scope : Job # Date: 2:27PM, 2 FEB 07 Rev: 580007 User. KW- 0605835, Ver 5.8.0. 1-Dec-2003 (e)1983.2003 ENERCALC Engineering Software Steel Beam Design Page 2 calcs.erw:CalculaUons Description New High Roof Steel Beam - RBM -2 Section Properties W6X15 p ••■ Depth Web Thick Width Flange Thick Area Rt 5.990 in 0.230 in 5.990 in 0.260 in 4.43 in2 1.610 in Weight hoc lyy Sxx Syy R -roc Values for LRFD Design.... R - ri J 0.10011'14 Zx Cw 76.50 in6 Zy K 15.05 /tiff 29.300 in4 9.320 in4 9.770 in3 3.110 in3 2.560 in 1.450 in 10.800 in3 4.750 in3 0.559 in 31 allitalhOsOzwims 1111•2=11 b,s40 (4) 11 ) r)c m ROOF FRAMIN6 PLAN \Joi SCAM IN • P-O• rls C1=03 • .1 le PERIMETER, rtr. ' mak 1Yr.' -7) I ! 9 tex; i I I i---- k'i: r ( I 1 ) - ' . 1 1 1 i i i I 1 i I i i i 1 I I I I I 1 1 1 1 1 1 11 ONO 7 Ira 2,) c � 6 / - Z boo z 707 3= 2j Lt 11., kl,z 120.:47: f -1 IL L. 2 2.5 y s-,( 2 T 5D7c' DL 't 493 VI, z 2u24 +C &lax 4.3-1i) 2S34)4t1 PZ p1. 96 0 W , Z (,110 k,itz u, '12 �bL z '71 Qn-r L, tr 3 ip9Lf 3) 1•1R 13M1 -3 ? 2 8' f 4. . ■ w = c y S tos 1 \-N • =27 .a4 Z ' i - C 60 ,16' s'l ) 6 ps L 1 r LL ?b 444 v 2 2z 2.435 6 - /5 rk a tp 3$6e L.c 20-/ 538 4 431 6 � = 2 435' QUANTUM I C ONSULTING ENGINEERS 1511 THIRD AVENUE project date project no. SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 designer sheet FAX 206.957.3901 www.quantumce.com client checked by VIM IMO ONO Iwo 1 49 htiR4 61s 1 Opfoc3- 5 04'L , 1 xl7.5F, 4.6 PL/' Ls : 16 poP t 96 P ti v y t 'D L 12f 4 tS/ • 93v eSS pr = 19�4c,F 5� K R',M-5 \ r I Op 7 2 70 p t. w P1, z 121 . fi r), L 2 'E'pt1C' p ,tt4 ils „s z 2 ifs? E 2 � _ pt L 6P" u: 7') 2. Lk it l 1 OLz 6g LL 2,450 selectee( p\S L, 5.Q1 -= ooie q = 9., p (g ) 5 x 061 L . v Ly, T t l l 1 11. 4.47 X t' 6 ” L Lr 4B) Lt- Sat 22► -0 QUANTUM I CONSULTING ENGINEERS 1511 THIRD AVENUE project SUITE 323 .!1.1 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com client 12 7 70Ze of date project no. designer sheet checked by Woo .r r.. rr Rev: 580004 User: KW- 0805835, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 calcs.ecw:Calculations Description !General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Deflections Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Dead Load Live Load ...distance lbs 2,121.0 lbs 8.500 ft Summary Center Span... Deflection .Location ...Length/Defl Camber ( using 1.5 * D @ Center @ Left @ Right Main roof Beam - MRBM -1 Prllm: 5.25x9.5 5.250 in 9.500 In Manuf /So.Pine DL DL DL 1.330 Pin -Pin lbs lbs 0.000 ft Span= 16.50ft, Beam Width = 5.250in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,018.21 psi Fb 3,739.68 psi 13.28 k -ft pead Load -0.187 in 8.250 ft 1,060.4 .L. Deft) ... 0.280 In 0.000 in 0.000 in 0.00 k -ft 84.00 #/ft #/ft #/ft 0.00 k -ft 0.00 k -ft 24.61 fv 63.18 psi Fv 385.70 psi Fb Base Allow Fv Allow Fc Allow E lbs lbs 0.000 ft Depth = 9.51n, 0.540 : 1 13.3 k -ft 24.6 k -ft at 8.514 ft at 16.500 ft Total Load -0.754 In 8.316 ft 262.43 LL LL LL Ends are Pin -Pin Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : Center Span 16.50 ft Lu Left Cantilever • ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E lbs lbs 0.000 ft 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 50.00 #/ft #/ft #/ft [Point Loads 3.2 k 19.2 k @ Left 2.13 k @ Right 2.20 k Camber: @ Left 0.000 in @ Center 0.280 in @ Right 0.000in Maximum Shear * 1.5 Allowable Shear: 0.69 k 0.69 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl lbs lbs 0.000 ft Job # Date: 3:18PM, 15 FEB 07 16.50 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft lbs lbs 0.000 ft Beam Design OK Max 2.13 k Max 2.20 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 3 s- Description Bending Analysis Ck 18.468 Cf 1.000 ,.. © Center @ Left Support @ Right Support Shear Analysis r.. Design Shear Area Required Fv: Allowable Bearing @ Supports w Max. Left Reaction Max. Right Reaction Main roof Beam - MRBM -1 Le Rb M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 30.348 ft 11.206 Max Moment: 13.28 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 3.05 k 7.920 in2 385.70 psi 2.13 k 2.20 k 0.00 ft 0.00 ft 0.00 ft Sxx 78.969 in3 CI 0.970 Sxx Read 42.62 in3 0.00 in3 0.00 in3 @ Right Support 3.15 k 8.170 in2 385.70 psi Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description Scope : Rev: 580004 User: KW-0605835, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 calcs.ecw:Calculations Stress Calcs Bearing Length Req'd Bearing Length Req'd Area 49.875 in2 Allowable fb 3,739.68 psi 3,857.00 psi 3,857.00 psi 0.625 in 0.644 in Query Values Shear 2.13 k 0.00 k 0.00 k Job # Date: 3:18PM, 15 FEB 07 Deflection 0.0000 in 0.0000 in 0.0000 In 3 � rr Steel Section : W8X21 Center Span Left Cant. Right Cant Lu : Unbraced Length l_k Rev: 580007 User: KW-0605835, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Steel Beam Design Page 1 calcs.ecw:Calculations Description DL LL ST Start Location End Location Dead Load Uve Load Short Term Location Summary Shear fv : Shear Stress fv / Fv Main Roof Beam - MRBM -2 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 15.00 ft 0.00 ft 0.00 ft 15.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 0.072 0.050 _ Point Loads Note! Short Term Loads Are WIND Loads. #1 0.960 1.920 7.500 #2 #2 0.693 2.534 2.512 k 1.213 ksi 0.061 :1 Maximum Max. M + 14.82 k -ft Max. M - Max. M @ Left Max. M @ Right Shear @ Left 2.51 k Shear @ Right 2.51 k Center Defl. -0.2351n -0.102 Left Cant Defl 0.000 In 0.000 Right Cant Dell 0.000 In 0.000 ...Query Deft @ 0.000 ft 0.000 Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #3 0.640 1.280 15.000 0.000 -0.235 0.000 0.000 #4 #4 Scope : Using: W8X21 section, Span = 15.00ft, Fy = 50.0ksi End Fixity = Pinned- Pinned, Lu = 15.00ft, LDF = 1.000 Actual Allowable Moment 14.820 k -ft 25.742 k -ft fb : Bending Stress 9.771 ksi 16.973 ksi fb / Fb 0.576 :1 41.400 k 20.000 ksi Title : Dsgnr: Description : -0.235 0.000 0.000 0.000 #5 #5 Fy Load Duration Factor Elastic Modulus #6 #6 Beam OK Static Load Case Governs Stress 'Max. Deflection Length/DL Defl Length/(DL +LL Defl) 0.000 0.000 0.000 0.000 Job # Date: 3:18PM, 15 FEB 07 Reaction @ Left 5.74 1.87 5.74 5.74 k Reaction @ Rt 4.43 1.82 4.43 4.43 k Fa caldd per Eq. E2 -2, Mr > Cc I Beam, Major Axis, L/rT > (510,000' Cb I Fy) ".5 , Fb per Eq. F1 -7 I Beam, Major Axis, Fb per Eq. F1-8, Fb = 12.000 Cb Af / (I * d) 50.00ksi 1.00 29,000.0 ksi 0.000 in 0.000 in 0.000 in 0.000 in #7 k/ft k/ft k/ft ft ft #7 k k k ft -0.235 in 1,766.7 : 1 766.6 : 1 [Force & Stress Summary I «- These columns are Dead + Uve Load placed as noted -» DL LL LL+ST LL LL +ST Only 0 Center iil Center iTh Cants Cants 6.21 14.82 k -ft k -ft k -ft k -ft 1.18 2.51 k 1.18 2.51 k 37 NNW l_k Rev: 580007 User: KW- 0605835, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Steel Beam Design Page 2 calcs.ecw:Calculations Description Depth Web Thick Width r.. Flange Thick Area Rt „ Values for LRFD Design.... Main Roof Beam - MRBM -2 8.280 in 0.250 in 5.270 In 0.400 in 6.16 in2 1.410 in J 0.280 In4 Zx Cw 152.00 in6 Zy K Weight boc Sxx Syy R -xx R -yy Title : Dsgnr: Description : Scope : Job # Date: 3:18PM, 15 FEB 07 _ Section Properties W8X21 20.92 Nit 75.300 in4 9.770 in4 18.200 in3 3.710 in3 3.490 in 1.260 In 20.400 in3 5.690 in3 0.700 in ?E? I.. Wal Ir Ir Rev: 580007 User: KW-0605835. Ver 5.8.0. 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Steel Beam Design Page 1 caics.ecw:Caicuiations Description Wall Braced - MRBM -3 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 II Steel Section : C10X15.3 Center Span Left Cant. .., Right Cant Lu : Unbraced Length [Distributed Loads Note! Short Term Loads Are WIND Loads. # 1 DL LL ST Start Location /ow End Location Summary Max. M + Max. M - "° Max. M @ Left Max. M @ Right 0.280 Using: C10X15.3 section, Span = End Fixity = Pinned - Pinned, Lu = Moment fb : Bending Stress fb /Fb Shear fv : Shear Stress fv / Fv Shear @ Left 2.44 k Shear @ Right 2.44 k 16.50 ft 0.00 ft 0.00 ft 0.00 ft #2 16.50ft, Fy = 36.0ksi 0.00ft, LDF = 1.000 Actual Allowable 10.047 k -ft 26.730 k -ft 8.930 ksi 23.760 ksi 0.376 :1 2.436 k 1.015 ksi 0.070 :1 Center Defl. -0.252 in -0.013 Left Cant Deft 0.000 In 0.000 Right Cant Defl 0.000 in 0.000 ...Query Defl © 0.000 ft 0.000 Reaction @ Left 2.44 0.13 Reaction @ Rt 2.44 0.13 Fa calc'd per Eq. E2 -1, Mr < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together #3 0.000 0.000 0.000 0.000 #4 Scope : 34.560 k 14.400 ksi Title : Dsgnr: Description : -0.252 0.000 0.000 0.000 2.44 2.44 #5 Fy Load Duration Factor Elastic Modulus 0.000 0.000 0.000 0.000 #6 Max. Deflection Length/DL Defl Length/(DL +LL Defl) Job # Date: 3:18PM, 15 FEB 07 36.00ksi 1.00 29,000.0 ksi #7 Beam OK Short Term Load Case Governs Stress Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only 0) Center O Center Cants 10., a nts 10.05 k -ft 0.52 10.05 k -ft k -ft k -ft k -ft 0.13 2.44 k 0.13 2.44 k 0.000 in 0.000 in 0.000 In 0.000 in k/ft k/ft k/ft ft ft -0.252 in 15,227.8 : 1 784.9 : 1 k k 39 IMO IMO ri r- Title : Dsgnr: Description : Scope : Job # Date: 3:18PM, 15 FEB 07 Rev: 580007 User: KW-0605835, Ver 5.8.0, 1- Dec -2003 (c)1983.2003 ENERCALC Engineering Software Steel Beam Design Page 2 calcs.ecw:Calculations Description _ Section Properties C10X15.3 Depth Web Thick Width Flange Thick Area Xcg Dist. Wall Braced - MRBM -3 10.000 In 0.240 in 2.600 in 0.436 In 4.48 in2 0.634 in Weight hoc l yy Sxx SW R -roc Values for LRFD Design.... R -yy J 0.209 in4 Zx Cw 45.50 In6 Zy K 15.22 #/ft 67.300 in4 2.270 in4 13.500 in3 1.150 in3 3.870 In 0.711 In 15.900 in3 2.340 in3 1.000 in efA) Yr. IMO Imo Ys ONO Rev: 580004 User: KW- 0605835, Ver 5.8.0, 1-Dec-2003 _ (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 calcs.ecw:Calculations Description MRBM -4 [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity PrIIm: 5.25x9.5 5.250 in 9.500 in Manuf /So.Pine 1.000 Pin -Pin Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary [Deflections #1 DL @ Left DL @ Right Center Span... Deflection .Location ...Length/Defl Camber ( using 1.5 * D. @ Center @ Left @ Right Bending Analysis Ck 21.298 Cf 1.000 @ Center © Left Support @ Right Support 60 Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction DL DL DL 46.00 #/ft 93.00 #/ft Span= 12.00ft, Beam Width = 5.250in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 724.97 psi Fb 2,860.94 psi 4.77 k -ft -0.00 k -ft 0.00 k -ft 0.00 k -ft 18.83 fv Fv ad Load -0.074 In 6.048 ft 1,937.5 L. Defl) ... 0.111 in 0.000 In 0.000 in Le 22.071 ft Rb 9.556 Max Moment 4.77 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 1.94 k 6.677 in2 290.00 psi 1.44 k 1.73 k 50.00 #/ft #/ft It/ft LL @ Left LL @ Right Depth = 9.51n, Ends are Pin -Pin 0.253 : 1 4.8 k -ft 18.8 k -ft at 6.288 ft at 12.000 ft 44.41 psi 290.00 psi Total Load -0.165 In 6.048 ft 875.32 LL LL LL Reactions... Left DL Right DL Sxx 78.969 in3 CI 0.987 Sxx Reo'd 20.01 in3 0.00 in3 0.00 in3 @ Right Support 2.22 k 7.638 in2 290.00 psi Title : Dsgnr: Description : Scope : Center Span 12.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Mow 650.0 psi E 2,000.0 ksi _ Trapezoidal Loads 96.00 #/ft 194.00 #/ft Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd Bearing Length Req'd #/ft #/ft #/ft 0.67 k 0.76 k Start Loc End Loc Maximum Shear * 1.5 Allowable Shear. Area 49.875 in2 Allowable ib 2,860.94 psi 2,900.00 psi 2,900.00 psi 0.423 in 0.508 in Job # Date: 3:18PM, 15 FEB 07 12.00 ft 0.00 ft 0.00 ft 0.000 ft 12.000 ft Beam Design OK 2.2 k 14.5 k @ Left 1.44 k @ Right 1.73 k Camber: @ Left 0.000 in @ Center 0.111 in @ Right 0.000 in Max 1.44 k Max 1.73 k Dead Load Total Load 0.000 In 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 4 [Stress Calcs S.+ VW rr M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = Rev: 580004 User: KW- 0605835, Ver 5.8.0. 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 calcs.ecw:Calculations Description MRBM -4 _Query Values 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Titie : Dsgnr: Description : Scope : Job # Date: 3:18PM, 15 FEB 07 Shear Deflection 1.44 k 0.0000 in 0.00 k 0.0000 in 0.00 k 0.0000 in Sri Ilinni r.. ur L_k Rev: 580004 User: KW -0605835, Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software General Timber Beam Page 1 calcs.ecw:Calculations Description [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever S ' [Deflections MRBM -5 Prllm: 5.25x9.5 5.250 in 9.500 in Manuf /So.Pine DL DL DL 1.000 Pin -Pin 94.00 #/ft #/ft #/ft LL LL LL Title : Dsgnr: Description : Scope : Center Span 14.50 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 50.00 #/ft it/ft #/ft Dead Load lbs lbs lbs lbs lbs Live Load 2,457.0 lbs lbs lbs lbs lbs ...distance 1.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Job # Date: 3:18PM, 15 FEB 07 14.50 ft 0.00 ft 0.00 ft Point Loads lbs lbs 0.000 ft lbs lbs 0.000 ft Beam Design OK Span= 14.50ft, Beam Width = 5.250in x Depth = 9.51n, Ends are Pin -Pin Max Stress Ratio 0 : 1 Maximum Moment 5.1 k -ft Maximum Shear * 1.5 4.8 k Allowable 18.8 k -ft Allowable 14.5 k Max. Positive Moment 5.11 k -ft at 6.090 ft Shear. @ Left 3.33 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.21 k Max @ Left Support 0.00 k -ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.1871n Max. M allow 18.76 Reactions... @ Right 0.000 in fb 776.92 psi fv 96.93 psi Left DL 0.68 k Max 3.33 k Fb 2,850.38 psi Fv 290.00 psi Right DL 0.68 k Max 1.21 k Center Span... peed Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.125 In -0.265 in Deflection 0.000 In 0.000 in ...Location 7.250 ft 6.960 ft ... Length/Defl 0.0 0.0 ... Length/Defl 1,396.2 655.89 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 In 0.000 in @ Center 0.187 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in ear Bending Analysis Ck 21.298 Cf 1.000 ,.. Q Center 5.11 k -ft Left Support 0.00 k -ft Right Support 0.00 k -ft Shear Analysis i.. Design Shear Area Required Fv: Allowable Bearing 0 Supports 161 Max. Left Reaction Max. Right Reaction Description MRBM -5 Le Rb 26.669 ft 10.505 Max Moment M, V, & D 0 Specified Locations @ Center Span Location = Right Cant. Location = Left Cart. Location = Left Support 4.83 k 16.671 in2 290.00 psi 3.33 k 1.21 k 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : Rev: 580004 User: KW- 0605835, Ver 5.8.0, 1 -Dec -2003 (c )1963 -2003 ENERCALC Engineering Software General Timber Beam Page 2 calcs.ecw:Calculations Stress Caics Sxx 78.969 in3 CI 0.983 Sxx Req'd 21.52 in3 0.00 in3 0.00 in3 Right Support 1.66 k 5.715 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Area 49.875 in2 Allowable fb 2,850.38 psi 2,900.00 psi 2,900.00 psi 0.976 in 0.356 in Shear 3.33 k 0.00 k 0.00 k Job # Date: 3:18PM, 15 FEB 07 [Query Values Deflection 0.0000 in 0.0000 in 0.0000 in Sod Mod rr IMO IV Rev: 580004 User: KW- 0605835, Ver 5.8.0, 1•Dec -2003 _ (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 calcs.ecw:Calculations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined _ Full Length Uniform Loads Summary [Deflections Load Dur. Factor Beam End Fixity MRBM -6 Section Name 5.125x15 Beam Width 5.125 in Beam Depth 15.000In Member Type GluLam Center Left Cantilever Right Cantilever Span = 22.00ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin -Pin Max Stress Ratio 0.155: 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 339.98 psi Fb 2,198.32 psi Center Span... Deflection ...Location ...Length/Defi Camber ( using 1.5 @ Center Left @ Right Bending Analysis Ck 22.210 Le Cv 0.973 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction DL DL DL 1.000 Pin -Pin pead Load -0.183 in 11.000 ft 1,444.0 • D.L. Defl) ... 0.274 in 0.000 in 0.000 in 40.464 ft 16.656 Max Moment 5.44 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 1.32 k 5.494 in2 240.00 psi 0.99 k 0.99 k 90.00 #/ft #/ft #/ft 5.44 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 35.21 fv 17.15 psi Fv 240.00 psi Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E 5.4 k -ft 35.2 k -ft at 11.000 ft at 0.000 ft Total Load -0.183 in 11.000 ft 1,443.97 LL LL LL Scope : Reactions... Left DL Right DL Sxx 192.188 in3 CI 0.941 Sxx Rea'd 29.72 in3 0.00 in3 0.00 in3 @ Right Support 1.32 k 5.494 in2 240.00 psi Title : Dsgnr: Description : 22.00 ft ft ft 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear: 0.99 k 0.99 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Lu Lu Lu 1.3 k 18.5 k @ Left 0.99 k @ Right 0.99 k Camber. @ Left 0.000in @ Center 0.274in @ Right 0.000in !Stress Calcs Area 76.875 in2 Allowable fb 2,198.32 psi 2,336.15 psi 2,336.15 psi Bearing Length Req'd 0.297 in Bearing Length Req'd 0.297 in Job # Date: 3:18PM, 15 FEB 07 22.00 ft 0.00 ft 0.00 ft Beam Design OK Max 0.99 k Max 0.99 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 t.. tom Rev: 580004 User: KW -0605835, Ver 5.8.0. 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 calcs.ecw:Calculations Description MRBM -6 [Query Values M, V, & D @ Specified Locations © Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : Shear 0.99 k 0.00 k 0.00 k Job # Date: 3:18PM, 15 FEB 07 Deflection 0.0000 in 0.0000 in 0.0000 in Glea.l.c. wu-L( s 'Grb 31 f 04/6 "to 5 2% $rw-0 e4Eovy &'4 P IopF$Lg ` Z 2 Y.4-1 pLcY2fizz s, z 1 ) Lo rc3 el 4• TH4 Mitt (AS case Sep- tl- Cfpx ,l) QUANTUM I CONSULTING ENGINEERS ?a2 o 1511 THIRD AVENUE project date project no. SUITE 323 SEATTLE, WA 98101 designer sheet 70z TEL 206.957.3900 t7 FAX 206.957.3901 www.quantumce.com client checked by Yrr SOO IOW bog Sri 9 !cl 7‘ oi. z. Opt at x 144. z 961 = u sit / lr Z OL 2 1 f ' oc /62S z 1,15- rtR 2 A ic,:s = Li 0 6 (cle L4,: 73 00 Z � G e11-2 WD(zr r ' 16.25 zlg Q LL z2■Srsjl a /6, : c G P�7` 3 ) 4 87-4 -3 \ t Ls ppfK(i1,20 101-n t e 2 Ttw Cn02s) z L31 &1- Swviv Vi I.:I , d? LL= '3g-46 s %ie 25X_ qt, c i-gF-vy or- Se(oc i 5)4x 21 N Cv� ( -v9 DA) N,36a 4i CV) 7/21'4 cic, 1`5 (..)1x/ 1 - I ,t/ Dtz 39/2 Zdt t 70J3 b[.l%Lir 2 7 - 71l 47 is J QUANTUM I CONSULTING ENGINEERS 7vZ g of 1511 THIRD AVENUE project date project no. SUITE 323 SEATTLE, WA 98101 designer sheet 7 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com client checked by r ONO Doi ONO IMO IND ISM .r k) 4 04 -4 LL. % bCz22,e P 17 - -pyr ". Q at" 2s fbie, J9 yrs ft (9ef s' /ex, C2 -V4 DR) V/1 z. %1S / sN � 2 felt "141 a ISSP F 1,1 4. nL Z 12prx is : owe u, • zspe +y $ 375 P(t SNP S ec 37YZC ( x' " DO 7 ix, t 6e 1 fi 1 Sw /z z ��31 LPL t 2.45o 2/ 0% c 1 k1 4 k 0 1_ C 1 1. L 11 2 6 r _C I A. Z7/ q VI," pct X013 ILA 2 24 6S 17� Ce) 5 1 CL 49' ) 1680 )168 1997 1/ QUANTUM I CONSULTING ENGINEERS 1511 THIRD AVENUE project date project no. 8 SUITE 323 SEATTLE, WA 98101 designer sheet TEL 206.957.3900 FAX 206.957.3901 checked by www.quantumce.com client Section Name 6.75x22.5 Beam Width 6.750 in Beam Depth 22.500 in Member Type GluLam Bm Wt. Added to Loads irw tin Rev: 580004 User: KW-0605835, Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software General Timber Beam Page 1 calcs.ecw:Calculations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Load Dur. Factor Beam End Fixity Wood Density [Trapezoidal Loads I #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right [Point Loads I Dead Load Live Load ...distance Summary [Deflections Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,196.11 psi Fb 2,375.82 psi Center Span... Deflection .Location ... Length/Defl Camber ( using 1.5 • D. @ Center @ Left @ Right Existing Glulam beam - EGBM -1 1,870.0 lbs 3,868.0 lbs 14.170 ft 1.150 Pin -Pin 35.000 pcf 98.00 #/ft LL @ Left 98.00 #/ft LL @ Right 195.00 #/ft LL @ Left 195.00 #/ft LL @ Right 4,174.0 lbs 7,308.0 lbs 41.250 ft Span = 34.00ft, Right Cant= 7.25ft, Beam Width = 6.750in x Depth = 22.5in, Ends are Pin -Pin 104.23 k -ft -36.36 k -ft 0.00 k -ft - 100.01 k -ft 112.76 fv Fv Dead Load -0.347 In 14.783 ft 1,175.7 L. Deft) ... 0.521 in 0.000 in 0.063 in 0.924 : 1 104.2 k -ft 112.8 k -ft 147.40 psi 276.00 psi lbs lbs 0.000 ft Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi at 14.290 ft at 34.000 ft Total Load -1.660 in 16.425 ft 245.77 Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 203.00 #/ft 203.00 ft/ft 406.00 #/ft 406.00 #/ft lbs lbs 0.000 ft 34.00 ft Lu ft Lu 7.25ft Lu Start Loc End Loc Start Loc End Loc lbs lbs 0.000 ft 22.4 k 41.9 k @ Left 9.76 k @ Right 16.00 k Camber: @ Left 0.000 in @ Center 0.521 in @ Right 0.063 in Maximum Shear * 1.5 Allowable Shear. 2.88 k 11.36 k Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Job # Date: 3:50PM, 15 FEB 07 0.00 ft 0.00 ft 7.00 ft 0.000 ft 14.170 ft 14.170 ft 41.250 ft lbs lbs 0.000 ft Beam Design OK Max 9.76 k Max 31.40 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 -0.042 in -0.967 in 4,131.3 179.9 lbs lbs 0.000 ft 4' ..r rr ..� @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Rev: 580004 User: KW-0605835, Ver 5.8.0, 1-Dec -2003 _ (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 calcs.ecw:Calculations Description Bending Analysis Ck 20.711 Cf 0.871 Existing Glulam beam - EGBM -1 Stress Caics I Le Rb M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 14.414 ft 9.244 Max Moment 104.23 k -ft 0.00 k -ft 100.01 k -ft @ Left Support 13.72 k 49.707 in2 276.00 psi 9.76 k 31.40 k 0.00 ft 0.00 ft 0.00 ft Scope : Sxx 569.531 in3 CI 0.989 Sxx Reo d 520.54 in3 0.00 in3 505.14 in3 @ Right Support 22.39 k 81.107 in2 276.00 psi Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Bearing Length Req'd Bearing Length Req'd Area 151.875 in2 r Allowable fb 2,402.82 psi 2,402.82 psi 2,375.82 psi 2.224 in 7.156 in Job # Date: 3:50PM, 15 FEB 07 [Query Values Shear 7.88 k 7.88 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Sc? Yr *ow Section Name 5.125x25.5 Beam Width 5.125 in Beam Depth 25.500 In Member Type GluLam ..+ Bm Wt. Added to Loads Rev: 580004 User: KW -0605835, Ver 5.8.0, 1-Dec -2003 (c) 1983 -2003 ENERCAIC Engineering Software General Timber Beam Page 1 calcs.ecw:Calculations Description [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Deflections Span = 34.50ft, Beam Width = 5.125in x Depth = 25.51n, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 • D. @ Center @ Left @ Right New Glulam beam - GBM -2 DL DL DL 1.150 Pin -Pin 35.000 pcf Max. Positive Moment 94.14 k -ft Max. Negative Moment 0.00 k -ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 112.73 lb 2,033.99 psi fv Fb 2,435.64 psi Fv Dead Load -0.567 In 17.250 ft 730.1 L. Defl) ... 0.851 In 0.000 in 0.000 In Stress Caics U Bending Analysis Ck 20.711 Cv 0.882 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 94.14 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 14.41 k 52.203 in2 276.00 psi 10.92 k 10.92 k 195.00 #/ft #Ift #/ft 0.835 : 1 94.1 k -ft 112.7 k -ft at 17.250 ft at 34.500 ft 110.25 psi 276.00 psi Scope : Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E Total Load -1.582 In 17.250 ft 261.65 LL LL LL Reactions... Left DL Right DL Sxx 555.422 in3 CI 0.000 Sxx Redd 463.83 in3 0.00 in3 0.00 in3 @ Right Support 14.41 k 52.203 in2 276.00 psi Title : Dsgnr: Description : 34.50 ft ft ft 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi 406.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear. 3.91 k 3.91 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd Bearing Length Req'd Lu Lu Lu 14.4 k 36.1 k @ Left 10.92 k @ Right 10.92 k Camber. @ Left 0.000in @ Center 0.851 in @ Right 0.000 in Area 130.688 in2 Allowable fb 2,435.64 psi 2,435.64 psi 2,435.64 psi Dead Load Total Load 0.000 In 0.000 in 0.0 0.0 3.277 in 3.277 in Job # Date: 3:56PM, 15 FEB 07 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 10.92 k Max 10.92 k 0.000 in 0.000 in 0.0 0.0 IOW .r Title : Dsgnr: Description : Scope : Description New Glulam beam - GBM -2 Job # Date: 3:56PM, 15 FEB 07 Rev: 580004 User: KW- 0605835, Ver 5.8.0, 1 -Dec -2003 (01983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 calcs.ecw:Calculations [Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 10.92 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Mar rr Section Name 5.125x21 Beam Width 5.125in Beam Depth 21.000 in Member Type GluLam Iwo Bm WL Added to Loads rr Rev: 580004 User: KW- 0805835, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 calcs.ecw:Calculations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined [Full Length Uniform Loads Summary [Deflections Load Dur. Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever Center Span... Deflection ...Location ... Length/Defl Camber ( using 1.5 * @ Center @ Left @ Right @ Center @ Left Support @ Right Support „„ Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction New Glulam beam - GBM -3 I Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,011.73 psi Fb 2,539.61 psi Bending Analysis Ck 20.711 Le Cv 0.920 Rb DL DL DL 1.150 Pin -Pin 35.000 pcf 207.00 #/ft #/ft ft/ft Span= 27.58ft, Beam Width = 5.125in x Depth = 21.in, Ends are Pin -Pin Max Stress Ratio 0.792 : 1 63.15 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 79.72 fv 112.33 psi Fv 276.00 psi 63.1 k -ft 79.7 k -ft at 13.790 ft at 0.000 ft Dead Load Total Load -0.426 in -1.214 in 13.790 ft 13.790 ft 776.3 272.52 D.L. Deft) ... 0.640 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 63.15 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 12.09 k 43.803 in2 276.00 psi 9.16 k 9.16 k Scope : Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : 27.58 ft ft ft 431.00 #/ft #/ft #/ft Maximum Shear *1.5 Allowable Shear. 3.22 k 3.22 k Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ... Length/Defl Bearing Length Req'd Bearing Length Req'd Lu Lu Lu Job # Date: 3:58PM, 15 FEB 07 0.00 ft 0.00 ft 0.00 ft Beam Design OK 12.1 k 29.7 k @ Left 9.16k @ Right 9.16 k Camber. @ Left 0.000 in @ Center 0.640 in @ Right 0.000 in Sxx 376.688 in3 Area 107.625 in2 Cl 0.000 Sxx Rea'd 298.39 in3 0.00 in3 0.00 in3 @ Right Support 12.09 k 43.803 in2 276.00 psi Allowable fb 2,539.61 psi 2,539.61 psi 2,539.61 psi 2.749 in 2.749 in Max 9.16 k Max 9.16 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Stress Calcs obi Owl rr OOP New Glulam beam - GBM -3 Scope : Description Title : Dsgnr: Description : Job# Date: 3:58PM, 15 FEB 07 Rev: 580004 User: KW-0605835, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 calcs.ecw:Calculations Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = © Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 9.16 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Sri Rev: 580004 User: KW-0605835, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 calcs.ecw:Calculations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x24 Beam Width 5.125 in Beam Depth 24.000 in Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density I Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Span= 31.00ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin Max Stress Ratio Maximum Moment • Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,147.29 psi Fb 2,476.81 psi Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @ Left @ Right Bending Analysis Ck 20.711 Cv 0.897 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction New Glulam beam - GBM-4 DL DL DL 1.150 Pin -Pin 35.000 pcf 88.04 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 101.55 fv Fv Dead Load -0.504 In 15.500 ft 737.7 D.L. Deft) ... 0.756 in 0.000 In 0.000 in Le 0.000 ft Rb 0.000 Max Moment 88.04 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 14.86 k 53.836 in2 276.00 psi 11.36 k 11.36 k 228.00 #/ft #/ft #/ft 0.867 : 1 88.0 k -ft 101.5 k -ft 120.80 psi 276.00 psi Title : Dsgnr: Description : Scope : Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi at 15.500 ft at 31.000 ft Total Load -1.433 in 15.500 ft 259.60 LL LL LL Reactions... Left DL Right DL Sxx 492.000 in3 CI 0.000 Sxx Req'd 426.55 in3 0.00 in3 0.00 in3 @ Right Support 14.86 k 53.836 in2 276.00 psi 31.00 ft ft ft 475.00 #/ft #/ft #/ft Maximum Shear * 1.5 14.9 k Allowable 33.9 k Shear: @ Left 11.36 k @ Right 11.36 k Camber: @ Left 0.000in @ Center 0.756in @ Right 0.000 in 4.00 k Max 11.36 k 4.00 k Max 11.36 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl [Stress Calcs I Bearing Length Req'd Bearing Length Req'd Lu Lu Lu Area 123.000 in2 Allowable fb 2,476.81 psi 2,476.81 psi 2,476.81 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 3.410 in 3.410 in Job it Date: 4:31PM, 15 FEB 07 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.000 In 0.000 in 0.0 0.0 tsw NIB ri Rev: 580004 User: KW -0605835, Ver 5.8.0. 1 -Dec -2003 _ (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 calcs.ecw:Calculations Description New Glulam beam - GBM-4 M, V, & D @ Specified Locations @ Center Span Location = © Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : Shear 11.36 k 0.00 k 0.00 k Job # Date: 4:31PM, 15 FEB 07 [Query Values Deflection 0.0000 in 0.0000 in 0.0000 in S6 t.. rr L.. tri Rev: 580004 User: KW -0605835, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 calcs.ecw:Calcutations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined [Deflections Section Name 5.125x37.5 Beam Width 5.125 in Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,068.12 psi Fb 2,272.15 psi Center Span... Deflection ...Location ... Length/Defl Camber ( using 1.5 * D. @ Center @ Left @ Right Bending Analysis Ck 20.711 Cv 0.823 "" @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction New Glulam beam - GBM -5 Le Rb DL DL DL 37.500 in GluLam 1.150 Pin -Pin 35.000 pcf [Full Length Uniform Loads Span= 47.00ft, Beam Width = 5.125in x Depth = 37.5in, Ends are Pin -Pin 207.01 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 227.44 fv Fv Dead Load -0.744 in 23.500 ft 758.1 L. Defl) ... 1.116 In 0.000 In 0.000 in Stress Cates 0.000 ft 0.000 Max Moment 207.01 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 23.04 k 83.495 in2 276.00 psi 17.62 k 17.62 k 228.00 #/ft #/ft #/ft 0.910 1 207.0 k -ft 227.4 k -ft 119.91 psi 276.00 psi at 23.500 ft at 0.000 ft LL LL LL Reactions... Left DL Right DL Sxx 1,201.172 in3 CI 0.000 Sxx Reo'd 1,093.31 in3 0.00 in3 0.00 in3 @ Right Support 23.04 k 83.495 in2 276.00 psi Title : Dsgnr: Description : Scope : Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi 475.00 #/ft #/ft #/ft Total Load Left Cantilever... -2.030 In Deflection 23.500 ft ...Length/Defl 277.78 Right Cantilever... Deflection ... Length/Defl Bearing Length Req'd Bearing Length Req'd 47.00 ft Lu ft Lu ft Lu Job # Date: 4:31PM, 15 FEB 07 0.00 ft 0.00 ft 0.00 ft Beam Design OK Maximum Shear * 1.5 23.0 k Allowable 53.0 k Shear. @ Left 17.62k @ Right 17.62 k Camber: @ Left 0.000in @ Center 1.116in @ Right 0.000 in' 6.46 k Max 17.62 k 6.46 k Max 17.62 k Area 192.188 in2 Allowable ib 2,272.15 psi 2,272.15 psi 2,272.15 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 5.289 in 5.289 in 0.000 in 0.000 in 0.0 0.0 S I Description New Glulam beam - GBM -5 M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : Job # Date: 4:31 PM, 15 FEB 07 Rev: 580004 User: KW -0605835. Ver 5.8.0. 1- Dec -2003 (c) 1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 calcs.ecw:Calculations Query Values Shear 17.62 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Uve Load Used This Span ? Yes Yes Dead Load #fft 180.00 Uve Load #/ft 375.00 Dead Load #/ft 90.00 Uve Load Start #/ft ft 188.00 End ft 25.450 18.500 Dead Load @ Left #/ft 180.00 Dead Load @ Right #/ft 180.00 Uve Load @ Left #/ft 375.00 Uve Load @ Right #/ft 375.00 Start ft 25.450 End ft 27.790 18.500 Point #1 Dead Load lbs 1,431.00 Uve Load lbs 4,140.00 @ X ft 25.450 Results Mmax @ Cntr ' in-k 217.7 121.8 @ X = ft 11.49 12.46 Max @ Left End in -k 0.0 -394.6 Max @ Right End in-k -394.6 0.0 fb : Actual psi 1,696.9 1,696.9 Fb : Allowable psi 2,563.9 2,668.5 Bending OK Bending OK Shear @ Left k 3.18 6.91 Shear @ Right k 10.77 3.36 fv : Actual psi 176.4 109.2 Fv : Allowable psi 276.0 276.0 Shear OK Shear OK Reactions & Deflection DL @ Left k 1.01 5.35 LL @ Left k 2.16 12.33 Total @ Left k 3.18 17.68 DL @ Right k 5.35 1.11 LL @ Right k 12.33 2.24 Total @ Right k 17.68 3.36 Max. Deflection in -0.623 -0.090 @ X = ft 12.60 12.09 Yw IMO .• Douglas Fir, 24F - V4 ter Li fr Rev: 580004 User: KW- 0605835, Ver 5.8.0. 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Multi -Span Timber Beam Page 1 calcs.ecw:Calculations Description [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi [Timber Member Information Description Span Timber Section Beam Width in Beam Depth in End Fixity Le: Unbraced Length ft Member Type Loads Query Values Existing Glulam Beam at small building - EGBM -6 ft 27.79 5.125x16.5 18.50 5.125x16.5 5.125 5.125 16.500 16.500 Pin - Pin Pin - Pin 6.00 6.00 GluLam GluLam Fb : Basic Allow Title : Dsgnr: Description : Scope : 2,400.0 psi Job # Date: 4:28PM, 15 FEB 07 Elastic Modulus Load Duration Factor 1,800.0 ksi 1.150 5( IOW tab r Rev: 580004 User: KW- 0605835, Ver 5.8.0, 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Multi -Span Timber Beam Page 2 calcs.ecw:Calculations Description Location Moment Shear Deflection Existing Glulam Beam at small building - EGBM -6 ft in -k k in 0.00 0.0 3.2 0.0000 0.00 -394.6 6.9 0.0000 Title : Dsgnr: Description : Scope; Job # Date: 4:28PM, 15 FEB 07 6� ONO rr Yr. Yr tri CO V C t P hi: Tt3 - 3 4. 4 7$ ligo moo, s e 123 w/ 3 1 4_ ` Atka', V p /,‘,142 4 X31 z log I �s T z 4131 166I III T 6.54 z I` e \41/ 2 ; z .,, 20e gr - 4 \,I f �w z �� Z x'36 /4.5 . T T . 176_ c. 4 163 /Z Tv $0147 44* 2Zo 1ks " 2 \L itt = 436 o ' I I ' 7 9S 2q6 22 .)2 1 1-36v 795 ®r9'�Gza 14, 8`' 3'b$ ; v 4 s zg; / / c be 54 we c.nayr ron M iz *!-(4 atnr l M #Q6 l.../ ,.ijZ AA, , vs (4).„3/ "A io nos Btia ed (F) cc , - -1 Set -22 e, oar rr QUANTUM I CONSULTING ENGINEERS 7 1511 THIRD AVENUE project dat project no w.+ SUITE 323 ,/ SEATTLE, WA 98101 designer sheet TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com client checked by t It [ I; 644' 'I �s�1.16 . � I' 1 7 , 6�J — — I r t ! 4 I t7b 47' .. 11dJ1� I I . I 1 L_,_ 1 I U,t1 0 1 4Z j t � I.1 i.t3 , &1G =1I 1.3 *a . 6Y 1 _ ;1 1 I i V55.0 I I 2 t ° bap. 4/53.0 ID (Fa G011G. FOOTING N I I I I ? , 'z'i I I I I I 3 i ; r I 1 I 1 j $4 i 7 ,fi �.3 .1- 1 I i — -- JIb,„ j i I I I I 1 I I I I „ I I I I I I I I I I I I cs? 1 I I I I I '41 I I I I I.os I I 1 . 1 I ® FOUNDATION PLAN 9GALE ve• = I•-o t laags . ou loafoJd iq papago �au8isap alep Pro Ine Al 43 Qo luaP loafoJd Sa33NI9N3 9NI11f1SNO3 2,/ s5 I I s Gewel ( 4 1/4/1.)cl svd Qoo2a{'y`, woo•aownluenbrMMM 106£156'90Z XV3 006£156'90Z 131 10186 VM '3111V3S £Z£ 3lIf1S 3f1N3AV CIMIH1 iigi wn1NVnb S S 'z if 17,j' 96' LSI 2 biz 'A 7 l �= d 7- C- v n ( r Z _Z_ 1 'S l 11 44% Z �. 13 1 + 6 '6 , 12 a''-n, 9 c ",4 Cz I s-73 , I rocieig f 2 LP/ (/ Z 2 Z z 1 ''' 017 9'9Z L Z 'b + b• I, I z t,4'° 02 0, ire a ri t +1 4, ? 69e5te axle x 2 z = 12,yLo x2 SP) Poo-v.4 2 tYg0 )9. .7412 froode 4i/4w .� - s-%-ixce 2 -s it c 27,04) P z 2 -o\:ys A z26 2 A v p ' J 'L6 I�'a �YII�y . t tio'f zZd• QUANTUM I CONSULTI ENGINEERS o2g. v 1511 THIRD AVENUE project date project no. SUITE 323 SEATTLE, WA 98101 designer sheet TEL 206.957.3900 FAX 206.957.3901 wquantumce.com client ww. checked by rr Description r. Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden r Footing Size... Distance Left Dist. Betwn Cols Distance Right Footing Length Width Thickness Vertical Loads... Dead Load Live Load Short Term Load La Summary f Soil Pressure @ Left Dead + Live Dead+Uve+Short Term Soil Pressure @ Right End Dead + Live Dead +Uve +Short Term Stability Ratio Moments... Mu @ Col #1 Mu Btwn Cols Mu @ Col #2 One Way Shears... Vn : Allow' 0.85 u Vu @ Col #1 Vu Btwn Cots Vu @ COI #2 Two Way Shears... Vn : Allow 0.85 Vu @ Col #1 Vu @ Col #2 COMBINE FOOTING Maximum Soil Pressure Allowable Max Shear Stress Allowable Min. Overturning Stability 2,000.0 psf 4 145.0 pcf 1.00 0.00 psf 1.00 ft 5.00 ft 1.00 ft 7.00 ft 4.00 ft 12.00 in Actual Allowable 1,105.1 2,000.0 psf 1,105.1 2,000.0 psf 1,511.9 2,000.0 psf 1,511.9 2,000.0 psf 999.0 :1 ACI C-1 0.79 k -ft/ft -4.90 k -ft/ft 1.08 k -ft/ft 93.113 psi 4.454 psi 34.020 psi 6.217 psi 186.226 psi 81.010 psi 93.272 psi Title : Dsgnr: Description : Scope : Rev: 580000 User: KW- 0605835, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Combined Footing Design Page 1 calcs.ecw:Calculations General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 rc 3,000.0 psi Fy 60,000.0 psi Min As Pct 0.0014 Distance to CL of Rebar 3.50 in Live & Short Term Load Combined Dimensions Left Column 3.997 k 10.963 k k Column Support Pedestal Sizes #1 : Square Dimension ...Height #2 : Square Dimension ...Height Steel Req'd @ Left Steel Req'd @ Center Steel Req'd @ Right ACi C-2 0.69 k -ft/ft -428 k -ft/ft 0.94 k -ft/ft 93.113 psi 3.877 psi 29.712 psi 5.438 psi 186.226 psi 69.996 psi 82.145 psi Job # Date: 5:05PM, 23 FEB 07 0.00 in 0.00 in 0.00 in 0.00 in Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 t Right Column 6.456 k 11.162 k k Length = 7.00ft, Width = 4.00ft, Thickness = 12.00in, Dist. Left = 1.00ft, Btwn. = 5.00ft, Dist. Right = 1.00ft 1,511.92 psf 2,000.00 psf 93.27 psi 186.23 psi 999.000 :1 Footing Design OK 0.259 in2/ft 0.259 in2/ft 0.259 in2/ft [Soil Pressures I ACI Factored Eccentricity Eq. C-1 1,747.3 psf 0.181 ft Eq. C-2 1,547.1 psf 0.181 ft Eq. C-3 . 394.0 psf Eq. C-1 2,390.6 psf 0.181 ft Eq. C-2 2,116.7 psf 0.181 ft Eq. C-3 539.0 psf 'Moment & Shear Summary ( values for moment are given per unit width of footing) ACI C-3 0.14 k -ft/ft -0.88 k -ft/ft 0.20 k -ft/ft 93.113 psi 0.762 psi 6.175 psi 1.159 psi 186.226 psi 13.340 psi 19.427 psi 6y� COMBINE FOOTING Title : Dsgnr: Description : Description Scope : Job # Date: 5:05PM, 23 FEB 07 Rev: 580000 User: KW- 0605835, Ver 5.8.0. 1- Dec -2003 (c) 1983 -2003 ENERCALC Engineering Software Combined Footing Design Page 2 calcs.ecw:Calculations Reinforcing ( values given per unit width of footing ) ACI C-1 ACI C-2 ACI C-3 (W Left Edge of Col #1 Ru /Phi As Req'd 12.11 psi 0.259 in2/ft @ Bottom 10.54 psi 0.259 in2/ft @ Bottom 2.08 psi 0.259 in2/ft @ Bottom ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST • : 1.400 1.700 1.700 1.100 Between Columns Ru/Phi As Req'd 75.33 psi -0.259 in2/ft @ Top 65.76 psi -0.259 in2/ft @ Top 13.56 psi -0.259 in2/ft @ Top Right Edge of Col #2 Ru /Phi As Req'd 16.59 psi 0.259 in2/ft @ Bottom 14.51 psi 0.259 in2/ft @ Bottom 3.09psi 0.259in2/ft @ Bottom ACI Factors (per ACI, applied Internally to entered loads) I ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 Additional Seismic "1.4" Factc 1.400 0.900 Additional Seismic "0.9" Facto 0.900 1.300 6')°' .r Steel Section : HSS12X6X1 /2 Center Span Left Cant. Right Cant Lu : Unbraced Length Ira Summary Using: HSS12X6X1/2 section, Span = 26.00ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 10.00ft, LDF = 1.000 Actual Allowable Moment 29.091 k -ft 76.912 k -ft fb : Bending Stress 11.483 ksi 30.360 ksi fblFb 0.378:1 rr Rev: 580007 User: KW- 0605835, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Steel Beam Design Page 1 II calcs.ecw:Calculations Description General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Point Loads Note! Short Term Loads Are WIND Loads. Dead Load Uve Load Short Term Location Shear fv : Shear Stress fv /Fv Force & Stress Summary Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Depth Web Thick rr Width Flange Thick Area Rt Reaction @ Left Reaction @ Rt rr Values for LRFD Design.... HSS 12X6 #2 #3 2.600 2.600 2.600 3.000 13.000 23.000 «- These columns are Dead + Uve Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only ® Center Center Cants 29.09 k -ft 29.09 k -ft k -ft k -ft k -ft 4.58 k 4.58 k 4.58 k 4.58 k Center Defl. -1.248 in -1.248 0.000 -1.248 0.000 0.000 in Left Cant Defl 0.000 In 0.000 0.000 0.000 0.000 0.000 In Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in 4.58 4.58 Fa calc'd per Eq. E2 -1, KlJr < Cc 12.000 in 0.465 in 6.000 In 0.465 in 15.30 In2 3.000 In 26.00 ft 0.00 ft 0.00 ft 10.00 ft 4.576 k 0.820 ksi 0.045 :1 4.58 4.58 J 227.0001n4 Zx Cw 59.00 in6 Zy Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together Minor Axis Bending ! Weight Ixx lyy Sxx Syy R -xx R -yy Title : Dsgnr: Description : Scope : #4 #5 #6 #7 k k k ft 51.336 k 18.400 ksi 51.97 #/ft 271.000 in4 91.100 in4 45.200 in3 30.400 in3 4.210 in 2.440 in 57.400 in3 35.200 in3 4.58 4.58 Fy 46.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Dell Length/(DL +LL Defl) Job # Date: 2:24PM, 23 FEB 07 k k -1.248 in 249.9 : 1 249.9 : 1 'Section Properties HSS12X6X1 /2 SHERWIN WILLIAMS. 1/2008 INTERIOR LATEX MOISTURE VAPOR BARRIER B72W1 CHARACTERISTICS Interior Latex Moisture Vapor Barrier Primer/Finish is a coating designed to reduce the loss of moisture through walls and ceilings. Moisture Vapor Barrier Primer/Finish combines a primer and finish in a single, fast drying coat. Moisture Vapor Barrier Primer/Finish is specially formulated for manufactured housing facilities. Upon field installation of the home, this product can be topcoated with any Sherwin- Williams' interior latex or alkyd product. Color: White Coverage: 200 - 250 sq ft/gal @ 6.0 - 8.0 mils wet; 1.8 - 2.4 mils dry Drying Time @ 77 °F 50% RH (temperature and humidity dependant) To touch: 1 hour To topcoat: 4 hours Finish: 0 - 10 units @ 85° Flash Point: N/A Solvent/Reducer: Water Tinting with Blend -A- Color: Base oz/gal Strength White 0 -4 75% Vehicle Type: Vinyl Acrylic /Styrene Butadiene VOC (less exempt solvents): 73 g/L; 0.61 lb /gal Volume Solids: 26 ± 2% Water Vapor Permeance ASTM E96 A less than 1.0 perm Weight Solids: 40 ± 2% Weight per Gallon: 10.3 lb OTC Compliant SPECIFICATIONS Drywall System 1: 1 -2 cts. Moisture Finish System 2: 1 ct. Moisture Finish 2 cts. Sherwin - or Alkyd, Vapor Barrier Primer/ Vapor Barrier Primer/ Williams Interior, Latex Architectural Topcoat APPLICATION Do not thin. Reduction will adversely affect the perm rating. Apply at temperatures above 50 °F. Brush - Use nylon /polyester brush Roller - Use 3/8" - 3/4" nap cover Spray - Airless Pressure 2000 psi Tip 017" -.019" SURFACE PREPARATION WARNING! Removal of old paint by sand- ing, scraping or other means may gener- ate dust or fumes that contain lead. Expo- sure to lead dust or fumes may cause brain damage or other adverse health effects, especially in children or pregnant women. Controlling exposure to lead or other haz- ardous substances requires the use of proper protective equipment, such as a properly fitted respirator (NIOSH approved) and proper containment and cleanup. For more information, call the National Lead Information Center at 1- 800 -424 -LEAD (in US) or contact your local health authority. Remove all surface contamination by washing with ProClean Professional® Prep Wash Concentrated Cleaner or other appropriate cleaner, rinse thor- oughly and allow to dry. Scrape and sand peeled or checked paint to a sound sur- face. Sand glossy surfaces dull. Seal stains from water, smoke, ink, pencil, grease, etc. with PrepRite® ProBlock® Primer Sealer. Drywall Fill cracks and holes with patching paste/ spackle and sand smooth. Joint com- pounds must be cured and sanded smooth. Remove all sanding dust. CLEANUP INFORMATION Clean spills, spatters, hands and tools immediately after use with soap and warm water. After cleaning, flush spray equip- ment with mineral spirits to prevent rust- ing of the equipment. Follow manufacturer's safety recommendations when using mineral spirits. www.sherwin - williams.com 108.17 continued on back 108.17 INTERIOR LATEX MOISTURE VAPOR BARRIER B72W1 SHERWIN WILLIAMS. CAUTIONS For interior use only. Protect from freezing. CAUTION contains CRYSTALLINE SILICA. Use only with adequate ventilation. To avoid overexposure, open windows and doors or use other means to ensure fresh air entry during application and drying. If you experience eye watering, headaches, or dizzi- ness, increase fresh air, or wear respiratory protection ( NIOSH approved) or leave the area. Adequate ven- tilation required when sanding or abrading the dried film. If adequate ventilation cannot be provided wear an approved particulate respirator (NIOSH approved). Follow respirator manufacturer's directions for respi- rator use. Avoid contact with eyes and skin. Wash hands after using. Keep container closed when not in use. Do not transfer contents to other containers for storage. FIRST AID: In case of eye contact, flush thoroughly with large amounts of water. Get medical attention if irritation persists. If swallowed, call Poison Control Center, hospital emergency room, or physi- cian immediately. DELAYED EFFECTS FROM LONG TERM OVEREXPOSURE. Abrading or sanding of the dry film may release crystalline silica which has been shown to cause lung damage and cancer under long term exposure. WARNING: This product contains chemicals known to the State of California to cause cancer and birth defects or other reproductive harm. DO NOT TAKE INTERNALLY. KEEP OUT OF THE REACH OF CHILDREN. FOR PROFESSIONAL USE ONLY. HOTW 02/01/2008 B72W00001 06 00 The information and recommendations set forth in this Product Data Sheet are based upon tests conducted by or on behalf of The Sherwin - Williams Com- pany. Such information and recommen- dations set forth herein are subject to change and pertain to the product offered at the time of publication. Consult your Sherwin - Williams representative to obtain the most recent Product Data Sheet. B72W1 06 00 Section 1 -- PRODUCT AND COMPANY IDENTIFICATION PRODUCT NUMBER B72W1 PRODUCT NAME Moisture Vapor Barrier MANUFACTURER'S NAME THE SHERWIN - WILLIAMS COMPANY 101 Prospect Avenue N.W. Cleveland, OH 44115 TELEPHONE NUMBERS and WEBSITES Product Information Regulatory Information (216) 566 -2902 Medical Emergency (216) 566 -2917 Transportation Emergency (800) 424 -9300 12001 -26 -2 471 -34 -1 9 13463 -67 -7 Continued on page 2 tory MATERIAL SAFETY DATA SHEET DATE OF PREPARATION 02- SEP -07 www.sherwin- williams.com www.paintdocs.com for Chemical Emergency ONLY (spill, leak, fire, exposure, or accident) Section 2 -- COMPOSITION /INFORMATION ON INGREDIENTS % by WT CAS No. INGREDIENT UNITS VAPOR PRESSURE 3 7 Mica ACGIH TLV 3 OSHA PEL 3 Calcium Carbonate ACGIH TLV 10 OSHA PEL 15 OSHA PEL 5 Titanium Dioxide ACGIH TLV 10 OSHA PEL 10 OSHA PEL 5 Section 3 -- HAZARDS IDENTIFICATION HMIS CODES Health Flammability Reactivity mg /m3 as Resp. Dust mg /m3 as Resp. Dust mg /m3 as Dust mg /m3 Total Dust mg /m3 Respirable Fraction mg /m3 as Dust mg /m3 Total Dust mg /m3 Respirable Fraction ROUTES OF EXPOSURE INHALATION of vapor or spray mist. EYE or SKIN contact with the product, vapor or spray mist. EFFECTS OF OVEREXPOSURE EYES: Irritation. SKIN: Prolonged or repeated exposure may cause irritation. INHALATION: Irritation of the upper respiratory system. In a confined area vapors in high concentration may cause headache, nausea or dizziness. 1* 0 0 B72W1 SIGNS AND SYMPTOMS OF OVEREXPOSURE Redness and itching or burning sensation may indicate eye or excessive skin exposure. MEDICAL CONDITIONS AGGRAVATED BY EXPOSURE None generally recognized. CANCER INFORMATION For complete discussion of toxicology data refer to Section 11. EYES: Flush eyes with large amounts of water for 15 minutes. Get medical attention. SKIN: Wash affected area thoroughly with soap and water. Remove contaminated clothing and launder before re -use. INHALATION: If affected, remove from exposure. Restore breathing. Keep warm and quiet. INGESTION: Do not induce vomiting. Get medical attention immediately. STORAGE CATEGORY Not Applicable Continued on page 3 Section 4 -- FIRST AID MEASURES Section 5 -- FIRE FIGHTING MEASURES page 2 FLASH POINT LEL UEL Not Applicable N.A. N.A. FLAMMABILITY CLASSIFICATION Not Applicable EXTINGUISHING MEDIA Carbon Dioxide, Dry Chemical, Alcohol Foam UNUSUAL FIRE AND EXPLOSION HAZARDS Closed containers may explode (due to the build -up of pressure) when exposed to extreme heat. During emergency conditions overexposure to decomposition products may cause a health hazard. Symptoms may not be immediately apparent. Obtain medical attention. SPECIAL FIRE FIGHTING PROCEDURES Full protective equipment including self- contained breathing apparatus should be used. Water spray may be ineffective. If water is used, fog nozzles are preferable. Water may be used to cool closed containers to prevent pressure build -up and possible autoignition or explosion when exposed to extreme heat. Section 6 -- ACCIDENTAL RELEASE MEASURES STEPS TO BE TAKEN IN CASE MATERIAL IS RELEASED OR SPILLED Remove all sources of ignition. Ventilate the area. Remove with inert absorbent. Section 7 -- HANDLING AND STORAGE B72W1 PRECAUTIONS TO BE TAKEN IN HANDLING AND STORAGE Keep container closed when not in use. Transfer only to approved containers with complete and appropriate labeling. Do not take internally. Keep out of the reach of children. Continued on page 4 Section 8 -- EXPOSURE CONTROLS /PERSONAL PROTECTION page 3 PRECAUTIONS TO BE TAKEN IN USE Use only with adequate ventilation. Avoid contact with skin and eyes. Avoid breathing vapor and spray mist. Wash hands after using. This coating may contain materials classified as nuisance particulates (listed "as Dust" in Section 2) which may be present at hazardous levels only during sanding or abrading of the dried film. If no specific dusts are listed in Section 2, the applicable limits for nuisance dusts are ACGIH TLV 10 mg /m3 (total dust), 3 mg /m3 (respirable fraction), OSHA PEL 15 mg /m3 (total dust), 5 mg /m3 (respirable fraction). Removal of old paint by sanding, scraping or other means may generate dust or fumes that contain lead. Exposure to lead dust or fumes may cause brain damage or other adverse health effects, especially in children or pregnant women. Controlling exposure to lead or other hazardous substances requires the use of proper protective equipment, such as a properly fitted respirator (NIOSH approved) and proper containment and cleanup. For more information, call the National Lead Information Center at 1 -800- 424 -LEAD (in US) or contact your local health authority. VENTILATION Local exhaust preferable. General exhaust acceptable if the exposure to materials in Section 2 is maintained below applicable exposure limits. Refer to OSHA Standards 1910.94, 1910.107, 1910.108. RESPIRATORY PROTECTION If personal exposure cannot be controlled below applicable limits by ventilation, wear a properly fitted organic vapor /particulate respirator approved by NIOSH /MSHA for protection against materials in Section 2. When sanding or abrading the dried film, wear a dust /mist respirator approved by NIOSH /MSHA for dust which may be generated from this product, underlying paint, or the abrasive. PROTECTIVE GLOVES Wear gloves which are recommended by glove supplier for protection against materials in Section 2. EYE PROTECTION Wear safety spectacles with unperforated sideshields. Section 9 -- PHYSICAL AND CHEMICAL PROPERTIES B72W1 12001 -26 -2 Mica 471 -34 -1 13463 -67 -7 Continued on page 5 PRODUCT WEIGHT SPECIFIC GRAVITY BOILING POINT MELTING POINT VOLATILE VOLUME EVAPORATION RATE VAPOR DENSITY SOLUBILITY IN WATER pH VOLATILE ORGANIC COMPOUNDS 0.61 lb /gal 73 g/1 0.16 lb/gal 20 g/1 Section 10 -- STABILITY AND REACTIVITY STABILITY -- Stable CONDITIONS TO AVOID None known. INCOMPATIBILITY None known. HAZARDOUS DECOMPOSITION PRODUCTS By fire: Carbon Dioxide, Carbon Monoxide HAZARDOUS POLYMERIZATION Will not occur Section 11 -- TOXICOLOGICAL INFORMATION CHRONIC HEALTH HAZARDS IARC's Monograph No. 93 reports there is sufficient evidence of carcinogenicity in experimental rats exposed to titanium dioxide but inadequate evidence for carcinogenicity in humans and has assigned a Group 2B rating. In addition, the IARC summary concludes, "No significant exposure to titanium dioxide is thought to occur during the use of products in which titanium is bound to other materials, such as paint." TOXICOLOGY DATA CAS No. Ingredient Name LC50 RAT LD50 RAT Calcium Carbonate LC50 RAT LD50 RAT Titanium Dioxide LC50 RAT LD50 RAT Section 12 -- ECOLOGICAL INFORMATION ECOTOXICOLOGICAL INFORMATION No data available. 10.34 lb /gal 1238 g/1 1.24 212 - 213 F 100 - 100 C Not Available 74 % Slower than ether Heavier than air N.A. 8.5 (VOC Theoretical - As Packaged) Less Water and Federally Exempt Solvents Emitted VOC 4HR Not Available Not Available 4HR Not Available Not Available 4HR Not Available Not Available page 4 B72W1 411, page 5 US Ground (DOT) Not Regulated Canada (TDG) Not Regulated WASTE DISPOSAL METHOD Waste from this product is not hazardous as defined under the Resource Conservation and Recovery Act (RCRA) 40 CFR 261. Incinerate in approved facility. Do not incinerate closed container. Dispose of in accordance with Federal, State /Provincial, and Local regulations regarding pollution. IMO Section 13 -- DISPOSAL CONSIDERATIONS Section 14 -- TRANSPORT INFORMATION for Transportation. for Transportation. Not Regulated for Transportation. Section 15 -- REGULATORY INFORMATION SARA 313 (40 CFR 372.65C) SUPPLIER NOTIFICATION CAS No. CHEMICAL /COMPOUND CALIFORNIA PROPOSITION 65 WARNING: This product contains chemicals California to cause cancer and birth defects TSCA CERTIFICATION All chemicals in this product are listed, on the TSCA Inventory. Section 16 -- OTHER INFORMATION % by WT % Element No ingredients in this product are subject to SARA 313 (40 CFR 372.65C) Supplier Notification. known to the State of or other reproductive harm. or are exempt from listing, This product has been classified in accordance with the hazard criteria of the Canadian Controlled Products Regulations (CPR) and the MSDS contains all of the information required by the CPR. The above information pertains to this product as currently formulated, and is based on the information available at this time. Addition of reducers or other additives to this product may substantially alter the composition and hazards of the product. Since conditions of use are outside our control, we make no warranties, express or implied, and assume no liability in connection with any use of this information. Specification Data Sheet 1. Product Name WallShield® 2. Manufacturer HEADQUARTERS And WESTERN REGION VaproShield, LLC 915 26 Ave NW, Suite C -5 Gig Harbor, WA 98335 call: (866) 731 -7663 toll free call: (253) 851 -8286 direct fax: (253) 858 -3297 e -mail: info @vaproshield.com web: www.vaproshield.com 3. Product Description BASIC USE WallShield is a breathable (moisture - permeable), water- shedding membrane that provides high - performance vapor control and a secondary weather barrier engineered for commercial applications. COMPOSITION & MATERIALS WallShield is manufactured from 100% flash spun bonded, high - density polypropylene fabric. It is bonded by heat and pressure without binders or fillers into tough, durable sheets. WallShield has a triple - layered construction to achieve the ideal combination of performance characteristics. WallShield meets the following basic criteria: vapor permeable, water resistant, wind resistant, UV stabilized, rot proof, and tear resistant. SIZES WallShield • 59" x 164' 4. Technical Data APPLICABLE STANDARDS American Association of Textile Chemists & Colorists (AATCC) AATCC -127 -Water Resistance: Hydrostatic Pressure Test. American Society for Testing & Materials (ASTM) • ASTM E84 -00a Standard Test Method for Surface Burning characteristics of Building Materials • ASTM E96 for Water Vapor Transmission of Materials A Breather Membrane ISO 5363:3 1992, Mean Air Permeance. APPROVALS • International Conference of building Officials (ICBO) Evaluation Report WallShield has met the criteria and is in the process of formal approval. 5. Installation DELIVERY & SITE HANDLING Rolls of WallShield are delivered to site individually wrapped in a polythene sleeve. Rolls should be stored on a clean, level surface — either flat or upright — and kept under cover. WALLSHIELD INSTALL METHODS Always install WallShield green* side out. For attachment to wood, insulated sheathing board or exterior gypsum board, fasten WallShield using nails • with plastic washers or stainless steel staples (minimum 1" crown). For steel frame construction, use screws with washers. Step One Begin at a corner of the building, leaving approximately 6" - 12" of WallShield beyond the corner edge for later overlap. Hold roll vertically and unroll for a short distance. Make sure the roll is plumb and the bottom edge runs along the foundation line. Fasten the WallShield to the corner edge of the building. Step Two Best practice: bottom edge of the WallShield® should always extend over the sill plate interface, especially when a sill sealer is not being used. Secure the WallShield to the founda- tion with a polyurethane or latex -base joint sealer. Step Three Unroll a few feet of WallShieldT" at a time. Be careful to follow line of foundation. Fasten the WallShield every 12" to 18" on the vertical studs. Step Four WallShield should be cut to cover the interface of the upper and lower top plates. WallShield on upper floors should overlap the WallShield on the lower floors by roughly 6 ". Step Five Refer to installation guide, utilizing simple rain screen construction for flashing window and door openings, when using WallShield. Step Six — Material Laps Tape is utilized if laps are less than 6" horizontally and 12" vertically. Please refer to installation instructions. PRECAUTIONS WallShield should be covered within nine months of installation. -A complete installation guide is available. Laying lightweight membranes in high wind conditions is difficult. Appropriate precautions should be taken during installation. Attention to detail is important. Always look for and eliminate or mitigate blockages that could prevent the free drainage of water. Contamination of WallShield membrane with building site chemicals which make it more wettable (e.g., surfactants), adversely affects its water resistance and therefore its contribution to the water resistance of the overall wall system. 6. Availability & Cost AVAILABILITY WallShield is widely distributed throughout the United States. COST Contact your nearest VaproShield representative for local cost and delivery information. For more information or the name of your nearest representative, call: 1- 866 -731 -7663, toll -free from the United States, from 8AM -5PM (PST).. You may also refer to www.vaproshield.com. VaproShield LLC 1 915 26'" Ave. NW, Ste #C5, Gig Harbor, WA 98335 I Toll Free (866) 731 -7663 Fax (253) 858 -3297 I www.vaproshield.com 1 1/2007 PROPERTY STANDARD/TEST RESULT Tensile Strength ASTM D882 MD — 28.2 lbf /inch (4.94 N /mm) CD — 22.6 lbf /inch PASS Water Resistance (control and weathered specimens) AATCC 127 (55cm hydrostatic head of water for 5 hrs) No leakage noted on underside of control or weathered samples PASS Water Vapor Transmission ASTM E96* (Method B) 1309.7 g/m 24hrs 12126.4 ng/Pa/s /m 212 Penns PASS Low Temperature Bend 5 specimens bent over a 1/16 inch mandrel at 32 No cracking or de- lamination noted. PASS PROPERTY STANDARD/TEST RESULT Nominal Thickness Calibrated Deadweight Micrometer 0.023 inch (0.58mm) Basis Weight Electronic Weigh Scale 5.16 oz/yd (0.55 oz/ft 175g/m Drying Rate Analysis of Wet Plywood & OSB ** Water Loss (g) Over 100 hrs at 70 °F, 50% RH 280 grams of water vapor lost through WallShield membrane (3.5 times nearest competitor) PROPERTY STANDARD/TEST RESULT Flamespread Index ASTM E -84 5 — Class A PASS Smoke Development Index ASTM E -84 70 — Class A PASS ACCEPTANCE CRITERIA FOR WEATHER RESISTIVE BARRIERS AC 38 (POLYMERIC -BASED BARRIERS) FIRE TESTING INDEPENDENT TESTING * *Test report available for review from VaproShield LLC REFERENCES VAPRO WALLSHIELD APPROVALS and TESTING AATCC - American Association of Textile Chemists & Colorists ASTM - American Society for Testing & Materials ICC -ES -AC - International Code Council, Evaluation Service Report Page 1 of 1 I WallShield Approvals and Testing I VaproShield LLC I Toll Free: 866.731.7663 I www.VaproShield.com 1 4/07 MELD* Tested in accordance with ICC -ES -AC 38 criteria to meet IBC and IRC requirements for Weather Resistive Barriers (ICC Certificate #ESR- 1916). *ASTM E 96 - Method B (wet cup method) typically gives a more realistic result for permeance of highly permeable products than does the Method A (dry cup /desiccant method). April 18, 2008 Nathan Davis 15029 Bothell Wy NE, Suite 600 Lake Forest Park, Wa 98155 Dear Mr. Davis: Brenda Holt Permit Coordinator Enclosures File: D07 -070 City of Tukwila Department of Community Development Jack Pace, Director RE: Letter of Incomplete Application # 1 — Revision #3 Development Permit Application D07 -070 Baker Bl Retail — 406 Baker BI This letter is to inform you that your response to the revision to your permit received at the City of Tukwila Permit Center on April 11, 2008 is determined to be incomplete. Before your application can continue the plan review process the following items from the following departments needs to be addressed: Planning Department: Stacy MacGregor, at 206 433 -7166, if you have any questions regarding the attached. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. P:\Permit Center\Incomplete Letters\2007\D07 -070 Incomp Ltr #1 -Corr Ltr #1- Rev #3.DOC jem Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 DATE: APPLICANT: RE: ADDRESS: April 17, 2008 Nathan Davis D07 -070 406 Baker Blvd PLANNING DIVISION COMMENTS Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Stacy MacGregor is the planner assigned to the file and can be reached at 206 -433 -7166. 1. With the lighting locations changed throughout the site, provide an updated lighting plan indicating light levels in foot candles throughout the site. 2. Sidewalk removal on west side of building: Design Review required a 5' sidewalk to access the rear of the building. A sidewalk on the east side of the building is still in place and landscaping will be added to the west side of the building. This is acceptable but the sidewalk needs to be 5' in width across its entire length. It is only 4' in width at the southern side of the building where the building's architecture bumps -out. Widen the sidewalk to 5' at the building's south -east corner. Revise all plans to show this. Correct the architectural plans; they scale differently to how they are labeled. April 4, 2008 Nathan Davis 15029 Bothell Wy NE, Ste 600 Lake Forest Park WA 98155 RE: CORRECTION LETTER #1 to REVISION #3 Development Permit Application Number D07 -070 Baker BI Retail — 406 Baker Bl Dear Mr. Davis, This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Department. At this time the Building, Fire, and Public Works Departments have no comments. Planning Department: Stacy MacGregorat 206 433 -7166 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3760. S ; cerely, Brenda Holt Permit Coordinator encl File No. D07 -070 City of Tukwila P:\Penmit Center\Cor ection Letters\2007\D07 -070 Corr Ltr #1 to Rev #3.DOC jem Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 DATE: APPLICANT: RE: ADDRESS: March 16, 2008 Nathan Davis D07 -070 406 Baker Blvd PLANNING DIVISION COMMENTS Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Stacy MacGregor is the planner assigned to the file and can be reached at 206 -433 -7166. 1. Retaining wall on west side of building: Provide rational and design for this. Will the chain link fence remain? 2. Relocation of parking lot luminaries: Locating two luminaries in the center parking area is acceptable to planning. However, the east side of the site, the new sidewalk, and the bike rack are now unlit. Provide building mounted lighting on the east side to illuminate the bike rack and sidewalk. Provide a detail of the light that is proposed. 3. With the lighting locations changed throughout the site, provide an undated lighting plan. 4. Sidewalk removal on west side of building: Design Review required a 5' sidewalk to access the rear of the building. A sidewalk on the east side of the building is still in place and landscaping will be added to the west side of the building. This is acceptable but the sidewalk needs to be 5' in width across its entire length. Provide plans that demonstrate this. Increase the amount of plant material added on the west side. Revise the landscape plans to reflect this addition. January 7, 2008 Nathan Davis 15029 Bothell Wy NE, Ste 600 Lake Forest Park WA 98155 RE: CORRECTION LETTER #2 to REVISION #1 Development Permit Application Number D07 -070 Baker B1 Retail — 406 Baker Bl Dear Mr. Davis, This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Department. At this time the Building, Fire, and Public Works Departments have no comments. Planning Department: Stacey MacGregor at 206 433 -7166 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3760. encl File No. D07 -070 City of Tukwila Department of Community Development Jack Pace, Director P :\Permit Center\Correction Letters \2007\D07 -070 Corr Lir #2 to Rev #1.DOC jem Jim Haggerton, Mayor it ?nn Cn.srl,nontor Rn»lor/ord Cult," *inn • Tukwila Wachinotnn OR1RR • Phnne_ 206- 431 -3670 • Fax: 206- 431 -3665 DATE: APPLICANT: RE: ADDRESS: January 3, 2008 Nathan Davis D07 -070 406 Baker Blvd PLANNING DIVISION COMMENTS Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Stacy MacGregor is the planner assigned to the file and can be reached at 206 -433 -7166. 1. Revise civil sheets CO2 and CO5 to show new parking stalls, new landscape areas, and relocation of the trash enclosure to the north side of the property. 2. Accurately reflect the location of the fire hydrant on all sets of plans. The plans show an existing fire hydrant mid -way between the two existing driveways. In the field, a fire hydrant is located next to the vault. 3. The landscape plans do not show street trees adjacent to the sidewalk. Add at least four street trees, adjacent to the sidewalk, in landscaped and irrigated 4' by 6' wells, and set back from a 1' paved, street -side landing strip. Locate the trees no greater than 25' on center. Stagger these trees relative to the trees shown in the landscape plan. Street trees desired for the Baker Blvd corridor include: Paperbark Maple, Eastern redbud, Kousa dogwood, Lavalle hawthorne, Washington hawthorne, Maidenhair tree, Crape myrtle, Kobus magnolia, Flowering pear, and Japanese snowbell a DIGIG INCORPORATED TO: Jamie Reavis , ' n FROM: Nathan Davis /�%v� DATE: December 5, 2007 RE: Baker Boulevard Retail Site Construction Plans, Permit Application #D07 -070 Response to Review Comments Dated November 29, 2007 CC: Mark McDonald This memorandum summarizes the plan revisions in response to your November 29, 2007 review comments. General: 1. Revised Architectural and Landscaping plans are attached for your approval. 2. Revised Architectural and Landscaping plans are attached for your approval. 3. Revised Architectural and Landscaping plans are attached for your approval. Enclosures: Revised Civil Plans MEMORANDUM Seattle Office 15029 Bothell Way NE, Suite 600, Lake Forest Park, WA 98155 Ph. 206.523.0024 Fax 206.523.1012 Jamie _ Memo Response to 112907 Comments_120507.doc DAVIDO CONSULTING GROUP, INC. CIVIL • STRUCTURAL • LAND USE Whidbey Office PO Box 1132, Freeland, WA 98249 Ph. 360.331.4131 Fax 360.331.7394 • November 29, 2007 Nathan Davis 15029 Bothell Wy NE, Ste 600 Lake Forest Park WA 98155 RE: CORRECTION LETTER #1 to REVISION #1 Development Permit Application Number D07 -070 Baker BI Retail — 406 Baker Bl Dear Mr. Davis, This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Department. At this time the Building, Fire, and Public Works Departments have no comments. Planning Department: Jaimie Reavis at 206 431 -3659 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) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted throufh the mail or by a messen:Qer service. If you have any questions, please contact me at (206) 431 -3760. Sincerely, fer Mar- .11 't Technician encl File No. D07 -070 City of Tukwila P:\Permit Center\Correction Letters \2007\D07 -070 Corr Lir #1 to Rev #1.DOC jem . Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 DATE: APPLICANT: RE: ADDRESS: November 29, 2007 Nathan Davis D07 -070 406 Baker Blvd PLANNING DIVISION COMMENTS Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Jaimie Reavis is the planner assigned to the file and can be reached at 206 -431 -3659. 1) The addition of parking spaces at the north side of the project will change the landscaping plan that is in the approved set of building plans (dated 5/23/2007). The approved set of building plans shows the location of the trash /recycle enclosure on the west side of the project site, while the revised set shows the location of the trash /recycle enclosure on the north side. Resubmit a new landscaping plan that shows the location of landscaping taking into account the addition of the parking and loading spaces, as well as the location of the trash /recycle enclosure on the north side of the project. 2) The addition of the Fire Suppression Vault will also have a significant impact on the type and amount of plantings possible within the area that is at the west end of front row of parking stalls, adjacent to the ingress driveway. Show the landscaping that will be included in this area, accounting for placement of the Fire Suppression Vault, on the revised landscaping plan. 3) Revise all plans to reflect the new parking stalls, new landscaping area, and relocation of the trash enclosure to the north side of the property. Carol Lt nb Re REVISED BAKER BI-VP From: Carol Lumb To: Ka!leen Bensen Date: 09/24/2007 10:08:51 am Subject: Re: REVISED BAKER BLVD Hi Kalleen: the revised landscape plan looks good. thanks for forwarding the revised plans for our review. Carol »> "Kalleen Bensen" <KalleenOiavgroupllc.com> 09/20/2007 3:14 pm »> Hi Carol, You'll find the revised Baker Blvd. Plans attached. Five existing tress were removed & replaced with the three European Hornbeams as discussed. Let us know if you require anything further. Thank you, Kalleen Bensen Landscape Designer The Jay Group, INC. p 360.659.8159 f 360.651.7252 kalleen(aljavoroupllc.com < mailto:kalleen(Thjavaroupllc.com> Uo'1- oio 5710OL Q17 BOTANICAL! COMMON NAME SI78 CONDITION si @ o e c o e e c 5 Acer circinotum / NNE MAPLE 6 -8' MIN. HT. B &B, 30' O.C. BRANCHED 0 6' HT. 5 Crotoegus phoenopyrum / WASHINCTON THORN 2' CAL B &B. 50' O.C. BRANCHED O 6' HT 6 Liriodendron tulipitero 'FOatigiotum' / COLUMNAR TULIP TREE 2• CAL, B &B, 30' O.C. BRANCHED 0 6' HT. 5 Acer rubrum / RED MAPLE Y CAL B &B, 30' O.C. BRANCHED 0 6' Hr 14 5 Chomoecyporis obtuso 'Crociks' / SLENDER HINORI CYPRESS 4 -5' MIN PIT B &B, 3' O.C. 6 18' MW. HT. 6' MIN NT. B &B, 10' O.C. Picea omorika / SERBIAN SPRUCE 7 Thujo pfcata 'Holton' / HOGAN CEDAR 6' MIN. HT. B &B, 10' O.C. 3 Corpinus belch., 'FOStigoto' / EUROPEAN HORNBEAM 2.5• CAL B &B, O.C. BRANCHHEE D 0 6' NT. SYMBOL QIY DOTANIALICOMMONNAME SOS CONDITION si @ o e c o e e c .29 Arbutus undo 'Compacto' / COMPACT STRAWBERRY TREE 24" MIN. HT. CON. GRWN, 4' O.C. 12 Cistus corboriensis / WHITE ROCKROSE 18' MW. HT CON. CRWN, 4' O.C. 12 Colima a 'Croce' / GRACE SMOKE TREE 3 -4' MW. HT. CON. GRWN, 5' O.C. 31 Escollonio frodes2 / FRADE'S ESCALLONIA 24" MIN. HT. CON. GRWN. 4' O.C. 14 Homamelis moths / CHINESE WITCH HAZEL 3 -4' MIN. HT. CON. GRWN. 5' O.C. 28 tonicero plicato 'Moss Green' / MOSS GREEN HONEYSUCKLE 18' MW. HT. CON. CRWN. 3' O.C. 4 Nondina domestico 'Fire Power' / FIRE POWER HEAVENLY BAMBOO 21' MIN. HT. CON. CRWN. 3' O.C. 20 PotentYlo japonica 'Kothem Dykes' / CINQUEFOIL 18' MIN. HT CON. CRWN. 3' O.C. 13 Prunus Iourocerosus 'Otto Luyken' / OTTO LUMEN LAUREL 21' MW. HT. CON. GRWN. 4' O.C. 8 Spiroeo japonica 'Little Princess' / LITTLE PRINCESS SPIRAEA 18' MW. HT. CON. GRWN. 3' O.C. 13 Vlbumum pIicotum 'MeriesiF / DOUBLEFILE VIBURNUM 24" MIN. HT. CON. CRWN. 5' O.C. 51700(. OR DOTANICALICOMMONNAMS 512E CONDmON 6 5 A rctostophylos uns -ursi / KINNICKINMCK 1' POTS CON. GRWN, 18' O.0 560 Gauttherio procumbens / WINTERGREEN I CAL CON. GRWN, 24' O.C. ;% %'' /%/ . 324 Vince minor / PERIWINKLE 4' POTS CON. GRWN, 18" O.C. LANDSCAPE PLANTING SCHEDULE TREES GROUNDCOVFR 0 TRASH RECEPTICLE A PORTION OF SEC. 26, TIP. 24N, RGE. 7E., W.M. KING COUNTY, WASHINGTON 60 SF TRASH /RECYCLING WITH 6' HIGH METAL FENCE AROUND PERIMETER LOADING 10'X30' RAISED PEDESTRIAN WALKWAY PROPOSED PYLON I SIONAGE PROPOSED LANDSCAPING AREA 208 SF_ PROPOSED TYPE II LANDSCAPING 2,161 SF PROPOSED TYPE I LANDSCAPING 122 SF j 0 0 � 2 � 10 � TRASH /RECYCLE AREA 60 SF 586'25'27'E 15 k BENCH EXISTING FIRE SIDEWALK TYP. HYDRANT EASEMENT TO REMAIN BAKER BOULEVARD PROPOSED TYPE 11 LANDSCAPING 1,077 SF SITE LIGHTING 2 BIKE RACKS PROPOSED LANDSCAPING AREA 76 SF PROPOSED TYPE I re LANDSCAPING AREA 672 SF THE W: ; JAY GROUP.. LAND En CONSULTANTS P 3enee91135 F .I 831.7252 1927 511I rear Wm*IZ NM 9E1270 9 ∎JOI;ROLPlECCOe State of Washington registered Landscape Architect Pau certifica To. 566 BAKER BO U LEV AR D R ET AIL CENT ER APPLICANT ICONY ACT Mw CAME COW/ M IESBMW 1420 5Th mt. 51[ 2200 SEAre& Se ee10J er CITY OF TUKWILA PL VANG Ma DEKEOPYENt SEANCES APPROVED FOR CONSTRUCTION R/M PONIT Na SCALE 1% 20' WIC 9 - 20 - 06 TJC RFEWE S \2006\Lendscape 06- O585aH0TBLVA -PLI NS\583 -LP REVISIONS REN.1 rescarI1N er DOT 4 SCONE CMMtlES AMMAN CINNCES SITEPIAN CHMCES PLANTING CWMXS LE Joel 06 -0563 WWI Br 818. Kµ no 9 -27-08 I -1e-07 2-1 -07 9 -20-07 LANDSCAPE PLAN SHEET L -2 OF 4 PFN1 'toe 110 Carol Lumb - FW: Baker Boulevard project .; ZO „ T, .. F. . _;. T . 4 .. �.AM . 1;., t . :, 137 From: "Kevin Karlson" <Kevin @jaygroupllc.com> To: <Clumb @ci.tukwila.wa.us> Date: 09/20/2007 8:37 AM Subject: FW: Baker Boulevard project Re- sending, thanks Carol! From: Kevin Karlson Sent: Tuesday, September 18, 2007 11:03 AM To: 'Clumb @ci.tukwila.wa.us' Subject: Baker Boulevard project Hello Carol- I've discussed the tree replacement for the cottonwoods with our landscape architect (who developed the landscape plan). He believes the best replacement for trees in that location would be fastigiate hornbeam (Carpinus betulus fastigiata), since there is not much room next to the structure once the perimeter sidewalk is in place. This variety forms a dense screen, and is columnar enough to work with the proposed landscape plantings in that narrow space. He checked availability at a couple of large tree nurseries, and it looks like 2.5" caliper may be the largest we can get this fall. They would be pretty substantial specimens at that size. He'd like to revise the landscape plan to include all the previously proposed plantings, as well as 3 of the large hornbeams to replace the cottonwoods. I realize there are more than 3 cottonwoods being removed, but I don't believe the space is large enough on that side of the building to accommodate more trees (considering what is already proposed as part of the landscape plan). Please discuss this option with your plant person at the City, and let me know what you think. Thanks, Kevin Kevin Karlson Senior Wetland Ecologist & Certified Arborist The Jay Group, Inc. ph. 360 - 659 -8159 fax. 360 - 651 -7252 Page 1 of 1 file: / /C:\Documents and Settings \CAROL - L\Local Settings\ Temp\ XPGrpWise \46F2314Dtuk- mail6300 -... 09/20/2007 cqk 4) � FAx MO 3 64° — cos —3 +Scj PHONE ❑ nnoelt.e EXTENSION AREA CODE ®' NUMBER MESSAGE ►�(�/ Jp'-J th u).o_dte' 4,.k4 (54-0144 e, d\ — 6 .54 4 44 J RtED ; YOUR CALL j PLEASE c41 tit. CA FOR M OF SIGNE 1 . 4 - �.Q✓l Srt�- (o( J p Fax Transmittal To: Jim Boyer CC: Fax: 425 -396 -5530 Re: Baker Boulevard tree report Comments: Kevin DATE C Y 1 3 TIME LO' 2 1 P M ilbn FORM 4003 From: Kevin !Carlson 200, • - 20)-1 'SW 1`6 r -DO- ©1d 1 Pages: 5 (lnduding cover) Date: September 12, 2007 1927 Fifth Street • Marysville, WA 98270 • Phone: (360) 659 -8159 Fax: (360) 651 -7252 • Email: mail@jaygroupllc.com L--t1 Ci Urgent X For Review 0 Please Comment 0 Please Reply 0 Please Recycle Jim, attached is the tree report for Baker Boulevard for your use. If the photographs don't fax well, do you have an email address? I could send you a PDF of the report that would have legible photos. Thanks, vd Z9ZL 1.99 09£ dno.o Aer dgj ,0 LO Zt. deS THE JAY GROWN, September 12, 2007 Northwest Capital Corporation Attn: Jim Boyer 1420 Fifth Avenue, Suite 2200 Seattle, WA 98101 Re: Baker Boulevard Tree Retention Evaluation and Report Dear Mr. Boyer: The Jay Group, Inc has been retained for the purpose of conducting an evaluation and assessment of the existing trees adjacent to the east of the existing structure at 406 Baker Boulevard, within the City of Tukwila. The project site is currently under construction. The site visit and tree assessment were performed on September 11, 2007. Project Description The proposed project is a commercial development utilizing an existing structure on the subject property. The area of study for this evaluation is located along the eastern boundary of the project, between the onsite structure and a bank building located on adjacent property to the east. The purpose of the study is to identify trees that may present a significant hazard to the future development, and determine their potential for retention. For the purposes of this assessment, the above ground portions of each tree were evaluated, including the occasional use of an incacuient borer to determine the presence and extent of crown rot where such conditions were suspected. No inspection below the root crown was performed, and no excavations were done to assess root health. The visual assessment of the above ground portions of the trees focused on specific hazard indicators such as the degree of lean, co- dominant leaders, dead wood and/or breakage in the crown or trunk, and the overall health and vigor of the tree. In order for a tree to present a potential hazard, two things must be present: 1) there must be a target within range of the tree; and 2) there must be some indication that the tree(s) in question have a significant risk of failure. This hazard tree assessment follows the methodology outlined in Evaluation of Hazard Trees in Urban Areas (Matheny and Clark, 1994). An additional assessment was performed with respect to the site development plans, to evaluate potential impacts associated with grading for structures, as well as site contouring in general. Cuts and fills associated with these grading activities can result in damage to below- ground portions of trees, causing eventual decline and death (with associated hazards to human health and safety) if certain precautions and construction techniques are not adhered to during development. 1927 Fifth Street • Marysville, WA 98270 • Phone: (380) 659 -8159 Fax: (360) 651 -7252 • Email: kevin@jaygroupllc.com Baker Boulevard Tree Evaluation The result of the evaluation is summarized below. Tree Retention Evaluation and Recommendations A total of five trees were identified in the field that may present a hazard to the future development and adjacent properties Five black cottonwood (Populus trichocarpa) between 8- 14" DBH and up to 60' in height are located between the project site and the neighboring bank. All five of these trees were identified as potential hazard trees (see attached Figures 1 and 2 for photos). Construction activities on the project site involve re- grading within the eastern building setback to set the grade below that of the building slab. Removal of earth within the root zone of the existing cottonwoods will very likely result in subsequent decline and death of the trees over time, as well as increasing the risk of short term failure via windthrow or storm damage. This island of trees will likely be subject to windthrow events in the future based on their projected condition. location, and species - specific characteristics. It is my opinion that the trees will be unsuitable for retention following the completion of construction activities and should be removed. Black cottonwood, even if undisturbed, is not generally considered suitable for placement in urban landscapes due to its extremely large mature size. Black cottonwood are also prone to windthrow and breakage during storm events. The trees located on -site are within close range of targets that will be frequently occupied by people, and would pose an unreasonable safety hazard and risk of property damage. The trees will be replaced with the recommended species proposed by the landscape planting plan when approved. Tree Retention and Protection Guidelines If my recommendation for removal is not followed, these guidelines pertain to any trees retained near the proposed grading and excavation limits. Again, retention is not recommended, but if the trees are to be retained these guidelines must be adhered to. Extensive clearing and grading to any depth (within the dripline) is considered a disturbance and may be detrimental to the health of trees. Utilities installation and road construction has already been completed on -site, however any future development activities on -site should adhere to the following protection guidelines. Stakes delineating the clearing and grading limits will be set in the field before any clearing and grading activities occur. After the stakes are placed, the consulting arborist will make a final determination of the trees that will be preserved depending on the construction limits and expected impacts to major roots. Clearing limits may be adjusted in the field by the consulting arborist if such adjustments are warranted for proper protection of the tree(s) roots. A tree protection barrier shall be installed in the field as directed by the consulting arborist. The barrier shall be constructed of orange construction fencing attached to firmly placed stakes or supports. The consulting arborist, together with the contractor, shall determine the extent and method of clearing near retained trees. No parking, storage, dumping, or burning of materials is permitted within 15 feet of the tree protection bather, and no signage shall be attached to any live trees. Where vehicular or equipment access is required within the protected area of any preserved tree, the soil (and tree roots) shall be protected from compaction with at least 10- inches of wood chips placed over the path of the vehicle, and removed when access is no longer needed. Any landscaping within 1.5 times the maximum dripline extent of each retained tree shall be done with care. Precautions shall be taken to ensure that all roots, trunks and branches of any retained trees shall not be damaged. This may necessitate the use of hand, as opposed to mechanized, labor in these areas. The area consisting of 13 times the maximum dripline is necessary to adequately September 12, 2007 Page 2 of a Prepared by: The Jay Group, Inc Jay Group Job 4: 07 41751 Baker Boulevard Tree Evaluation protect the shallower feeder roots of retained trees. This area is referred to as the root protection zone. Any roots of retained trees damaged during site grading shall be re -cut with a hand pruning saw following excavation so as to provide a cleanly cut surface, which will promote faster and more successful healing of these wounds. Unwanted vegetation within the root protection zone will be removed by hand, and will be indicated as such to the contractor by the consulting arborist. Stumps of trees to be removed within the root protection zone of preserved trees will be ground down to below ground surface and not excavated, but preferably left in place. The consulting arborist will determine to what extent backfilling is allowed within the root protection zone of a retained tree on a case -by -case basis. All recommended tree maintenance, including deadwood and low limb removal, cabling and bracing, and any other arboricultural procedures shall be completed after clearing and before landscaping. An ISA Certified Arborist shall be preferred as the contractor for performing all arboricultural procedures. ANSI A300 American Standards for Pruning shall be followed, unless other standards are required by the local jurisdiction. The usage of preservation measures such as tree wells, rockeries, or aeration piping in areas of fill will be determined at the time of inspection of the clearing and grading limits The trees proposed for retention on this project should have a high probability of survival and future landscape value if the above listed retention recommendations are followed. Use and Limitations of this Report This Tree Evaluation and Retention Report has been prepared for Northwest Capital Corporation, as a means of determining, to the most thorough extent practicable, conditions of the existing trees on the east side of the Baker Boulevard project site and recommending a course of action relative to these trees through the development and construction process. This report is based primarily on readily observable and ascertainable conditions, with limited use of invasive means to evaluate tree condition. There are several conditions that can affect a tree's health that may be pre - existing and unable to be ascertained with a surficial analysis. These conditions include root and stem rot, internal cracks, structural flaws or construction damage to roots, which may be hidden beneath the soil. Additionally, post - construction circumstances can cause a relatively rapid deterioration of a tree's condition. This report has been prepared as an assessment of the current condition of trees on the project site, and may not be valid during or after construction. Every reasonable means has been used to examine the trees on the site, however, this report is a professional opinion and no expressed or implied guarantee is made of tree conditions on the site. No attempt has been made to determine the presence of hidden or concealed conditions which may contribute to the hazard or failure potential of trees on the site. The work for this report conforms to the standard of care employed by ISA Certified Arborists. No other representation or warranty is made concerning the work or this report and any implied representation or warranty is disclaimed. Respectfully submitted, VehL-, Kevin Karison ISA Certified Arborist #PN -2649A Attachments: Site photos Scptcrnbcr 1 2. 2007 Nye 3 H ►'i fi red by 7 he Jay Group. Inc .1;rt• timtrh .hih 'F (17-co 5 Baker Boulevard Tree Evaluation Figure 1: Black cottonwoods recommended for removal adjacent to existing structures. Figure 2: Black cottonwood trees and area to be graded to the right of construction fencing. St:re:oter12.2007 1'sc -.4 1'reparU h}: The. Jay Chou p. !tit' Group Job :. 07. 0751 May 8, 2007 Todd Bertellotti 3445 California Av SW, Studio 101 Seattle WA 98116 RE: CORRECTION LETTER #1 Development Permit Application Number D07 -070 Baker BI Retail — 406 Baker Bl Dear Mr. Bertellotti, This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Public Works Department. At this time the Building, Fire, and Planning Departments have no comments. Public Works Department: Dave McPherson, at 206 431 -2448, 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) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3760. Sincerely, encl File No. D07 -070 city of Tukwila A arshall hnician P:Uennifer\Correction Letters\2007\D07 -070 Correction Ltr #1.DOC jem Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 DATE: May 4, 2007 PERMIT NO: D07 -070 www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards PROJECT: Baker Blvd. Retail 406 Baker Blvd. Miscellaneous Review Comments CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions /comments regarding the following comments. 1. Expand scope of work previously submitted as part of Building Permit application form — page 2 of 6. 2. Owner shall sign w/Notary a Public sidewalk easement, prior to Public Works final. 3. Owner shall sign w/Notary a Hold Harmless Agreement, for work within the Public right -of -way. See enclosed. 4. Provide Engineers Estimate for work within the Public right -of -way. 5. Provide Public Works permit fee estimate sheet. See enclosed. 6. Meters, backflows, vault, FDC, etc. for Fire and Domestic water supply shall be sized and specified as part of this permit. 7. Provide one 30 -foot high street light per City of Tukwila standards and specifications. Show and label on Civil plan sheet. City Street Foreman states that there is a type 1 box in front of this property that can be connected and run wiring back to the Andover Park East / Baker Blvd. signal service. See Traffic Signal Plan sheets — enclosed. 8. Verify if providing a Deduct Meter for irrigation, on domestic supply line. Irrigation plan shows separate meter. Show and label on Civil plan sheet including meter size. 9. Show typical sidewalk detail, showing how existing 6' sidewalk is to become 15'. Plan Sheet 1 of 1 — No comments. CO1 — No comments. CO2 — Revise plan sheet to reflect plan sheet CO5. CO3 — No comments. C04 — Pothole between CB3 & CB4 to avoid utilities conflicts. CO5 — RPPA include (size, brand, etc. with specifications — including Hot Box) — see enclosed. C06 — Provide, show, & label 6" side sewer laterals not 4 ". C07 — No comments. Reid iddleton April 19, 2007 File No. 262007.005/00402 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Baker Boulevard Retail (D07 -070) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. Structural special inspections by qualified special inspectors do not appear warranted for this project, which appears to be work of a minor nature, but if it is determined otherwise, the applicable special inspections are noted below. 1. Concrete placement at concrete construction: Continuous, see also Section 1704.4. 2. Reinforcement at concrete construction: Periodic, see also Section 1704.4. 3. Installation of concrete adhesive anchors: Continuous, see also Section 1704.13. 4. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. 5. Structural welding of structural steel: Periodic, see also Section 1704.3. 6. High - strength bolting of structural steel other than slip - critical: Periodic, see also Section 1704.3. 7. Wood -framed lateral- force - resisting system: Periodic, see also Section 1707.3. Enclosed are two sets of the revised structural drawings, one set of the original architectural drawings, structural calculations, and correspondence from the structural engineer for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. p Philip Brazil, P.E., S.E. Senior Engineer Enclosures cc: Todd Bertellotti, Object + Space (by surface mail) John Riley, Quantum (by surface mail) dop:\ doc\ 26\ planrevw \tukwila \07 \t004r2.doc \prb RECEIVED APR 2 2007 PERMIT CENTER Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fox: 425 741 -3900 QUANTUM I C O N U L T I N G ENGINEERS April 9, 2007 Philip Brazil, P.E., S.E., Senior Engineer Reid Middleton, Inc. 728 134th Street SW, Suite 200 Everett, WA 98204 Subject: Building Permit Plan Review - First Submittal Baker Boulevard Retail (D07 -070) City of Tukwila File #262007.005/00401 (Quantum Project #7028.01) Dear Mr. Brazil: L5 APR 1 i 2007 We have received your corrections on the above - referenced project. Below are our responses to the structural comments. All changes to the drawings due to plan check comments have been clouded on the drawings and labeled with a Delta 1. 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. The following is a summary: Structural special inspections by qualified special inspectors do not appear warranted for this project, which appears to be work of a minor nature, but if it is determined otherwise, the applicable special inspections are noted below. See IBC Section 1704.1. a. Concrete placement at concrete construction: Continuous, see also Section 1704.4. b. Reinforcement at concrete construction: Periodic, see also Section 1704.4. c. Installation of concrete adhesive anchors: Continuous, see also Section 1704.13. d. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. e. Structural welding of structural steel: Periodic, see also Section 1704.3. f. High - strength bolting of structural steel other than slip - critical: Periodic, see also Section 1704.3. g. Wood -framed lateral- force - resisting - system: Periodic, see also Section 1707.3. We have added a Special Inspections Schedule to the end of our General Notes on Sheet S1.1, which lists the required special inspections required for the project. 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com Philip Brazil, P.E., S.E., Reid N" ' "ileton Inc. RE: Building Permit Plan Review'- Baker Boulevard Retail - File #26200 05/00401 April 9, 2007 Page 2 2. The reference to Hilti Kwik -Bolt 3 concrete anchors at the section of the structural notes on expansion bolts, Sheet S1.0, should be deleted. The ICC -ES evaluation report qualifying its use has been canceled. We recommend specifying Hilti Kwik -Bolt TZ (ESR- 1917). See www.icc - es.org for further information. We have changed the note reference from Kwik -Bolt 3 to Kwik -Bolt TZ and have updated the correct ICC Evaluation Report per your request. 3. The support of the canopies at the top is not clear. Detail 10/S5.0 provides a design for the support and is referenced on the roof framing plan, Sheet S2.1, for the canopy at Grid D/4-6 but similar references do not appear to be provided for the other canopies. Detail 2/S5.0 is referenced at the top and bottom of the canopy at Grid 2.5 /A -B, which does not appear to be intended. The roof framing plan should be revised as needed to clarify intent. We have added Details 3 and 4/S5.0 to show canopy upper and lower supports at wood - framed headers between posts in new wood framed walls, and we have updated other details to show canopy upper and lower supports attached to steel tube beams spanning between steel columns. All referenced canopy support details have been corrected on the framing plan as needed to provide proper reference to the details on Sheet S5.0. 4. Detail 3/S4.0 is not clear. A 4x6 by 24 -inch -long wood member is specified but a 2x6 by 24- inch -long member appears to be intended. The PHD6 appears to be oriented so that the SDS screws for its installation will be parallel with the bottom of the glued laminated beam but there does not appear to be a structural member present for the installation. The detail should be revised as needed to clarify intent. A 4x8 member is correct and has been drawn to scale on Detail 3/S4.0. The PHD6 has also been corrected to show it abutting the underside of the 4x8 wood member so that the SDS screws from the holdown bracket go up into the wood piece. 5. The spacing of the sub - diaphragm ties at the roof framing plan, Sheet S2.1, is not clear. The intent appears to be locating them in line with each LTT19 anchor at the concrete walls. We recommend specifying a spacing of 6'8" o.c. to match the spacing of the LTT19 anchors. We have clarified the plan note to read that the sub - diaphragm ties shall be spaced at 6' -8" on center and shall align on the joists with the LTTI9 anchors attached at the perimeter concrete walls. 6. A response modification (R) factor of 5.5 for special reinforced concrete shear walls is assumed in the calculations and specified in the structural notes on Sheet S1.0. The R factor, however, is 5. The calculations and drawings should be revised and resubmitted for review. The structural design may need to be revised. Please verify. See IBC Section 1617.6 and Table 9.5.2.2 of ASCE 7-02. Note that IBC Table 1617.6.2 is limited to use of the simplified analysis procedure. Philip Brazil, P.E., S.E., Reid RE: Building Permit Plan Re April 9, 2007 Page 3 We have revised our supplemental calculations (attached) to use the lower R -value of 5.0, which increases the seismic base shear by 10 %. The 2003 IEBC code, however, also allows us to take 75% of the design base shear when analyzing the existing building structural elements. Since we did not do this in the original analysis submitted, this will give us a 25% decrease in lateral forces which more than offsets the 10% base shear seismic force increase required by the change in R- value. Please feel free to call me at 206 - 957 -3900 if you have any questions regarding our responses. Thank you. Sincerely, Quantum Consulting Engineers, LLC Jotiin H. Riley, P.E., S.E. Principal -d/ - ldleton Inc. - Baker Boulevard Retail - File #2620(. " 05/00401 Attachments: Supplemental Structural Calculations Delta 1 Structural Drawings with Permit Comment Revisions Reid iddleton March 26, 2007 File No. 262007.005/00401 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Baker Boulevard Retail (D07 -070) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Note that the "WSxx" code references are to Washington State Amendments of the applicable code. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical No comments. Architectural No comments. Structural 03/ 7 RECEIVED MAR 2 7 2001 PERMIT CENTEF 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. The following is a summary: Structural special inspections by qualified special inspectors do not appear warranted for this project, which appears to be work of a minor nature, but if it is determined otherwise, the applicable special inspections are noted below. See IBC Section 1704.1. Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fox: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila March 26, 2007 File No. 262007.005/00401 Page 2 a. Concrete placement at concrete construction: Continuous, see also Section 1704.4. b. Reinforcement at concrete construction: Periodic, see also Section 1704.4. c. Installation of concrete adhesive anchors: Continuous, see also Section 1704.13. d. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. e. Structural welding of structural steel: Periodic, see also Section 1704.3. f. High - strength bolting of structural steel other than slip - critical: Periodic, see also Section 1704.3. g. Wood -framed lateral- force - resisting system: Periodic, see also Section 1707.3. 2. The reference to Hilti Kwik -Bolt 3 concrete anchors at the section of the structural notes on expansion bolts, Sheet S1.0, should be deleted. The ICC -ES evaluation report qualifying its use has been canceled. We recommend specifying Hilti Kwik -Bolt TZ (ESR- 1917). See www.icc- es.org for further information. 3. The support of the canopies at the top is not clear. Detail 10 /S5.0 provides a design for the support and is referenced on the roof framing plan, Sheet S2.1, for the canopy at Grid D/4 -6 but similar references do not appear to be provided for the other canopies. Detail 2/S5.0 is referenced at the top and bottom of the canopy at Grid 2.5 /A -B, which does not appear to be intended. The roof framing plan should be revised as needed to clarify intent. 4. Detail 3/S4.1 is not clear. A 4x6 by 24- inch -long wood member is specified but a 2x6 by 24- inch -long member appears to be intended. The PHD6 appears to be oriented so that the SDS screws for its installation will be parallel with the bottom of the glued laminated beam but there does not appear to be a structural member present for the installation. The detail should be revised as needed to clarify intent. 5. The spacing of the sub - diaphragm ties at the roof framing plan, Sheet S2.1, is not clear. The intent appears to be locating them in line with each LTT19 anchor at the concrete walls. We recommend specifying a spacing of 6'8" o.c. to match the spacing of the LTT19 anchors. Reid iddleton Phih Brazil, P.E., S.E. Senior Engineer Mr. Bob Benedicto, Building Official City of Tukwila March 26, 2007 File No. 262007.005/00401 Page 3 6. A response modification (R) factor of 5.5 for special reinforced concrete shear walls is assumed in the calculations and specified in the structural notes on Sheet S1.0. The R factor, however, is 5. The calculations and drawings should be revised and resubmitted for review. The structural design may need to be revised. Please verify. See IBC Section 1617.6 and Table 9.5.2.2 of ASCE 7- 02. Note that IBC Table 1617.6.2 is limited to use of the simplified analysis procedure. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, iddleton, Inc. cc: Todd Bertellotti, Object + Space (by surface mail) John Riley, Quantum (by surface mail) dop:\ doc \26 \planrevw \tukwila \07 \t004r 1.doc \prb Reid iddleton March 6, 2007 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Baker BI Retail — D07 -070 406 Baker BI, Tukwila Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 2003 International Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Sincerely, Brenda Holt, Permit Coordinator encl �u- xc: Permit File No. D07 -070 City of Tukwila Department of Community Development Steve Lancaster, Director H:\Documents\Structural Consultant1D07 -070 - structural review.DOC Page 1 of 1 bh Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Section 1 — to be completed by. Name of Development: Y' MA/ 7 1 i L- Date: U t (E l ( Di- Address: I1 I) Off' Permit No.: Tx-11)-1 Release should be sent to: Name: ('+1 Alt V _ 6 +L-) Address: I (42 f7 Av ' . 2 City /State /Zip S i " ]�� -" (till ‘6<(:)( Phone Number: 2.-0 6 2-3'5 Description of items to be completed (reference plans /documents where items are described): 140' t 14 tOtr w.- 1 JUN 11 20071 PERMIT CENTCR As t wner or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $( 31 7. to ( (150% of value to complete work above) and attach s o documentation for value of work. I will have this work carried out and call for a final inspection by this date: G7 or risk having the City use these funds to carry out the work with their own contractor or in -house manpowe . If I fail to carry out the work, I hereby authorize the City to go onto the property and carry out completion of the above deficiencies. I further agree to complete all work listed above prior to requesting inspection and _ -' > '_ Signed: Title: Signed: Amount: $ City Receipt No.: Date Released: Volley and procedurndrd boordevelope a project warranty form Created: February 2005 City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 206 -431 -3670 DEVELOPER'S PROJECT WARRANTY REQUEST FORM Date: PECEIVro 71.11(W1LA Section 2 — to be completed by City staff THIS FUND IS AUTHORIZED TO BE ACCEPTED Department Head: Deposited this Date: ❑ Cash /Check ❑ Cash Assignment ❑ Bond Received By: Section to :be completed by: Developer All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash /cash equivalent/bond. Developer's Representative: Date: I To be completed by City staff I have reviewed the above work and found it acceptable and therefore authorize the release of the above cash /cash equivalent/bond. Inspector: Authorized By: Section 4 — to be completed by City staff Amount Released: $ ❑ Check - Check No. ❑ Cash Equivalent — Letter attached ❑ Bond — Letter attached Released by: 4[ Ir75CCBICO GRt 3U KNOW ALL MEN BY THESE PRESENTS: INSCO INSURANCE SERVICES, INC. Underwriting Manager for: Developers Surety and Indemnity Company Indemnity Company of California 17780 Fitch, Suite 200 • Irvine, California 92614 • (949) 263 -3300 SUBDIVISION IMPROVEMENTS PERFORMANCE BOND THAT we, VILLAGE PARTNERS SOUTHCENTER, LLC , as Principal, an d INDEMNITY COMPANY OF CALIFORNIA , a corporation organized and doing business and under and by virtue of the laws of the State of CALIFORNIA and duly licensed to conduct surety business in the State of WASHINGTO , as Surety, are held and firmly bound unto CITY OF TUKWILA 6300 Southcenter Boulevard Tukwila, WA 98188 as Obligee, in the sum of Forty-Two Thousand Three Hundred Seventy -Seven and 61/100 ($ 42,377.61 ) Dollars, for which payment, well and truly to be made, we bind ourselves, our heirs, executors and successors, jointly and severally firmly by these presents. THE CONDITION OF THE OBLIGATION IS SUCH THAT: WHEREAS, the above named Principal, has agreed to construct in Tukwila Retail Subdivision, in 406 Baker Road following improvements: RIGHT OF WAY IMPROVEMENTS NOW, THEREFORE, the condition of this obligation is such, that if the above Principal shall well and truly perform said agreement or agreements during the original term thereof or of any extension of said term that may be granted by the Obligee with or without notice to the Surety, this obligation shall be void, otherwise it shall remain in full force and effect. ID -1006 (REV. 1/01) BOND Na 579199S IN WITNESS WHEREOF, the seal and signature of said Principal is hereto affixed and the corporate seal and the name of the said Surety is hereto affixed and attested by its duly authorized Attorney -in -Fact, this 8th day of June , 2007 YEAR VILLAGE PARTNERS SOUTHCENTER, LLC INDEMNITY COMPANY OF CALIFORNIA BY: the D1ff EiOUC, Attorney -in -Fact KNOW ALL MEN BY THESE PRESENTS, that except as expressly limited. DEVELOPERS SURETY AND INDEMNITY COMPANY and INDEMNITY COMPANY OF CALIFORNIA, do each, hereby make, constitute and appoint: ** *Jake W. Murphree, Karen L. Staffanson, Dan Bouc, April Conover, Elliott W. Wolfe, jointly or severally * ** as their true and lawful Attorney(s)-in-Fact, to make, execute, deliver and acknowledge. for and on behalf of said corporations, as sureties, bonds, undertakings and contracts of suretyship giving and granting unto said Attorney(s) -in -Fact full power and authority to do and to perform every act necessary. requisite or proper to be done in connection therewith as each of said corporations could do. but reserving to each of said corporations full power of substitution and revocation, and all of the acts of said Attomey(s) -in -Fact, pursuant to these presents, are hereby ratified and confirmed. This Power of Attorney is granted and is signed by facsimile under and by authority of the following resolutions adopted by the respective Board of Directors of DEVELOPERS SURETY AND INDEMNITY COMPANY and INDEMNITY COMPANY OF CALIFORNIA, effective as of November I, 2000: RESOLVED, that the Chairman of the Board, the President and any Vice President of the corporation be, and that each of them hereby is. authorized to execute Powers of Attorney, qualifying the attorney(s) named in the Powers of Attorney to execute, on behalf of the corporations, bonds, undertakings and contracts of suretyship; and that the Secretary or any Assistant Secretary of the corporations be, and each of them hereby is, authorized to attest the execution of any such Power of Attorney; RESOLVED. FURTHER. that the signatures of such officers may be affixed to any such Power of Attorney or to any certificate relating thereto by facsimile, and any such Power of Attorney or certificate bearing such facsimile signatures shall be valid and binding upon the corporation when so affixed and in the future with respect to any bond, undertaking or contract of suretyship to which it is attached. IN WITNESS WHEREOF, DEVELOPERS SURETY AND INDEMNITY COMPANY and INDEMNITY COMPANY OF CALIFORNIA have severally caused these presents to be signed by their respective Executive Vice President and attested by their respective Secretary this 1st day of December, 2005. By: By: _ `p, _ David H. Rhodes, Executive Vice - President Walter A. Crowell, Secretary STATE OF CALIFORNIA COUNTY OF ORANGE ID -1380 (Rev. 12/05) On December 1, 2005 before me, Gina L. Garner, Notary Public (here insert name and title of the officer), personally appeared David H. Rhodes and Walter A. Crowell, personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is /are subscribed to the within instrument and acknowledged to me that he /she /they executed the same in his/her/their authorized capacity(ies), and that by his/her /their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. POWER OF ATTORNEY FOR DEVELOPERS SURETY AND INDEMNITY COMPANY INDEMNITY COMPANY OF CALIFORNIA PO BOX 19725, IRVINE. CA 92623 (949) 263 -3300 Signature 6 (SEAL) The undersigned, as Assistant Secretary, of DEVELOPERS SURETY AND INDEMNITY COMPANY and INDEMNITY COMPANY OF CALIFORNIA, does hereby certify that the thregoing Power of Attorney remains in full force and has not been revoked, and furthermore, that the provisions of the resolutions of the respective Boards of Directors of said corporations set forth in the Power of Attorney. are in force as of the date of this Certificate. This Certificate is executed in the City of Irvine, California. the day ofa_. Albert Hillebrand, Assistant Secretary CERTIFICATE GINA L. GARNER COMM. # 1569561 NOTARY PUBUC CALIFORNIA ORANGE COUNTY My com expires May U. 2009 I, TR, he(-)A. , declare as follows: 1. I am the a owner or authorized agent of the owner of the property, or (circle one) `�; dscape architect who prepared the approved landscape plan, or andscape contractor hired to install the approved plantings, responsible for executing the approved landscape plan for the property located at lj ©& Par-,SW , Tukwila, Washington. 2. The permits obtained for this project include: Building Permit DD 7- - 0 9 /) Land Altering Permit MI - Design Review Permit L - Other Permit 3. I certify that the landscaping and irrigation devices shown on the approved landscaping plans for this property have been installed in conformance with those plans as documented in the Landscape Checklist. 4. I understand that changes to any of the following aspects of the approved landscape plan require a revision to the plans and approval by the City of Tukwila. a) Minimum number of trees, shrubs and ground cover; b) Location of required plantings or planting areas; c) Substitution of species required by permit conditions to mitigate environmental impacts; d) Compliance with the Tree Ordinance for sensitive areas. NOTE: If any of these items have been changed do not sign this Declaration until a revised landscape plan has been approved by the Tukwila Department of Community Development. I declare under penalty of perjury under the laws of the State of Washington that the preceding is true and correct. Dated _ zwS v I %� Signature LANDSCAPING DECLARATION , Washington. LANDSCAPING CHECKLIST Checklist to accompany Landscaping Declaration: No l� ❑ Size of installed plants is per approved plan. f ❑ Spacing of installed plants is per approved plan. E2 ❑ Approximate location of trees, shrubs and ground cover is per the approved plan. PP �' P pp P Note: if the size of the nursery pots of ground cover are increased and therefore fewer pots have been installed attach a description showing how the proposed changes meet Landscape Code standards. Substitutions The following species have been substituted after approval by the Department of Community Development. Number of Plants Approved Species Installed Species Size Number of Copies Description of Item Submitted (Type, Size, Model Number, Etc.) ,3 a Z Drawing or Brochure Number Contains Variation to Contract No Yes .S bP476irr.�res. /`H.jrSSnd/i ∎ Of. .i_,. . � � �N /L£) YeNtt ,_ Hanger �,., 1 -to wa t TRANSMITTAL OF CONTRACTOR'S SUBMITTAL (Arr Ac1 -1 TO EACH SUBMITTAL) DATE: '7/3 / / O TO X � RE2 .. Jrz,,,�) Submittal No.: -2 ' ,4fnr A gut-SW-14 1J New Submittal 0 Ra submittal aD ...$D.0 514 Previous Submittal No.: fcJfo(Q Project: FROM: L. Y ez- an15r1-4lc,T7c &, /A/c.. Contractor AAA A. Po ti ghI SUBMITTAL TYPE: firgclop Drawing L7 Quality Control The following items are hereby submi tted;. Project No_: Specification Section No,: (Cover only one section with each transmittal) Schedule Date of Submittal: 0 Administrative 0 Sample ❑ Contract Closeout D "Or- Equal"/Substitute CONTRACTOR hereby certifies that (i) CONTRACTOR has complied with the requirements of Contract Documents in preparation, review, and submission of designated Submittal and (ii) the Submittal is complete and in accordance with the Contract Documents and requirements ofjaw; and regulations and governing agencies. By: CONTRACTOR (Authorized signaw.'e) | , __- ___ . -�_' . -.--~ . -.-_- . ' Name Currently Certified Certificate of Competency Holders Certificate LevelU Total Currently Certified: 268 Employer Address Certification Number Milo Sligar 320 East Fairhaven Avenue, Suite Sligar Construction, L. L. C. 206 in Burlington, WA 98233 Randy D. Smith 18812 South Nevada Street in Piersol Construction, Inc. Spangle, WA 990319529 {Van A. Smith 22494 Big Valley Road Northeast Lydel Construction, Inc. in Poulsbo, WA 98370 Allen Stakset Post Office Box 44601 in Tacoma, Tacoma Plumbing & Heating, Inc. WA 98444 Mike Steinbach 2353 Highline Road in Chewelah, Steinbach Construction Company, Inc. WA 99109 James K. Stiles 1335 192nd Street East in Don Leonard & Sons, Inc. Spanaway, WA 98387 Duane Stokes 15 Valley High Road, Post Office Gary Merlin Construction Company, Inc. Box 302 in Maco, WA 99150 Gordon Stremler Post Office Box 527 in Lynden, Stremler Gravel, Inc. WA 98264 Kyle Loren 9231 VanBuren Road in Everson, Wilder Construction Company Stremler WA 98247 Phone Number (360) 755 -1680 (509) 448 -1093 (360) 598-4741 (253) 531-3444 (509) 935 -4422 (253) 847-7193 (206) 510 -7678 (360) 354-8585 (360) 966 -2916 Expiration Date December 31, 2007 December 31, 2007 December 31, 2007 December 31, 2007 December 31, 2007 December 31, 2007 December 31, 2007 December 31, 2007 December 31, 2007 Monday, August 6, 2007 Page 25 of 30 BAKER BOULEVARD RETAIL CENTER PARKING SUMMARY TENANT A 1490 SF 1250 SF RETAIL / .004 = 5 240 SF ACCESSORY (STORAGE /CASEWORK) (16° 5 TENANT B 2058 SF 1750 SF RETAIL / .004 = 7 308 SF ACCESSORY (STORAGE /CASEWORK) (15% 7 TENANT C 1601 SF 1500 SF RETAIL / .004 = 6 101 SF ACCESSORY (STORAGE /CASEWORK) (6 %) 6 TENANT D 1374 SF 1250 SF RETAIL / .004 = 4 124 SF ACCESSORY (STORAGE /CASEWORK) (9 %) 4 TENANT E 1407 SF 1250 SF RETAIL / .004 = 4 157 SF ACCESSORY (STORAGE /CASEWORK) (11 4 TENANT F 2128 SF 1750 SF RETAIL / .004 = 7 378 SF ACCESSORY (STORAGE /CASEWORK) (18% 7 TOTAL REQUIRED 33 Project Name: Project Number: Workbook: SOUTHCENTER_notebk.xls Worksheet: zonesum TOTAL PROVIDED PARKING VARIANCE 31 2 (6 %) Print Date: 3/13/2007 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 l 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001— 200,000 $269.75 for 1' ` 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1" 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 13 Ak 6 -e- $I-V • (4- IL PERMIT # 1)07 - 070 (& 4.04 &,' i . $I-VD • ) 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 ' / :-- 0D Water /Sewer /Surface Water /O a IS /ZS. ad Road/Parking/Access /00 it - 10166o 450 o A. Total Improvements _ 3. Calculate improvement -based fees: av 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 32• cubic yards 1 C cubic yards Enter total fill volume Use the following table to estimate the grading plan review and permit fee. GRADING Plan Review and Permit Fees Approved 09.25.02 Last Revised Jan. 2006 1 $ $ 15 (4) r $250(1) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 4 ir 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. (5) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 — 1,000 $37.00 for 1s 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 $194.50 for 1 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the 1 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 4) 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) ('� a ifso 63)) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. 1 k 1 re Approved 09.25.02 Last Revised Jan. 2006 2 $ tOZS .. (6) (7) $ 23 (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2007 — 1231.2007 Total Fee 0.75 $600 $5297 $5897 1 $1100 $13,242.50 $14,342.50 1.5 $2400 $26,485 ✓ $28,885 2 $2800 $42,376 V $45,176 3 $4400 $84,752 $89,152 4 $7800 $132,425 $148,015 6 $12500 $264,850 $277,350 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* 2 .'00 -- D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Approved 09.25.02 Last Revised Jan. 2006 Temporary Meter 0.75" 2.5" $300 $1,000 3 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees op Total A through E $ 2$00 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Special Connection (TMC Title 14) $ E. Duwamish $ ( ' it • SIkU'tM F. Transportation Mitigation $ a / U. It" /.4.4 2. G. Other Fees t oter " ... $ 15 $at I a o trot "erg l't .1 C,as�ti4 AwAN� Total A through G $ /5� 29 1`' (10) / (j CFC) DUE WHEN PERMIT IS ISSUED 5° (6 +7 +8 +9 +10) $ 22 139 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. (9) Reference Number(s) of Related Document(s): D07 -070 Grantor: VILLAGE PARTNERS SOUTHCENTER, LLC, a Washington State limited liability company Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Abbreviated Work Description: Indemnification and Hold Harmless and Permit Temporary in Nature Within Baker Blvd. and adjacent to 406 Baker Blvd. Work within the City Right -of -Way, including water, sanitary sewer, street light, driveway, storm drainage, paving, and sidewalk installation. 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. t07' O'7O CORRECTION LTR #L4 RECEIVED MAY 2 5 2007 PERMIT CENTEb r STATE OF WASHINGTON ) )ss. COUNTY OF KING ) Authorized Signature IN A Authorized Signature IN WITNESS WHEREOF, said individual(s) have caused this instrument to be executed this ► ' day of May , 2007 S I OM L2 I certify I have know or have satisfactory evidence that tV'\iar2 V '5 . c AL1) are the person(s) who appeared before me, and said person(s) acknowledged that 3e she /they signed this instrument on oath stated that c'she /the ova /were authorized to execute the instrument and acknowledge as the ViN P.6 6- i of the \( l L. ■ 6 t= flacCC:�+ �cz ` A ys c E ` limited liability company, to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated 3‘, \ EWAN L MUM s ' Y A31424GTON t's7TA: iY — • — PUZUC ;?''r' Ccit=Vi V7-S:3 ri-V Notary Public in and for the State of Washington residing at S My appointment expires i t Zrla 1 RECEIVED MAY 2 5 2007 PERMIT CENTER DATED this day of , 2007 GRANTEE: CITY of TUKWILA By: Print Name: James Morrow Its: Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared JIM MORROW 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. Name: NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: RECEIVED MAY 2 5 2007 PERMIT CENTEF Applicant: BAKER BL RETAIL City 43.,Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 433 -0179 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us METER #1 Work Order Number: 5107c07 WATER METER INFORMATION Parcel No.: 0223100037 Permit Number: D07 -070 Address: 406 BAKER BL TUICW Issue Date: 06/11/2007 Suite No: Permit Expires On: 12/08/2007 DESCRIPTION OF WORK: TENANT IMPROVEMENT - CHANGE USE FROM MANUFACTURING FACILITY (BOOK BINDERY) TO RETAIL CENTER. RENOVATE BUILDING SHELL AND CORE INCLUDING 3 NEW CLERESTORY SPACES. SEPARATE TENANT IMPROVEMENT AND MECHANICAL APPLICATIONS FOR EACH TENANT UNDER SEPARATE PERMIT. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, WATER METER W /SERVICE LINE, RPPA FOR DOMESTIC, DCDVA FOR FIRE BACKFLOW W/VAULT, SANITARY SEWER INCLUDING AN OUTSIDE DROP AT NEW SSMH, REMOVAL OF EXISTING DRIVEWAY(S) AND CONSTRUCTING NEW DRIVEWAY, PAVEMENT CUT TO INSTALL UTILITIES AND DRIVEWAY DRIVEWAY, PAVING, WIDENING OF SIDEWALK, STREET LIGHT, AND STREET USE. Water Meter Size: 2 1 Quantity: 1 1 Water Meter Type: PERM DED METER #2 METER #3 0 0 Connection Charge: Y $400.00 $0.00 $0.00 Installation: Y $2,350.00 $0.00 $0.00 Additional Install Deposit: $0.00 $0.00 $0.00 Plan Check Fee: Y $10.00 $0.00 $0.00 Inspection Fee: Y $15.00 $0.00 $0.00 Turn On Fee: Y $25.00 $0.00 $0.00 Subtotal: $2,800.00 $0.00 $0.00 Cascade Water Alliance (RCFC): N $0.00 $0.00 $0.00 TOTAL WATER FEES: $2,800.00 doc: WTRMTR D07 -070 Printed: 06-11 -2007 ACTIVITY NUMBER: D07 -070 DATE: 05 -12 -08 PROJECT NAME: BAKER BL RETAIL SITE ADDRESS: 406 BAKER BL Original Plan Submittal X Response to Incomplete Letter # 1 X Response to Correction Letter # 1 X Revision # 3 After Permit Issued DEPARTMENTS: Building Division ❑ Public Works Wpm m Rif rte to -o s DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES/THURS ROU NG: Please Route Structural Review Required REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP APPROVALS OR CORRECTIONS: Fire Prevention Structural Incomplete ❑ DATE: DUE DATE: 05-1 3-08 DATE: Planni g di'visi t ❑ No further Review Required Permit Coordinator C Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 06-10-08 Approved Approved with Conditions ❑ Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: Building Division Public Works 'PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -070 DATE: 04 -11 -08 PROJECT NAME: BAKER BLVD RETAIL SITE ADDRESS: 406 BAKER BLVD Original Plan Submittal X Response to Correction Letter # 1 X Revision # 3 After Permit Issued Response to Incomplete Letter # Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Incomplete • 5�1 dt tl 44; ' Planning Division X Permit Coordinator X DUE DATE: 04 -17 -08 Not Applicable Comments: TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05 -15 -08 C Permit Center Use Only Q INCOMPLETE LETTER MAILED: 14-, I S LETTER OF COMPLETENESS M ILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ® PW ❑ Staff Initials: Approved ❑ Approved with Conditions ❑ 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 P pFork _ Complete Comments: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -070 DATE: 03 -06 -08 PROJECT NAME: BAKER BL RETAIL SITE ADDRESS: 406 BAKER BL Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 3 After Permit Issued D PARTME TS: � ` bR f V 4 �� (�,p�, 3 -l2 ob g � ision j Fire Prevention Cgi 0�3 Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete n TUES/THURS ROUT G: Please Route Structural Review Required REVIEWER'S INITIALS: ❑ DATE: DATE: Planning Division Permit Coordinator DUE DATE: 03-1 1-08 Not Applicable No further Review Required rx* n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 04-08-08 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping [Id PW ❑ Staff Initials: (��/ PERMIT COORD COP' PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D07 -070 PROJECT NAME: BAKER BL RETAIL SITE ADDRESS: 406 BAKER BL Original Plan Submittal Response to Correction Letter # DATE: 02 -01 -08 Response to Incomplete Letter # X Revision # 2 After Permit Issued DEPARTMENTS: Bu I ' g D ision r Public Works Comments: Approved ❑ Notation: Documents/routing slip.doc 2 -28-02 REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n ❑ Planning Division C ❑ Permit Coordinator n DUE DATE: 02-05 -08 Not Applicable n 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 E Structural Review Required ❑ No further Review Required DATE: n DUE DATE: 03-04-08 Approved with Conditions ❑ Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: Building Division Public Works Complete TUES/THURS ROUTING: Please Route Documents/routing slip.doc 2 -28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -070 DATE: 01 -30 -08 PROJECT NAME BAKER BL RETAIL SITE ADDRESS: 406 BAKER BL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 X Revision # 1 After Permit Issued Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Structural Review Required PIa ririing Division ❑ Permit Coordinator DUE DATE: 02 -05 -08 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03 -04 -08 EY Approved ❑ Approved with Conditions N ot Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D07 -070 PROJECT NAME: BAKER BL RETAIL SITE ADDRESS: 406 BAKER BL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 DATE: 12 -05 -07 X Revision # 1 After Permit Issued DEPARTMENTS: Building Division Public Works Complete Comments: Documents/routing slip.doc 2 -28 -02 PERMIT COORD COPY `" PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROU G: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions❑ Notation: REVIEWER'S INITIALS: n DUE DATE: 1 2-06-07 Not Applicable ❑ No further Review Required DATE: 4t''z4 - "$ Planfiin`g Division Permit Coordinator ❑ DUE DATE: 01 -03-08 Not Approved (attach comments) DATE: n Permit Center Use Only ,,, J CORRECTION LETTER MAILED: a al (3 Departments issued corrections: Bldg ❑ Fire ❑ Ping4 PW ❑ Staff Initials ACTIVITY NUMBER: D07 -070 PROJECT NAME: BAKER BL RETAIL SITE ADDRESS: 406 BAKER BL Original Plan Submittal Response to Correction Letter # DATE: 10- 17 -07 Response to Incomplete Letter # X Revision # 1 After Permit Issued DEPARTMENTS: Building Division 1 Public Works M DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete [ Incomplete Comments: TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Documents/routing slip.doc 2 -28 -02 4-PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP IONA- Fire Prevention Structural C Li Planning Division Xi Permit Coordinator ❑ DUE DATE: 10-18-07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DUE DATE: 11-1507 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) F1 Notation: REVIEWER'S INITIALS: DATE: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials ACTIVITY NUMBER: D07-070 DATE: 05-25-07 PROJECT NAME: BAKER BOULEVARD RETAIL SITE ADDRESS: 406 BAKER BL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Building Division 111 Fire Prevention Lil Planning Division Pisbl4ANorg Structural Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: DATE: Documents/routing slip.doc 2-28-02 7 COORD COPY PLAN REVIEW/RO SLIP APPROVALS OR CORRECTIONS: eme Incomplete Structural Review Required LI El DUE DATE: 05-29-07 Not Applicable r7 No further Review Required DUE DATE: 06-26-07 Lil Approved 111 Approved with Conditions Not Approved (attach comments) 1 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: ACTIVITY NUMBER: D07 -070 DATE: 03 -05 -07 PROJECT NAME: BAKER BL RETAIL SITE ADDRESS: 406 BAKER BL X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: uIM A$' 3.I4 ‘11 iti* 3.1(P�o 6 l ding Division Fire Prevention Pub,l'�c, - W w or s , r 4 4)1 St�uctur�l0 X rV' (WW1 d {{��P 44 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS RO TING: Please Route Structural Review Required REVIEWER'S INITIALS: DUE DATE: 04 -03-07 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) APPROVALS OR CORRECTIONS: Notation: PERMIT COORD COPY�-- PLAN REVIEW /ROUTING SLIP Incomplete n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 0510110 Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW Documents/routing slip.doc 2 -28 -02 P7 4wC 3.5.0 a Division Permit Coordinator n DUE DATE: 03-06-07 Not Applicable E No further Review Required DATE: Staff Initials: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 2 o,fri4 ob a-- 11--0c ( Summary of Revision: WM,t- & I�i'IAG - v14 OF Mr livr UMW I N a'L Pe `) ►' - of f o t 1 , 1 Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 2 o,fri4 ob a-- 11--0c ( Summary of Revision: WM,t- & I�i'IAG - v14 OF Mr livr UMW I N a'L Pe `) ►' - of f o t 1 , 1 Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 2 o,fri4 ob a-- 11--0c ( 41:- Summary of Revision: (ii tr{ v. �G -v-v tW p� -i,o�. (9 (ivr t�tY klt�f -t of > LW/ r- CT�lAt t�(r WM,t- & I�i'IAG - v14 OF Mr livr UMW I N a'L Pe `) ►' - of f o t 1 , 1 e t,p ael* Received by: /1/2172./c_ $j c- oA/47 ) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 2 c iIot Viv a-- 11--0c ( Summary of Revision: (i)17U d ivoOf N-kwu tnn vnls 6 f° on kW- AND() WIGAwalkig 0 WKI/t, QN et_ ca N IJatyq.I 0 t►Jfi I,, ct,k6 v-ei kt c ti 4 (-OW i WAIA, Ill r 111-4 rr�►N14 "9 A P .0 Cht.Nii Received by: 07414 es s (Al ! Ffr/tw� lnt(.- VCS x (�J I ►?.FS'h+iP yew REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 10111 ?--t t O q 1 4 , 1( Summary of Revision: 1`16V conk . ,4oN To 6 1 SD , prpt9m01,1At, r - J', ►P( M of d I`IU.vc.u.I^ Received by: Received by: TT, /vles Ii() 139 ye r „Te REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: PROJECT NAME: SITE ADDRESS: 11PriVit 0 cor24 Ivy IV, WywOvettv REVISION LOG PERMIT NO: ORIGINAL ISS"U" DATE: apt (t (please print) (please print) (please print) ease print (please print) REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: _511 Z�ZooB 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 Plan Check/Permit Number: D07-070 ® Response to Incomplete Letter # 1 ® Response to Correction Letter # 1 ® Revision # 3 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Received at the City of Tukwila Permit Center by Entered in Permits Plus on tI E t \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: CIT rr omta MAY 1 2 2008 PERMIT CENTEIa Project Name: BAKER BL RETAIL Project Address: 406 Baker B1 Contact Person: Nathan Davis Phone Number: ZCYo — S F-3'oo a �{ Summary of Revision: i STACK S 5 17& OS I r t 14/E" P./ D Abi - le---eve st: Sax -zi/i f/ A4wr r 7)te-- 61-gT SIDE -4F 77t $U/ boiA/6- /- &' u 6 T? . clfJ D e-E—vise s e-- - S /DC-T.t/4' -/ A4- Lc/lr/ -- 1? Nh G-c iW tu7- O . 4)& ' 577 LL c4) 0 & /NG- ►• T— CA RAW Aivo c-J(( e/4/ / / /n/ Sx v 4 - S P s& g . Sheet Number(s): (&7 Col (.o9 t .4 l • / t L-1 . Z- L -3 1-1 "Cloud" or highlight all areas of revision including date of revision Date: —/0 —O59 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 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan ChecWPermit Number: D07-070 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ® Revision # 3 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: BAKER BLVD RETAIL Project Address: 406 Baker Blvd Contact Person: Nathan Davis Phone Number: 7 — ovaq x7743 Summary of Revision: or' Ce-rt:Si'urfi aa 7r.A.0 5c1 4 p [Jai) , GO ✓¢�-� e Received at the City of Tukwila Permit Center by: `Entered in Permits Plus on 44144 \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: � Z.6Az4 760' a. 14. /`P ,J, l i4� � .,a.o 7�' 4214- 6 Ad,14 piud 'ck t 5 0 .../40 7 -tua A Y_1 ∎ 9 )16.9 81) 4( (J 24Ax.► ) _y am. L. _.✓ �- .....' Sheet Number(s): � Q , 2 L l (- a. t "Cloud" or highlight all are asl of revision including d to of revision rti plate L -3 , . CIT ut TUKKWILA APR 11 2009 P CBITgri Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci. tukwila. wa. us Steven M Mullet, Mayor 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: 3/Io /ZG ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Plan Check/Permit Number: P07 ^ 070 i 4tid �Tl h ,Pam - Qe RF � rr� MAR 06 2008 Efd4l7 cooppi VD . Project Address: 6 gmcee F3t.V1) Contact Person: /1/,Q -]7 r1/ QA///S Phone Number: 264 SZ3 OaQq - Xr /Q? Summary of Revision: W47 (5 iCE MIS B651/ ,etGOC 4 ) 'Y mt car hVA i7i. , A V a M/E14- , 14)11101 /S CA &8)44 litflAral& 76416,444 PA CI r��rv; 7A/-- gee RL4 Tom- CD/v7R.Aerbk KAS AOt-D A- gM are,cr 4a AMU_ Ib rH Cr Jcrs siDE bp 7 4 PeoPo2r 6 Mk iS LS - 17 -7411/ Ye 14 t-it e6ter - . T 16 7b T7f CbA(STAJC?7aA1 of ixt Mit-bWC , dn/E -t7 E- PAg-V !/Jc- L(JMlqAI&- colrf'42 16 &1t-5i 7a L6 -410✓E- / - f RwA/ of Stpetkikt4c Awn/6 GJev SlDe 6F ledJ /t-Om/6- Z7 6 7a c.4cA47o4 i (at .6xt s%/w✓G- Pcw i me. vs pexer a2f . Sheet Number(s): CIVIL Co CO$ L SI4i ,t : Ll- L-y i} .q •‘/f ✓ "Cloud" or highlight all areas of revision including date of r ision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on \applications\forms- applications on Iine\revision submittal Created: 8 -13 -2004 Revised: Date: Nov Revision submittals mast be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. I / - 2--ctce2 City of Tukwila lei pplicationsVornu- applications on linelnwision submittal 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 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Received at the City of Tukwila Permit Center by: Entered in Permits Plus on (Mot 4 b Plan Check/Permit Number: 0 - O Sheet Number(s): S (. D 5 I. 1, S2 .0 2 a S .2 S ' , 0 S ¢• C� "Cloud" or highlight all areas of revision including date of revis s S: 0 A 2.. Steven M. Mullet, Mayor Steve Lancaster, Director C it FEB 0 t o PEHmir NrzR Project Name: 1 /4 /E t / C_ci (2. C71 v 772 Project Address: 4 7 4 96 13,f- 1 3 1 - V . Contact Person: IV OP B' (-corn Phone Number: -2 -00 937 - Summary of of Revision: 7V tni6 p /4G —NSi oNS 9 -13 • S /Roo, pj ,4(-7 r•rG /QE SI oiv S f or7r6 ,- 100/F c477oiv,r co / C C P,4,&J C, ctzw N6-c- i o N A-N S72€, SU (N F / C J cA-T3 ( G f2 o, TO c v A LC- Tb r PCA-i' 5 F- -M ! 6 4D/4/v6 .S F M rn/ G D z -! Lcl cu 4 c-c- IN F/ �- L , 6 iP D f 2 s ToP f o,v &Ay'ouT / c-.-1414 opY < < ,4-0p/ (7 op C-er i- CL cr & a1 J go rES p/M ere, JN Ste, f C S v. O,A2,2 R3.o ,A S REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 0 //.3o/Z61e) 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 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 ® Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Baker B1 Retail Project Address: 406 Baker B1 Contact Person: 4/ 77,0,1711 egos Phone Number: Summary of Revision: il , ' - , PEy <se av« PGA 4 rvf Plan Check/Permit Number: D07-070 (y) coPtel ggrirSe29 lieet'i4-77CA/ Pct Steven M. Mullet, Mayor Steve Lancaster, Director Z Z -s23 -coz<fxr /o3 Sheet Number(s): Cof — COS j Ave Act. tittaavifif - f 6l a- fi 7m/ fL;z,T 5 "Cloud" or highlight all areas of revision including date revisi Received at the City of Tukwila Permit Center by: Entered I ntered in Permits Plus on - * L.)- 08 \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /2 /o 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 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ® Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Baker B1 Retail Plan Check/Permit Number: D07-070 Steven M. Mullet, Mayor Steve Lancaster, Director CITY O TUKWILA DEC 0 5 2007 PERMIT Ct_N I ER Project Address: 406 Baker B1 Contact Person: To.4M.i.e A0U/ /3 Phone Number: G y3I 3 G Summary of Revision: \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Sheet Number(s): "Cloud" or highlight all areas of revision including date of rev;. ion Received at the City of Tukwila Permit Center b Entered in Permits Plus on City of Tukwila Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: / D A / 7 Plan Check/Permit Number: DO 7 070 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # IL after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: kQ r e 8II1 • Re L Project Address: cf06 Ra-k, r jlfrP Contact Person: A4 - T7/4fJ ©3fj Phone Number: 1906 -396-37/F3 X1S Summary of Revision: 6Tj11( SD CA. L A/T le!/A19 4 CDR/R/ECT70r'J 7 7 z c y I5 ie z 07ic -2 c S ire ?(-t/I.SI calls 72) SI) A -LSD /NC LU0 &-0 Sheet Number(s): W GOl "Cloud" or highlight all areas of revision including date of revision n � nQ Received at the City of Tukwila Permit Center by Entered in Permits Plus on • b1- \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: 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 Steven M Mullet, Mayor Steve Lancaster, Director RECEIVED err/ OF TUKWIlA OCT 17 2001! PERMi 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 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: - /fir /67 Plan Check/Permit Number: D07-070 ❑ 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: Baker Boulevard Retail Project Address: 406 Baker B1 Contact Person: re'Dd e 7 L C.O rn Summary of Revision: \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: 11--rr i- c cr u/ PIj4/' Steven M Mullet, Mayor Steve Lancaster, Director Phone Number: ' 9' 7 -SZZZ KU:to to COY OF TUKWILA MAY 25 WI Whi4MMI Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: c �� Eir Entered in Permits Plus on 16 - S ` O 7 License Information License BBEQUC *053MU Licensee Name B & B EQUIP CONST & SPLY INC Licensee Type CONSTRUCTION CONTRACTOR UBI 601644674 Ind. Ins. Account Id #4 Business Type CORPORATION Address 1 308 SE 113TH Address 2 City PORTLAND County OUT OF STATE State OR Zip 97216 Phone 5032521461 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 7/31/1995 Expiration Date 1/25/2009 Suspend Date Separation Date Parent Company Previous License BOYERECI32PR Next License Associated License Business Owner Information Name Role Effective Date Expiration Date BOYER, JAMES W SR Cancel Date 01/01/1980 Bond Amount BOYER, JOANN E #4 01/01/1980 790286532785 Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #4 AMERICAN NATL FIRE INS CO 790286532785 01/22/2002 Until Cancelled $12,000.00 01/22/2002 Look Up a Contractor, Electrir;an or Plumber License Detail Page 1 of 3 Say Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= BBEQUC * 053MU 06/11/2007 NO IS IAE REVISED PLANS PER CITY OF TUKWILA I REVISED WATER METER SIZE REVISED STORM DRAIN CONNECTION [REVISED PLAN PER CORRECTION LETTER #21 _REVISED PLAN AT CONTRACTOR'S REQUEST I REVISER PI AN PER CORRECTION LETTER 43 001 — COVER SHEET CO5 — UTILITY PLAN CO2 — SITE & TESC PLAN C06 — PROFILES & DETAILS CO3 — GRADING PLAN C07 — DETAILS C04 — DRAINAGE PLAN C08 — DETAILS A8 OWN OWN OWN HP (JINN 3IV0 /ZZ/ g01 LO /'7 L/ 90 LQ /9 1/Ot 124/0/ l.0 03 /06 /081 18U / Gl /�U •oN ®®®41®4 DAVIDO CONSULTING GROUP, INC. Civil • Structural • Land Use 15029 Bothell Way NE, Suite 600 P.O. Box 1132 Lake Forest Park, WA 98155 Freeland, WA 98249 206.523.0024 360.331.4131 3 a s. DA ¢� WA3 � Q0 , e q , LO -U Sill cc T A 333723 ` .? . ' Q18tEP s `s /0 t ta EXPIRES 7/18/ D OWNER: VILLAGE PARTNERS SOUTHCENTER, LLC 1420 5TH AVENUE, STE 2200 SEATTLE, WASHINGTON 98101 PROJECT: BAKER BOULEVARD RETAIL CENTER 406 BAKER BLVD - AMENDED PLANS CONSTRUCTION PLANS - SITE & ESC PLAN PROJECT ED MANAGER: DESIGNED NMD BY: DRAWN BY NMD, MEB CHECKED ED BY: SCALE: SCALE AS SHOWN DATE: 05/12/2008 REV 6 SHEET 2 of 7 SHEET NUMBER CO 2 w 2 CRETE — ii wnwwwwwww wi mmu , wwwwwuww 11111•11II .1•■• AIIIIq 111•■ INEIN N •IIIlIIIIII ■•II•I1I•I1W2M 1111•1Illrl•••• ■I•IIIIIt•11••■• _ w err A - WATER All i ■ ��wM. jitiAr ■� I II :I•I S l11II ■I�IIIII I II IR- .l.011111M IIII WIN I l i ® A N S E mumm1 - REVISIONS No c h an ges shall be made to the of scope of work without prior approval Tukwila Building Division. siorffi will require a new plan submittal ' NB's Revi and may mode additional plan revtew #ees BAKER BOULEVARD RETAIL CENTER (EX?STING BUILDING FQOTPR1NT) F!:: 33.56' ALE COPY Permit No., 49011010 Plar review approval is Veit to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ord nano. Recstt of approved Fl = . I L I .. t _ acrricd: Date: b - < Z- — og' City of Tukwila BUILDING O!VISION 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 adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. _ Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: . -. D R 3 t� 135.8' City Of B - ILD .::.. tOticRETE. WALL: • Ft y 31.5' 022310 -0037 V •76 FF =33.58 I/ A SPHALT 1.1.1 L .AN TER /". ,,� 7€ .0 • !. - Q - ..l1. :I :■ I.1. r : 1 EXT • . ' F' s;E H 0 10 20 SCALE IN FEET CH AIN LINK F CH IN LINK FEN BUILDING SET 5/8" X 24" STEEL ROD w /2" ALUMINUM CAP -NCE IN 0. \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ `\ • \\ it a \\ CD \ \ z \\ R . ix \ CI-, \ \ 0 \ \ z \\ CHAIN LINK FENCE OUT 0.5' CHAIN LINK FENCE \ OUT 3.5' W. 3' Z /of i SET 5/8" X 24" STEEL ROD w /2" ALUMINUM CAP 14. 15.41' SD 1st POWER VAULT / PAD MOUNTED w TRANSFORMER w SD SD 8" BLOCK WALL MAX HEIGHT 40" w w A w uap w w SD SD SD w SD L) EXISTING TRANSFORMER •w UGP w -w SD 5i SD • EXISTING POLE /VAULT ( iAIN LINK FENCE OI.1T 4, 5' ----- —, WOOD F EI••di.CE IN 0.4', w N01 5'06"E 211 w --� w SD erg 022310 -0032 022310 -0038 - -� w SD SD n • USE EXISTING ASPHALT OR INSTALL TEMPORARY STABILIZED CONSTRUCTION ENTRANCE 7-- WOOD FENCE 01T 0.1' ■ 501'05'06 "W 214.00' CHAIN LINK FENCE OUT 5.1' CHAIN L INK FENCE V OUT 419' __..._./ 6" 'CONCRETE 6" CONCRETE CURB f LAND: GAPING PVC PIPES STREET TREE PER LANDSCAPING PLAN (TYP) 1 I 00' • I !TB !TB 4' X 6' STREET 1 TREE P T PER LANDS APE PLAN (TYP) 30.00' 15' CONCRETE SIDEWALK ACK OF CIURB 6" CONC CURB SET 2" EFASS DISK IN CONCRETE CB #2 INSTALL TEMPORARY INLET PROTECTION FLOW LINE 6 "CONRETE CURB & GUTTER (TYP) CB #3 INSTALL TEMPORARY INLET PROTECTION EXISTING DRIVEWAY TO BE REPLACED W/ SIDEWALK CONTRACTOR SHALL POTHOLE FOR UTILITIES BETWEEN CB #3 & CB #4 & ADJUST SD SYSTEM AS NECESSARY. 1 CB #4 INSTALL TEMPORARY INLET PROTECTION NEW STREET LIGHT (SEE SHEET CO5) so •: : YDRANT SIDEWALK, CURB, GUTTER, PAVEMENT RESTORATION AREA FIRE SUPPRESSION VAULT (BY OTHERS) i SET 2'; BRASS DISK IN CO JCRE EE BASE MAP /TOPO PROVIDED BY OTHERS, DOG CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITY, AND ALL OTHER EXISTING FEATURES AND CONDITIONS, AND ADJUST PROPOSED GRADING AND IMPROVEMENTS AS NECESSARY. CB #1 INSTALL TEMPORARY INLET PROTECTION NEW COMMERCIAL DRIVEWAY PER CITY OF TUKWILA SIDS. CONTRACTOR SHALL POTHOLE FOR UTILITIES BETWEEN SSMH & SSSCO & ADJUST SD SYSTEM AS NECESSARY. i C .T w q) 5E MANHOLE RIM y..32 IN C _ I INV N=1.3.12 LTR I INV E =13.12 INV - I3.I2 COR . IN'- I 15' CONCRETE SIDEWALK i IRECEiV CITY OF TUK'M AY 1 2 ED 200LA 6 VO 0 P� IViIT CENTER 170 I 1 s 4 4 4 4 4 CALL 2 BUSINESS DAYS BEFORE YOU DIG 1- 800- 424 -5555 (UNDERGROUND UTILITY LOCATIONS ARE APPROX.) 11:46:04 AM POT CAD FILE I I REVISION REVISED PLANS PER CITY OF TUKWILA REVISED WATER METER SIZE REVISED STORM DRAIN CONNECTION REVISED PLAN PER CORRECTION LETTER #2I REVISED PLAN AT CONTRACTOR'S REQUEST I REVISED PLAN PER CORRECTION LETTER #31 C01 — COVER SHEET CO5 — UTILITY PLAN CO2 — SITE & TESC PLAN C06 — PROFILES & DETAILS CO3 — GRADING PLAN C07 — DETAILS C04 — DRAINAGE PLAN C08 — DETAILS OWN OWN I OWN I NV Hf OWN 05/22/07 L0/171./ 90 ®®0®1 SD /ZL /gD V 20/ 90/a) v 2o/oz/Lo L0 /9l /OL N R. a® Civil • Structural • Land Use 15029 Bothell Way NE, Suite 600 P.O. Box 1132 Lake Forest Park, WA 98155 Freeland, WA 98249 206.523.0024 360.331.4131 C I 1., of wnsy00 " t i V. 70 -. 13 4 fu (4, �� 33723�� `451 4 /STE. i5'S /0 NAt - T. EXPIRES 7/18/Q PROJECT: BAKER BOULEVARD RETAIL CENTER 406 BAKER BLVD - AMENDED PLANS CONSTRUCTION PLANS - GRADING PLAN o CO CO \ \ \ \ \ \ \ \ \ \ EG34.08' CH, IN LINK FEN EG 33.21' - SW 33.48' ----- TOP 30.51' 30.75' .44' 1.02' WATER RIM 30.50' . • . W • . SD E p MOE I • _■_ _i UIUrrflrrrrr ■r • FL 33.20' 15.41' FL 33.40' INVERTED CROWN BAKER BOULEVARD RETAIL CENTER (EXISTING BUILDING FOOTPRINT) FF: 33.56' � +.�wvau 80.2' GAS METER BOW 33.52' SD SD BOW 33.52' FF -33.56 ---- BOW 33.52' 135.8' BOW 33.52' 0. Lw ma,.Wr U . . ?'A'rcH BASIN • �-- i I M = 29, 66, TOC 33.45' \. TOP 33.45 `. TOP 33.05' TOP 33.05' i TOP 32.26' J 022310-0037 TOP 33.05' FG 33.57' FL 32.00' - I , TOP 33.45' 41 >.t 1 I • CONC 31.33' • ' TOP 31.15' Z :CO /if ,..AN TEP Q 0 7 14 ' ' • FL 32.20' • TOP 33.45' 11 1 r, ter.. ■ice ►:�� ii�il�l�nri `�M "Mrrrr uiii . � lrl.l.Vrrrrrl N TOP 29.54' 0 10 SCALE IN FEET GRADING QUANTITIES: TOTAL SIDE UT 32 C.Y. TOTAL SITE LL 26 C.Y. TOTAL NET CUT 6 C.Y. ABBREVIATIONS: BOW BACK OF WALK FF = FINISH FLOOR FG = FINISH GRADE E AP SD = STORM DRAIN SANITARY SEWER SANITARY SIDE SEWER TB = THRUST BLOCK TOC = TOP F CURB TOP = TOP F PAVEMENT W WATER \ \ \ \ \ \ \ \ \ \ \ \ \ \ BUILDING SET 5/8" X 24" STEEL ROD W /2" ALUMINUM CAP IAN LINK FENCE OUT 3.5' W. (C)0E5 NOT INCLUDE REPLACEMENT OF ASPHALT) 20 1. UNLESS OTHERWISE SHOWN ON PLANS THE TOP OF CURB IS EQUAL TO THE TOP OF ' PLUS 0.50'. Lu SET 5/8" X 24" STEEL ROD W /2" ALUMINUM CAP TOPW 33.00'± TOEW 32.50'± TOPW 33.00'± TOEW 29.67'± POWER VAULT SD PAD MOUN1ED TRANSFORMER w w w w �. •_ • w -w SD SD "- x - - --- x --- - - - -- X . ---__ X x 8" BLOCK WALL MAX HEIGHT 40" 8 w w SD a..r SD 0 - SD CD C \ 1 EXISTING TRANSFORMER w SD w SD C.) C> N O1 5'06 "E r _ 21 4.00' CHAIN LINK FENCE OUT 4.5' WOOD FENCE IN 0.41 -, 4 /- FG 33.12' EXISTING POLE/VAULT ---- -- / J 022310-0032 02231 0- 0038 - Vti'()()1) F"FNC!= OAT U 1' TOP 32.25' 501' FG 33.57' V- - x FG 33.45' • TOP 33.45' TOPW 33.00'± TOEW 29.67'± '06 "W CHAIN LINK FENCE OUT 5.1' - 1 2 SS - FG 32.97' CHAIN LINK FENCE (:)I 1 4 FG 3 .47' - -- FG 30.35' x --- BOW 29.80' LAND CAPING PVC PIPES 28.37' 23.00 TOC 29.50' FL 29.00' TOC 28.26' FL 27.76' 30.00' 4 --- FLOW - Pt E H IT CK OF C JRB ) sn in TOC 28.48' FL 27.98' LINE MATCH EXISTING GRADE TOC 28.72' FL 28.22' :sa YDRAN TOC 28.97' FL 28.47' SW 29.19' TOC 29.09' FL 28.59' SW 29.24' TOC 28.64' FL 28.64' SW 29.34' TOC 28.74' FL 28.74' SW 29.44' rn TOC 28.84' FL 28.84' SW 29.49' TOC 29.39' FL 28.89' BASE MAP /TOPO PROVIDED BY OTHERS, DCG CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITY, AND ALL OTHER EXISTING FEATURES AND CONDITIONS, AND ADJUST PROPOSED GRADING AND IMPROVEMENTS AS NECESSARY. SET 2" E ?ASS DISK IN CONCI• FTE i i i 0 < 0) ., w i,I 0 co en Z a I w a u) ') C . I O 2' I - R ED+ F O C ODE COMPLIANCE APPROV JUN 11 NOB City C Tukwila B ILDING DIVISION SE r ;' BRASS 0151< I IN CO 1CREIE `4'.WER MANI'l(.M,E I RIM -29,32 Nu N.1.3_12 I INV F=13.12 INV S I -- WV - W-S 1 ±1 . 2 _..,._ .- - -_. RECEIVED CITY OF TUKWI MAY 122008 PERMIT CENTER U) U7 U, CALL 2 BUSINESS DAYS BEFORE YOU DIG 1 -800- 424 -5555 (UNDERGROUND UTILITY LOCATIONS ARE APPROX.) SHEET NUMBER CO3 REVISION 1 REVISED PLANS PER CITY OF TUKWILA REVISED WATER METER SIZE I REVISED STORM DRAIN CONNECTION REVISED PLAN PER CORRECTION LETTER ##2I 1 REVISED PLAN AT CONTRACTOR'S REQUEST I PRVISFIl PI AN PFR rnpRErTinN I FTTFR 4E31 CO1 — COVER SHEET CO5 — UTILITY PLAN CO2 — SITE & TESC PLAN C06 — PROFILES & DETAILS CO3 — GRADING PLAN C07 — DETAILS CO4 — DRAINAGE PLAN C08 — DETAILS I A9 CNN OWN OWN Wdl Hr UINN 3J.VU 05 /22&)71 ILD /6L/ LO /91.T l 01130/081 X80/ 90/ gD i VU/ Gt /DUI LELI <® , 14 - 44® DAVIDO CONSULTING GROUP, INC. Civil • Structural • Land Use 15029 Bothell Way NE, Suite 600 P.O. Box 1132 Lake Forest Park, WA 98155 Freeland, WA 98249 206.523.0024 360.331.4131 C .r� f WA8 � � , • -0 • . 6 .1 A 4 W iii 33723 . i FQIST�CSS � N ts, (EXPIRES 7/18/ 01 I OWNER: VILLAGE PARTNERS SOUTHCENTER, LLC 1420 5TH AVENUE, STE 2200 SEATTLE, WASHINGTON 98101 PROJECT: BAKER BOULEVARD RETAIL CENTER 406 BAKER BLVD - AMENDED PLANS CONSTRUCTION PLANS - DRAINAGE PLAN PROJECT ED MANAGER: DESIGNED NMD BY: DRAWN NMD, MEB BY: CHECKED ED BY: SCALE: SCALE AS SHOWN DATE: 05/12/2008 REV. 6 SHEET 4 OF 7 SHEET NUMBER C 0 4 CO o 0 10 20 SCALE IN FEET ABBREVIATIONS: SACK OF WALK DISH FLOOR DISH GRADE OWLINE HANDICAP ORM DRAIN UNITARY SEWER UNITARY SIDE SEWER (RUST BLOCK "OP OF CURB 'OP OF PAVEMENT TER CH AIN LINK F CH IN LINK BUILDING SET 5/8" X 24" STEEL ROD W /2" ALUMINUM CAP CHAIN LINK FENCE OUT 3.5' W. NCE I CHAIN LINK FENCE OUT 0.5' NEW LOADING AREA 1000' FENCE OUT 1.4' k k \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \\ \ \ \\ 7 x SET 5/8" X 24" STEEL ROD W /2" ALUMINUM CAP X t� .Yl ,+WWN✓s• .- _ ..-------.---. SS -- L � BAKER BOULEVARD RETAIL CENTER (EXISTING BUILDING FOOTPRINT) FF: 33.56' UGP - UGP UGP -- SS POWER VAULT w - w L 9D PAD MOUNTED TRANSFORMER �nuJ.;.r• • X x 80._ w w w UGP SD 90LF6 "PVC SD @ 1.00% 138 LF 6" PVC SD @ 1.49% - UGP - UGP UGP w w SD ;.>,... ...•-nnl, +. u.:.::.. rv. SS SS GAS METER w w SD 135.8' EXISTING TRANSFORMER 6" SDCO RIM 33.00' 6" IE 31.00' 6" DOWNSPOUT "IE31.90' 60 LF 6" PVC SD @ 1.50% 6" SDCO 15.5' _ • . RIM 33.50' C07 - II t 6 "IE29.52' (0 CRETE I . ti SD @ 2.00% 37LF8 "PVC • SD @ 2.00% EXTR •inwNIs,IMMI 11lUI1NIJ..I 111•/Ilw.... 1YI1I•.Ir.1111 --- FLOW LINE CB #3 TYPE 1 A RIM 30.50' 6" IE (N) 26.00' 4 8" IE (W) 25.58' 8" IE (E) 25.58' 8" IE (S) 25.50' 20 LF 8" PVC SD @ 4.00% CB #1 TYPE 1 RIM 29.30' 8" IE (E) 27.10' YDRANI CB #7 TYPE 2 - 48 "o RIM 28 -50'± 8" IE (N) 22.83' (MATCH EX CROWN) 15" IE (W) 22.25'± 15' IE (E) 22.25'± 42LF8 "PVC SD @ 3.98% SAWCUT APPROX. LOCATION EX 15" STORM DRAIN CONTRACTOR SHALL FIELD LOCATE EXISTING STORM DRAIN & ADJUST DRAINAGE SYSTEM AS NECESSARY OR INSTALL NEW SD LATERAL � >xp tom: -•n• -ESC ��3t ^ ?t 1�47N�' +{ ny l • 54 LF 6" PVC SD @ 2.56% .aw• r m:.:kn•� 42 LF 8" PVC • SD @ 1.00% 42 LF 6" PVC SD @ 3.02% 30.00' 45 LF 6" PVC SD @ 2.00% 6" SDCO RIM 33.42' 6" IE 28.62' FF =33.56 --- w EXISTING POLE /VAULT CHAIN I.INI< FENCE C)UT 4.5' --- L r 8,5' Cl, �---�~ sD N) WOOD FENCE IN 0.4',. � w w N01 5'06"E 214.00' ss _. w w l_. .... _...,.,.. 7 .._... _ .. 17.5' w 022310 -0032 FF =33.58 ____.f w w -- X 022310-0038 - WOOD FENCE 00 T 0.1' 501'05'06"W 214.00' 6" SDCO RIM 33.45' 6" IE 28.94' CHAIN LINK FENCE OUT 5.1 CHAIN LINK FENCE OW 49' x _.. SS - --- N oa q o f 7- LAND `3CAPING ,r PVM PIPES I I I f T 23, w ACK OF C JRB SET 2-1 BRASS IN CO JCRE IE BASE MAP /TOPO PROVIDED BY OTHERS, DCG CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITY, AND ALL OTHER EXISTING FEATURES AND CONDITIONS, AND ADJUST PROPOSED GRADING AND IMPROVEMENTS AS NECESSARY. DISK SEWER MANI IOLE RIM-29,52 I N V N INV E =13.12 INV5 =13.12 11*V- V1 1 -3:1.2 _._ - I I 0 RECEIVI^E CITY OF TUK9ILA MAY 12 Z[08 PERMIT CD TER CALL 2 BUSINESS DAYS BEFORE YOU DIG 1 --800- 424 -5555 (UNDERGROUND UTILITY LOCATIONS ARE APPROX.) Li C C_ VA TER CAD FILE NUMBER: PAClien ts\McDanaid \Tukwila Retail \DWG\DRAWING\CO4 — Drainage Plan.dwg 7:54:56 AM PDT SITE PLAN NOTES 1. SITE INFORMATION IS PROVIDED FOR INFORMATIONAL PURPOSES ONLY AND SUBJECT TO FIELD VERIFICATION. 2. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES. CARE SHOULD BE TAKEN TO AVOID DAMAGE TO OR DISTURBANCE OF EXISTING UTILITIES. 19' -0" �--- -� SIDEWALK 16' -0 CONC. SIDEWALK PYLON SIGNAGE UNDER SEP. PERMIT LANDSCAPED AREA, TYP 25' -0" • •o • NEW AREA 196 SF 15'-8" C 8' -0" 1 STALL i C •-"-- EXIT BAKER BOULEVARD RETAIL CENTER FIRE SUPPRESSION VAULT 25'-6" 3 STALLS HC 8' - 0" TYP @ L (EXISTING BUILDING FOOTPRINT) o OM :. 111111/111111111 °!� NON �' �� n' s' i s�.F� ��ilaRAOTiffiroMERrdwErlimiolignacCardrir r FF: 33"56' 24' -0" 2 HC STALLS 68'-0" 8 STALLS SITE LIGHTING 84' -3" 9 STALLS HC 3 STALLS - v r- 0 N 34' -0" 4 STALLS 5' -0" i 4'- 4 10' -0" 1 SETBACK r 15 • • -8 " C C C .41 11 1701- 8" CONC. BLOCK WALL MAX 40" HEIGHT 8" CONC. BLOCK WALL MAX 40" HEIGHT �--- EXIST SIDEWALK — SIDEWALK EASEMENT 10' -0" t SETBACK'I_ Y S88 °25'27 "E ED SITE PLAN SCALE: 1/16"="1 EXISTING BUILDING 152.01' 0 . co- - BENCH, TYP FENCE TRASH / RECYCLING 60 SF W/ 6' HIGH METAL. FENCE EXIST FIRE HYDRANT TO REMAIN NO PARKING AREA EXIST CURB AND CURBCUT TO BE DEMOLISHED EXIST PARKING LAYOUT 25' -5" 1 • SIDEWALK EASEMENT 2 BIKE RACKS GRAPHIC SCALE 1 1 1 1 1 I5 1 20 REVIEWED FOR— CODE COMPLIANCE APPROVED JUN 11 NO City Of Tukwila BUILDING DI 40 RECEIVED CITY OF TUKWILA MAY 12 PERMIT CENTER object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info[7objectandspace.com 7591 REGISTERED ARGNITEGt° TODD JAMES BERTELOTrI STATE OF WASHINGTON BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PERMIT SUBMITTAL CONSTRUCTION SET REVISION REVISION REVISION REVISION REVISION REVISION REVISION scale: TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23.07 3.2.07 6.4.07 9.10.07 10.15.07 12.3.07 2.21.08 3.5.08 4.9.08 5.6.08 SITE PLAN WALL TYPES VARIES Al .l M„ 90,g0. 1.0 S 3„90,g0.LON WALL TYPES FIRE RATING 1 PORCELAIN TILE MORTAR EXTERIOR 1/2" CEMENT BOARD NR 1 -5/8" METAL STUDS ATTACHED TO METAL CLIPS EMBEDDED IN EXIST CONC WALL EXISTING CONCRETE WALL 1" AIR SPACE 6° METAL STUDS TO UNDERSIDE OF STRUCTURE R - 19 BATT INSULATION GWB BY TENANT MEM ]99 lt c INTERIOR © EXTERIOR METAL PANEL NR 1 -5/8" METAL STUDS @ 16" OC ATTACHED TO METAL CLIPS EMBEDDED IN EXIST CONC WALL EXISTING CONCRETE WALL 1" AIR SPACE 6" METAL STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION GWB BY TENANT P •" • ' ; ?`K ) ?� )( )( )( INTERIOR © EXTERIOR METAL PANEL NR METAL STUDS (SIZE TO BE FLUSH W/ METAL STUDS AT EXIST CONC WALL) 6 "CMU 6" METAL STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION GWB BY TENANT i. Door ?; ? ;? I , s� 5� f�� - - INTERIOR 4 EXTERIOR METAL PANEL 1 -5/8" METAL STUDS (SPACING PER MFR) NR WEATHER RESISTIVE BARRIER PLYWOOD SHEATHING 6" METAL STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION GWB BY TENANT safteinoma ))( )( )( ? )(( C ) INTERIOR 5 EXTERIOR METAL PANEL NR .4iii ■_ WEATHER RESISTIVE BARRIER PLYWOOD SHEATHING 2X6 STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION GWB BY TENANT _ Ii_ INTERIOR 6 EXTERIOR NR EXISTING CONCRETE WALL, PAINTED 1" AIRSPACE 6" METAL STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION GWB BY TENANT INTERIOR 7 EXTERIOR NR 6" CMU, PAINTED AIRSPACE 6" METAL STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION GWB BY TENANT D M C ?999c 1999S INTERIOR 8 INTERIOR NR 5/8" GWB METAL FURRING CHANNELS EXISTING CONCRETE WALL 6" METAL STUDS TO GWB BY TENANT L " - _ ; I - — INTERIOR 9 INTERIOR NR 5/8" GWB 6" METAL STUDS TO UNDERSIDE OF STRUCTURE GWB BY TENANT L INTERIOR 10 INTERIOR NR 5/8" GWB 6" METAL STUDS TO 9' -0" GWB BY TENANT INTERIOR ROOF ASSEMBLIES FIRE RATING R1( SINGLE PLY MEMBRANE SHEATHING R -30 BATT INSULATION WOOD FRAMING NR ? 4 W ( I L +� J • • a STANDING SEAM METAL ROOFING ROOF UNDERLAYMENT NR - T' — SHEATHING _ 91/2" TJI JOISTS i:=.:n lommummkomm RIGID INSULATION SHEATHING WOOD /COMPOSITE PANEL SITE PLAN NOTES 1. SITE INFORMATION IS PROVIDED FOR INFORMATIONAL PURPOSES ONLY AND SUBJECT TO FIELD VERIFICATION. 2. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES. CARE SHOULD BE TAKEN TO AVOID DAMAGE TO OR DISTURBANCE OF EXISTING UTILITIES. 19' -0" �--- -� SIDEWALK 16' -0 CONC. SIDEWALK PYLON SIGNAGE UNDER SEP. PERMIT LANDSCAPED AREA, TYP 25' -0" • •o • NEW AREA 196 SF 15'-8" C 8' -0" 1 STALL i C •-"-- EXIT BAKER BOULEVARD RETAIL CENTER FIRE SUPPRESSION VAULT 25'-6" 3 STALLS HC 8' - 0" TYP @ L (EXISTING BUILDING FOOTPRINT) o OM :. 111111/111111111 °!� NON �' �� n' s' i s�.F� ��ilaRAOTiffiroMERrdwErlimiolignacCardrir r FF: 33"56' 24' -0" 2 HC STALLS 68'-0" 8 STALLS SITE LIGHTING 84' -3" 9 STALLS HC 3 STALLS - v r- 0 N 34' -0" 4 STALLS 5' -0" i 4'- 4 10' -0" 1 SETBACK r 15 • • -8 " C C C .41 11 1701- 8" CONC. BLOCK WALL MAX 40" HEIGHT 8" CONC. BLOCK WALL MAX 40" HEIGHT �--- EXIST SIDEWALK — SIDEWALK EASEMENT 10' -0" t SETBACK'I_ Y S88 °25'27 "E ED SITE PLAN SCALE: 1/16"="1 EXISTING BUILDING 152.01' 0 . co- - BENCH, TYP FENCE TRASH / RECYCLING 60 SF W/ 6' HIGH METAL. FENCE EXIST FIRE HYDRANT TO REMAIN NO PARKING AREA EXIST CURB AND CURBCUT TO BE DEMOLISHED EXIST PARKING LAYOUT 25' -5" 1 • SIDEWALK EASEMENT 2 BIKE RACKS GRAPHIC SCALE 1 1 1 1 1 I5 1 20 REVIEWED FOR— CODE COMPLIANCE APPROVED JUN 11 NO City Of Tukwila BUILDING DI 40 RECEIVED CITY OF TUKWILA MAY 12 PERMIT CENTER object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info[7objectandspace.com 7591 REGISTERED ARGNITEGt° TODD JAMES BERTELOTrI STATE OF WASHINGTON BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PERMIT SUBMITTAL CONSTRUCTION SET REVISION REVISION REVISION REVISION REVISION REVISION REVISION scale: TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23.07 3.2.07 6.4.07 9.10.07 10.15.07 12.3.07 2.21.08 3.5.08 4.9.08 5.6.08 SITE PLAN WALL TYPES VARIES Al .l M„ 90,g0. 1.0 S 3„90,g0.LON GENERAL NOTES THE GENERAL CONTRACTOR IS TO PROVIDE SUBGRADES 4" BELOW HARD SURFACES PLUS /MINUS .1 FOOT. ALL ROUGH GRADING SHALL BE POSITIVE, DRAINING AWAY FROM ALL STRUCTURES. ALL STONES LARGER THAN 1.5' DIAMETER SHALL BE REMOVED FROM THE GROWING MEDIUM. TOPSOIL SHALL BE PLACED AT A MINIMUM DEPTH OF 4" IN ALL LAWN AND BED AREAS. TOPSOIL SHALL BE TILLED INTO THE EXISTING SUBGRADE TO ELIMINATE SOIL INTERFACE PROBLEMS. TOPSOIL SHALL BE RED -E'S WINTER MIX OR APPROVED EQUAL. ALL BED AREAS TO RECEIVE 2" OF FINE GROUND FIR OR HEMLOCK BARK, COMPOSITION MULCHES ARE NOT AN ACCEPTABLE ALTERNATIVE. TREES AND SHRUBS ARE TO BE PLANTED AT A DEPTH 3/4" HIGHER THAN THE LEVEL THAT THEY WERE GROWN IN THE NURSERY. BARK MULCH IS NOT TO BE PLACED ABOVE THE ROOT CROWN. ALL PLANTS SHALL AT LEAST CONFORM TO THE MINIMUM STANDARD ESTABLISHED BY THE AMERICAN ASSOCIATION OF NURSERYMEN. LAWN AREAS ARE TO BE HYDROSEEDED WITH VAN DEN AKKER'S EMERALD VELVET MIX PER MANUFACTURER'S SPECIFICATIONS, OR APPROVED EQUAL. REMOVE ALL STONES LARGER THAN 1" FROM LAWN AREAS. SUBSTITUTIONS ARE STRONGLY DISCOURAGED. IF PLANT AVAILABILITY IS A PROBLEM, CONTACT THE LANDSCAPE ARCHITECT FOR SOURCES OR ACCEPTABLE ALTERNATIVES. IF THE SITE WORK IS DIFFERENT THAN SHOWN ON THE LANDSCAPE PLAN, OR POOR SOILS AND DEBRIS ARE DISCOVERED, REQUIRING CHANGES TO THE LANDSCAPE PLAN, CONTACT THE LANDSCAPE ARCHITECT FOR INSTRUCTION. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR MAINTAINING THE LANDSCAPE DURING INSTALLATION, UNTIL FINAL ACCEPTANCE BY THE OWNER'S REPRESENTATIVE. THE LANDSCAPE CONTRACTOR SHALL WARRANTY ALL MATERIALS AND WORKMANSHIP FOR A PERIOD OF ONE YEAR, FROM THE TIME OF FINAL ACCEPTANCE. DURING THE WARRANTY PERIOD, THE LANDSCAPE CONTRACTOR WILL NOT BE RESPONSIBLE FOR PLANT DEATH CAUSED BY UNUSUAL CLIMATIC CONDITIONS, VANDALISM, THEFT, FIRE, OR POOR MAINTENANCE PRACTICES. THE LANDSCAPE ARCHITECT SHALL HAVE SOLE AUTHORITY TO DETERMINE THE CAUSE OF DEATH. SITE FURNITURE SPECIFICATIONS (5) 6' PLAZA SERIES STEEL PARK BENCH: BY FAIRWEATHER SITE FURNISHINGS MODEL #PL -3, BLACK, AVAILABLE THROUGH SITELINES PLAYGROUND EQUIP. 1 -800- 304 -5587 OR APPROVED EQUAL. (3) PLAZA SERIES STEEL TRASH RECEPTICLE: BY FAIRWEATHER SITE FURNISHUNGS MODEL #TR -1224, BLACK, AVAILABLE THROUGH SITELINE PLAYGROUND EQUIP. 1 -800 -304 -5587 OR APPROVED EQUAL. (5) WARWICK SQUARE PLANTER - SIZE OUTSIDE: TOP :30X30 BOTTOM: 30X30 HEIGHT: 30 INSIDE: TOP 24X24 BOTTOM: 20X20 HEIGHT: 27 BY NICHOLS BROS. STONEWORK 1 -800- 483 --5270 WWW.NICHOLSBROS.COM, AVAILABLE THROUGH SITELINES 1- --800- 304 -5587 OR APPROVED EQUAL PARKING CALCULATIONS 35 TOTAL PARKING SPACES 15 SF PER SPACE IS REQUIRED= 525 SF PARKING LOT LANDSCAPING PROVIDED: 1, 126 SF NE1 /4 OF NE1 /4 OF SEC. 26, TWP. 23 N, RGE. 4 E., W.M. KING COUNTY, WASHINGTON -- w a..' .... ...' ...! ■ ■ ■. •rr. � a a ttiniggaralli MENIIIIINEEMEN.1 IIIIIMELMEERMENERII __E II N w I amia xrouwnxoaxLN +.7 d5X2 aa0Z1= MC• 1Mapx -- • cw nwvavmmS ,.,�,•, van. SIDEWALK - D — 32 SED' r PED STN- NEW AREA 196 SF FENCE NEW LANDSCAPE AREA SCREENED ENCLOSURE TRASH / RECYCLING 60 SF (3) NEW SIDEWALK PARKIN SPACE X Lfl x 406 EVANS BLACK DRIVE RETAIL BUILDING M y m E P 'i g NO PARKING AREA ,, %;":0; BAKER BOULEVARD N36'25'27" W 1036 46' (OASIS OF BEARINGS) / // / / / / // / // / / // / / // / / / , / / / / // / / // // // / / ///////////// / / / / / J / / / / / / / / / / / / / / / / / / / / / / /J / / / / / / / / / / / / /// / / / / / / 1 / / / 1 / I / / / / / l 1 / / / / 7 f / / / / / / / / 7 1 / I / / / / / / EXISTING PARKING LAYOUT H n N e n I ( IN FEET ) 205.24' GRAPHIC SCALE 20 0 10 20 / / REVIEVVED, FOR / CODE COMPLIANCE APPROVE JUN 1 X008 40 E ■N ■ City Of Tukwila N � B ILDIN D1ISIQ�... W RECEIVED CITY OF TUKWILA MAY 12 2008 PERMIT CENTER THE JAY GROU LAND USE CONSULTANTS P 360.659.8159 F 360.651,7252 1927 5TH STREET MARYSVILLE, WA 98270 WWW.JAYGROUPLLC.COM State of Washington registered Landscape Architect Pau certifica - o. 566 BAKER BOULEVARD RETAIL CENTER APPLICANTICONTACT NW CAPITAL CORP. /MARK MCDONALD 1420 5TH AVE. STE. 2200 SEATTLE, WA 98103 CITY OF TUKWILA PLANNING AND DEVELOPMENT SERVICES APPROVED FOR CONSTRUCTION BY R/W PERMIT NO SCALE r=20' DATE 9 -20 -06 TJG FILENAME S: \2006 \Landscape S06- 0583BAKERBLVD. -LP 0583 -LP REVISIONS REV.# DESCRIPTION BY DATE 2 3 4 5 6 7 B 9 SIDEWALK CHANGES SITEPLAN CHANGES SITEPLAN CHANGES PLANTING CHANGES SITEPLAN CHANGES CITY COMMENTS SITEPLAN CHANGES SITE FURNISHINGS CITY COMMENTS - PLANTINGS TJG JOB# 06 -0583 DRAWN BY GK GK KML KML KB KML KML KML KML KML 9 -27 -06 1-16-07 2 -1 -07 9 -20 -07 12-4-07 1 -21 -08 2 -29 -08 3 -10 -08 4 -9 -08 10 SITEPLAN CHANGES 11 SITEPLAN CHANGES LANDSCAPE SITE PLAN KML 4 -21 -08 KML 5 -7 -08 SHEET L -1 OF 4 PFN# SYMBOL QTY BOTANICAL I COMMON NAME SIZE CONDITION LLLLLLLLL LL�LLLLLLLLL 43 6 Acer circinatum / VINE MAPLE 6 -8' MIN. HT. B &B, 30' O.C. BRANCHED 0 6' HT. 4 Crataegus phaenopyrum / WASHINGTON THORN 2" CAL. B &B, 30' D.C. BRANCHED 0 6' HT. 2 Liriodendron tulipifera 'Fastigiatum' / COLUMNAR TULIP TREE 2" CAL. B &B, 30' O_C. BRANCHED 0 6' HT. 4 Acer rubrum / RED MAPLE 2" CAL. B &B, 30' D.C. BRANCHED 0 6' HT. 5 Chamaecyparis obtusa 'Gracilis' / SLENDER HINDKI CYPRESS 4 -5' MIN HT. B &B, 3' O.C. 6 Picea omorika / SERBIAN SPRUCE 6' MIN HT. B &B, 10' O.C. 5 Nandina domestica 'Fire Power' / FIRE POWER HEAVENLY BAMBOO 8 Thuja plicata 'Hogan' / HOGAN CEDAR 6' MIN. HT. B &B, 10' O.C. 18" MIN. HT. 3 Carpinus betulus 'Fastigata' / EUROPEAN HORNBEAM 2.5" CAL. B &B, 30' O.C. BRANCHED 0 6' HT. 5 Acer griseum / PAPERBARK MAPLE 2" CAL. B &B, 25' D.C. BRANCHED 0 6' HT. SYMBOL QTY BOTANICAL I COMMON NAME SIZE CONDITION LLLLLLLLL LL�LLLLLLLLL 43 Arbutus unedo 'Campacta' / COMPACT STRAWBERRY TREE 24" MIN. HT. CON. GRWN, 4' D.C. a �O ®C6 41 Cistus corbariensis / WHITE ROCKROSE 18" MIN. HT. CON. GRWN, 4' D.C. 14 Cotinus x 'Grace' / GRACE SMOKE TREE 3 -4' MIN. HT. CON. GRWN, 5' D.C. 42 Escallonia fradesii / FRADE'S ESCALLONIA 24" MIN. HT. CON. GRWN. 4' O.C. 12 Hamamelis mollis / CHINESE WITCH HAZEL .3-4' MIN. HT. CON. GRWN. 5' D.C. 25 Lonicera pileata 'Moss Green' / MOSS GREEN HONEYSUCKLE 18" MIN. HT. CON. GRWN. 3' D.C. 5 Nandina domestica 'Fire Power' / FIRE POWER HEAVENLY BAMBOO 21 " MIN. HT. CON. CRWN. 3' O.C. 32 Potentilla fruticosa 'Katherine Dykes' / CINQUEFOIL 18" MIN. HT. CON. GRWN. 3' O.C. 10 Prunus laurocerasus 'Otto Luyken' / OTTO LUYKEN LAUREL 21" MIN. HT. CON. GRWN. 4' O.C. 23 Spiraea japonica 'Little Princess' / LITTLE PRINCESS SPIRAEA 18" MIN. HT. CON. GRWN. 3' O.C. 17 Viburnum plicatum 'Mariesii' / DDUBLEFILE VIBURNUM 24" MIN. HT. CON. GRWN. 5' D.C. 20 Berberis thunbergii 'Crimson Pygmy' / PYGMY BARBERRY 18" MIN. HT. CON. GRWN. 5' O.C. SYMBOL QTY BOTANICAL I COMMON NAME SIZE CONDITION LLLLLLLLL LL�LLLLLLLLL 76 Arctostaphylos uva —ursi / KINNICKINNICK 4" POTS CON. GRWN, 18" O.C. 197 Gaultheria procumbens / WINTERGREEN 1 GAL. CON. GRWN, 24" D.C. 56 Vinca minor / PERIWINKLE 4" POTS CON. CRWN, 18" O.C. SHRUBS GROUNDCOVER A PORTION OF SEC. 26, TWP. 24N, RGE. 7E., W.M. KING COUNTY, WASHINGTON 8" BLOCK WALL MAX HEIGHT 40" PROPOSED TYPE II LANDSCAPING Z881 SF PROPOSED TYPE I LANDSCAPING 76 SF 60 SF TRASH /RECYCLING WITH 6' HIGH METAL FENCE AROUND PERIMETER w RAISED PEDESTRIAN WALKWAY f PROPOSED PYLON SIGNAGE PROPOSED LANDSCAPING AREA 258 SF el ..v R�1.1r R R� .... rte, _ on;`r� ■ • u+ ! 1r � i ,� vi � Sri r.� . v� ... �IJ/ ri/ �7J ll�t ► ■ 1■MU■:■■■■F1! 111■ 7 INEM1'(IIMII■Iii PIII MIENM PROPOSED TYPE I LANDSCAPING AREA 419 SF W w 2&_ BENCH 4'x6 — -- — .� _ — ss _- - - - - -- - TYP -_ SEE. 'j. s__TREE__WELLS ss SHEET L -1 / / // / / / / l / / / f / l / / / / / / / 1 / / / / / / / / / / / / / / / / / / / / / / / / / / / / l / / / / / / / / / // FENCE NEW LANDSCAPE AREA SCREENED Co N L! U•E BAKER BOULEVARD i PROPOSED / / LANDSCAPING AREA / 42 GRAPHIC SCALE 20 0 10 20 MEI I� N =■O ( IN FEET ) 1"=20' / 40 REVIEWE NCB CODE COMP APPRO 1111A -11 7[10 C��Y C� Tu�ila ILDZNO DIVISION RECEIVED CITY OF TUKWII -A MAY 12 2008 PERMIT CENTER State of Washington registered Landscape Architect Pau certifica - o. 566 BAKER BOULEVARD RETAIL CENTER APPLICANTICONTACT NW CAPITAL CORP. /MARK MCDONALD 1420 5TH AVE. STE. 2200 SEATTLE, WA 98103 CITY OF T UKWILA PLANNING AND DEVELOPMENT SERVICES APPROVED FOR CONSTRUCTION BY R/W PERMIT NO SCALE 1 "= 20' TJG JOB# 06 -0583 DATE 9 -20 -06 DRAWN BY GK TJG FILENAME S: \2006 \Landscape 06- 0583BAKERBLVD. -PLANS \583 -LP REVISIONS REV # DESCRIPTION BY DATE 2 3 4 5 6 7 8 9 10 11 THE AY GROUf'. LAND USE CONSULTANTS P 360.659.8159 F 360.651.7252 1927 5TH STREET MARYSVILLE, WA 98270 WWW.JAYGROUPLLC.COM SIDEWALK CHANGES SITEPLAN CHANGES SITEPLAN CHANGES PLANTING CHANGES SITEPLAN CHANGES CITY COMMENTS SITEPLAN CHANGES SITE FURNISHINGS CITY COMMENTS— PLANTINGS GK KML KML KB KML KML KML KML KML KML KML 9 -27 -06 1 -16 -07 2 -1 -07 9 -20 -07 12 -4 -07 1 -21 -08 2 -29 -08 3 -10 -08 4 -9 -08 SITEPLAN CHANGES 5ITEPLAN CHANGES 4 -21 -08 5-7-08 LANDSCAPE PLAN SHEET d I OF 4 PFN# 8200 LCZZD BACKFILL WITH EXISTING SOIL. IF UNSUITABLE SOIL IS FOUND, CONTACT LANDSCAPE ARCHITECT. . FINISH GRADE 1 111111 1 I1111111C91111111� 11rr111111 �, X11 11111rrnrll Illlrl• IIr III -III -III; II1I11 1 FlFFT 1 ITim _1 I D NOTE: DRIVE STAKES UNTIL FIRM IN GROUND TO SUPPORT TREE. TREE STAKING SCALE: NTS INSTALL GROUNDCOVERS AS SPECIFIED 1II -111 =1 I SCORE ROOTBALL 3 PLACES TO 1/2" DEPTH INSTALL 1" ABOVE CONTAINER DEPTH 3 SCALE: N15 3 SCALE: NTS INSTALL FERTILJZERS PER MANUFACTURERS RECOMMENDATIONS TOP DRESSING FERTILIZER AS SPECIFIED `; (19 X 1.11 \. 1 4. 9.%,) ./.l 1 •t� �.(.1.'.11'• fig ■�� \(,1.►'.11:.1 r ✓ /• 0 0j.l � IOW 0"14 v-4$ Illlfrillli�' = � /a:11:►�s "' �illli�llli�' = '•!a:il ��`'��IIIii1111 t4 TYPICAL FINISHED GRADE WI 2" LAYER SPECIFIED MULCH. VERIFY SAUCER III II — II PLANTING FERTILIZER AROUND ROOTBALL BACKFILL W/ APPROVED TOPSOIL GROUNDCOVER PLANTING i" CHAINLOCK TREE TIE (3) 2" BVC ROUND STAKES SET OUTSIDE ROOTBALL (REMOVE AFTER ONE YEAR.) BARK MULCH 2" DEPTH KEEP CLEAR OF TRUNK BASE SM. BERM/WATER BASIN CUT AND REMOVE TWINE AND BURLAP FROM TOP AND SIDES OF ROOTBALL. (REMOVE ALL WIRE BASKETS.) COMPACTED NATIVE SOIL PLAN VIEW OF SPACING EQUAL PLANTING BED WITH 2" MULCH A PORTION OF SEC. 26, TWP. 24N, RGE. 7E., W.M. KING COUNTY, WASHINGTON . 10 05111111 16111111111111 11111 lllillllle�llll. r� 2 STRANDS #10 GAUGE ' 0 WIRE W/ VINYL HOSE �I TREE GUYING ,`j SCALE: NTS 3 SCALE: NTS SURFACE FLANGE MOUNT FINISH GRADE BIKE RACK OD SCALE: N75 SCALE: NTS LENGTH RELATED TO SPACES ANCHOR MOUNT CONCRETE FOOTING GUY AT 3 POINTS PER TREE EQUAL SPACED FINISH GRADE OF MULCH TREE GUY STAKE AS SPECIFIED NOTE: WHERE TREES OCCUR IN LAWN AREAS, PROVIDE 3' DIA MULCH CIRCLE. ASTM A53 SCH. 40 GALVANIZED STEEL PIPE 28-36' 1 30 -39" l U l 5 SPACES, LENGTH =1.4 -1.7m nftfl 7 SPACES, LENGTH =2.16 -2.49 m (85-98") Winn u lJ l 9 SPACES, LENGTH=2.67-3.25 m (105- 128 ") Mifill 11 SPACES, LENGTH =3.18 -4.17 m (125 -164 ") INSTALL 1" ABOVE CONTAINER DEPTH PLACE 2" LAYER OF SPECIFIED MULCH OVER PLANTING BED. BACKFILL PLANTING PIT WITH SPECIFIED MIX OF NATIVE AND IMPORTED SOIL. MOUND CENTER OF PLANTING PIT COMPACT TO SUBGRADE DENSITY. `3 SCALE: NTS Nis 3 SCALE: oi 3" CONCRETE ANCHOR BOLT C - e - BENCH 3 J SCALE: NTS � SCALE: NTS lrrrlllrll 1111111 Illlll lrllllll ► �lll:lll "1111I11111i111� III1111111 Rootball Diameter ("D ") 1_ 1.5 D iii iii 05 Di — ICI —ICI --m 111-111- NOTE: DETAIL APPLIES TO TREES, SHRUBS AMID GROUNDCOVER PLANTINGS. 3 SHRUB PLANTING SIDE VIEW REMOVE UNTREATED BURLAP FROM TIP 1 /3 OF ROOTBALL. REMOVE TREATED BURLAP OR WIRE BASKETS COMPLETELY. CONTAINER PLANTS —SCORE ROOTBALLS IN 3 PLACES TO 1 /2" DEPTH. TOP DRESSING FERTILIZER. SEE SPECIFICATION. PROVIDE WATER SAUCER. FINISH GRADE OF SOIL. PLANT TABS. QUANTITY ACCORDING TO MANUFACTURER'S SPECIFICATIONS. REVIEVV CODE. COMPLIANCE APPROV 1131A 11 200% Cif Of 'Tukwila N, ILDIN DM IQ L RECEIVED CITY OF TUKWILA MAY 1 2008 PERMIT CENTER THE AY GROUPNC LAND USE CONSULTANTS P 360.659.8159 F 360.651.7252 1927 5TH STREET MARYSVILLE, WA 98270 WWW.JAYGROUPLLC.COM State of Washington registered Landscape Architect Pau certifica - o. 566 BAKER BOULEVARD RETAIL CENTER APPLICANT /CONTACT NW CAPITAL CORP. /MARK MCDONALD 1420 5TH AVE. STE. 2200 SEATTLE, WA 98103 CITY OF TUKWILA PLANNING AND DEVELOPMENT SERVICES APPROVED FOR CONSTRUCTION BY R/W PERMIT NO SCALE NTS DATE 9-20-06 TJG FILENAME S: \2006 \Landscape 06- 0583BAKER BLVD.PLANS \583 —LP REVISIONS REV.# DESCRIPTION BY DATE 2 3 4 5 6 7 8 9 10 11 DETAILS SHEET PFN# SIDEWALK CHANGES SITEPLAN CHANGES SITEPLAN CHANGES PLANTING CHANGES SITEPLAN CHANGES CITY COMMENTS SITEPLAN CHANGES SITE FURNISHINGS CD)' COMMENTS-PLANTINGS SITEPLAN CHANGES SITEPLAN CHANGES L=== OF 4 TJG JOB# 06 -0583 DRAWN BY GK GK KML KML KB KML KML KML KML KML KML KML 9 -27 -06 1 -16 -07 2 -1 -07 9 -20 -07 12 -4 -07 1 -21 -08 2 -29 -08 3 -10 -08 4 -9 -08 4 -21 -08 SYMBOL TYPE MANUFACTURER DESCRIPTION Q T H TQ F 1 IM o EST SST CST SPRAY POP —UP SHRUB RAINBIRD 1806 SERIES — 30 PSI -- 8', 10', 12', 15' RADIUS. SST, CST, ES NOZZLE AS NEEDED TO PROVIDE HEAD TO HEAD COVERAGE OR APPROVED EQUAL. p 4 q O Q T H TQ F ROTOR HEADS HUNTER PGJ SERIES — 35 PSI — 20' RADIUS. NOZZLE AS NEEDED TO PROVIDE HEAD TO HEAD COVERAGE OR APPROVED EQUAL. ZONE# ANI /;, g SIZE GPM %2" AUTOMATIC CONTROL VALVE VALVE BOX RAINBIRD AMTEK 100 PEB SERIES — WITH VALVE SIZE, GPM, AND HYDROZONE # STANDARD OR JUMBO AS NEEDED — OR APPROVED EQUAL. El METER certifica - o. 566 1 " INSTALL PER COUNTY STANDARDS. BOULEVARD DOUBLE CHECK ASSEMBLY FEBCO 1 Y4" 825Y — OR APPROVED EQUAL. M .Ill 1420 5TH AVE. STE. 2200 SEATTLE, WA 98103 CITY OF TUKWILA QUICK COUPLER RAINBIRD 3RC W/ 33D KEY — OR APPROVED EQUAL. 0 GATE VALVE NIBCO T1-1 OR APPROVED EQUAL. SCALE C 1"= 20' --0" CONTROLLER RAINBIRD ESP -6X — OR APPROVED EQUAL. POC GK TJG FILENAME POINT OF CONNECTION. i� MAINLINE RAINBIRD 1 %2" SCHEDULE 40 PVC SIDEWALK CHANGES — — — — — — LATERAL LINE RAINBIRD CLASS 200 — SEE SCHEDULE OF PIPE SIZES. KML SLEEVING RAINBIRD SCHEDULE 40 — 2X'S DIAMETER OF PIPE. GPM PIPE SIZE 0 -8 3/4" 9 -15 1" 16 -22 1 / 23 -35 1 %2" .36 -55 Landscape Architect 2" THE =.. ,..) LAND USE P 360.659.8159 F 360.651.7252 1927 5TH MARYSVILLE, WWW.JAYGROUPLLC.COM CONSULTANTS STREET WA 98270 .1 &10 : 6 4 State of Washington registered Landscape Architect Pau Ja certifica - o. 566 BAKER BOULEVARD RETAIL CENTER APPLICANT/ CONTACT NW CAPITAL CORP. /MARK MCDONALD 1420 5TH AVE. STE. 2200 SEATTLE, WA 98103 CITY OF TUKWILA PLANNING AND DEVELOPMENT SERVICES APPROVED FOR CONSTRUCTION BY R/W PERMIT NO SCALE TJG JOB# 1"= 20' --0" 06 -0583 DATE DRAWN BY 9 -20 -06 GK TJG FILENAME S: \2006 \Landscape 06- 0583BAKERBLVD.- PLANS \583 -LP REVISIONS REV.# DESCRIPTION BY DATE 1 SIDEWALK CHANGES GK 9 -27 -05 2 SITEPLAN CHANGES KML 1 -16 -07 3 SITEPLAN CHANGES KML 2 -1 -07 4 PLANTING CHANGES KB 9-20-07 5 SITEPLAN CHANGES KML 12 -4 -07 6 CITY COMMENTS KML 1 -21 -08 7 SITEPLAN CHANGES KML 2 -29 -08 8 SITE FURNISHINGS KML 3-10-08 9 CITY COMMENTS - PLANTINGS KML 4 -9 -08 10 SITEPLAN CHANGES KML 4 -21 -08 11 SITEPLAN CHANGES KML C5'7 -OS IRRIGATION PLAN SHEET 41 11. --�- OF 4 PFN# IRRIGATION SCHEDULE PIPE SIZES I�i'l�e'i�' `,�1.�IilethI11��,�1�ithi1r1� l Vl�iii,oifl►,iim.,i, I .01 kc 18" MIN Pro PVC OR GALVANIZED ELL DOUBLE CHECK ASSEMBLY PVC OR GALVANIZED ELL PVC, GALVANIZED OR BRASS UNION (AS REQUIRED) SCHEDULE 80, BRASS OR GALVANIZED NIPPLE (AS REQUIRED) MAINLINE PVC OR GALVANIZED ELL NOTE: INSTALL PER LOCAL CODES AND MANUFACTURER'S RECOMMENDATIONS INSULATE AS REQUIRED BACK FLOW PREVENTOR SCALE: NTS 3' ruin POP UP SPRAY HEAD \4l SCALE: NTS A PORTION OF SEC. 26, TWP. 24N, RGE. 7E., W.M. KING COUNTY, WASHINGTON FACE OF WALL FINISH GRADE SET HEAD FLUSH WITH FINISH GRADE TURF POP —UP SPRAY HEAD POLYETHYLENE RISER (LENGTH AS REQUIRED) PVC STREET ELL d LATERAL LINE WITH PVC TEE OR ELL SCHEDULE 80 NIPPLE DOUBLE SWING JOINT — PVC STREET ELL AND PVC ELL r v r C C c • AEI 8, a p C) I SLEEVING --- 1._¢ - - . SIDEWAtIfp CONTROLLER M NEW AREA 196 SF W RAISED PEDESTRIAN-. WALKWAY PROPOSED PYLON SIGNAGE LANDSCAPED AREA, TYP TRASH / RECYCLING 60 SF 0 AUTO. CONTROL VALVE SD EXIT • VI . 4I■ • F' I\ SD."' M914 SD P.O.0 1" M a U) HC 1 TER '4 g (3) NEW SIDEWALK STUB OUT FOR DRIP CONTROL VALVE FOR FLOWER POTS N HC PARKING SPACES -a-2 — LATERAL LINE J —MAIN LINE TR " • I n -- :1::: V . ■ ■. ... MU �� 1 sMIsl 5► 5� » • MEM • 1111111,41ME IMNIIIIIIIIIMMINIIIME111111t 111i•111v11111■111111©i111111r1 1o•�1 ti IlISl Ii .. iii ...... 1 ���.... ��■. ....IL•....�..r� ^ ■..1......�.�..... �'�.....I..�rr.�.....1.:.A 1 WIN iffiiiiiiiiTaki iimiIif�iliii�Mlliiiii � 1 JP 21 18 � //////// ///// /'//// J'/ / / / / / /! / / / / / / / / /J / / / / /J• / /. / / / : / / / / / / / / / J / 1 / / / / 1.1 / / 1 / / / 1 1 / / / / / / / / / / 1 / / 1 / / / / / / / / / / l // // Y , � — �... GATE VALVE SD SCALE: NTS AUTO. CONTROL VALVE SD - SD SNAP -11TE WIRE CONNECTORS AND EXPANSION COILS, 10 WRAPS AROUND 1/2" PIPE DURABLE WEATHER RESISTANT PLASTIC VALVE BOX WITH EXTENSIONS AS NECESSARY INSTALL VALVE BOX 1/2" ABOVE FINISH GRADE IN TURF AND 2" IN SHRUB AREAS FINISH GRADE BAKER BQIJL PEB SERIES ELECTRIC CONTROL VALVE (SIZE PER SPECIFICATIONS) PVC ELL 4" PEA GRAVEL BASE MAINUNE WITH PVC TEE OR ELL VALVE WIRE FROM CONTROLLER COMMON WIRE FROM CONTROLLER TO ELECTRIC CONTROL VALVE AND ON TO NEXT VALVE X31 REMOTE CONTROL VALVE FENCE NEW LANDSCAPE AREA S88 157.01' SCREENED ENCLOSURE 20 LANDSCAPE AREA ' I GRAPHIC SCALE (INFEST 1 ° =20' NEW 2 BIKE RACKS 8- .� I E COMP APP ROVE `000 CAW ILDIN OWL RECEIVED CITY OF TUKWILA MAY 12 2008 PERMIT CENTER Luminaire Schedule ❑ E 1 17:UL.iLjr1 ❑ L 11 ' ;1-7 �- I � _ , R - 0 . - -] L\ E 92 SW 151 street JJ - L . �� }f © , Burien , Washington : 206-382-9410 3 -� E_ =i � 9816 Date • 05/30/2008 Project Name • 13aker Blvd phone _:� : � ; � �� � �- . I \1' www.mii1igan- aswok'.com Pro . • ect No F813 Drawn • awn by ■ MGT 9300 0.650 Luminaire Schedule Symbol Qty Label Arrangement Lumens LLF Description M.H. al 6 P BACK -BACK 9300 0.650 8172MH [LAMP] (2) 100W ED -17 MH 18'-0" `_; 11 C SINGLE 1700 0.650 C4T4HWCLW -20W- Lightolier 10' -0" 15 WF SINGLE 2850 0.800 CB3392 -1F39 - Visa 7' -6 "o.c ;; :a 15 WP SINGLE 8500 0.650 TWR1 100M - Lithonia 9' -0 "o.c Calculation Summary Label CalcType Units Avg Max Min Avg /Min Max /Min sidewalk_Top Illuminance Fc 4.53 9.4 1.0 4.53 9.40 parking Top _l Illuminance Fc 4.81 16.1 0.4 12.03 40.25 � E W sidewalk Top parking Top 1 Z 1. .4 4.3 5.6 6.6 6.7 6.0. 4. 1 La 3.2 4.8 6.0 6.6 6.5 5.9 4.8 3.8 3.3 3.2 3.7 3. 4.1 6 .3 8.2 9.2 9.1 7.7 6.0 4.5 3.8 3.7 4 .2 4.1 64 • a r ► • • • • • r a .9 7.5 10.0 11.4 11.2 9.3 7.0 5.2 4.3 4.1 4.7 4. 5. 3 8.2 11.3 1 3.1 12.8 10 .5 7.7 5 .7 4.6 4.3 5 .0 5. . 6 2 .9 2.9 3.6 4.8 6.1 6.9 3.9 6.6 4.8 3.6 2.8 2.8 3.5 4.7 5.9 6.9 5 .0 6.2 4.9 3.7 3.0 2.9 3.6 9.8 6.1 6.8 6.8 5.9 4.6 3.3 2.4 2.0 2.2 2.9 4.1 5.4 3.5 6.9 6.1 4.9 3.6 2.5 2.0 2.0 2.5 3.6 4.9 6.1 6.6 6.2 • .0 3.6 2.5 1.9 1.6 6.2 6.4 5.7 ' 4'.3 3 - • 3'•Y.Q • -2 .4 3 @ =• A.1� 5.5 6.4 6.5 5.8 4.6 3.3 2.5 2.4 3.0 4.1 5.3 6.4 • .G 5.9 4.6 5.4 2.7 2.5 y5.'0 9.i 2 : 5l5 6.3 6.4 5.7 4.4 3.1 2.1 1.7 1.9 2.5 3.5 4.8 6.0 6.4 5.8 4.7 3.4 2.3 1.7 1.7 2.2 3.1 9.4 5.6 6.3 6.1 4.9 3.5 2 1.9 1.7 C =[ C= 1 1.7 1.8 a • 1 .8 2.2 2 . 9 3.5 4.2 3.0 1:7.4 9.8 6.9 4.8 3.7 3.5 4.2 4. 10.1 ; 4 5 . 2 4. 1 8.9 4. 5 4. 9.4 -- 7. - 2=' 5.3 4. 3 • .7 2.4 3.2 3.2 2.9 2.5 2:31 1.3 2.3 2.6 2.6 2.4 1.3 2.3 !2.6 2.5 2.3 1. 5 2.8 7 1.9 3.6 1 7.0 .9 4.1 4.8 4. 14.3 I A 7 f 8 11 t4 II f1 2 8 8 .2 1 %ON 11 1 I r - - - i 1 . 4 • •t - 6.9 44. 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SW 151 street Bur; ell Washin gton 981 .. 9 • „ • phone : 206-382-9410 fax: 206-382-9635 www.milligan-assoc.com Date: 05/30/2008 Project No GF813 Drawn by : MGT Project Name : Baker Blvd ; N 0 N a N 10 0 10 20 ABBREVIATIONS: BOW = BACK OF WALK FF = FINISH FLOOR FG = FINISH GRADE FL = FLOWLINE HC - HANDICAP SD = STORM DRAIN SS = SANITARY SEWER SSS= SANITARY SIDE SEWER TB = THRUST BLOCK TOC = TOP OF CURB TOP = TOP OF PAVEMENT W = WATER 22310 -0036 SCALE IN FEET CHAIN LINK FENCE IN 0.3' CHAIN LINK FENCE CHAIN LINK FENCE OUT 1.4' OUT 0.5' BUILDING EXISTING 6" SSSCO RIM 33.00' t 6" IE 27.42' ± \'I \ \ \ \ 1 \ \ 1 ` \ J SET 5/8" X 24" \ \ STEEL ROD W /2" \ ALUMINUM CAP �I \\ \ \`1 \ � CHAIN LINK FENCE \ \4 OUT 3.5' W. \ \ �I NEW UGP CONNECTION r (INSIDE MECH. ROOM) 6" SSS STUB 6" IE 30.00' BAKER BOULEVARD RETAIL CENTER - - (EXISTING BUILDING FOOTPRINT) FF: 33.56' 200± LF 2" COPPER WATER SERVICE a" Lp REMOVE SADDLE AND CAP © MAIN W /STAINLESS STEEL REPAIR BANDS RE-LOCATE AND RE -USE EXISTING 1 1/2" W.M. ��11 I_ _. _wwww� - wwwwwrr ww wwwwwww ■wwr� *� w mil mi al , DEDUCT METER FOR IRRIGATION ' ADJUST TO GRADE W /IN SIDEWALK/DRIVEWAY! CONNECT TO EXISTING TRANSFORMER & RUN POWER UNDERGROUND 129 LF 6" DIP FIRE SUPPRESSION MAIN 6" SSSCO RIM 33.18' 6" IE 29.59' SET 5/8" X 24" STEEL ROD W /2" ALUMINUM CAP r 4" SSS LATERAL ® 2.00% MIN. (TYP) 15.41' r- POWER VAULT ss 6" SSSCO — RIM 33.00' 6" IE 29.56' EXISTING 6" SSSCO RIM 33.00' ± 6" IE 21.00' ± O PAD MOUNTED TRANSFORMER SS — x S EXISTING TRANSFORMER 70± LF UNDERGROUND POWER CONDUIT, SIZE TBD SS--- NO1 \5'06 "E ss x X EXISTING POLE /VAULT CHAIN LINK FENCE OUT 4.5' WOOD FENCE IN 0.4' m M z n 0 N N u) 0 0 0 N co 2 0 I- 4 I- w I- z w 2 2 0 0 w N V) CC W I- w 2 LL.) 0 w rn w IY 0 2 z N 0 I- 0 N DRAWN BY: SCALE: U J W 0 0 N 00 z ' rn W =1 1-- cno W 0 0 z W(!) W Q F— H W Q °- 0Q LA N LLI J J w 0 PROJECT MANAGER: DESIGNED BY: CHECKED BY: DATE: 08/16/2007 SHEET NUMBER w z I-- W w U) z 0 J 0 H z o W cn J J J Paww CL C1 I I I I Ifl CO 00070 0000 z J z w° 110- ? z ad X (.7) Co I I I 1 .- N ►'7 � 0000 0000 0 C4 Op w N a a u4 [.t4 N d.) �-+ N EXPIRES 7/15/61 1 z 0 W }- Z ~ J _ U F o < > 0 1.1.1 03 Z ca o wl QQ >m 4 _Ia CC. W J 0_ z 0 0 NMD, MEB ED NMD ED SCALE AS SHOWN REV. 1 CO5 SHEET 5 OF 8 S S ---- x -- `--- -- x 022310 -0032 022310 -0038 S01'05'06 "W x WOOD FENCE OUT 0.1' CHAIN LINK FENCE OUT 5.1' 214.00' CHAIN LINK FENCE OUT 41.9' 'POT x ss 1 ss X 1 LANDSCAPING PVC PIPES 1 X 1 1 1 1 23.00' 30.00' CONTRACTOR SHALL REMOVE BOLLARDS REMOVE EXISTING FIRE HYDRANT AS REQUIRED I I NEW 30' STREET LAMP PER CITY OF TUKWILA STANDARDS, CONNECT TO TYPE 1 BOX NEAR EXISTING -FIRE HYDRANT, RUN WIRING BACK TO ANDOVER PARK EAST /BAKER BLVD. SIGNAL SERVICE w BACK OF FLOW E HYDRANT 1 22 LF 6" DIP FIRE SUPPRESSION SERVICE U) RB U) Ui U) LINE SET 2„" BRASS DISK IN CONCRETE 18 LF 6" PVC SSS © 4.00% U) vy 2" TAP BASE I4AP /TOPO PROVIDED BY OTHERS, DCG CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITY, AND ALL OTHER EXISTING FEATURES AND CONDITIONS, AND ADJUST PROPOSED GRADING AND IMPROVEMENTS AS NECESSARY. N tri 0 N SET 2" B SASS DISK IN CCNC ETE APPROXIMATE LOCATION 10" SEWER MAIN i i FIRE SUPPRESSION VAULT 6" TAP EXISTING WATER MAIN CONCRETE THRUST BLOCKING C 1 Co CC In la 1 co 0 r of v OD co o tu ft I in N N < c o z NEW FIRE HYDRANT 9± LF 2" COPPER WATER SERVICE FIRE DEPARTMENT CONNECTION APPROXIMATE LOCATION 8" WATER MAIN 1 1/2" WATER METER POST INDICATOR VALVE 2" REDUCED PRESSURE PRINCIPAL ASSEMBLY IN HOT BOX MODEL# GHR2 OR APPROVED EQUAL 1-w I SEWER MANHOLE RIM =29.32 INV N =13.12 INV E =13.12 INV 5 =13.12 -- - - IN'oF Y 3. a U) a a U, a cn a U, ca U, a U) U, cn a U) a 1 1 CALL 2 BUSINESS DAYS BEFORE YOU DIG 1- 800 -424 --5555 (UNDERGROUND UTILITY LOCATIONS ARE APPROX.) Do7-o-lo BAKER BOULEVARD RETAIL CENTER PARKING SUMMARY TENANT 1 1490 SF 1250 SF RETAIL / .004 = 5 240 SF ACCESSORY (STORAGE/CASEWORK) (16 %) 5 TENANT 2 2058 SF 1750 SF RETAIL / .004 = 7 308 SF ACCESSORY (STORAGE/CASEWORK) (15 %) 7 TENANT 3 1601 SF 1500 SF RETAIL / .004 = 6 101 SF ACCESSORY (STORAGE/CASEWORK) (6 %) 6 TENANT 4 1374 SF 1250 SF RETAIL / .004 = 4 124 SF ACCESSORY ( STORAGE/CASEWORK) (9 %) 4 TENANT 5 1407 SF 1250 SF RETAIL / .004 = 4 157 SF ACCESSORY ( STORAGE/CASEWORK) (11 %) 4 TENANT 6 2128 SF 1750 SF RETAIL / .004 = 7 378 SF ACCESSORY (STORAGE/CASEWORK) (18 %) 7 Z� QED �---..,, „...--1 X133 ABBREVIATIONS ADDL ADJ AFF ALT APPROX ARCH BLDG BLKG BM BO BOT CAB CF /OI CL CLG CLR CO COL CONC CONT CONTR COORD CPT CSMT CT D DEMO DEPT DET DIA DIM DN DS DWG E EA EL ELEC EQ EQUIP EST EXIST EXP EXT FD FIN FLR FOC FOF FOS FT FTG GA GALV GB GEN INCL INFO INSUL INT ADDITIONAL ADJUSTABLE ABOVE FINISH FLOOR ALTERNATE APPROXIMATE ARCHITECT (URAL) BUILDING BLOCKING BEAM BOTTOM OF BOTTOM CABINET CONTRACTOR FURNISHED; OWNER INSTALLED CENTERLINE/CLOSET CEILING CLEAR CLEAN OUT COLUMN CONCRETE CONTINUOUS CONTRACT (OR) COORDINATE CARPET (ED) CASEMENT CERAMIC TILE DRYER, DEEP DEMOLISH, DEMOLITION DEPARTMENT DETAIL DIAMETER DIMENSION DOWN DOWNSPOUT DRAWING EAST EACH ELEVATION ELECTRIC (AL) EQUAL EQUIPMENT ESTIMATE (D) EXISTING EXPANSION EXTERIOR FLOOR DRAIN FINISH (ED) FLOOR FACE OF CONCRETE FACE OF FINISH FACE OF STUDS FOOT, FEET FOOTING GAGE GALVANIZED, GALVANIC GRAB BAR, GYPSUM BOARD GENERAL GL GLASS GLU LAM GLUED LAMINATED WOOD H HB HDR HDW HLDN HORIZ HT HVAC HIGH HOSE BIBB HEADER HARDWARE HOLDDOWN HORIZONTAL HEIGHT HEATING, VENTILATION, AND AIR CONDITIONING INCLUDING (ED) INFORMATION INSULATION INTERIOR L LAV LB LH LT LTG MAX MECH MFR MIN MISC MTL MULT NA MC NO NOM NTS OC OF /CI OF /01 OPP PAT PERF PERIM PERP PL PLAM PREFAB PRELIM PROJ PROP PT R REF REINF REQD RM RO ROW RS RT S SAFE SCHED SF SHT SIM SPEC SQ SS SST ST STD STRUCT SV SYS T &G TB TEMP THRU TL TYP UNO VCT VERT W W/ W/O WD WRB LONG LAVATORY POUND LEFT HAND LIGHT LIGHTING MAXIMUM MECHANICAL MANUFACTURE (R) MINIMUM, MINUTE MISCELLANEOUS METAL MULTIPLE NOT APPLICABLE NOT IN CONTRACT NUMBER NOMINAL NOT TO SCALE ON CENTER OWNER FURNISHED; CONTRACTOR INSTALLED OWNER FURNISHED; OWNER INSTALLED OPPOSITE PATTERN PERFORATED PERIMETER PERPENDICULAR PROPERTY LINE PLASTIC LAMINATE PREFABRICATED PRELIMINARY PROJECT PROPERTY PRESSURE TREATED RADIUS, RISER REFER (ENCE), REFRIGERATOR REINFORCE (D), (ING) REQUIRED ROOM ROUGH OPENING RIGHT OF WAY ROD AND SHELF RIGHT SOUTH SELF ADHERING FLEXIBLE FLASHING SCHEDULE SQUARE FOOT (FEET) SHEET SIMILAR SPECIFICATION SQUARE SANITARY SEWER, STANDING SEAM STAINLESS STEEL STAIRS, STREET STANDARD STRUCTURE (AL) SHEET VINYL SYSTEM TONGUE AND GROOVE TOWEL BAR TEMPORARY THROUGH TIGHTLINE TYPICAL UNLESS NOTED OTHERWISE VINYL COMPOSITION TILE VERTICAL WEST, WIDE, WASHER WITH WITHOUT WOOD, WOOD DOOR WEATHER RESISTIVE BARRIER GENERAL NOTES 1. IT IS THE INTENT OF THE CONTRACT DOCUMENTS THAT ALL WORK COMPLY WITH THE WASHINGTON STATE BUILDING CODE, THE WASHINGTON STATE ENERGY CODE, AND OTHER APPLICABLE CODES, RULES, AND REGULATIONS OF JURISDICTIONS HAVING AUTHORITY. 2. PRIOR TO COMMENCEMENT OF ANY PORTION OF THE WORK, BECOME FAMILIAR WITH THE CONTRACT DOCUMENTS, OWNER - PROVIDED INFORMATION, AND SITE CONDITIONS, INCLUDING FIELD MEASUREMENTS AS NECESSARY. 3. PRIOR TO COMMENCEMENT OF ANY PORTION OF THE WORK, NOTIFY THE ARCHITECT OF ANY DISCREPANCIES NOTED AMONG OR BETWEEN THE CONTRACT DOCUMENTS OWNER - PROVIDED INFORMATION, SITE CONDITIONS, MANUFACTURER RECOMMENDATIONS, OR REGULATIONS OF JURISDICTIONS HAVING AUTHORITY. 4. THE CONTRACTOR SHALL SECURE AND PAY FOR ALL GOVERNMENTAL PERMITS, FEES, LICENSES, AND INSPECTIONS NECESSARY FOR PROPER EXECUTION AND COMPLETION OF THE WORK, EXCEPT FOR THE GENERAL BUILDING PERMIT. 5. THE CONTRACT DOCUMENTS ARE COMPLEMENTARY AND WHAT IS REQUIRED BY ONE SHALL BE BINDING AS IF REQUIRED BY ALL. 6. REPETITIVE FEATURES NOT INDICATED IN THE DRAWINGS EVERYWHERE THAT THEY OCCUR SHALL BE PROVIDED AS IF DRAWN IN FULL. 7. ALL DIMENSIONS ARE TO FACE OF FRAMING OR FACE OF CONCRETE, UNLESS OTHERWISE NOTED. CONTACT ARCHITECT FOR CLARIFICATIONS. 8. DO NOT SCALE THE DRAWINGS. 9. ALL WORK IS NEW UNLESS NOTED OTHERWISE. SYMBOL LEGEND PLAN NORTH t At NORTH ARROW BUILDING ELEVATION DRAWING NUMBER SHEET NUMBER INTERIOR ELEVATION ELEVATION NUMBER (OR DIRECTION: N, S, E, W) DRAWING NUMBER SHEET NUMBER BUILDING SECTION DRAWING NUMBER SHEET NUMBER WALL SECTION DRAWING NUMBER SHEET NUMBER DETAIL DRAWING NUMBER SHEET NUMBER SPOT ELEVATION + 144.25' NEW + 146.67' (E) EXISTING DATUM / DIMENSION 1 CONTROL POINT EXISTING WALL TO BE DEMOLISHED EXISTING WALL TO REMAIN NEW WALL REVISION TAG / REVISION CLOUD WINDOW TAG DOOR TAG EMERGENCY EXIT SIGN BUILDING CODE SUMMARY CODE: OCCUPANCY: SPRINKLERS: CONSTRUCTION TYPE: ALLOW AREA: SPRINKLER BONUS: TOTAL ALLOW AREA ALLOW HEIGHT: SPRINKLER BONUS: TOTAL ALLOW HT: CHANGE OF USE: EXISTING USE: PROPOSED USE: BUILDING AREA: OCC LOAD FACTOR TABLE 1004.1.2 NUMBER OF EXITS TENANT 1 (RETAIL): TENANT 2 (RETAIL): TENANT 3 (RETAIL): TENANT 4 (RETAIL): TENANT 5 (RETAIL): TENANT 6 (RETAIL): TABLE 1015.1 MAX TRAVEL DIST TABLE 1016.1 1016.2 CORRIDOR WIDTH MIN. PLUMBING REQUIREMENTS TABLE 2902.1 ENERGY CODE NOTES CODE: ZONING CODE SUMMARY CODE: ZONE: HEIGHT SETBACKS LANDSCAPE REQUIREMENTS 18.52.080 RECYCLING STORAGE SPACE 18.56 PARKING CALCS: REQUIRED: YES MANUFACTURING RETAIL 11,426 SF GROSS M: 250' COMPONENT GLAZING % WALL AREA GLAZING U -VALUE DOORS U -VALUE ALL OTHER ROOFS OPAQUE WALLS SLAB ON GRADE 115' MAX FRONT: 15' SIDE: 10' REAR: 10' FRONT: 15' SIDES: NONE REAR: NONE TOTAL PROVIDED INTERNATIONAL BUILDING CODE 2003 GROUP M: 10,055 SF YES V -A 9,000 SF (TABLE 503) 300% FOR SINGLE STORY BLDGS 27,000 SF 1 STORY (TABLE 503) / 40' ADD 1 STORY AND 20' 2 STORIES / 60' MERCANTILE: 60 GROSS MERCANTILE STORAGE, STOCK: 300 GROSS 1 ALLOWED UNDER THRESHOLD: M: 50 OCC / 75' TRAVEL (1- STORY) S: 30 OCC / 100' TRAVEL 1490 SF / 60 = 24.8 =1 EXIT REQ'D 2058 SF / 60 = 34.3 =1 EXIT REQ'D 1601 SF / 60 = 26.6 =1 EXIT REQ'D 1371 SF / 60 = 22.8 =1 EXIT REQ'D 1407 SF / 60 = 23.4 =1 EXIT REQ'D 2128 SF / 60 = 35.5 =1 EXIT REQ'D NON FIRE -RATED CORRIDOR REQ'D (BACK DOOR IS NOT REQ'D TO BE EXIT) 36" MIN WITH OCC CAPACITY OF 50 OR LESS RETAIL: 1 PER SEX (CAN BE LOCATED WITHIN 500' OF TENANT SPACE) 2004 WASHINGTON STATE ENERGY CODE TABLE 13 -1 SPACE HEAT TYPE: ALL OTHERS INCLUDING HEAT PUMPS AND VAV TUKWILA MUNICIPAL CODE TITLE 18 TUC (TUKWILA URBAN CENTER) 2 SF/ 1,000 SF OF OFFICE 5 SF /1,000 SF OF RETAIL 2 X 2 = 4 SF (OFFICE) 5 X 8.2 = 41 SF (RETAIL) TOTAL: 45 SF OFF - STREET PARKING RETAIL: 4 STALLS PER 1000 SF BULK RETAIL: 2.5 PER 1000 SF OFFICE: 3 STALLS PER 1000 SF WAREHOUSE: 1 STALL PER 1000 SF REQUIRED PROPOSED 30% MAX 13.5% 0.55 .45 0.60 .60 R -21 R -30 R -19 R -19 R -10; HORIZ 24" EXIST / NO CHANGE 35 DRAWING INDEX SURVEY CIVIL C01 CO2 CO3 C04 CO5 C06 C07 C08 PROJECT ADDRESS: DESCRIPTION: ASSESSOR'S PARCEL NUMBER: LEGAL DESCRIPTION: OWNER: SCALE: NTS TOPOGRAPHIC SURVEY COVER SHEET SITE & ESC PLAN GRADING PLAN DRAINAGE PLAN UTILITY PLAN PROFILES & DETAILS DETAILS DETAILS ARCHITECTURAL A1.0 PROJECT INFORMATION, VICINITY PLAN A1.1 SITE PLAN, WALL TYPES A2.0 FLOOR PLAN A2.1 ENLARGED PLAN AT TOWER PILASTERS A2.2 REFLECTED CEILING PLAN A2.3 ROOF PLAN, DETAILS A3.0 EXTERIOR ELEVATIONS A4.0 BUILDING SECTION,SCHEDULES A5.0 WALL SECTIONS A5.1 WALL SECTIONS A5.2 WALL SECTIONS A6.0 DETAILS PROJECT INFORMATION PROJECT DIRECTORY MARK MCDONALD VILLAGE PARTNERS SOUTHCENTER, LLC 1420 FIFTH AVE #2200 SEATTLE, WA 98101 PH: (206) 391 -2345 ARCHITECT: OBJECT + SPACE LTD 3445 CALIFORNIA AVE SW STUDIO 1 SEATTLE, WA 98116 CONTACT: TODD BERTELLOTTI PH: (206) 937 -5222 FAX: (206) 937 -5228 STRUCTURAL ENGINEER JOHN RILEY, P.E. QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE, SUITE 323 SEATTLE, WA 98101 PH: (206) 957 -3906 FAX: (206) 957 -3901 406 BAKER BLVD, TUKWILA, WA 98188 CHANGE OF USE FROM MANUFACTURING FACILITY TO RETAIL AND BUSINESS CENTER RENOVATE SHELL AND CORE TENANT IMPROVEMENTS UNDER SEPARATE PERMIT 022310003706 07 -070 VICINITY PLAN STRUCTURAL 51.0 S1.1 52.0 S2.1 S2.2 S3.0 54.0 54.1 S4.2 } S4.3 S5.0 LANDSCAPE L -1 L -2 L -3 L-4 THAT PORTION OF TRACT 3, ANDOVER INDUSTRIAL PARK NO. 2, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 71 OF PLATS PAGES 68 AND 69, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF SAID TRACT 3; THENCE SOUTH 88 °25'27" EAST ALONG THE SOUTHERLY LIMITS OF SAID TRACT 3, A DISTANCE OF 250.00 FEET TO THE TRUE POINT OF BEGINNING, SAID POINT BEING THE SOUTHEAST CORNER OF THE DAVIDSON PRODUCTS COMPANY SITE, AS DESCRIBED IN THAT INSTRUMENT RECORDED UNDER RECORDING NUMBER 5775047; THENCE NORTH 01 °05'06" EAST A DISTANCE OF 214.00 FEET TO THE SOUTHERLY BOUNDARY OF THE KIRSCH COMPANY SITE, AS RECORDED UNDER RECORDING NUMBER 61-10635;":7 THENCE SOUTH 88 °25'27" EAST A DISTANCE OF 152.01 FEET TO ,° :-. THE SOUTHEAST CORNER OF SAID KIRSCH COMPANY SITE; THENCE SOUTH 01°05'06" WEST A DISTANCE OF 214.00 FEET TO THE SOUTHERLY LIMITS OF SAID TRACT 3; THENCE NORTH 88 °25'27" WEST A DISTANCE OF 152.01' FEET TO THE TRUE POINT OF BEGINNING. CIVIL E "GINEER: ERIK S. DAVIDO, P.E. DAVIDO CONSULTING GROUP, INC 15029 BOTHELL WAY NE, SUITE 600 LAKE FOREST PARK, WA 98155 PH: (206) 523 -0024 FAX: (206) 523 -1012 SURVEYOR: GEODATUM, INC 1505 NW MALL ST. ISSAQUAH, WA 98027 PH: (425) 837 -8083 FAX: (425) 837-0583 GENERAL STRUCTURAL NOTES GENERAL STRUCTURAL NOTES FOUNDATION PLAN ROOF PLAN HIGH ROOF PLAN DETAILS DETAILS DETAILS DETAILS DETAILS DETAILS LANDSCAPE SITE PLAN LANDSCAPE PLAN DETAILS IRRIGATION PLAN Westfield Shoppingt ;¢ S c • enter, City of Tukwila BUILDING DIVISION object + space itd FILE COPY Permit No, Plan review approval b Ito errors and omissions. Approval of construction documents does not authorize the violation of any meted code or ordinance. Receipt of app , Field Copy and � Is ��da ►ledged: No al to the scope of work, 4r tiati.7, p irr.o ; i Jplo i of 3 uk.viIa Bu irg I ivGil rt. OT : Revisions wiq rGQ:Jlre now plan submittal tnctude additional marl ravtewr fees. RECEIVED CITY OF T i it :t� /ILA DEC 0 5 2007 F'tt r (I r �F3 CORRECTION , LTR# 1 architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com ` ODD JAMES EERTELLOTT, 5TAT8 Op WASHINGTON DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PERMIT SUBMITTAL CONSTRUCTION SET REVISION REVISION REVISION BAKER BOULEVARD RETAIL CENTER TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23.07 3.2.07 6.4.07 9.1 0.07 10.15.07 12.3.07 REVISION NO, \ Pbsi A1.0 PROJECT INFORMATION VICINITY PLAN scale: VARIES SITE PLAN NOTES 1. SITE INFORMATION IS PROVIDED FOR INFORMATIONAL PURPOSES ONLY AND SUBJECT TO FIELD VERIFICATION. 2. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES. CARE SHOULD BE TAKEN TO AVOID DAMAGE TO OR DISTURBANCE OF EXISTING UTILITIES. � — EXIST SIDEWALK — • • 19 i w -0" SIDEWALK 25' -0" RAISED PEDESTRIAN WALKWAY PYLON SIGNAGE E UNDER SEP. PERMIT La LANCAP ARE A TYP ED - .a NEW AREA 196 SF...� 9n � 6' -0" 15' -8" C t �--- EXIT BAKER. BOULEVARD RETAIL CENTER (EXISTING BUILDING FOOTPRINT) FF: 33.56' pr 8' -0" 25' -6" 1 STALL 3 STALLS arimi i 'L ii EMI ■ ■■1 ■ ■■1 MEM MEER MEMO MEI ■■ ■1 .■ ■1 ...1 ■■ ■I ■■■1 .:: ■ ■.1 ■••l MEN ■■ ■1 •••1 1 MTh WAS ■..l ■ ..1 i ■■■1 • ■■.1 ••.l ■.■1 . ■■1 • - ! • , ? , - , . . ' • r FIRE SUPPRESSION VAULT EXIST FIRE HYDRANT TO HC TYP @ 24' -0" 68' -0" 0 z 2 HC STALLS 8 STALLS 84' -3" 9 STALLS t HC raloea{t 4 a1w& tUw {'ipG 4v€%1:01 - h 3 STALLS N 34' -0" 4 STALLS 1 5' -0" i • 15 -8" 1 C C C C C C C C k - - MEM _ _11. motEEMINIszmMENI EMILEMlimml rAt// regm anignitionn -- EWAilwair_ OWililiE88 taffirail-oviem o O O O O O O O 4 C SIDEWALK EASEMENT 10'-0" 'f SETBACK S88'25'27 "E SI PLAN O SCALE: 1/16 " =1' -0" EXISTING BUILDING TRASH / RECYCLING 60 SF W/ 6' HIGH METAL FENCE 152.01' BENCH, TYP • m- FENCE NO PARKING AREA EXIST CURB AND CURBCUT BE DEMOLISHED EXIST PARKING LAYOUT 25' -5" • 10'-0" SETBACK cn ! 0 SIDEWALK EASEMENT GRAPHIC SCALE 0 5 10 20 SITE LIGHTING 2 BIKE RACKS 40 r object + space ltd architecture + interiors + furnkure + IIghting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com 7591 REGISTERED AfiCHIT* (ODD JAMES 8ERTE110111 15TATE OP WASHINGTON BAKER BOULEVARD RETAIL CENTER 010 RECEIVED CITY OF TI !l- ctAril.q DEC 0 5 200 P t iivt►1 (. i\! s tR DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PERMIT SUBMITTAL CONSTRUCTION SET REVISION REVISION REVISION TUKWILA, WA scale: 10.2.06 12.11.06 1.17.07 1.23.07 3.2.07 6.4.07 9.10.07 10.15.07 12.3.07 SITE PLAN WALL TYPES VARIES A1.1 WALL TYPES FIRE RATING PORCELAIN TILE MORTAR EXTERIOR 1/2" CEMENT BOARD NR 1 -5/8" METAL STUDS ATTACHED TO METAL CLIPS EMBEDDED IN EXIST CONC WALL EXISTING CONCRETE WALL 6" METAL STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION GWB BY TENANT - ., • •.d )9 91 S )��,t INTERIOR 2 EXTERIOR METAL PANEL NR 1 -5/8" METAL STUDS @ 16" OC ATTACHED TO METAL CLIPS EMBEDDED IN EXIST CONC WALL EXISTING CONCRETE WALL 1" AIR SPACE 6" METAL STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION GWB BY TENANT F • . ??I ) :s?s s( )i ` INTERIOR 3 EXTERIOR METAL PANEL NR METAL STUDS (SIZE TO BE FLUSH W/ METAL STUDS AT EXIST CONC WALL) 6" CMU AIR SPACE 6" METAL STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION GWB BY TENANT r. D( )E C _ ))( )( 1( :?99V - - INTERIOR 4 EXTERIOR METAL PANEL 1 -5/8" METAL STUDS (SPACING PER MFR) WEATHER RESISTIVE BARRIER PLYWOOD SHEATHING 6" METAL STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION GWB BY TENANT NR limiIiIP VVYCIEN INTERIOR 5 EXTERIOR METAL PANEL NR i� _ .,• .,_ WEATHER RESISTIVE BARRIER PLYWOOD SHEATHING 2X6 STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION GWB BY TENANT INTERIOR 6 EXTERIOR EXISTING CONCRETE WALL, PAINTED 1" AIRSPACE 6" METAL STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION GWB BY TENANT NR ? )?S? ( INTERIOR 7 EXTERIOR NR 6" CMU, PAINTED AIRSPACE 6' METAL STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION GWB BY TENANT D nQ C ?9991: 9S -( INTERIOR 8 INTERIOR NR 5/8" GWB METAL FURRING CHANNELS EXISTING CONCRETE WALL 6" METAL STUDS TO GWB BY TENANT ■^_�:� I. 111 r. INTERIOR 9 INTERIOR NR 5/8" GWB 6" METAL STUDS TO UNDERSIDE OF STRUCTURE GWB BY TENANT C INTERIOR 10 INTERIOR NR 5/8" GWB 6" METAL STUDS TO 9' -0" GWB BY TENANT INTERIOR ROOF ASSEMBLIES FIRE RATING R1 SINGLE PLY MEMBRANE SHEATHING R -30 BATT INSULATION WOOD FRAMING NR ( ( } � ( 6 ( 6 ` �( ( 8? 't �ry 0 Q 4 STANDING SEAM METAL ROOFING ROOF UNDERLAYMENT NR HING - lI:L: bd:iiIIl ��-�=��� �SHEAT 91/2" TJI JOISTS WIMIIIMMLIIIM.m. RIGID INSULATION SHEATHING WOOD /COMPOSITE PANEL SITE PLAN NOTES 1. SITE INFORMATION IS PROVIDED FOR INFORMATIONAL PURPOSES ONLY AND SUBJECT TO FIELD VERIFICATION. 2. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES. CARE SHOULD BE TAKEN TO AVOID DAMAGE TO OR DISTURBANCE OF EXISTING UTILITIES. � — EXIST SIDEWALK — • • 19 i w -0" SIDEWALK 25' -0" RAISED PEDESTRIAN WALKWAY PYLON SIGNAGE E UNDER SEP. PERMIT La LANCAP ARE A TYP ED - .a NEW AREA 196 SF...� 9n � 6' -0" 15' -8" C t �--- EXIT BAKER. BOULEVARD RETAIL CENTER (EXISTING BUILDING FOOTPRINT) FF: 33.56' pr 8' -0" 25' -6" 1 STALL 3 STALLS arimi i 'L ii EMI ■ ■■1 ■ ■■1 MEM MEER MEMO MEI ■■ ■1 .■ ■1 ...1 ■■ ■I ■■■1 .:: ■ ■.1 ■••l MEN ■■ ■1 •••1 1 MTh WAS ■..l ■ ..1 i ■■■1 • ■■.1 ••.l ■.■1 . ■■1 • - ! • , ? , - , . . ' • r FIRE SUPPRESSION VAULT EXIST FIRE HYDRANT TO HC TYP @ 24' -0" 68' -0" 0 z 2 HC STALLS 8 STALLS 84' -3" 9 STALLS t HC raloea{t 4 a1w& tUw {'ipG 4v€%1:01 - h 3 STALLS N 34' -0" 4 STALLS 1 5' -0" i • 15 -8" 1 C C C C C C C C k - - MEM _ _11. motEEMINIszmMENI EMILEMlimml rAt// regm anignitionn -- EWAilwair_ OWililiE88 taffirail-oviem o O O O O O O O 4 C SIDEWALK EASEMENT 10'-0" 'f SETBACK S88'25'27 "E SI PLAN O SCALE: 1/16 " =1' -0" EXISTING BUILDING TRASH / RECYCLING 60 SF W/ 6' HIGH METAL FENCE 152.01' BENCH, TYP • m- FENCE NO PARKING AREA EXIST CURB AND CURBCUT BE DEMOLISHED EXIST PARKING LAYOUT 25' -5" • 10'-0" SETBACK cn ! 0 SIDEWALK EASEMENT GRAPHIC SCALE 0 5 10 20 SITE LIGHTING 2 BIKE RACKS 40 r object + space ltd architecture + interiors + furnkure + IIghting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com 7591 REGISTERED AfiCHIT* (ODD JAMES 8ERTE110111 15TATE OP WASHINGTON BAKER BOULEVARD RETAIL CENTER 010 RECEIVED CITY OF TI !l- ctAril.q DEC 0 5 200 P t iivt►1 (. i\! s tR DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PERMIT SUBMITTAL CONSTRUCTION SET REVISION REVISION REVISION TUKWILA, WA scale: 10.2.06 12.11.06 1.17.07 1.23.07 3.2.07 6.4.07 9.10.07 10.15.07 12.3.07 SITE PLAN WALL TYPES VARIES A1.1 NOTE: WHERE ACCESSIBILITY IS REQUIRED, HANDLES, PULLS, LATCHES, LOCKS AND OTHER OPERATING DEVICES ON DOORS, WINDOWS, CABINETS, PLUMBING FIXTURES, AND STORAGE FACILITIES, SHALL HAVE A LEVER OF OTHER SHAPE WHICH WILL PERMIT OPERATION BY WRIST OR ARM PRESSURE AND WHICH DOES NOT REQUIRE TIGHT GRASPING, OR TWISTING TO OPERATE PER ANSI 117.1 SECTION 309.4 1/2 " =1' -0" \ PAPER TOWEL DISPENSER/ RECEPTACLE SPOUT THERMOSTATS AND FIRE ALARM PULL STATIONS I J SAN. NAPKIN/ TAMPON DISPENSER DRINKING FOUNTAIN ,t \C ONTFLUSH R \ RIM r` ' URINAL SOAP DISPENSER co 2 LC) \ ELECTRICAL OUTLET AND COMMUNICATION SYSTEM RECEPTACLES P -LAM WAINSCOT TO 4' -0" AFF, TYP THIS WALL Ct- 1/4 " =1' -0" 1'-6" \ SEAT COVER DISPENSER a l�1 5-0"CLR MIRROR P -LAM BACKSPLASH SINK DEPTH 6 1/2" MAX. WITH CONTROLS NOT MORE THAN 17" FROM FRONT OF COUNTER, TYP INSULATE EXPOSED HOT WATER AND DRAIN PIPES, TYP \ ww z = - ° co o E. OW � LL1 Q z LAVATORY TOP & MIRROR NAPKIN DISPOSAL \ z 6) LU 0 0 FINISH WALL TOILET PAPER HOLDER 1' -5° TO CENTER OF FAUCET CONTROL HANDLE I I • i _ d1 pll /dr O TOE X I CLEARANCE T.O. SEAT � g MOUNTING HEIGHT DETAIL - ACCESSIBLE FIXTURES CLEARANCE FOR TOILET - OTHER FIXTURES NOT WITHIN THIS AREA 2 TYPICAL BATHROOM PLAN SCALE: 1/2 1' -0" 30 "X48" CLEAR FLOOR SPACE AT SINK 1' -3" TOILET GRAB BARS NOTES: HATCHED AREAS INDICATE POSSIBLE LOCATIONS FOR REQUIRED BLOCKING. GRAB BARS SHALL BE CAPABLE OF BEARING A VERTICAL OR HORIZONTAL FORCE OF 250 LBS PER ANSI 117.1 SECTION 609.7. rn \ P -LAM WAINSCOT TO 4' -0" AFF, TYP THIS WALL 6" RUBBER BASE, TYP ALL WALLS GRAB BAR REQUIREMENTS WED L W W 0 (ACCWA -14) r Ck ACCWA -12 9 r SPRINKLER / ELEC 7' -0° 9'-4 1 /2" 4 4' -0" TENANT 2 SEE 2/A2.0 FOR ENLARGED PLAN ALIGN RESTROOM TENANT 1 0 OUTLINE OF CLERESTORY ROOF ABOVE DEMO EXIST CONC TILT -UP PANEL BETWEEN 2 COLUMNS 31' -2" 7 - O " law PUBLIC RESTROOMS 7' -8° SEE 21A2.0 FOR ENLARGED PLAN (OPP HAND) SI U- v IMF CORRIDOR 25' -6" TENANT 3 9' -2" 121' -0" L 17' -0" TENANT 4 9'-4 3/4" 26' -0" \ 3-5 1/4" 9 3/4" 20'-0" TENANT 5 SI METAL CANOPY TYP OUTLINE OF CLERESTORY ROOF ABOVE 27' -81/2° VIF TENANT 6 0 0 Ark 16' -3" 18'-7 1/2" i r lo 91-0" GRAPHIC SCALE ��III I 0 5 10 20 -J 1' -2" • object + space ltd architecture + interiors + furniture 1- lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 7591 V info @objectandspace.com REGISTERED ARCHITECT ODr JAMES EERTELLO1 STATE OF WASHINGTON • BAKER BOULEVARD . RETAIL CENTER ( _ _ \ i _ _ ? ? Mpg . A FEB 01 2008 Pthim i L;tdv di=p, DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PERMIT SUBMITTAL CONSTRUCTION SET REVISION REVISION TUKWILA, WA 1 0.2.06 12.11.06 1.17.07 1.23.07 3.2.07 6.4.07 9.10.07 10.15.07 FLOOR PLAN scale: 1 /8" = I' -0" A2.0 TOWER REFLECTED CEILING PLAN SCALE: 1/8 " =1' -0" Atp " t # t, TOWER REFLECTED CEILING PLAN SCAL E: 1 /8" = 1'-0" EQ SCALE: 1 /8" = 1 ' -0" EQ EQ WOOD /RESIN COMPOSITE PANEL PATTERN (4'X8' SHEETS) 6' -0" EQ WOOD /RESIN COMPOSITE PANEL PATTERN (4'X8' SHEETS) WINDOW WINDOW WINDOW TOWER REFLECTED CEILING PLAN PATTERN (4'X8' SHEETS) CJ w 9 cV N 4 iV C� w C'J w 0 N WOOD /RESIN COMPOSITE PANEL N C3 w \ ft C� w EQ EQ EQ / / f�l OPEN TO ABOVE - SEE TOWER REFLECTED CEILING PLAN 2/A2.2 CEILING AND LIGHTING PER TENANT UNDER SEPARATE PERMIT T.S. ABOVE T.S. ABOVE –3--- SCALE :1 /8 " =1' -0" L° OPEN TO ABOVE- SEE TOWER REFLECTED CEILING PLAN 3/A2.2 EQ 22' -61/2" EQ 1' -3" 1' - GWB CEILING @ 8' -0" AFF 4' -0" 49 EQ 4' -0" EQ / REFLECTED CEILING PLAN 22'-61/2" WOOD /RESIN COMPOSITE PANEL PATTERN (4X8' SHEETS) R IT WOOD /RESIN COMPOSITE PANEL PATTERN (4'X8' SHEETS) 20' -0" CEILING AND LIGHTING PER TENANT UNDER SEPARATE PERMIT EQ DOOR 8' -0" 8' -0" 20' -0" DOOR E WOOD /RESIN COMP*SITE PANEL PATTERN (4'X8' SH. S) 20' -0" 0 OPEN TO ABOVE- SEE TOWER REFLECTED CEILING PLAN 4/A2.2 —\ GRAPHIC SCALE 0 10 LIGHTING LEGEND ICI I EXIT I EQ 1X4 FLUORESCENT i 2� 0 EQ EQ 0 EQ CJ w \ \ O CEILING MOUNTED FIXTURE • WALL MOUNTED FIXTURE O RECESSED DOWNLIGHT o WALL MOUNTED UPLIGHT 8 SURFACE MOUNTED WALL PACK FIXTURE A 50 CFM EXHAUST FAN / LIGHT DO7 2 -TUBE FLUORESCENT INDUSTRIAL CHAIN MOUNTED LIGHT ILLUMINATED EXIT SIGN W/ MIN. 5 FOOT CANDLES AND 90 MINUTE BATTERY BACK UP object + space ltd FEB 01 2008 Pbriivar architecture + interiors + fumihoe + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info©objectandspace.com 7591 REGISTERED ARCHITECT JAMES BESTEt! CTTI STATE OF Y'!AS}11NGTON BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PERMIT SUBMITTAL CONSTRUCTION SET REVISION REVISION TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23.07 3.2.07 6.4.07 9.10.07 10.15.07 REFLECTED CEILING PLAN scale: 1/8" = 1' - A2.2 FINISH SCHEDULE TAG T -1 T -2 WD -1 MTL -1 MTL -2 MTL -3 PT -1 PT -2 0 0 MATERIAL PORCELAIN TILE CLADDING PORCELAIN ACCENT TILE CLADDING WOOD /RESIN COMPOSITE PANELS METAL SIDING STANDING SEAM METAL ROOF ANODIZED ALUMINUM PAINT (CONC) PAINT (STEEL) MAXIMUM HEIGHT LIMIT CD METAL SIDING, TYP EXTERIOR LIGHT SCONCE, TYP WOOD /RESIN COMPOSITE PANEL SIDING, 2'X4' PANELS TYP. START COURSING AT BOTTOM OF WALL. MFR ATLAS CONCORDE ATLAS CONCORDE PRODEMA AEP SPAN AEP SPAN TBD TBD TBD EQ EQ PILASTER, TYP UNO DESCRIPTION FORMAT GREY, STRUTTURATO 18 "X18" (ROUGH FACE) FORMAT GREY 4.8724" (SMOOTH FACE) BAQ+ COLOR: RUSTIK, 6MM MINI -V -BEAM - COLOR:TBD KLIP RIB - COLOR:TBD COLOR: DARK BRONZE COLOR: TBD COLOR: TBD WOOD /RESIN COMPOSITE PANEL SIDING, TYP PAINTED STEEL CANOPY, TYP TOP OF STEEL EXTERIOR LIGHT SCONCE, TYP BOT OF " Ng CANOPY 1, WOOD /RESIN COMPOSITE PANEL SIDING, 2'X4' PANELS TYP. START COURSING AT BOTTOM OF WALL. � X EQ l \ EQ PAINTED STEEL COPING, TYP METAL SIDING, TYP ANODIZED ALUMINUM STOREFRONT SYSTEM, TYP PORCELAIN TILE CLADDING, TYP 8 WOOD /RESIN COMPOSITE PANEL SOFFIT, TYP PILASTER, TYP UNO SURFACE MOUNTED WALL PACK FIXTURE n WEST ELEVATION i SCALE: 1/16"= 1 PAINTED STEEL COPING, TYP PAINTED CONCRETE I ® NORTH ELEVATION SCALE: 1/16 " =1' -0" ANODIZED ALUMINUM STOREFRONT SYSTEM, TYP PAINTED STEEL CANOPY, TYP 1' -9" 1' -9" EQ 1' -9" ci EAST ELEVATION SCALE: 1/16 " =1' -0" WOOD/RESIN COMPOSITE PANEL SOFFIT, TYP EQ PILASTER, TYP UNO 9 0 STANDING SEAM METAL ROOF, TYP METAL SIDING, TYP PAINTED STEEL COPING, TYP PAINTED CONCRETE WOOD /RESIN COMPOSITE PANEL SIDING, TYP PORCELAIN TILE CLADDING TOP OF S WOOD /RESIN CU PANEL SIDING, 2') PANELS TYP. STP COURSING AT BO WALL. BOT OF CANOPY STANDING SEAM METAL ROOF, TYP METAL SIDING, TYP LIGHT E, TYP • • WOOD /RESIN COMPOSITE PANEL START POINT (2'X4' PANELS) EQ EQ PILASTER, TYP UNO EQ 11 l k - ANODIZED ALUMINUM STOREFRONT SYSTEM, TYP METAL SIDING,TYP SOUTH ELEVATION ELEVATION SCALE: 1/16 " =1' -0" 2 SCALE: 1/16 " = 1' - 0" ANODIZED ALUMINUM STOREFRONT SYSTEM, TYP WOOD /RESIN COMPOSITE PANEL SIDING METAL SIDING, TYP TOP OF S SURFACE MOUNTED WALL PACK FUTURE -. r PAINTED STEEL COPING, TYP f_ PAINTED CONCRETE WOOD/RESIN COMPOSITE PANEL SIDING, 2'X4' PANELS TYP. START COURSING AT BOTTOM OF WALL. BOT OF CANOPY CV . • 1 111 = ii 'r€ € ill[ . SURFACE MOUNTED WALL PACK FIXTURE 1)01 METAL SIDING SOUTHWEST ELEVATION SCALE: 1/16 " =1' -0" ;i 1 m .. 4 ' 'Q " WOOD /RESIN COMPOSITE SIDING, 2'X4' PANELS, TYP object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PERMIT SUBMITTAL CONSTRUCTION SET REVISION REVISION RECEVED CITY OF TI 1: I FEB 0 1 2003 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23.07 3.2.07 6.4.07 9.10.07 10.15.07 EXTERIOR ELEVATIONS scale: 1 /4" = 1' -0" A3.0 l l I FINISH SCHEDULE TAG T -1 T -2 WD -1 MTL -1 MTL -2 MTL -3 PT -1 PT -2 0 0 MATERIAL PORCELAIN TILE CLADDING PORCELAIN ACCENT TILE CLADDING WOOD /RESIN COMPOSITE PANELS METAL SIDING STANDING SEAM METAL ROOF ANODIZED ALUMINUM PAINT (CONC) PAINT (STEEL) MAXIMUM HEIGHT LIMIT CD METAL SIDING, TYP EXTERIOR LIGHT SCONCE, TYP WOOD /RESIN COMPOSITE PANEL SIDING, 2'X4' PANELS TYP. START COURSING AT BOTTOM OF WALL. MFR ATLAS CONCORDE ATLAS CONCORDE PRODEMA AEP SPAN AEP SPAN TBD TBD TBD EQ EQ PILASTER, TYP UNO DESCRIPTION FORMAT GREY, STRUTTURATO 18 "X18" (ROUGH FACE) FORMAT GREY 4.8724" (SMOOTH FACE) BAQ+ COLOR: RUSTIK, 6MM MINI -V -BEAM - COLOR:TBD KLIP RIB - COLOR:TBD COLOR: DARK BRONZE COLOR: TBD COLOR: TBD WOOD /RESIN COMPOSITE PANEL SIDING, TYP PAINTED STEEL CANOPY, TYP TOP OF STEEL EXTERIOR LIGHT SCONCE, TYP BOT OF " Ng CANOPY 1, WOOD /RESIN COMPOSITE PANEL SIDING, 2'X4' PANELS TYP. START COURSING AT BOTTOM OF WALL. � X EQ l \ EQ PAINTED STEEL COPING, TYP METAL SIDING, TYP ANODIZED ALUMINUM STOREFRONT SYSTEM, TYP PORCELAIN TILE CLADDING, TYP 8 WOOD /RESIN COMPOSITE PANEL SOFFIT, TYP PILASTER, TYP UNO SURFACE MOUNTED WALL PACK FIXTURE n WEST ELEVATION i SCALE: 1/16"= 1 PAINTED STEEL COPING, TYP PAINTED CONCRETE I ® NORTH ELEVATION SCALE: 1/16 " =1' -0" ANODIZED ALUMINUM STOREFRONT SYSTEM, TYP PAINTED STEEL CANOPY, TYP 1' -9" 1' -9" EQ 1' -9" ci EAST ELEVATION SCALE: 1/16 " =1' -0" WOOD/RESIN COMPOSITE PANEL SOFFIT, TYP EQ PILASTER, TYP UNO 9 0 STANDING SEAM METAL ROOF, TYP METAL SIDING, TYP PAINTED STEEL COPING, TYP PAINTED CONCRETE WOOD /RESIN COMPOSITE PANEL SIDING, TYP PORCELAIN TILE CLADDING TOP OF S WOOD /RESIN CU PANEL SIDING, 2') PANELS TYP. STP COURSING AT BO WALL. BOT OF CANOPY STANDING SEAM METAL ROOF, TYP METAL SIDING, TYP LIGHT E, TYP • • WOOD /RESIN COMPOSITE PANEL START POINT (2'X4' PANELS) EQ EQ PILASTER, TYP UNO EQ 11 l k - ANODIZED ALUMINUM STOREFRONT SYSTEM, TYP METAL SIDING,TYP SOUTH ELEVATION ELEVATION SCALE: 1/16 " =1' -0" 2 SCALE: 1/16 " = 1' - 0" ANODIZED ALUMINUM STOREFRONT SYSTEM, TYP WOOD /RESIN COMPOSITE PANEL SIDING METAL SIDING, TYP TOP OF S SURFACE MOUNTED WALL PACK FUTURE -. r PAINTED STEEL COPING, TYP f_ PAINTED CONCRETE WOOD/RESIN COMPOSITE PANEL SIDING, 2'X4' PANELS TYP. START COURSING AT BOTTOM OF WALL. BOT OF CANOPY CV . • 1 111 = ii 'r€ € ill[ . SURFACE MOUNTED WALL PACK FIXTURE 1)01 METAL SIDING SOUTHWEST ELEVATION SCALE: 1/16 " =1' -0" ;i 1 m .. 4 ' 'Q " WOOD /RESIN COMPOSITE SIDING, 2'X4' PANELS, TYP object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PERMIT SUBMITTAL CONSTRUCTION SET REVISION REVISION RECEVED CITY OF TI 1: I FEB 0 1 2003 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23.07 3.2.07 6.4.07 9.10.07 10.15.07 EXTERIOR ELEVATIONS scale: 1 /4" = 1' -0" A3.0 CV 9 U, N STOREFRONT HEAD T.O. TUBE STEEL COLUMN STOREFRONT SILL BOT OF CANOPY BO�T OF BEAM 0 00 \ CENTERLINE OF CANOPY KNIFE �PLATE AND BEAM Airk / I 6'-6° 12 SLOPE DOWNSPOUT BEYOND 4' -0° — / — / I \ I II II • c d SCALE:3 /4 " =1' -0" a WALL SECTION AT TENANT 2 A T.O. WOOD BEAM T.O. EXIST. JOISTS, VIF STO ONT METAL CANOPY, TYP ALUMINUM STOREFRONT SYSTEM, TYP / — / WALL SECTION AT TENANT 1 1 1SCAL E: 3/4 " =1' -0" object + space ltd 7591 1170 architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com BAKER BOULEVARD RETAIL CENTER c - FEB 01 2008 LAzr REGISTERED ARCHITECT DD JAMES BERTELLOTTI STATE OF WASHINGTON TUKWILA, WA DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23.07 PERMIT SUBMITTAL 3.2.07 CONSTRUCTION SET 6.4.07 REVISION 9.10.07 WALL SECTIONS scale: 3/4" = 1' -0" A5.0 EXIST T.Q. PLATE BOT OF CANOPY e---- CENTERLINE OF CANOPY KNIFE 'PLATE AND BEAM 44 , •4 e 4 4 ' 4' -D° •4 4.. ., 4 . 4 4 4 C r. WALL SECTION AT TENANT 4 SCAL E: 3/4" = 1 '-0" 1 4 e 4 4 4 4 ,. 4 0 U, N J \ � STOREFRONT HEAD T.O. TUBE STEEL COLUMN - - � e STOREFRDNT SILL 0 ao BOT OF CANOPY ® BOT OF BEAM 9 ALUMINUM STOREFRONT SYSTEM, TYP CENTERLINE OF CANOPY KNIFE PLATE AND BEAM METAL CANOPY TYP ALUMINUM STOREFRONT SYSTEM, TYP CONC SIDEWALK, TYP 4 4 C 4' -0° 12 SLOPE 1 10 A6.0 SCALE:3 /4 " =1' -0" / / I WALL SECTION AT TENANT 2 4 EXIST CONC SLAB, TYP T.O. WOOD BEAM T.O. EXIST. JOISTS, VIF 4 \ a t 4 4 ;, object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PERMIT SUBMITTAL CONSTRUCTION SET REVISION ! EE r P J FEB 01 2008 TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23.07 3.2.07 6.4.07 9.10.07 WALL SECTIONS 1 scale: 3/4" = 1' -0" ,,a A5.1 SCAL E: 3/4" = 1 '-O" WALL SECTION AT TENANT 1 �® T.O. TUBE STEEL STOREFRONT HEAD \/ e— STOREFRONT HEAD ,� T.O. TUBE STEEL COLUMN IL ALUMINUM STOREFRONT SYSTEM, TYP ALUMINUM STOREFRONT SYSTEM, TYP CONC SIDEWALK, TYP 4' -0" SCALE:3 /4 " =1' -0" WALL SECTION AT TENANT 6 T.O. STEEL BEAM / (2-1/2" BELOW T.O. EXIST. JOISTS, VIF) EXIST CONC SLAB, TYP / •.j, •...•yam •"• 3 01 o object + space Ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com 7591 n FEB 0 1 2008 I REGISTERED ARCHITECT r TODD AMES 6ERTELLOTTI STATE OF WASHINGTON BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23.07 PERMIT SUBMITTAL 3.2.07 CONSTRUCTION SET 6.4.07 REVISION 9.10.07 TUKWILA, WA WALL SECTIONS scale: 3/4" = 1'-0" A5.2 ,... ,..., ; , - -, ••' ', EL. ` /' ... I I9 ` I I e I I ' I I I Il I - --r'` 1_ r r b r -...a J. c . • , 4 a :4 0 a' e 4 ' e a. v .. e. • i - ,'` ; :1' ` 11f ; 1 . 1 ` i: .t J + + 1` :I ,[ � )� 1f i• }+ if .� ' ' +�' it '.f 1[ l i; � �! ..�(_ "r4 "i \_J�.a�•.. ✓�..' \..• \.f \.. ...il, t �..r �..� \..'`..' ,.i` ..:`�._'�_. \_.' \.l ..!..iE...'�,.jl_.' \_l ice..'\..' , e i SCAL E: 3/4" = 1 '-O" WALL SECTION AT TENANT 1 �® T.O. TUBE STEEL STOREFRONT HEAD \/ e— STOREFRONT HEAD ,� T.O. TUBE STEEL COLUMN IL ALUMINUM STOREFRONT SYSTEM, TYP ALUMINUM STOREFRONT SYSTEM, TYP CONC SIDEWALK, TYP 4' -0" SCALE:3 /4 " =1' -0" WALL SECTION AT TENANT 6 T.O. STEEL BEAM / (2-1/2" BELOW T.O. EXIST. JOISTS, VIF) EXIST CONC SLAB, TYP / •.j, •...•yam •"• 3 01 o object + space Ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com 7591 n FEB 0 1 2008 I REGISTERED ARCHITECT r TODD AMES 6ERTELLOTTI STATE OF WASHINGTON BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23.07 PERMIT SUBMITTAL 3.2.07 CONSTRUCTION SET 6.4.07 REVISION 9.10.07 TUKWILA, WA WALL SECTIONS scale: 3/4" = 1'-0" A5.2 I-- 0 0_ a N N 0 0 N GENERAL 1. At least one week before beginning construction, contact Public Works Utilities Inspector and schedule a preconstruction meeting. 2. Notify the Utilities Inspector at 206 - 433 -0179 at least 48 hours (2 working days) before starting project site work. 3. Request a Public Works utility inspection at least 24 hours (1 working day) in advance by calling 206 - 433 - 01179. 4. The Contractor assumes sole responsibility for worker safety, and damage to structures and improvements resulting from construction operations. 5. The Contractor shall have the permit(s) and conditions, the approved plans, and a current copy of City of Tukwila Development Guidelines and Design and Construction Standards available at the job site. 6. All work shall conform to these approved drawings. Any changes from the approved plans require pre - approval from the owner, the engineer, and the City of Tukwila. 7. All methods and materials shall meet City of Tukwila Development Guidelines and Design and Construction Standards, unless otherwise approved by the Public Works Director. 8. Contractor shall maintain a current set of reoord drawings on -site. 9. Contractor shall provide record drawings prior to project final approval. 10. Contractor shall provide traffic control and street maintenance plan for Public Works approval before implementation. 11. All surveying for public facilities shall be done under the direction of a Washington licensed lapel surveyor. Vertical datum shall be NAVD 1988. For projects within a flood control zone, the Permittee shall provide conversion calculations to NGVD 1929. Horizontal datum shall be State Plane Coordinates. 12. The Contractor shall replace, or relocate all signs damaged or removed due to construction. GRADING AND EROSION CONTROL NOTES 1. The erosion prevention and sediment control (ESC) measures on the approved plans are minimum requirements. 2. Before beginning any construction activities, establish the clearing limits and install construction entrance. 3. Before any ground disturbance occurs, all downstream erosion prevention and sediment control measures (ESC) must be constructed and in operation, Install and maintain aii ESC measures according to the ESC plan. 4. ESC measures, including all perimeter controls, shall remain in place umtil final site construction is completed and permanent stabilization is established. 5. From May 1 through September 30, provide temporary and permanent Jover measures to protect disturbed areas that will remain unworked for seven days or more. 6. From October 1 through April 30, provide temporary and permanent cover measures to protect disturbed areas that will remain unworked for two days or more. In addition to cover measures, the Contractor shall: • Protect stockpiles and steep cut and fill slopes if unworked for more than 12 hours. t Stockpile, on site, enough cover materials to cover all disturbed areas. 7. By October 8, seed all areas that will remain unworked during the wet season (October 1 through April 30). Mulch all seeded areas. WATER SUPPLY NOTES 1. The Contractor shall install corporate stops, water service lines, and meters. The City of Tukwila will install the meters. 2. Pressure test all water mains and appurtenances. 3. Flush and disinfect new, cleaned, or repaired water mains. 4. Install restrained joints at all bends, tees, and other direction changes. 5. All water rains shall have a blow -off assembly at low point and an air vacuum relief valve at high point of main. 6. Install fire hydrant assembly so it stands plumb and so that the lowest outlet is at 18" above the finished grade. The assembly shall have a clear zone around hydrant of at least 36" and the pumper port shall face street or fire access. 7. The installer of a fire line backflow prevention device installed outside the building and underground, shall have a Level III certificate of competency or a Level U contractor's certificate of competency. If the installer is different from the backflow prevention designer, the installer must stamp, sign, and date the plans, in addition to the designer's stamp, signature, and date. 8. Install water mains crossing sewer lines so that the bottom of the water main Is at least 18 inches above the top of the sewer. Locate full section of water pipe so that its midpoint is above the sewer pipe at the crossing. This installation may require special structural support for the water and sewer pipe. 9. Install water supply Iinep at least 10 feet horizontally, measured edge to edge, from any existing or proposed sewer and at least 18 inches above the top of a sewer. BAKER BOULEVARD RETAIL CENTER SITE CONSTRUCTION PLANS 406 BAKER BLVD. JANUARY, 2008 PROJECT INFORMATION: OWNER APPLICANT: VILLAGE PARTNERS SOUTHCENTER, LLC 1420 FIFTH AVENUE, SUITE 2200 SEATTLE, WA 98101 PHONE: 206- 391 -2345 ARCHITECT: LLOTTI, AIA OBJECT + SPACE LTD. 3445 CALIFORNIA AVENUE SW STUDIO SEATTLE, WA 98116 PHONE: 206- 937 -5222 FAX: 206 - 937 -5228 ENGINEER: ERIK S. DAVIDO, P.E. DAVIDO CONSULTING GROUP, INC. 15029 BOTHELL WAY NE, SUITE 600 LAKE FOREST PARK, WA 98155 PHONE: 206 - 523 -0024 FAX: 206 -523 -1012 SURVEYOR: GEOTATOW INC. 1505 NW MALL ST. ISSAQUAH, WA 98027 PHONE: 425 837 8083 CELL 206-218-4707 FAX 425 837 0583 PROJECT ADDRESS: 406 BAKER BOULEVARD TUKWILA, WA 98188 TAX PARCEL NO. 022310 -0037 SHEET INDEX: 1. CO1 - COVER SHEET 2. CO2 - SITE & ESC PLAN 3. CO3 - GRADING PLAN 4. CO4 - DRAINAGE PLAN 5. CO5 - UTILITY PLAN 6. C06 - PROFILES & DETAILS 7. C07 - DETAILS 8. C08 - STORMFILTER CB DETAIL 1 VICINITY MAP NOT TO SCALE LEGAL DESCRIPTION: THAT PORTION OF TRACT 3 ANDOVER INDUSTRIAL PARK NO. 2, ACCORDING TO THE PLAT T RECORDED IN VOLUME 71 OFSPLATS, PLATS AND 69, IN K ING COUNTY, WASHINGTON, BEGINNING AT THE SQUTNWEST CORNER OF SAID TRACT 3• THENCE SOUTH 88'25 27 EAST ALONG THE SOUTHERLY LIMITS POINT IOFTBEGINNING DISTANCE POINTT OF 250. O T O HE E SOUT O EAST TRUE CORNER OF THE DAVIDSON PRODUCTS COMPANY SITE, AS DESCRIBED IN THAT INSTRUMENT RECORDED UNDER RECORDING NUMBER ORTH 01'05'06" EAST A DISTANCE OF 214.00 FEET TO THE SOUTHERLY BOUNDARY OF THE KIRSCH COMPANY SITE, AS RECORDED UNDER RECORDING NUMBER 6110635• THENCE SOUTH 88'25'27 EAST A DISTANCE OF 152.01 FEET TO THE SOUTHEAST 9OFjIJER OF SAID KIRSCH COMPANY SITE; THENCE SOUTH 01 06 WEST A DISTANCE OF 214.00 FEET TO THE SOUTHERLY LIMITS OF SAID TRACT 3; THENCE NORTH 88'25 27 WEST A DISTANCE OF 152.01' FEET TO THE TRUE POINT OF BEGINNING. BASIS OF BEARINGS: PER ROS: 1 9990901 90001 0 ACCEPTED THE BEARING OF BAKER BOULEVARD BASED ON FOUND MONUMENTS. VERTICAL DATUM & CONTOUR INTERVAL ELEVATIONS SHOWN ON THIS DRAWING WERE DERIVED FROM ELEVATION DATA PROVIDED BY THE CITY OF SEATTLE. ON CENTERLINE CHRISTIAN ROAD AT PC CURVE TO NW ABOUT 425 FEET NORTH OF BAKER BOULEVARD 2" BRASS DISS DISK IN CONCRETE, 0.66 FEET BELOW RIM IN CASE. 2.0' CONTOUR INTERVAL - THE EXPECTED VERTICAL ACCURACY IS EQUAL TO 1/2 THE CONTOUR INTERVAL OR PLUS / MINUS 1.0' FOR THIS PROJECT. l�D PAVEMENT RESTORATION 1. Compact backfill to compaction of undisturbed ground or compact backfill to meet City standards. 2. Restore pavement to its original condition immediately following backfilling or when concrete is cured. a. Except for winter or other weather conditions which prevent paving, complete paving, resurfacing, or facility replacerrlent : - On principal arterial, major or collector street within 3 calendar days. • On other streets within 7 calendar days b. For work prevented due to weather: • Provide a temporary patch. • Provide a construction schedule addressing means and methods to minimize traffic disruption and to complete work as quickly I?Q §4•le. STORM DRAINAGE NOTES 1. All methods and materials shall meet City of Tukwila Development Guidelines and Design and Construction Standards, and the current King County Surface Water Design Manual, unless otherwise approved. 2. Mark all storm drain inlets with "Dump No Waste" and either "Drains to Streams", "Drains to Wetlands ", or "Drains to Groundwater", as applicable. 3. Driveway culverts shall be of sufficient length to provide a minimum 3:1 slope from the edge of the driveway to the bottom of the ditch. Culverts shall have beveled end sections that match the side slope. 4. Single family residences constructed on lots created by subdivision must provide downspout infiltration shown on the approved plans. 5. Coordinate final stub -out locations with the Utilities Inspector. Provide a wire or other detection device and mark stub -out location with a 5 -foot 2 "x4" stake, buried 4 --feet and labeled "storm' or "drain". SANITARY SEWER NOTES 1. All methods and materials shall meet City of Tukwila Development Guidelines and Design and Constipation Standards, unless otherwise approved. 2. The Contractor shall mark the end of the side sewer, inside the property line, with a 4 foot pressure treated 2 x 4, buriad in the ground 4 feet. The buried end shall have a 2 x 4 cleat nailed to it to prevent withdrawal of the stake. The exposed 1 -foot shall 14P painted traffip yellow and the depth to the side server or tee shall be indicated in black paint. 3. Install sanitary sewer lines at least 10 feet horizontally, measured edge to edge, from any existing or proposed water supply and at least 18 inches below the bottom of a water line. UTILITY NOTES 1. All trench excavation operations shall meet or exceed all applicable shoring laws for 2. Place power, cable, fiber optics, and telephone lines s in a trench with a 5' C : ` ° a ` minimum horizontal separation from other underground utilities. 3. Adjust all manholes, catch basins, and valves in public rights -of -way or easements after asphalt paving. 11. 10 trenches. All trench safety systems shall meet WISHA requirements. BASE MAP /TOPO PROVIDED BY OTHERS, DCG CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITY, AND ALL OTHER EXISTING FEATURES AND CONDITIONS, AND ADJUST PROPOSED GRADING AND IMPROVEMENTS AS NECESSARY. WORK IN RIGHT-OF-WAY 1. When activity is unattended, install a sign with minimum two -inch letters stating Permittee or company name, and day and evening phone numbers. TMC 11.08.140 2. Install barricades, signs, warning lights, and safety devices sufficient to notify public of obstruction or traffic hazard. Devices must remain until the obstruction is cleared and the right -of -way is restored. TMC 11.08.170A 3. Maintain access to fire stations, fire hydrants, fire escapes, and fire fighting equipment. TMC 11.08.180 4. Maintain access to property adjoining excavation or site work. 5. Preserve and protect all property adjoining excavation or site work. 6. Restore disturbance Ito priivate and public property. TMC 11.08.220.D 7. Disturbance of survey monuments and markers requires the Director's preapproval. A licensed surveyor shall replace disturbed monuments and markers. 8. Comply with all state and city laws and procedures to protect public from air, water and noise pollution. TMC 11.08.210 9. Install temporary sidewalk or curb ramp if permanent is blocked. TMC 11.08120 10. Cover open excavation with non -skid steel plates ramped to elevation of contiguous right of way surface. TMC 11.08.220 Store all stockpile material shall be stored in a safe manner to protect the public. PERMIT CENTER CORRECTION LTR# RECEIVED JAN 3 0 2008 REVISION N 070 CALL 2 BUSINESS DAYS BEFORE YOU DIG 1- 800 -424 -5555 (UNDERGROUND UTILITY LOCATIONS ARE APPROX.) w z 0 w F- Q 0 -J F- Li 0 >-- F- 0 w d (I) z J w 0 w cn w 0 z 0 N N 0 0 O N Op Q w Q w F- F-- w J F- z w 0 0 w NJ V7 F- LU F- ❑ w U) w 0 z N 0 0 Z 0 F- 0 w z 0 0 Z Q O 0 z N 0 0 EXPIRES 7/18/ U J w N O z N , w _ () 0 F-- O D F-- W v) ) wQ I- < � CV 0 V) Q PROJECT MANAGER: DESIGNED BY: DRAWN BY: CHECKED BY: SCALE: DATE: w F- F- w J z O I- 0 w O 0 w w co 0 0 ro 01/30/2008 SHEET NUMBER X w 0 Z F- Lt1 w U) 0 z a 0 J 0 to w Q J W 0_ 0 0 LLI F- W LIJ Lr Q a I < 0 W J -J O CO W Q m < (0 CD O ED NMD NMD, MEB ED SCALE AS SHOWN C01 F- w 0 Z Q � EL J- Q = 0 w UJ F - F- F- a D LL 0 0 I I I I Ln(ONCO 0 0 0 0 0 0 0 0 oo d m Q M w N 0 d N a N W to REV (SHEET F O 4 8 N 0 0 N 1.1 N uy U — 1)0' -- z ;A ICH B,A'. Ir,l ...... RIM- 29.51' ' =d I T11 S L:l 24.0' 80.5' cL 3a:S...za_ � TB rnwrlw wwwwwi 11111�1111� 11111.1111!!11 Iw II ��ryassuvs 111111111111■11111 111■um. ■.1111 APFIAI. ' 1 43 ' 31 _4, W P, \CK 0 ;E.. H N 0 0 CCi C] 111 I- ¢ a CC w I-- I- Li.l J H LO 0 0 LtJ N w I-- L.>_I 0- L�1 F--- a UJ Ln LA O 0 I- 0 w z 0 0 z C 0- 0 I- (/) a La.1 (/) LJ-.I DATE: w I- I- L�I z 0 0 Lil CC 0 0 0C Lii 0_ z J d a LJ-I 01/30/2008 2 10 0 10 20 SCALE IN FEET CH AIN LINK.. I O.1- 14I1\1 I_ tN K, FEN w ce 0 0 BUILDING, SE . I . 5/8" x i'. STEEL ROD W 2 ALUMINUM CAP / .NCE IN 0. CHAIN IINK FENCE 1 \ Alli, .-*-, \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \, \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \\ \ CHAIN LINK FENt.:L OUT 3.5' W. N OUT 0.5' w a. 0 I ! z W Of LU 0 i 5.00' 0 GO El- LU z C'? 1J) Sn 5/8 ., k 24 " STEEL R(11.) W/ ALUMIIKJUM CAP 15.0 ). U . L a vJ L 0 L : — ss - SD SD - POWER VAULT SD w SS - SD tl PAD MCI IN TE :D TRANSFukMER w SD a CD u co - I: 0 C9 1 9 — CO ra: Li_ 0 /75 "'BBB LL z*C frill rn SS • 80.2' w SD r w w SD SD SD SD SD DS / GAS klE'. TER w EXISTING; TRANSFORMER J SD w w SD SD p !.0 0) F 0 LLI 1 I ..� ! _47 ( 4 1- T , - : - : N01 @5'06 "E 214.00' I EXISTING P()LE /VA(.IL.T Lr - IA! \I ._INK FENCE. OUT 4. V /)I )/? FENCE Ird r 47.5' w w SD ';'31 0- 0032 w 022310 • 00,38 r E 58 w SD - SD ' L I ss • - -- CHAIN LINK FENCE OUT `;_ I' USE EXISTING ASPHALT OR INSTALL TEMPORARY STABILIZED CONSTRUCTION ENTRANCE WO OD FENCE U/i i 0.1' S01'05'06 "W 214.00' DS CHAIN LINK FLNHJ- UI.1 1 4 N 6" CONCRETE C . B 6" CONCRETE CURB LANDS c. :ArlNN H _.. STREETITREE PER LANDSCAPING PLAN 1 (TYP) I r� ITB !TB vy . V7 STREET TREES PER LANDSCAPE PLAN (TYP) V1 15' CONCRETE SIDEWALK 1N t'I )rJt:I E I 6” CONC CURB r1 WRB BASE MAP/TOPO PROVIDED BY OTHERS, DCG CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITY, AND ALL OTHER EXISTING FEATURES AND CONDITIONS, AND ADJUST PROPOSED GRADING AND IMPROVEMENTS AS NECESSARY. CB#2 INSTALL TEMPORARY INLET PROTECTION ' FLOW LINE 6"CONRETE CURB & GUTTER (TYP) CB#3 INSTALL TEMPORARY INLET PROTECTION EXISTING DRIVEWAY TO BE REPLACED W/ SIDEWALK CONTRACTOR SHALL POTHOLE FOR UTILITIES BETWEEN CB#3 & CB#4 8c ADJUST SD SYSTEM AS NECESSARY. CB#4 INSTALL TEMPORARY INLET PROTECTION , NEW STREET LIGHT (SEE SHEET CO5) SIDEWALK, CURB, GUTTER, PAVEMENT RESTORATION AREA FIRE SUPPRESSIdN VAULT (BY OTHES) 1 w ) CB#1 INSTALL TEMPORARY INLET PROTECTION SIDEWALK, CURB, GUTTER, PAVEMENT RESTORATION AREA 111V 1 3.12 15' CONCRETE SIDEWALK NEW COMMERCIAL DRIVEWAY PER CITY OF TUKWILA STDS. CONTRACTOR SHALL POTHOLE FOR UTILITIES BETWEEN SSMH & SSSCO & ADJUST SD SYSTEM AS NECESSARY. C07 RECEIVEL JAN 3 0 2008 PERMIT CENTER try - LL VA LER CALL 2 BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROX.) c) r ( IEXPIRES 7/18/ (79 PROJECT MANAGER: DESIGNED BY: DRAWN BY: CHECKED BY: SCALE: SHEET NUMBER Lu Lu LLI OC CO LA W co CO CD ED NMD NMD, MEB ED 002 SCALE AS SHOWN -J CL LU 0000 cn tn cc SHEET 2 OF 8 Lu a 0 EG 33.21' CHAIN LINK FENCE OUT 0.5' 4. l ' - Ego- 15.41' - 15.41 FL 33.20' INVERTED CROWN NEVV LOADING AREA 10 CHITIN L.1NK F"EN'�;E OUT 1.4' NN, 33.76' =n-wutitiOs _..._ . 80.2' GAS METER SW 33.48' 1,'1.5..`3' BOW 33.52' li BOW 33.52' I5.5' FG 33.45' • , ... `; III roc 33.45' .RE1 E TOC 33.45' TOP 33.45' 0 27FATCII B:; °'•iii RIPMI =-29,5(; BOW 33.52' TOP 33.05' TOP 33.05' FF =.')Ar: FG 32.94' .u_. <,,:.. TB EIS FL 32.00' �n =MIME .- �r - - - -ri • • Mai t N TOP 29.14' RIM 31.86' ASPHALT TOP 31.05' TOP 33.45' _.__. W W_ CONC 31.33' TOPS 1.15' o 92 0 > z < : m -- T . 0 FL 32.20' FL 30.90' 1 1 . 1 1 0 10 20 SCALE IN FEET 1. UNLESS OTHERWISE SHOWN ON PLANS THE TOP F CURB IS EQUAL TO THE TOP OF :NT PLUS 0.50'. GRADING QUANTITIES: TOTAL : CUT 32 C.Y. TOTAL SITE FILL 26 C.Y. TOTAL NET CUT 6 C.Y. (DOES NOT INCLUDE REPLACEMENT OF ABBREVIATIONS: 1K OF WALK -i FLOOR H GRADE LINE HANDICAP M DRAIN SANITARY SEWER SANITARY SIDE SEWER ST BLOCK TOC = TOP OF CURB TOP = TOP OF PAVEMENT BUILUIN, SET 5/8" X 24" STEEL ROD W/ 2" ALUMINUM CAP CHAIN LINK FENCE \\ \ \ Ui a. Ui 15.0 f - -- SW 33.48' - ��- - - ---- SET 5/8" X 24" • STEEL ROB) W/2" ALUMINUM CAP SD t1 - POWER VAULT PAD Fv1Ct +INIEA) 1RANSF`..)RMER EXIS FIN( TRANSFORMER �- N -- w SD SD 5'06 "E „ 214.00' C.• 1 I A l N 1 1141.. F E N C E C )C! T MAN) F ENCE FG 33.12' 47 1 _? 2310• - 0037 - FG 33.57' FG 33.45' U2.23IC.) •00.8 Sal '06 "W 214.00' TOP 33.45' Alt . `f\I± IFF P,C;F= 1 TOP 32.25' CHAIN LINK FENCE 01.1T .5.1' FG 32.97' CHAIN LINK FENCE. CCU T FG 31.47' , N ..... ,. K TOP 30.51' - -• . - FG 30.35' BOW 28.56' TOP 29.70' x BOW 29.80' LAND:I(_APIr.l` . PVV' PIPE / FG 28.37' TOC 29.50' FL 29.00' • 011 TOC 28.26' FL 27.76' FLOW TOC 28.48' FL 27.98' MATCH EXISTING GRADE - TOC 28.72' -- FL 28.22' • H TOC 28.97' FL 28.47' I (fl }TB SW 29.19' TOC 29.09' FL 28.59' SW 29.24' TOC 28.64' FL 28.64' SW 29.34' TOC 28.74' FL 28.74' SW 29.44' u ) PACK OF (2 in V ) Cr) LINE ()RAN T TOC 28.84' FL 28.84' SW 29.49' TOC 29.39' FL 28.89' .__ SET . BR'A`S E)I.I; IN CONCRETE i tr.) I ()a BASE MAP /TOPO PROVIDED BY OTHERS, DCG CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITY, AND ALL OTHER EXISTING FEATURES AND CONDITIONS, AND ADJUST PROPOSED GRADING AND IMPROVEMENTS AS NECESSARY. i •? L_) SE., i 2" I- Z L'\`~5`, DISK CUNCF I' TF. RECEIV r JAN 30 �'08 PERMIT C NTT C') CALL 2 BUSINESS DAYS BEFORE YOU DIG 1-- 800 - 424 --5555 (UNDERGROUND UTILITY LOCATIONS ARE APPROX.) SHEET NUMBER CO3 35LF8 "PVC SD @ 2.00% annn• rr__nr,n nr•�w�nn p•U1•11 ••• ••••••M•••••A• Yui1.11■■ ■■ ■■■■■v■■■ ■■■� o■m ••1151•.■ ■ ■■ ■111 ■1 • . 7!■■ •••••1 [_tilL17 MEMOIR! NEW LOADING AREA +I0°30' GRIM I_!1NK FEN' ::E OUT 1.4' ---. 6" SDCO RIM 33.00' 6" IE 31.00' C; sb..- ri1v�>�I 90 LF 6" PVC SD @ 1.00% 138 LF 6" PVC SD @ 1.49% 45 LF 6" PVC SD @ 2.00% h 1a V • A c I R,. \';IN _, _JNCRE If. WALL 54 LF 6" PVC SD @ 2.56% ti� \� llb +? .$.\i•�Y a:.li4.; ssb.i�.1.1. 1.� \`ati' .!:a•. v>a Sti. rte F [7:= .7,3. 58 ,..J.. -.... 42 LF 6" PVC SD @ 3.02% WA F LOIN LINE CB #3 TYPE 1 RIM 30.50' 6" IE (N) 26.00' 8" IE (W) 25.58' 8" IE (E) 25.57' 8" IE (S) 25.50' 20LF8 "PVC SD @ 4.00% F•r E: H 'tl)RAN CB #7 TYPE 2 — 48 "0 RIM 28.50'± 8" IE (N) 22.83' (MATCH EX CROWN) 17 1I (W) IE. (E.) 22,25'.i- 42 LF 8" PVC SD @ 3.98% SAWCUT APPROX. LOCATION EX 15" STORM DRAIN CONTRACTOR SHALL FIELD LOCATE EXISTING STORM DRAIN & ADJUST DRAINAGE SYSTEM AS NECESSARY OR INSTALL NEW SD LATERAL CB #4 TYPE 1 RIM 28.22' 8" IE (N) 24.70' 8" IE (5) 24.50' N Q 0 N C ¢ ca w I— ¢ a w I— I— w J I— z w 0 0 a a a 2 2 2 z zz¢ z 0 I- U w z 0 U a 0 I— vi a w w w H F- W z 0 F- U w 0 U w z CL a w to (LI CC PROJECT MANAGER: DESIGNED BY: DRAWN BY: CHECKED BY: SCALE: DATE: 01/30/2008 ED NMD NMD, MEB SCALE AS SHOWN SHEET 4 OF 8 0 0 N a 10 0 10 SCALE IN FEET ABBREVIATIONS: BOW = BACK OF WALK FT = FINISH FLOOR FG = FINISH GRADE FL = FLOWLINE HC = HANDICAP SD = STORM DRAIN SS = SANITARY SEWER SSS= SANITARY SIDE SEWER TB = THRUST BLOCK TOC — TOP OF CURB TOP = TOP OF PAVEMENT W = WATER )2310 - -'0036 CH ,b, ,......\\\\\\.\\\\\\\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ w 0 0 z E UILDINi.; SF.I- 5/8" X 24' STEEL ROD W/2" ALUMINUM CAE' CHAIN LINK FEI\ICI. ?IN LINK, I .NCE I OUT 3.5' \\ \\ \\ \\ \\ CHAIN LINK FENCE OUT 0.5' 20 SET 5/8" X 24' STEEL ROD W:' ALUMINUM CAP LU z i-- POWER VAtJL i v PAL) M()I'N IE:D TRANSFORMER 5S - _ _._ ______ _.__ SS SS - - -- X - SS ..._ TRANSFORMER SS — z LU EX!STIN( "'°L.E,:'VAI, '1 CHAIN LINK c )U I 4.5' .. WOOL) FENCE. !N • 1, ?231U- -0032 0 2 2 3 1 ( ) 1 11/(:)0L.) PE NCE. ti41 I 0. 501'05'06 "W SS 6" SDCO RIM 33.45' 6" IE 28,94' (I it \IN I_ INI». I F.t'IL E: i..)!_! I 5. 1' 214.00' CHAIN LII'NIIK, FENCE HUT 4c9' LAND q AP PV; PIP( 30.00' CB #2 TYPE 1 RIM 29.50' 8" IE (W) 26.00' OF C !RJR v) ( :ET ; BRASS C'N+. II.I CONCRE :IE BASE MAP /TOPO PROVIDED BY OTHERS, DCG CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITY, AND ALL OTHER EXISTING FEATURES AND CONDITIONS, AND ADJUST PROPOSED GRADING AND IMPROVEMENTS AS NECESSARY. SL_ I , I : ,,, !., DISK IN (UhJt l E. if V) RECEWED JAN 3 0 2008 PERMIT CENTE ,1 C-1 f-] 1) • CALL 2 BUSINESS DAYS BEFORE YOU DIG 1 -800- 424 -5555 (UNDERGROUND UTILITY LOCATIONS ARE APPROX.) U O SHEET NUMBER 7C w Z I-- W w r) 0 z a J U C04 cn _ J Q H W a z �3 o_ U] J ~ Q -I 0h f- a D 0. a I I I 000 0 0 0 z J z Z w 0. w U W � 00 Ewa 1 =axEx U cncDa I I I I 5 Nrr) 0 000 U 0 0 0 cn co '71 -d ° IEXPIRES 7/18/ c)°) PIPE SIZE DIA PIPE AREA SQ FT PRESSURE (PSI) HEAD (FT) A 90° LOAD (LB) A 90° AREA (SF) C 45° LOAD (LD) C 45° AREA (SF) D 22.5° LOAD (LD) D 22.5° AREA (SP) E 11.25 LOAD (LD) E 11.26° AREA (SF) 4 0.08727 250 577.5 4,454.46 4 2,410.74 2 1,228.96 1 617.82 1 6 0.19635 250 577.5 10,022.54 10 5,424,16 7 5 2,765,17 3 1,389.65 1 8 0.34907 250 577.5 17,817.85 18 9,642.95 10 4,915,86 5 2,470.49 2 10 0.54542 250 577.5 27,840.39 28 15,067.11 15 7,681,03 8 3,860.15 4 12 0.78540 250 577.5 40,090.16 40 21,698.64 22 11,060.68 11 5,558.61 6 14 1.06902 250 577.5 54,561.17 55 29,531.54 30 15,054.82 15 7,565.89 8 16 1.39627 250 577.5 71,271.40 71 38,571.80 39 19,663.44 20 9,881.97 10 18 1.76715 250 577.5 90,202.67 1 90 18,817.44 411 24,886. 25 12,506.87 13 20 2.18167 250 577.5 111,361.57 111 60,268.44 60 30,724.12 31 15,440.58 15 22 2,63982 250 577.5 134,747,49 135 72,924.82 73 37,176.19 37 18,683.10 19 24 3.14160 250 577.5 160,360.65 160 86,786.56 87 44,242.74 44 22,234.44 22 28 4.27607 250 577.5 218,268,67 218 118,126.15 118 60,219.28 60 30,263.54 30 30 4.90875 250 577.5 250,563 - 52 251 135,604,00 136 69,129.27 69 34,741.31 35 36 7.06860 250 577.5 360,811.47 361 195,269.76 195 99,546.16 100 50,027.48 50 42 9.62115 250 577.5 491,104.51 491 265,783.83 266 135,493.38 135 68,092.97 68 48 12.56640 250 577.5 641,442.62 641 347,146.23 347 176,970.94 177 86,937.75 89 PIPE SIZE DIA A (ft ' ) C (ft D (ft) E (ft ) 4" 4 2 1 1 6" 10 5 3 1 8" 18 10 5 2 10" 28 15 8 4 12" 40 22 11 6 14" 55 30 15 8 16" 71 39 20 10 18" 90 49 25 13 20" 111 60 31 15 22" 135 73 37 19 24" 160 87 44 22 28" 218 118 60 30 30" 251 136 69 35 36" 361 195 100 50 42" 491 266 135 68 48" 641 347 177 89 N O a N N u7 40 35 30 - 25 20 -. 15 10 5 8' MIN- TO 25 MAX ( ( L NOTES: 0- 20 8 "MIN. ATC.L. 18" MAX.' 24" 0 +00 O . 0 (/) L/1 NOT TO SCALE (C) 0) N w J Lid I- J Ln (I) V) (D SCALE IN FEET MANHOLE RING AND COVER r-- ACCESS -J 4" MIN. - • - 7 CHANNEUZATION J 127 MAX.* STEP PIPE DIAMETER MAX. 21" FOR 48" M.H MAX. 36" FOR 54" M H. 0-20 0 +00 10 0 10 20 1. MAX. PIPE DIAMETER MAY BE LIMITED BY PIPE CONFIGURATION OR AS DETERMINED BY ENGINEER. 2. RUBBER GASKET AND GROUT AT ALL JOINTS. 3. GROUT ALL LIFTING EYE HOLES. 4. SEE S5 -08 FOR ACCESS AND CHANNELIZATION. 5. SEE 5S -13 FOR STEP DETAIL.. 6. INSTALL PER CHAPTER 8 OF THESE STANDARDS. * AliQLIES TO 24" OR SMALLER DIAMETRR PIPES. 48" SANITARY SEWER MANHOLE PER CITY OF TUKWILA STD PLAN SS -04 4 "Mln. NOTES: 0 +50 0 +50 128 . LF . 6' PVC SSS 1. DROP PIPING TO BE SAME SIZE AS INTERCEPTED SEWER 112" BLIND FLANGE WITH STAINLESS STEEL BOLTS. 2. BACKFILL WITH COMPACTED MATERIAL. 3. CLASS 50 DUCTILE IRON PIPE ONLY. 4. CONCRETE CLASS 5 (1 -1/2). CEMENT 5 SACK MIX WITH 1 -1/2" AGGREGATE. 5. SEE 55 -08 FOR ACCESS AND CHANNELIZATION, 6. SEE SS -13 /MR STEP DETAIL. ONE LENGTH TO SOLID BEARING MATERIAL WHEN SPAN IS MORE THAN 4'. FLEXIBLE JOINT V MAX 90° BEND 6" MIN. CONCRETE 2.00% I- - CHANNELIZATION ACCESS OUTSIDE DROP CONNECTION PER CITY OF TUKWILA STD PLAN SS -10 NOT TO SCALE 1 +00 6" SANITARY SIDE SEWER PROFILE 5S SCALE: 1" = 20' HOR SCALE: 1" = 5' VER J I . FXIS 1 STEP S2 CO5 1 +00 FINISHED GRADE, IN ' (GRADE INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PRESENT, AS PER KING COUNTY ROAD STANDARDS 4 " -8" QUARRY SPALLS GEOTEXTILE 12" MIN. THICKNESS \/l J PROVIDE FULL WIDTH OF INGRESS /EGRESS AREA STABILIZED CONSTRUCTION ENTRANCE KING COUNTY STANDARDS 0 .0 L/) U7 CO c CAPPED CROSS .O FY S1 THRUST BLOCKING SIZE NOT TO SCALE 90° BEND NOTES: 1. BEARING AREA OF CONCRETE THRUST -BLOCK BASED ON 250 PSI PRESSURE AND SAFE SOIL BEARING LOAD OF 1000 POUNDS PER SQUARE FOOT. 2. ADJUST BEARING AREA FOR OTHER PIPE SIZES, PRESSURES, AND SOIL CONDITIONS. 3. CONCRETE BLOCKING SHALL BE CAST IN PLACE AND HAVE A MINIMUM AREA OF 1/4 SQUARE FOOT BEARING AGAINST THE FITTING. 4. CONTRACTOR SHALL INSTALL BLOCKING ADEQUATE TO WITHSTAND FULL TEST PRESSURE AS WELL AS TO CONTINUOUSLY WITHSTAND OPERATION PRESSURE UNDER ALL CONDITIONS OF SERVICE. 5. HEIGHT OF THRUST BLOCK MUST BE EQUAL TO OR LESS THAN 1/2 THE DEPTH FROM THE GROUND SURFACE TO THE BLOCKS BASE. 6. USE GALVANIZED OR ASPHALT- COATED SHEEL, THREADED RODS AND PIPE CLAMPS. 7. REFER TO CHAPTER 7 OF THESE STANDARDS. 1 +50 • 59 LF 6" PVC 555 © 4.00% 1 +50 45° BEND A TEE W/ PLUG E 11 -1/4° BEND PLUG DROP IE 23.86' 6" OUTSIDE DROP CONNECTION CO 8LIN0 FLANGE OR SMALLER SIZE PIPE C TEE W/O PLUG 22 -1/2° BEND • 0 IY• . • TI_ J ' . AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF R -O -W PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD - THRUST BLOCKING SIZE - ASSUME 1000 SOIL PRESSURE - DESIGN PRESSURE 250 PSI 1 LF • 6" PVC • SSS © 4.0 %. 0 II III SOLID WALLS FILTER MEDIA FOR DEWATERING - tf�l- 2 +00 2 +00 • co v) • In • w • . z . W 0 CC 0 0 z F- 0 w 2 tY z C. S NOT TO SCALE POROUS BOTTOM CONCRETE THRUST BLOCKING PER CITY OF TUKWILA STD PLAN WS -12A OVERFLOW BLIND FLANGE IE 23.82' CATCH BASIN GRATE STANDARD STRENGTH FILTER FABRIC GRATE ILI II 1 1 1 1 1 1 1 1 1 1 i CATCH BASIN �r SD INLET PROTECTION PER KING COUNTY STANDARDS NOT TO SCALE BASE MAP /TOPO PROVIDED BY OTHERS, DCG CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITY, AND ALL OTHER EXISTING FEATURES AND CONDITIONS, AND ADJUST PROPOSED GRADING AND IMPROVEMENTS AS NECESSARY. 2 +50 0 ct 2 +50 40 30 25 . 0 1 U) O 20 15 if) 10 REVIEWED FOR CODE COMPLIANCE APPROVE 5 JUN - 1 2001 Ci jl Of Tukwii I BUILDING DIVIS ON NOTE: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 C.F. OF STORAGE, THE MEANS TO DEWATER THE STORED SEDIMENT, AN OVERFLOW, AND CAN BE EASILY MAINTAINED. NOTE: ONLY TO BE USED WHERE PONDING OF WATER ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW WILL NOT RESULT IN EROSION OF SLOPES. RECEWED MAY 2 5 2007 PERMIT GEM CALL 2 BUSINESS DAYS BEFORE YOU DIG 1 -800 -424 -5555 (UNDERGROUND UTILITY LOCATIONS ARE APPROX.) >- m W H 0 0 z a z N 0 N N U) 0 IX W z 0 DATE: 05/23/2007 X w 0 z I- w w U) V) z 0 J U REV. 1 CT) J_ w a z a -cn (11 _ JJJ t L- Q I- Er LLI W EL. © I I I I LC) (O N CO 0000 0000 J z F Q w d 0 > w Q 0 01 I I I N 0 0 0 U U 0 I_ z Q a a U 0 rz4 CO Tid C7 � z b U~ o [EXPIRES 7/18/ r,"1 W F- w U (f) J Q J Q>F- wm o CC W of CL Q Q V) > ILI w J �J LL O d CO D! CO PROJECT MANAGER: ED DESIGNED BY: NMD DRAWN BY: NMD, MEB CHECKED BY: ED SCALE: SCALE AS SHOWN SHEET 6 OF 8 SHEET NUMBER C06 ~ WITHIN 50' OF HYDRANT REVISION REVISED PLANS PER CITY OF TUKWILA 1 COMMENT LETTER DATED MAY 8, 2007. I C01 — COVER SHEET CO5 — UTILITY PLAN CO2 — SITE & TESC PLAN C06 — PROFILES & DETAILS CO3 — GRADING PLAN C07 — DETAILS C04 — DRAINAGE PLAN CO8 — DETAILS OR3TIMES DIA, OF THE TAP, WHICHEVER IS GREATER 3'MIN MATERIAL LISTING: 1.3 S HACKLE RODS WITH STAR BOLTS C . _ C A INiI ) AND ASPHALT EMULSION COATING. D.I. CLASS 52 PIPE. 3 P REC A ST CONCRETE VAULT WITH HINGED STEEL PLATE COVER, DIMENSION TO VARY s STORTZ = WITH SIZ OF ASSEMBLY. 4 O 5 HA APPROVED LADDER IF OVER 30" DEEP L. _ _. _ ... =. s ..= ... -,,; - FINISH GRADE � • _ 1113 e '- r ' •„ 12 " �,I II ■I . I-- ! i7 0 ......... .. . .................. tr MIN 5. PIPE SUPPORT STAND UNDER EACH CHECK VALVE. A _ _ : _ . � (-� it MIN. - 6. COPPER OR BRONZE BYPASS WITH AN APPROVED DCVA AND 3/4" WATER METER. 7. APPROVED DCVA IN MAIN LINE WITH TWO RESILIENT SEATED SHUTOFF VALVES AND '- ......... � � .' II II - f Y - . B' MIN � MIN to TEST COCKS. 8. 10 ", 8 " 6' OR 4" COUPLING ADAPTER, FL. 35' MIN. 24" MIN. !� _ �� , �� _ Q O alia, 0 SEE wS-D2 = ■ ■ T O ` O (G O �� p � O 1r MIN. - • • , a MI� 0 14 t� E LENGTH TO FIT. Tz 10. " INTERIOR ... _. � � �. AND EXTERIOR AL AROUND PIPE USING NON-SHRINK GROUT. ", : = . : i.. ilk : . :: . ::::: . :::::: ::: -� I O _ - i _•:•q' 1 I� I II 0 h - O 11. 10 8", 6" OR 4" GATE VALVE FL'MJ WITH POST INDICATOR VALVE. 12. FLANGE TEE ASSEMBLY SIZED ACCORDINGLY. 13. FLANGED 90° BEND. 14. 4" OR 6D.I. CLASS 52 PIPE FL`FL. D. 15. 4" OR 6' 90° BEND FL. 16. 4" OR 6" D.I. CLASS 52 PIPE, FL'FL. 17. 6" 90° BEND, FL. 18. UL LISTED 5" STORTZ CONNECTION WITH 30° OR 45° ELBOW. _ I -1 $I•II -I- I� -1�� A8 OWN : O p B © r _ . -_• I I II Q _ - - • • ::::.::. ' O � 1'• :4"I o - tO)II -c•- co I _•_. (II TO BUILDING gr' 0 PAINTED HIGH TENSILE D.I. SERVICE TAP, ROMAC 02 OR EQUAL SIZE AS C) CORPORATION STOP, AWWA I.P. INLET LL OR EQUAL AS NEEDED. Q COUPLING MALE IRON PIPE THREAD OR EQUAL. COPPER TUBING, TYPE K OR HIGH ® TRACING TAPE FOR POLYETHYLENE NOTES: SADDLE WITH DOUBLE STRAP, AWWA I.P. THREAD REQUIRED. BY MALE IRON PIPE THREAD OUTLET, MUELLER BY MUELLER 110 FITTING, MUELLER NO. H -15451 �' I Ijr- '" 31v el 05/22/07 it MIN. 1 y - � PLAN VIEW 19. 6" D.I. CLASS 52 PIPE LENGTH AS REQUIRED FLANGE • THREADED P.E. 20. 6" 9D° BEND FL. 21, SWING TYPE GRAVITY OPERATED CHECK VALVE WITH BALL DRIP VALVE TO BE INSTALLED HORIZONTALLY. � I I 'ON I I El en I T i l ls, _ I 1 , o I I I ' I I a CONC THRUST BLOC CAST IR T APPING TEE SIZE ON SIZE TAP DETECTOR DOUBLE CHECK AND VAULT ASSEMBLY GENERAL NOTES: JJAVIDO 11 ONSULTING UROUP, INC. Civil • Structural - Land Use Suite 600 P.O. Box 1132 98155 Freeland, WA 98249 360.331.4131 PLAN VIEW MOLECULAR DENSITY POLYETHYLENE. PIPE. �:. 3 1. BACKFLOW PREVENTORS SHALL BE APPROVED BY DEPARTMENT OF HEALTH, 2. SIZE VAULT BASED ON SIZE OF APPARATUS AND MEETING MINIMUM CLEARANCES, - �� A 3. A SEPARATE DETAIL PLAN FOR VAULT INSTALLATION AND SPRINKLER LINE MUST BE SUBMITTED AND APPROVED BY THE FIRE MARSHALL PRIOR TO INSTALLATION. D C+ ~ DIMENSIONS II ' ��� 36 L BO* THREADED ELSOwoowN ELBOW 30' 5• BEND 4. MINIMUM APPARATUS SIZE SHALL BE 4 ". 5. VAULT SHALL BE SEALED TO PREVENT WATER LEAKAGE. 6. LADDERS SHALL BE REQUIRED WHEN DEPTH FROM TOP OF LID TO FLOOR OF VAULT EXCEEDS 30 . INSTALLATION OF ALL LADDERS SHALL BE IN COMPLIANCE TO O.S.H.A. LOCATE VAULT IN PLANTING AREA AND NOT IN PAVING AREA, UNLESS APPROVED BY THE •�• = � 'I ! 7. TO THE WATERMAIN UNLESS OTHERWISE METER SIZE 1 -1 /2" 2° z 4 I II ' II ENGINEER Dimension A' 13.25" 17.25" 8. FITTINGS SHALL BE IN ACCORDANCE WITH ALL APPLICABLE? REQUIREMENTS OF ANSI /AW C11O/A21.10 AND CEMENT LINED (SEE APWA & AWWA). 9. PIPE SHALL BE DUCTILE IRON MEETING ANSI A21.51, CL52 & 1. SERVICE LINE SHALL BE PERPENDICULAR APPROVED BY THE ENGINEER. 2. BYPASS WILL BE LOCKED OFF BY CONSTRUCTION INSTALLED. 3. METER WILL BE SUPPLIED AND INSTALLED 4. SETTER SHALL BE POSITIONED TO CENTER PROVIDE ADEQUATE CLEARANCE BETWEEN LOCKING BYPASS VALVE. 1 1/2" & 2" PER CITY OF TUKWILA Dimension B - Rlser Height 12 ", 15 ", 1$ ", 21 ", 24 , 27" 12 , 15 , 18 ", 21 ", 24 ", 27" Dimension C - Nominal pipe size of inlet and outlet - 1 1 /2" 2" CEMENT LINED. 1D. TEMPORARY SUPPORT SHALL BE PROVIDED UNDER VALVES AT THE TIME OF INSTALLAT AFTER COMPLETE INSTALLATION INSTALL PERMANENT PIPE SUPPORT STAND. S IDE - - - ill R ESILIENT SEAT GATE VALVE Dimension D* 21.50 26.63" ' -' - - • • - - ' ` ".":. :".. 4 NOTES: METER SUPPLIED AND SET BY THE CITY. 2" SINGLE REGISTER PRE- APPROVAL. SUPPLIED BY PERMITEE, TO BE APPROVED BY THE CITY INSPECTOR PRIOR TO BACKFILL. 7 OF THE STANDARDS. WORKS OPERATIONS FOR PREFERRED SPACING. 8c 2" METER SETTER CITY OF TUKWILA STD PLAN WS-02 D2 • . END VI EW 11. PROVIDE BALL DRIP VALVES ON F.D.C. CHECK VALVE ASSEMBLY OR AT BOTTOM OF F.D.C. W INSPECTOR WHEN METER SPREADER IS 1. COMPOUND METER REQUIRES BY THE CITY OF TUKWILA. RIGID SPREADER UNDER INSPECTION LID AND 2. METER BOX BYPASS AND BOX WALL FOR OPERATING AND 3. METER SETTER 4. REFER TO CHAPTER *CONTACT PUBLIC WATER SERVICE 1 1/2" STD PLAN WS-03 D1 PER RISER. II 12. FIRE DEPARTMENT CONNECTION TO BE PROVIDED WITH _ 0 ONE (1) 5" STORTZ CONNECTIONS AND TWO 30° OR 45° ELBOWS. 0 13. ALL UNDERGROUND PIPING TO BE INSPECTED, FLUSHED, AND PRESSURE TESTED IN THE NOTES: ELEVATION VIEW PRESENCE OF AN INSPECTOR PRIOR TO COVER AND CONNECTION TO THE OVERHEAD SYSTEM. 1d. UPON INSTALLATION, BACKFLOW PREVENTION ASSEMBLIES ARE TO BE TESTED BY A 1. DESIGN FOR 4" THRU 10" DDCV. CERTIFIED TESTER NOTES: AND ALL TEST -COCKS ARE TO BE PLUGGED AFTER THE TEST. THEREAFTER, • - • - • • ... • .. • • • - • - • .. • • • • ... - • - • - ANNUAL TESTS SHALL BE PERFORMED AT OWNER'S EXPENSE, AND COPIES OF TEST RESULTS 1. USE FOR TAPS ON CEMENT LINED DUCTILE PIPE. 2. PRE -TEST ASSEMBLY BEFORE DRILLING. 3. REFER TO CHAPTER 7 OF THESE STANDARDS. 4. REFER TO WS 13 & WS -14. TAPPING TEE PER CITY OF TUKWILA STD PLAN WS -10 E COMPACTED FOUNDATION - s ININ SHALL BE PROVIDED. 15. CONCRETE VAULT SHALL HAVE ONE 4' X 4' OR TWO 3' X 3' STEEL HINGED DOORS. 16. BACKFLOW PREVENTION VALVES AND POST OR WALL INDICATING VALVES SHALL BE PROVIDED WITH UL CENTRAL STATION TAMPER SUPERVISION. CONTROL & VAULT DDCV NOTES & MATERIALS STD PLAN WS -15A Fl PER CITY OF TUKWILA STD PLAN WS -15B F2 W • GRAVEL UNDER VAULT CROSS CONNECTION DDCV PER CITY OF TUKWILA C RPOR Sothell crest Pa .0024 NOT TO SCALE CO5 NOT TO SCALE CO5 NOT TO SCALE CO5 NOT TO SCALE CO5 NOT TO SCALE CO5 .� S . DAL, � � .� , &d pWA gy „ N • G "a int/ O .. . R� 3S723� " ' ,7EP C. I AA' 34" 5• 24. . 2 NOTES: ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH CONCRETE 150% CUT WITH PNEUMATIC SAW CUT PAVEMENT CUTTER EXISTING DEPTH J / r EXISTING ASPHALT PAVEMENT / EXISTING CONCRETE 111111 PAVEMENT � � \g � � 1► \� �D� - QR ds yh Ito S. . . • . ., .. � �eP P` _ , � � 'S A A ' , a . . PREMOLOED EXP. JOINT (TYPICAL) c A 4' ry ` ' .4 � 1 40 • ; : • ` 1/2i V 0 700. 70 C.O. z CU u� '.�. -- APP L)1 JUN - fuwila til TOP OF TRENCH BU jL® 1.3 X 'DEPTH' (MAX. WIDTH) _ EXPIRES 7/18/0-2 OWNER: VILLAGE PARTNERS SOUTHCENTER, LLC 1420 5TH AVENUE, STE 2200 SEATTLE, WASHINGTON 98101 PROJECT: BAKER BOULEVARD RETAIL CENTER 406 BAKER BLVD DETAILS 1. MAXIMUM DEPTH FROM FINISHED GRADE TO PIPE INVERT SHALL BE 5' -0". 2. CATCH BASINS TO BE CONSTRUCTED I SHTO M ACCORDANCE WITH ASTM C 478 (AASHTO TM C 890 UNLESS OTHERWISE 1991 & AS STANDARD SPEC FIICATIO SD IN THE 3. REBAR WELDED WIRE FABRIC HAVING A MINIMUM AREA OF 0 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A 497 (AASHTO M 221) DO NOT PLACE WIRE FABRIC IN THE KNOCKOUTS. OUT . 4. THE BOTTOM OF THE PRECAST BASE SECTION MAY BE ROUNDED. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM. 5. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAXIMUM DIAMETER OF 20 ". KNOCKOUTS MAY BE EITHER ROUND OR D' SHAPE. PIPE TO BE INSTALLED IN FACTORY SUPPLIED KNOCKOUTS. 6. KNOCKOUT OF CUTOUT HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER MIN• SECTION SHALL NOT EXCEED 1/2" PER FOOT. �- 1 LABELED PAVEMENT PATCHING SEE RS -D 3 � �//*% * *!i! *!i!i!i'_' *.!►!i�i!i!i' \II i f r ! r I' i t /t FINISH GRADE F- 1 - 3 BAR HOOP 0 d s,. RISER / J SECTION A RIGID BASE 5/8" MINUS COMPACTED \' CRUSHED ROCK UNLESS O THERWISE ORDERED BY 1 THE CrTY .. - - - • _ _ - - " ^-'^ - _-"_ - - _ - - - - - . r ' -.. _ ^ .. .-. _ - - -' - - ! $ /g• MINUS C CRUSHED ROCK UNLESS - - - - ■ OTHERWISE ORDERED BY THE CITY - - - - - - _ _ _ _ _ _ °b 1 •I /� ,,.,..- PLUG 4314" • ❑ • 1 ? = • ; - = j t HHHft / _ - �� - - - - -"--"• - - - - ----- n 5 " _ _ _ _ _ -- - - ell � D:::,. ' 1 T" r DIA 2C • • r. 5 I 20 DEPTH DETERMINED B Y CrrY TYPICAL PATCH FOR RIGID PAVEMENT -1/2" WIDE ORDER FIBRE JOINT PLAN VIEW PACKING - - - - - - - - - _ - 0 0 C•I "J CNI ■ In CP 2- 3ARHOOPS 5" 1r SAW CUT EXISTING OIL MAT % I / 1 / // // !� + i + i ASPHALT CONCRETE OR BITUMINOUS PLANTMOCREPLACEMENTPATCH SAW CUT 150% OF EXISTING DEPTH EXISTING ASPHALT PAVEMENT 8 `), r I 1-1/4" BACKFILL - • MR 18" SIDEWALK 5'-8' • 2% TOP OF ATDRP 1 2' MIN. OR MORE E : E :J - - I % �� �Ill 2 -7" 4" , AS DIRECTED. $• /" 3 ��� / / // I i * - . .. , . :... .4 • .. - n 12' RISER SECTION - - - - _ y , T , ' - + + + + + + ii 4 i + i + i + i ++ + + + +* + + ;++ +' % 7" I � e � \ \ .I N 4" MIN Q) 0 25" s, D_ 4-MIN, `+a n BAR _ MIN. \ \ \ \\ \ � % - - - _ --• --• - _ _ _ _ - _ _ _ _ 5B" MINUS COMPACTED - - _, _. - = - CRUSHED ROCK UNLESS t -- ' -' -' -- -- -• - - - - OTHERWISE ORDERED BY _ -, ••-. - _ -. _ •/ THE CITY \ Y -- - - `" " "' '" "' - _ _ = N , T = - - _ - - -' - ' r cR MINUS COMPACTED ACCES OTHERWISE ORDERED BY THE CITY 6 - •/7 - 7 "7 "T 7• T7'7 "7 "T7 "7'Y - . , * DEPENDS ON DRIVEWAY PROFILE 2' - 5/B' CRUSHED ROCK (MAX GRADE IS 15 %) 15 I r I 18' SECTION A -A CURB DETAIL ELEVATIO BEDDING 12" MIN. CAST IRON RING AND COVER PIPE OUTER DIA NOTES: OUTER _ - 1. THIS ALTERNATE SHOULD BE USED ONLY AFTER STUDYING CLOSENESS OF DRIVEWAYS, DRAINAGE, TOPOGRAPHY, DRIVEWAY GRADES, RIGHT OF WAY, ETC. 2. DRIVEWAYS WITH HIGH VOLUME (AS NOTED BY CITY ENGINEER) MAY BE APPROVED FOR INTERSECTION TYPE ACCESS. 3. TURNING RESTRICTIONS MAY BE APPLIED BY THE CITY ENGINEER. 4. CONCRETE SHALL. BE CLASS B OR BETTER THAN 5 -1/2 SACK, 3000 PSI. 5. INSPECTION REQUIRED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBLIC WORKS DEPARTMENT FOR INSPECTION. 6. ALL DRIVEWAY APRONS SHALL BE A MINIMUM OF 6" THICK. 7. WHERE DRIVEWAY WIDTHS EXCEED 15', A 3/8" X 5 -1/2" EXPANSION JOINT SHALL BE PLACED LONGITUDINALLY ALONG THE CENTERLINE. $. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWANVSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 9. AN ASPHALT APRON MAY BE USED IN AREAS WHERE NO CURB EXISTS. CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE TO THE NEXT EXPANSION JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH AN EXPANSION JOI COMMERCIAL DRIVEWAY PER CITY OF TUKWILA STD PLAN RS--09 I 4" MIN. _ 1 EARTH _ I �-. DIA + 24" (MAX- WID 1 ) � ,. CC r3 8AREACH S IDE a 19- 0 v 03 BAR EACH WAY PRECAST BASE t� .� \ • .' \ SECTION � . � ` \ `• 44" \ 8. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIF I CATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR -F 621 D. MATING SURFACES SHALL BE FINISHED TO ASSURE NON - ROCKING FIT. 9. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 10. VANED GRATE, REFER TO DS -06. TYPICAL PATCH FOR FLEXIBLE PAVEMENT I- - BOTTOM OF TRENCH NOTE: 1. ALL BACKFILL SHALL BE 5/8" CRUSHED ROCK COMPACTED TO 90 MODIFIED PROCTOR PTIMUM DENSITY 2. REFER TO RS 03 FOR PAVEMENT PATCHING. 3. PAVED AREAS: BACKFILL WITH CRUSHED ROCK. EC1VP 4. UNPAVED AREAS: BACKFILL WITH NATIVE MATERIAL OR C RUSHED ROCK. MAY 2 5 UU PERMIT CEI TEI WATER MAIN BEDDING & BACKFILL PER CITY OF TUKWILA STD PLAN WS -18 K \, NOTES: \ � V A ' ` I f I \ I �' 1. ALL WORK TO CONFORM TO THE CURRENT WSDOT /APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2. A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. 3. CONTROLLED DENSITY FILL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED IN CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER. PAVEMENT RESTORATION PER CITY OF TUKWILA STD PLAN RS ---03 H �� ■■•••00/ I � SIDE SEWER � K I \ 1 l PROJECT ED MANAGER: : - i � . r+-� ce - - - DESIGNED BY: NMD SSS 8c SD CLEANOUT PER CITY OF TUKWILA STD PLAN SS ---03 DRAWN NMD, MEB BY: d (MEASUREMENT AT TOP OF THE BASE) 11. REFER TO DS -06 FOR CATCH BASIN a MARKINGS. m CATCH BASIN TYPE 1 0_ PER CITY OF TUKWILA STD PLAN DS -01 G CHECKED ED BY: SCALE: SCALE AS SHOWN DATE: 05/23/2007 REV SHEET 7 NOT TO SCALE 45 BASE CDAlyyl CONTRACTOR UTILITY, /'I , GRADING NOT TO SCALE \c,O MAP /TOPO PROVIDED BY OTHERS, DCG CALL 2 BUSINESS DAYS CANNOT BE HELD LIABLE FOR ACCURACY. BEFORE YOU DIG SHALL FIELD VERIFY GRADES, AND ALL OTHER EXISTING FEATURES 1-800-424-5555 AND CONDITIONS, AND ADJUST PROPOSED (UNDERGROUND UTILITY AND IMPROVEMENTS AS NECESSARY. LOCATIONS ARE APPROX.) s NOT TO SCALE CO w NOT TO SCALE C04 m z J O Q 0 NOT TO SCALE CO SHEET NUMBER C 0 7 TYPE OF ROADWAY STREET WIDTH LAMP WATTAGE AVERAGE MAINTAINED FOOTCANDLE ReQUIRE0 UNIFORMITY RATIO LUMINAIRE MOUNTING HEIGHT LIGHT DISTRIBUTION PATTERN MAJOR ARTERIAL OVER 44' 400 1.5 3 TO I 40' M MAJOR ARTE1 1AL 44' 400 1.6 3 TO 1 35' M -C-III COMMERCIAL/INDUST. 44' 250 03 3 TO 1 35' M-C-III RESIDENTIAL ART. 44' 150 0.6 4 TO 1 35' M.GOI RESIDENTIAL LOCAL 34' 100 0.4 6 TO 1 30' M-C-III W LEVELIN 13 PH • OELECTRIC CON ROL RECPT ANCHOR BOLT LAYOUT 35.1/7 POLE WALL ADJUSTABLE FOR 1 -1/4' THRU 2 PIPE LUMINAIRE DETAIL MIN, DISTANCE REC'0 TO REMOVE POWER DOOR 112" - 13NC TAPPED GROUNDING BOLE SECTION THRU HANDHOLE NOTES: 1. BRACKETS SUPPLIED WITH 2" N.P.S. SLIPFITTER. SPECIFY MOD. 140 FOR 1.25" N.P.S. SLIPFITTER. 2, TWIN BRACKETS ARE LOCATED 180 O.C. 3. 10" BASE DIA. POLES REQUIRE 1 " - 8NC * 48" LONG ANCHOR BOLTS WITH A 3-1/4" PROJECTION. 4. INSTALL STREET LIGHTS BEHIND SIDEWALK 5, INSTALL JUNCTION BOX 6" INTO SIDEWALK. 6. SECURE ANCHOR BOLTS IN PLACE BEFORE POURING CONCRETE. 7. INSTALL BOLTS WITH A MINIMUM OF TWO (2) THREADS EXPOSED. 8. SEE RS -22 AND RS -26. POLE CAP ALLOY43 WITH STAINLESS STEEL SCREWS 13 (S 0.) 444 HOOPS (� CTR'S O 3/4' CHAMFER I CURB LINE ALUMINUM ALLOY & STAINLESS STEEL HARDWARE TRUSS ARM STREET LIGHT POLE PER CITY OF TUKWILA STD PLAN RS -20 NOT TO SCALE 3' MIN S MIN ---may B HAND HOLE (4 NOMINAL) NON -FLUSH TYPE, COMPLETE WITH REINFORCING FRAME ALLOY 356.76 COVER AND 5.5 HEX. HO STAINLESS STEEL SCREWS C (00) EASE FLANGE ALLOY 35B-T6 W/ BOLT COVERS AND STAINLESS STEEL SCREWS TYPICAL LUMINAIRE POLE DETAIL (4) l " -BNC STEEL ANCHOR BOLTS ASTM A576, A151 GRADE 1021 -1046 50,000 PSI =MIN. YIELD MEAN DIA. OF ROD STOCK 0.908 ± O11', OUT OF ROUND TOLERANCE ±0 01T, ROLLED OR CUT THREADS PER A307, CLASS 2A, TOP 10' GALV STL. LOCK WAHERS 8 (4)1' GALV STL FLATWASHERS. GALV SR. CONDUIT (PER PLAN) 1 2 3/4 (NHBADEO) 847 BARS EVENLY SPACED (T-57(2 SO OR 3' DIA. CLASS 3000 CONCRETE FOUNDATION DETAIL A A TO TOP OF FOUN]ATION L1 CO5 60' LT 35 30 _ -_. 25 NOTES: 1. LUMINAIRES SHALL BE HIGH PRESSURE SODIUM VAPOR G.E. 2. DEVELOPER PROVIDES LIGHTING DESIGN FOR SUBDIVISION, INDUSTRIAL OR COMMERCIAL DEVELOPMENT FOR CITY APPROVAL. 3. LAYOUT PLAN SHALL BE PROVIDED BY THE DEVELOPER AND APPROVED BY THE CITY ENGINEER. 4. INSTALLATION OF STREET LIGHTS SHALL CONFORM TO WSDOT /APWA STANDARDS. 50' LT REMOVE EXISTING CONC. CURB & SIDEWALK STREET LIGHT DESIGN GUIDELINES PER CITY OF TUKWILA STD PLAN RS -24 NOT TO SCALE 40' LT 15.0' S/W 30' LT -I I 20.__. _- _ -. - -- 60' LT 50' LT 40' LT 30 LT 1 0 0 10 20 SCALE IN FEET SIDEWALK CROSS SECTION SCALE AS SHOWN 20' LT 10' LT RESTORE PAVEMENT PER CITY OF TUKWILA M STD PLAN RS -03 2.0' SAWCU) 20' LT 10' LT U 0 0 25 NOTES: CLASS B CONCRETE 1' 4 MIN, 3" CLR 3' CLR -J GROUND ROD FOUNDATION PLAN 7 -3/4' 3.718" 2-3/4 1' 0 A307 ANCHOR BOLT 1.1/2" CLR 1 -1h4 0 PVC CONDUIT FOUNDATION SECTION UNDISTURBED EARTH OR COMPACTED FILL LUMINAIRE FOUNDATION SIDEWALK APPLICATION PER CITY OF TUKWILA STD PLAN RS -25 NOT TO SCALE TOP 55 ® 15' 0 C. W/ HOOK EACH END, LONG DIMENSION ONLY BOTTOM #5 @ FPO C. EACH WAY W/ HOOK EACH END. 6' RADIUS - MIN EXISTING CURB S GUTTER 1. THE FOUNDATION SHOWN IS SPECIFICALLY DESIGNED FORA "HAPCO TYPE" ALUMINUM POLE UP TO 30' MOUNTING HEIGHT AND 8' MAST ARM. 2. CONCRETE FOR FOUNDATION SHALL BE CLASS B, 3000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. 3. REINFORCING STEEL SHALL CONFORM TO MINIMUM REQUIREMENTS OF ASTM A615 GRADE 60. 4. CONTACT CITY OF TUKWILA FOR SECONDARY VOLTAGE AND GROUND WIRE CONNECTION. 5. FOR SERVICE CONNECTION, CONTACT PROVIDER AT LEAST TWO WORKING DAYS IN ADVANCE. 6. ALL PERMANENT CONDUCTORS SHALL BE COPPER. ALL ELECTRICAL WORKMANSHIP AND MATERIALS SHALL CONFORM TO NATIONAL ELECTRICAL CODE REQUIREMENTS. D oitihet q1/0-2 R ED FOR CODE COMPLIANCE - 1 i 1 RECEIVED MAY 2 5 2007 PERMIT CE TE 0 w I--- 0 O Z 0 Z O N N L(7 0 U J W p O ,,,, 07) z ) Z I D O z Z = Q wQ F-- � w IX Lo CL F— a Q N Q W 0 rn W 0 Z CL (n � _ -) ~ V- QQ J O I— I— I — L,Jw D 0_ 0 0 I I I I U7 cO I- a0 O 000 O 0 U 0 a Z z Q w LL D- Lu (f) ~ C00 - Z Z >w « a 0 W 0 0 I I I I 0000 U 0 0 o c) L.) z 0 Cr) e�1 M m 0 b r*1 C C II) [ L/) 00 C Q 1.. 00 0 W N c S 7 ) rl cs., I EXPIRES 7/18/ 07 DATE: 05/23/2007 SHEET NUMBER w F- W 0 _ J QJ W CD o LA QQ Lij m ❑ J up D CD O d- CO PROJECT MANAGER: ED DESIGNED BY: NMD DRAWN BY: NMD, MEB CHECKED BY: ED SCALE: SCALE AS SHOWN REV. 1 C08 SHEET 8 OF 8 2 J Z W J 0 0 BASE MAP /TOPO PROVIDED BY OTHERS, DCG CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITY, AND ALL OTHER EXISTING FEATURES AND CONDITIONS, AND ADJUST PROPOSED GRADING AND IMPROVEMENTS AS NECESSARY. CALL 2 BUSINESS DAYS BEFORE YOU DIG 1- 800 - 424 -5555 (UNDERGROUND UTILITY LOCATIONS ARE APPROX.) ■iG1151EEiEu7i KW BM ICI GI NM Eill i IZIIMBEZE EMMEN 7 OMEN MM. MIM ©MEMO' OMEN MR i11311 IMMO MIME ME= ® `IIIIM -.- ®IIIIIYY= It'TO12' MI 111131 1E311 MIME MEER W LEVELIN 13 PH • OELECTRIC CON ROL RECPT ANCHOR BOLT LAYOUT 35.1/7 POLE WALL ADJUSTABLE FOR 1 -1/4' THRU 2 PIPE LUMINAIRE DETAIL MIN, DISTANCE REC'0 TO REMOVE POWER DOOR 112" - 13NC TAPPED GROUNDING BOLE SECTION THRU HANDHOLE NOTES: 1. BRACKETS SUPPLIED WITH 2" N.P.S. SLIPFITTER. SPECIFY MOD. 140 FOR 1.25" N.P.S. SLIPFITTER. 2, TWIN BRACKETS ARE LOCATED 180 O.C. 3. 10" BASE DIA. POLES REQUIRE 1 " - 8NC * 48" LONG ANCHOR BOLTS WITH A 3-1/4" PROJECTION. 4. INSTALL STREET LIGHTS BEHIND SIDEWALK 5, INSTALL JUNCTION BOX 6" INTO SIDEWALK. 6. SECURE ANCHOR BOLTS IN PLACE BEFORE POURING CONCRETE. 7. INSTALL BOLTS WITH A MINIMUM OF TWO (2) THREADS EXPOSED. 8. SEE RS -22 AND RS -26. POLE CAP ALLOY43 WITH STAINLESS STEEL SCREWS 13 (S 0.) 444 HOOPS (� CTR'S O 3/4' CHAMFER I CURB LINE ALUMINUM ALLOY & STAINLESS STEEL HARDWARE TRUSS ARM STREET LIGHT POLE PER CITY OF TUKWILA STD PLAN RS -20 NOT TO SCALE 3' MIN S MIN ---may B HAND HOLE (4 NOMINAL) NON -FLUSH TYPE, COMPLETE WITH REINFORCING FRAME ALLOY 356.76 COVER AND 5.5 HEX. HO STAINLESS STEEL SCREWS C (00) EASE FLANGE ALLOY 35B-T6 W/ BOLT COVERS AND STAINLESS STEEL SCREWS TYPICAL LUMINAIRE POLE DETAIL (4) l " -BNC STEEL ANCHOR BOLTS ASTM A576, A151 GRADE 1021 -1046 50,000 PSI =MIN. YIELD MEAN DIA. OF ROD STOCK 0.908 ± O11', OUT OF ROUND TOLERANCE ±0 01T, ROLLED OR CUT THREADS PER A307, CLASS 2A, TOP 10' GALV STL. LOCK WAHERS 8 (4)1' GALV STL FLATWASHERS. GALV SR. CONDUIT (PER PLAN) 1 2 3/4 (NHBADEO) 847 BARS EVENLY SPACED (T-57(2 SO OR 3' DIA. CLASS 3000 CONCRETE FOUNDATION DETAIL A A TO TOP OF FOUN]ATION L1 CO5 60' LT 35 30 _ -_. 25 NOTES: 1. LUMINAIRES SHALL BE HIGH PRESSURE SODIUM VAPOR G.E. 2. DEVELOPER PROVIDES LIGHTING DESIGN FOR SUBDIVISION, INDUSTRIAL OR COMMERCIAL DEVELOPMENT FOR CITY APPROVAL. 3. LAYOUT PLAN SHALL BE PROVIDED BY THE DEVELOPER AND APPROVED BY THE CITY ENGINEER. 4. INSTALLATION OF STREET LIGHTS SHALL CONFORM TO WSDOT /APWA STANDARDS. 50' LT REMOVE EXISTING CONC. CURB & SIDEWALK STREET LIGHT DESIGN GUIDELINES PER CITY OF TUKWILA STD PLAN RS -24 NOT TO SCALE 40' LT 15.0' S/W 30' LT -I I 20.__. _- _ -. - -- 60' LT 50' LT 40' LT 30 LT 1 0 0 10 20 SCALE IN FEET SIDEWALK CROSS SECTION SCALE AS SHOWN 20' LT 10' LT RESTORE PAVEMENT PER CITY OF TUKWILA M STD PLAN RS -03 2.0' SAWCU) 20' LT 10' LT U 0 0 25 NOTES: CLASS B CONCRETE 1' 4 MIN, 3" CLR 3' CLR -J GROUND ROD FOUNDATION PLAN 7 -3/4' 3.718" 2-3/4 1' 0 A307 ANCHOR BOLT 1.1/2" CLR 1 -1h4 0 PVC CONDUIT FOUNDATION SECTION UNDISTURBED EARTH OR COMPACTED FILL LUMINAIRE FOUNDATION SIDEWALK APPLICATION PER CITY OF TUKWILA STD PLAN RS -25 NOT TO SCALE TOP 55 ® 15' 0 C. W/ HOOK EACH END, LONG DIMENSION ONLY BOTTOM #5 @ FPO C. EACH WAY W/ HOOK EACH END. 6' RADIUS - MIN EXISTING CURB S GUTTER 1. THE FOUNDATION SHOWN IS SPECIFICALLY DESIGNED FORA "HAPCO TYPE" ALUMINUM POLE UP TO 30' MOUNTING HEIGHT AND 8' MAST ARM. 2. CONCRETE FOR FOUNDATION SHALL BE CLASS B, 3000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. 3. REINFORCING STEEL SHALL CONFORM TO MINIMUM REQUIREMENTS OF ASTM A615 GRADE 60. 4. CONTACT CITY OF TUKWILA FOR SECONDARY VOLTAGE AND GROUND WIRE CONNECTION. 5. FOR SERVICE CONNECTION, CONTACT PROVIDER AT LEAST TWO WORKING DAYS IN ADVANCE. 6. ALL PERMANENT CONDUCTORS SHALL BE COPPER. ALL ELECTRICAL WORKMANSHIP AND MATERIALS SHALL CONFORM TO NATIONAL ELECTRICAL CODE REQUIREMENTS. D oitihet q1/0-2 R ED FOR CODE COMPLIANCE - 1 i 1 RECEIVED MAY 2 5 2007 PERMIT CE TE 0 w I--- 0 O Z 0 Z O N N L(7 0 U J W p O ,,,, 07) z ) Z I D O z Z = Q wQ F-- � w IX Lo CL F— a Q N Q W 0 rn W 0 Z CL (n � _ -) ~ V- QQ J O I— I— I — L,Jw D 0_ 0 0 I I I I U7 cO I- a0 O 000 O 0 U 0 a Z z Q w LL D- Lu (f) ~ C00 - Z Z >w « a 0 W 0 0 I I I I 0000 U 0 0 o c) L.) z 0 Cr) e�1 M m 0 b r*1 C C II) [ L/) 00 C Q 1.. 00 0 W N c S 7 ) rl cs., I EXPIRES 7/18/ 07 DATE: 05/23/2007 SHEET NUMBER w F- W 0 _ J QJ W CD o LA QQ Lij m ❑ J up D CD O d- CO PROJECT MANAGER: ED DESIGNED BY: NMD DRAWN BY: NMD, MEB CHECKED BY: ED SCALE: SCALE AS SHOWN REV. 1 C08 SHEET 8 OF 8 2 J Z W J 0 0 BASE MAP /TOPO PROVIDED BY OTHERS, DCG CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITY, AND ALL OTHER EXISTING FEATURES AND CONDITIONS, AND ADJUST PROPOSED GRADING AND IMPROVEMENTS AS NECESSARY. CALL 2 BUSINESS DAYS BEFORE YOU DIG 1- 800 - 424 -5555 (UNDERGROUND UTILITY LOCATIONS ARE APPROX.) TOTAL 29 31 HC 2 2 COMPACT (30 %) 10 ALLOWED 10 ZONING CODE SUMMARY CODE: ZONE: HEIGHT SETBACKS LANDSCAPE REQUIREMENTS 18.52.080 RECYCLING STORAGE SPACE 18.56 PARKING CALCS: REQUIRED: TENANT A TENANT B TENANT C TENANT D TENANT E TENANT F SYMBOL LEGEND PLAN NORTH Jet I EXIT ( TUKWILA MUNICIPAL CODE TITLE 18 TUC ( TUKWILA URBAN CENTER) 115' MAX FRONT: 15' SIDE: 10' REAR: 10' FRONT: 15' SIDES: NONE REAR NONE 2 SF/ 1,000 SF OF OFFICE 5 SF /1,000 SF OF RETAIL 2 X 2 = 4 SF (OFFICE) 5 X 8.2 = 41 SF (RETAIL) TOTAL: 45 SF OFF- STREET PARKING RETAIL: 4 STALLS PER 1000 SF BULK RETAIL: 2.5 PER 1000 SF OFFICE: 3 STALLS PER 1000 SF WAREHOUSE: 1 STALL PER 1000 SF 750 SF RETAIL 1.004 = 3 740 SF STORAGE / .0001 =1 1250 SF RETAIL / .004 = 5 808 SF STORAGE / .0001 =1 1000 SF RETAIL / .004 = 4 601 SF STORAGE / .0001 =1 750 SF RETAIL / .004 = 3 621 SF STORAGE 1.0001 =1 750 SF RETAIL 1.004 = 3 657 SF STORAGE 1.0001 =1 1250 SF RETAIL /.004 =5 878 SF STORAGE / .0001 =1 NORTH ARROW BUILDING ELEVATION DRAWING NUMBER SHEET NUMBER INTERIOR ELEVATION ELEVATION NUMBER (OR DIRECTION: N, S, E, W) DRAWING NUMBER SHEET NUMBER BUILDING SECTION DRAWING NUMBER SHEET NUMBER WALL SECTION DRAWING NUMBER SHEET NUMBER DETAIL DRAWING NUMBER SHEET NUMBER SPOT ELEVATION + 144.25' NEW 1/ .. / (E)..r EXISTING DATUM I DIMENSION / CONTROL POINT EXISTING WALL TO BE DEMOLISHED EXISTING WALL TO REMAIN NEW WALL REVISION TAG I REVISION CLOUD WINDOW TAG DOOR TAG EMERGENCY EXIT SIGN REQUIRED 4 6 5 4 4 6 PROPOSED PROJECT INFORMATION PROJECT ADDRESS: DESCRIPTION: ASSESSORS PARCEL NUMBER: LEGAL DESCRIPTION: ENERGY CODE NOTES CODE: COMPONENT GLAZING % WALL AREA GLAZING U -VALUE DOORS U -VALUE ALL OTHER ROOFS OPAQUE WALLS SLAB ON GRADE 022310003706 2004 WASHINGTON STATE ENERGY CODE TABLE 13 -1 SPACE HEAT TYPE: ALL OTHERS INCLUDING HEAT PUMPS AND VAV BUILDING CODE SUMMARY CODE: OCCUPANCY: SPRINKLERS: CONSTRUCTION TYPE: ALLOW AREA: SPRINKLER BONUS: TOTAL ALLOW AREA: ALLOW HEIGHT: SPRINKLER BONUS: TOTAL ALLOW HT: CHANGE OF USE: EXISTING USE: PROPOSED USE: BUILDING AREA: OCC LOAD FACTOR TABLE 1004.1.2 NUMBER OF EXITS TENANT A (RETAIL): TENANT B (RETAIL): TENANT C (RETAIL): TENANT D (RETAIL): TENANT E (RETAIL): TENANT F (RETAIL): TABLE 1015.1 MAX TRAVEL DIST TABLE 1016.1 1016.2 CORRIDOR WIDTH MIN. PLUMBING REQUIREMENTS TABLE 2902.1 SCALE: NTS 406 BAKER BLVD, TUKWILA, WA 98188 CHANGE OF USE FROM MANUFACTURING FACILITY TO RETAIL AND BUSINESS CENTER RENOVATE SHELL AND CORE TENANT IMPROVEMENTS UNDER SEPARATE PERMIT THAT PORTION OF TRACT 3, ANDOVER INDUSTRIAL PARK NO. 2, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 71 OF PLATS PAGES 68 AND 69, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF SAID TRACT 3; THENCE SOUTH 88 °25'27" EAST ALONG THE SOUTHERLY LIMITS OF SAID TRACT 3, A DISTANCE OF 250.00 FEET TO THE TRUE POINT OF BEGINNING, SAID POINT BEING THE SOUTHEAST CORNER OF THE DAVIDSON PRODUCTS COMPANY SITE, AS DESCRIBED IN THAT INSTRUMENT RECORDED UNDER RECORDING NUMBER 5775047; THENCE NORTH 01 °05'06" EAST A DISTANCE OF 214.00 FEET TO THE SOUTHERLY BOUNDARY OF THE KIRSCH COMPANY SITE, AS RECORDED UNDER RECORDING NUMBER 6110635; THENCE SOUTH 88 °25'27° EAST A DISTANCE OF 152.01 FEET TO THE SOUTHEAST CORNER OF SAID KIRSCH COMPANY SITE; THENCE SOUTH 01°05'06" WEST A DISTANCE OF 214.00 FEET TO THE SOUTHERLY LIMITS OF SAID TRACT 3; THENCE NORTH 88 °25'27" WEST A DISTANCE OF 152.01' FEET TO THE TRUE POINT OF BEGINNING. INTERNATIONAL BUILDING CODE 2003 GROUP M: 10,055 SF YES 5A 9,000 SF (TABLE 503) 300% FOR SINGLE STORY BLDGS 27,000 SF 1 STORY (TABLE 503) / 40' ADD 1 STORY AND 20' 2 STORIES / 60' YES MANUFACTURING RETAIL 11,426 SF GROSS MERCANTILE: 60 GROSS MERCANTILE STORAGE, STOCK: 300 GROSS 1 ALLOWED UNDER THRESHOLD: M: 50 OCC / 75' TRAVEL (1- STORY) 5: 30 OCC / 100' TRAVEL 1490 SF / 60 = 24.8 =1 EXIT REQ'D 2058 SF / 60 = 34.3 =1 EXIT REQ'D 1601 SF / 60 = 26.6 =1 EXIT REQ'D 1371SFI60= 22.8 =1 EXIT REQ'D 1407 SF /60= 23.4 =1 EXIT REQ'D 2128 SF / 60 = 35.5 =1 EXIT REQ'D M: 250' VICINITY PLAN NON FIRE -RATED CORRIDOR REQ'D (BACK DOOR IS NOT REQ'D TO BE EXIT) REQUIRED 30% MAX 0.55 0.60 R -21 R -19 R -10; HORIZ 24" 36" MIN WITH OCC CAPACITY OF 50 OR LESS RETAIL: 1 PER SEX (CAN BE LOCATED WITHIN 500' OF TENANT SPACE) WOO • SITE PROPOSED 13.5% .45 .60 R -30 R -19 EXIST / NO CHANGE PROJECT DIRECTORY OWNER: CIVIL ENGINEER: MARK MCDONALD ERIK S. DAVIDO, P.E. VILLAGE PARTNERS SOUTHCENTER, LLC DAVIDO CONSULTING GROUP, INC 1420 FIFTH AVE #2200 15029 BOTHELL WAY NE, SUITE 600 SEATTLE, WA 98101 LAKE FOREST PARK, WA 98155 PH: (206) 391 -2345 PH: (206) 523 -0024 FAX (206) 523 -1012 ARCHITECT: OBJECT + SPACE LTD 3445 CALIFORNIA AVE SW STUDIO I SEATTLE, WA 98116 CONTACT: TODD BERTELLOTTI PH: (206) 937 -5222 FAX: (206) 937 -5228 STRUCTURAL ENGINEER JOHN RILEY, P.E. QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE, SUITE 323 SEATTLE, WA 98101 PH: (206) 957 -3906 FAX: (206) 957 -3901 TRASH / RECYCLING 60 SF W/ 6' HIGH METAL FENCE AROUND ENTIRE AREA EXIST SIDEWALK • a • • 1 ° - .� • .8 - SIDEWALK EASEMENT is SURVEYOR: GEODATUM, INC 1505 NW MALL ST. ISSAQUAH, WA 98027 PH: (425) 837 -8083 FAX (425) 837 -0583 SCALE: 1/16"=1 BENCH, TYP DRAWING INDEX SURVEY CIVIL C01 CO2 CO3 C04 CO5 C06 C07 TOPOGRAPHIC SURVEY COVER SHEET SITE & ESC PLAN GRADING PLAN DRAINAGE PLAN UTILITY PLAN PROFILES & DETAILS DETAILS ARCHITECTURAL A -1 PROJECT INFORMATION, SITE PLAN, VICINITY PLAN A -2 FLOOR PLAN A -3 ROOF PLAN A-4 EXTERIOR ELEVATIONS A -5 BUILDING SECTIONS,SCHEDULES A-6 WALL SECTIONS S88 °25'27 "E 152.01' nom- EXIT EXIST FIRE HYDRANT TO REMAIN L. EXIST CURB AND CURBCUT TO BE DEMOLISHED STRUCTURAL 51.0 51.1 52.0 S2.1 52.2 53.0 S4.0 54.1 S4.2 S4.3 S5.0 LANDSCAPE L -1 L -2 L -3 L-4 GENERAL STRUCTURAL NOTES GENERAL STRUCTURAL NOTES FOUNDATION PLAN ROOF PLAN HIGH ROOF PLAN DETAILS DETAILS DETAILS DETAILS DETAILS DETAILS LANDSCAPE SITE PLAN LANDSCAPE PLAN DETAILS IRRIGATION PLAN SIDEWALK SED PED STRTAN• WALKWAY PYLON IGNAGE uj UN ER SEP. PERMIT LANDSCAPED ArA, TYP BAKER. BOULEVARD RETAIL CENTER FF: 3156' 3 STALLS 24' -0" 2 HC STALLS 68' -0" 8 STALLS 1 84' -3" 9 STALLS 10'-0" SETBACK 0 0 •... r . . A f � G4 • � � y „_, � y � � . merammriateremumm ImaimirmimoilfflEUMEWiliammi - SIDEWALK EASEMENT 1-6° GRAPHIC SCALE 0 51 20 SITE LIGHTING 2 BIKE RACKS 40 Object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info ©objectandspace.com - . ODD JAMES BERTELLOTTI STATE OF WASHINGTON BAKER BOULEVARD RETAIL CENTER N4)10 RECEIVED CITY OF TUKWILA MAR 0 5 2007 PERMITCE9`ITER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PERMIT SUBMITTAL TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23.07 3.2.07 PROJECT INFORMATION SITE PLAN, VICINITY PLAN scale: VARIES A -1 P -LAM WAINSCOT TO 4' -0" AFF, TYP THIS WALL NOTE: WHERE ACCESSIBILITY IS REQUIRED, HANDLES, PULLS, LATCHES, LOCKS AND OTHER OPERATING DEVICES ON DOORS, WINDOWS, CABINETS, PLUMBING FIXTURES, AND STORAGE FACILITIES, SHALL HAVE A LEVER OF OTHER SHAPE WHICH WILL PERMIT OPERATION BY WRIST OR ARM PRESSURE AND WHICH DOES NOT REQUIRE TIGHT GRASPING, OR TWISTING TO OPERATE PER ANSI 117.1 SECTION 309.4 1/2"=1'-0" 1/4 " =1' -0" PAPER TOWEL DISPENSER/ RECEPTACLE a ▪ d ¢ • ¢ W Z o O '63 ce cc O 1 1/2" 0 GRAB BAR S THERMOSTATS AND FIRE ALARM PULL STATIONS 0 SAN. NAPKIN/ TAMPON DISPENSER SPOUT L El DRINKING FOUNTAIN FLUSH q \CONTR NOTES: HATCHED AREAS INDICATE POSSIBLE LOCATIONS FOR REQUIRED BLOCKING. GRAB BARS SHALL BE CAPABLE OF BEARING A VERTICAL OR HORIZONTAL FORCE OF 250 LBS PER ANSI 117.1 SECTION 609.7. \ RIM URINAL SOAP DISPENSER n ELECTRICAL OUTLET AND COMMUNICATION SYSTEM RECEPTACLES P -LAM WAINSCOT TO 4' -0" AFF, TYP THIS WALL 6" RUBBER BASE, TYP ALL WALLS GRAB BAR REQUIREMENTS (ACCWA -14) 0 SEAT COVER DISPENSER LAVATORY TOP & MIRROR 8" // 6" TOE CLEARANCE 7 —MIRROR P -LAM BACKSPLASH SINK DEPTH 61/2° MAX. WITH CONTROLS NOT MORE THAN 17° FROM FRONT OF COUNTER, TYP INSULATE EXPOSED HOT WATER AND DRAIN PIPES, TYP z 2 N w U W J U FINISH WALL 1' -5" TO CENTER DP FAUCET CONTROL HANDLE L NAPKIN DISPOSAL q_N-- CID T.O. SEAT TOILET PAPER HOLDER MOUNTING HEIGHT DETAIL - ACCESSIBLE FIXTURES m 2 fn z c) 3 TOILET GRAB BARS ACCWA -12 SPRINKLER/ ELEC b SEE DETAILS 2 & 3 THIS SHEET FOR ADA INFORMATION 14' -2 5/8" RESTROOM 10 r TENANT B OUTLINE OF CLERESTORY ROOF ABOVE TENANT A 0 31' -2" PUBLIC RESTROOMS J CORRIDOR TENANT C 9 121' -0" TENANT D 9' -9" 3V -10" 9' -31/2" 91' -0" 9' -9" TENANT E J 0 9' -2" METAL CANOPY ABOVE, TYP OUTLINE OF CLERESTORY ROOF ABOVE 9' -9" TENANT F 0 ❑ ,ALL SIDES, TYP 3' -9° 1-31/2" 16' -3" 9' -9" 073 GRAPHIC SCALE I I I S 0 10 i 20 rfi J 3' -9" object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com RECEIVED CITY OF TUKWILA MAR 0 5 ?nn PERMITCBITEh REGISTERED ARCHITECT TODD JAMES BERTE!LOTTI STATE OF WASFIMICTON BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PERMIT SUBMITTAL TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23.07 3.2.07 FLOOR PLAN scale: 1 /8" = 1' -0" A -2 METAL CANOPY OUTLINE OF CANOPY BELOW EXISTING ROOF TO REMAIN, TYP AT FLAT ROOF VERIFY ROOF DRAINAGE IN FIELD J PARAPET, TYP METAL CANOPY GRAPHIC SCALE I 0 III 10 20 II O 0 EXISTING DOWNSPOUT LOCATION, TYP 3' -6° OVERHANG TYP UNO - OUTLINE OF BUILDING BELOW OUTLINE OF CANOPY BELOW Du] 0 Object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com 7591 RECEIVED CITY OF TLIKWILA MAR 0 5 7007 PEI MITOEKER REGaISTEREa ARCHITECT DTAMES BERTE :LOST STATE OF INASHIN ;TO+N BAKER BOULEVARD RETAIL CENTER TUKWILA, WA DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23.07 PERMIT SUBMITTAL 3.2.07 ROOF PLAN scale: 1/8" A -3 j l i i I i 1 1. I' l i 1 i i I I I i i i i 1 i i i 1 1 11 i 1 1 1 i . ' l i ' I i , mil E i i 1 1 E . T T T MAXIMUM HEIGHT LIMIT METAL SIDING, TYP EXTERIOR LIGHT SCONCE, TYP SCALE: 1/16 " =1' -0" SOUTH ELEVATION T OP OF STEEL B�O CAN Y N i1 WOOD GRAIN SOFFIT, TYP GALVANIZED STEEL STRUCTURE, TYP 1 11 {3 1 1 ;111 Ell, will; 11111 !Ili! !11ii! 1111 1i1 31 1 E 1 1 1 1 1 1 ;Him HIGH DENSITY COMPOSITE CLADDING, TYP PAINTED STEEL CANOPY, TYP WEST ELEVATION SCALE :1/16 " =1' -0" NORTH ELEVATION SCALE: 1/16 " =1' -0" A I' PAINTED STEEL CANOPY, TYP ANODIZED ALUMINUM STOREFRONT SYSTEM, TYP / PAINTED STEEL COPING, TYP r PAINTED CONCRETE EAST ELEVATION SCALE:1 /16 " =1' -0" HIGH DENSITY COMPOSITE CLADDING, TYP PORCELAIN TILE CLADDING PAINTED STEEL COPING, TYP METAL SIDING, TYP ANODIZED ALUMINUM STOREFRONT SYSTEM, TYP PORCELAIN TILE CLADDING, TYP 1 I F- - - - - -- .- - -. -- ---------- . -...I t / STANDING SEAM METAL ROOF, TYP METAL SIDING, TYP PAINTED STEEL COPING, TYP PAINTED CONCRETE STANDING SEAM METAL ROOF, TYP GALVANIZED STEEL STRUCTURE, TYP METAL SIDING, TYP ' WOOD GRAIN SOFFIT, TYP r GALVANIZED STEEL STRUCTURE, TYP ANODIZED ALUMINUM STOREFRONT SYSTEM, TYP n EXTERIOR LIGHT SCONCE, TYP F io N _ BOT OF CANOPY - O METAL SIDING,TYP PAINTED STEEL COPING, TYP PAINTED CONCRETE ANODIZED ALUMINUM STOREFRONT SYSTEM, TYP HIGH DENSITY COMPOSITE CLADDING, TYP METAL SIDING, TYP 9 ; 1 's(E i i1 =.i 11111 I I DO1 010 1 N - \I7 SCALE: 1/16" =1 -0" CODE APPRO - \ 2@1 Otf Qfi 5°14 8 SOUTHEAST ELEVATION TOP OF STEEL BOT OF CANOPY object + space ltd RECEIVED CITY OF TUKWILA MAR 05 7807 PERMITCE!TER architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com 7591 REGISTERED ARCHITECT L7bD JA ES BERTELLOTTI STATE O SSi1Ny I'O"1 DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PERMIT SUBMITTAL BAKER BOULEVARD RETAIL CENTER TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23.07 3.2.07 EXTERIOR ELEVATIONS scale: 1/4" = 1' -0" A -4 MARK WALL TYPES FIRE RATING MATL PORCELAIN TILE MORTAR ECrERIOR PLYWOOD SHEATHING NR (WIDTHXHEIGHTXTHICKNESS) 1A 1 -5/8" METAL STUDS HORIZONTAL 1 -5/8° METAL STUDS @ 24" OC. IMBED IN EXIST AGREGATE FINISH TO LEVEL SURFACE EXISTING 51/2" CONCRETE WALL 1° AIR SPACE 6° METAL STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION 1r - -' ' ;, „., ,r ; '' ` " INTERIOR FAC (2) 3' -0" X T -0" X 1 3/4" 5/8" GWB PVA PRIMER 2 SCW EXTERIOR METAL PANEL 1 -5/8" METAL STUDS (SPACING PER MFR) NR 1D imalaidiANA HORIZONTAL 1 -5/8" METAL STUDS @ 24" OC. IMBED IN EXIST AGREGATE FINISH TO LEVEL SURFACE EXISTING 51/2' CONCRETE WALL 1" AIR SPACE 6" METAL STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION 5/8" GWB 3-0" X 7' -0" X 1 3/4" Is : • ,.%. '` , 1 " ' ; " %'`• %'r INTERIOR PT 3-0" X T - X 1 3/4" PVA PRIMER 3 AL EXTERIOR METAL PANEL NR 3A fildhA'amam` 1 -5/8" METAL STUDS (SPACING PER MFR) 6" CMU AIR SPACE 6" METAL STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION 5/8" GWB PVA PRIMER El =o • AL FAC '`• ' ` • ` 4A INTERIOR PT 3-0" X 7-0" X 1 3/4" CI AL EXTERIOR METAL PANEL NR 5A HM AL 1�� 1 -5/8" METAL STUDS (SPACING PER MFR) WEATHER RESISTIVE BARRIER PLYWOOD SHEATHING 6 METAL STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION _ % 1`• i; ` ' ', %`: i',;'., "` (2) 3-0" X 7 X 1 3/4° INTERIOR 6A HM AL 5/8" GWB PVA PRIMER 5 EXTERIOR (2) 3-0" X T -0" X 1 3/4" NR 6C AL FAC PRODEMA PANEL OVER SELF ADHERING FLEXIBLE FLASHING 6" METAL STUDS © 18" OC HORIZONTAL 1 -5/8" METAL STUDS @ 24" OC. IMBED IN EXIST AGREGATE FINISH TO LEVEL SURFACE EXISTING 51/2" CONCRETE WALL 1" AIR SPACE 6" METAL STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION 5/8" GWB –--1..3 7A HM PT 3-0" X 7' -0" X 1 3/4" MAX U FACTOR = .60 �. : d ''r '/ •T ,,)L)C. 4-,, v ' • ; ,:.. ti) . 3' -0" X 7' -0" X 1 3/4" INTERIOR 7C SCW PVA PRIMER 6 EXTERIOR HM NR 3' -0" X T -0" X 1 3/4" EXISTING CONCRETE WALL, PAINTED 1" AIRSPACE 6" METAL STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION 5/8" GWB PVA PRIMER • • r ' ' . ' ' f ' INTERIOR 7 EXTERIOR NR 6" CMU, PAINTED AIRSPACE 6" METAL STUDS TO UNDERSIDE OF STRUCTURE R -19 BATT INSULATION 5 /8" GWB PVA PRIMER =CZ) C • ,. ' - , c - s r - -. INTERIOR 8 INTERIOR NR 5/8° GWB METAL FURRING CHANNELS EXISTING CONCRETE WALL 6° METAL STUDS TO 5/8" GWB i - ' ' . INTERIOR 9 INTERIOR NR 5/8" GWB 6" METAL STUDS TO UNDERSIDE OF STRUCTURE 5/8" GWB INTERIOR 10 INTERIOR NR 5/8° GWB 6" METAL STUDS TO 10'-6° 5/8" GWB INTERIOR ROOF ASSEMBLIES FIRE RATING R1 SINGLE PLY MEMBRANE SHEATHING R -30 BATT INSULATION WOOD FRAMING NR lTf',f /'% ' � `k', , If< ; ' r > e- :_1Lk.�(• �::_ ;(. STANDING SEAM METAL ROOFING SHEATHING NR RIGID INSULATION ROOF VAPOR RETARDER D>•Jt SHEATHING 3X WOOD DECKING MARK REMARKS KEY REMARKS MATL FIN SIZE (WIDTHXHEIGHTXTHICKNESS) 1A AL FAC (2) 3-0" X T - X 1 3/4" 3 1B AL FAC (2) 3' -0" X T -0" X 1 3/4" 1C SCW PT 3' -0" X 7' -0" X 1 3/4° i 1D SCW PT 3-0" X 7' -0" X 1 3/4" S 2A HM PT 3-0" X T - X 1 3/4" 2B AL FAC (2) 3-0" X T -0" X 1 3/4" 5 3A HM PT 3-0" X 7' -0" X 1 3/4" 3B AL FAC (2) 3-0" X T -0" X 1 314" 4A HM PT 3-0" X 7-0" X 1 3/4" 4B AL FAC (2) 3' -0" X 7'-0" X 1 3/4" 5A HM AL PT FAC 3' -0" X 7-0" X 1 3/4" 5B (2) 3-0" X 7 X 1 3/4° 6A HM AL PT FAC 3-0" X 7' -0° X 1 3/4° 6B (2) 3-0" X T -0" X 1 3/4" 6C AL FAC (2) 3-0" X 7' -0" X 1 3/4" 7A HM PT 3-0" X 7' -0" X 1 3/4" MAX U FACTOR = .60 7B SCW PT 3' -0" X 7' -0" X 1 3/4" 7C SCW PT 3-0" X 7' -0" X 1 3/4" 7D HM PT 3' -0" X T -0" X 1 3/4" MATL KEY REMARKS KEY AL ALUMINUM STOREFRONT DOOR 1 WEATHERSTRIPPING /DOOR BOTTOM SCW SOLID CORE WOOD 2 TEMPERED GLASS HM HOLLOW METAL 3 FLOOR/WALL STOP r MEM FINISH KEY FAC FACTORY FINISH i PT PAINT DOOR SCHEDULE STOREFRONT LEGEND S = SAFETY GLAZING GLAZING MAX U- FACTOR = .55 / MAX SHGC = .45 NOTE: ALUMINUM STOREFRONT SYSTEMS, TYP 8' -3" ' e° 2" TYP UNO 7' -6" PUBLIC RESTROOM BUILDING SECTION SCALE: 1/8 "W 1' -0" _11 DOOR LEGEND TENANT B 2' -10" 7' -0" T -0" CV CD TENANT A C o DE C QMPUANCE _ 1 2 @1 C+t1 Of Iti!j5 BUILDING DI's Doi olo object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com RECEIVED CITY OF T(. /MISA MAR 0 5 ?n07 PER/III 7591 REGISTERED ARCHITECT ODD JAMES BERTELLOTTI STATE OF WASHINGTON BAKER BOULEVARD RETAIL CENTER TUKWILA, WA DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23.07 PERMIT SUBMITTAL 3.2.07 BUILDING SECTION SCHEDULES scale: VARIES A -5 EQ EQ 1 f I r r r „oh!, 4 r MEM S [Ill i \ / S S 5 / \ DOOR SCHEDULE STOREFRONT LEGEND S = SAFETY GLAZING GLAZING MAX U- FACTOR = .55 / MAX SHGC = .45 NOTE: ALUMINUM STOREFRONT SYSTEMS, TYP 8' -3" ' e° 2" TYP UNO 7' -6" PUBLIC RESTROOM BUILDING SECTION SCALE: 1/8 "W 1' -0" _11 DOOR LEGEND TENANT B 2' -10" 7' -0" T -0" CV CD TENANT A C o DE C QMPUANCE _ 1 2 @1 C+t1 Of Iti!j5 BUILDING DI's Doi olo object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com RECEIVED CITY OF T(. /MISA MAR 0 5 ?n07 PER/III 7591 REGISTERED ARCHITECT ODD JAMES BERTELLOTTI STATE OF WASHINGTON BAKER BOULEVARD RETAIL CENTER TUKWILA, WA DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23.07 PERMIT SUBMITTAL 3.2.07 BUILDING SECTION SCHEDULES scale: VARIES A -5 EQ EQ EQ 1 f I ,, r S ./ \ / \ S �• / S \ / S S 5 / \ DOOR SCHEDULE STOREFRONT LEGEND S = SAFETY GLAZING GLAZING MAX U- FACTOR = .55 / MAX SHGC = .45 NOTE: ALUMINUM STOREFRONT SYSTEMS, TYP 8' -3" ' e° 2" TYP UNO 7' -6" PUBLIC RESTROOM BUILDING SECTION SCALE: 1/8 "W 1' -0" _11 DOOR LEGEND TENANT B 2' -10" 7' -0" T -0" CV CD TENANT A C o DE C QMPUANCE _ 1 2 @1 C+t1 Of Iti!j5 BUILDING DI's Doi olo object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com RECEIVED CITY OF T(. /MISA MAR 0 5 ?n07 PER/III 7591 REGISTERED ARCHITECT ODD JAMES BERTELLOTTI STATE OF WASHINGTON BAKER BOULEVARD RETAIL CENTER TUKWILA, WA DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23.07 PERMIT SUBMITTAL 3.2.07 BUILDING SECTION SCHEDULES scale: VARIES A -5 EQ EQ EQ EQ I ,, r S 5 / \ / \ S / S / 5 V S /'\ c: DOOR SCHEDULE STOREFRONT LEGEND S = SAFETY GLAZING GLAZING MAX U- FACTOR = .55 / MAX SHGC = .45 NOTE: ALUMINUM STOREFRONT SYSTEMS, TYP 8' -3" ' e° 2" TYP UNO 7' -6" PUBLIC RESTROOM BUILDING SECTION SCALE: 1/8 "W 1' -0" _11 DOOR LEGEND TENANT B 2' -10" 7' -0" T -0" CV CD TENANT A C o DE C QMPUANCE _ 1 2 @1 C+t1 Of Iti!j5 BUILDING DI's Doi olo object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com RECEIVED CITY OF T(. /MISA MAR 0 5 ?n07 PER/III 7591 REGISTERED ARCHITECT ODD JAMES BERTELLOTTI STATE OF WASHINGTON BAKER BOULEVARD RETAIL CENTER TUKWILA, WA DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23.07 PERMIT SUBMITTAL 3.2.07 BUILDING SECTION SCHEDULES scale: VARIES A -5 N TOP OF STEEL STANDING SEAM METAL ROOFING rr SHEATHING / RIGID INSULATION A I ` ROOF VAPOR RETARDER ammomm mmm mommom ma I SHEATHING ATer �� i 3X WOOD DECKING r �� ALUMINUM WINDOW SYSTEM METAL CANOPY ALUMINUM STOREFRONT SYSTEM 4 T -6° 4' -6 4 ' e 4 • 4 4 v 4 4 . 4 e 4a • L c• J • 4 4 y e 4 4 WALL SECTION SCALE:3 /4 " =1' -0" ROOF ASSEMBLY R2 Adraritre a r AlleirielPAR WALL ASSEMBLY 4 METAL PANEL SIDING METAL FURRING PER MFR WEATHER RESISTIVE BARRIER PLYWOOD SHEATHING 6" METAL STUDS R -19 BATT INSULATION 5/8° GWB PVA PRIMER ROOF ASSEMBLY R1 SINGLE PLY MEMBRANE SHEATHING R -30 BATT INSULATION WOOD FRAMING WALL ASSEMBLY 5 3/8" HIGH DENSITY RESIN CORE SIDING SELF ADHERING FLEXIBLE FLASHING 6" METAL STUDS @ 18 O.C. 1 -5/8" HORIZONTAL METAL STUDS @ 24" O.C. EXISTING 5 -112° CONCRETE TILT UP PANEL 1" AIR SPACE 6" METAL STUDS R -19 BAH INSULATION 5/8" GWB PVA PRIMER EXISTING SLAB AND FOUNDATION •.r 4 3' -6" ACOUSTIC CEILING TILES *DDI--070 4 4. e . 4 4 4 4 4 co WALL SECTION SCALE: 3/4 " =1' -0" 4' -4 ALUMINUM STOREFRONT SYSTEM NEW CONC SIDEWALK SLOPE 4 e ' 4 e .4 .e w>^ f A T, 4 4 i .4 4 ROOF ASSEMBLY R1 SINGLE PLY MEMBRANE SHEATHING R -30 BATT INSULATION WOOD FRAMING • �. f ' 5r �5l WALL ASSEMBLY 2 v � p EXISTING SLAB AND FOUNDATION 4 i REVIEWED FOR. CODE. COMPLIANCE APPRO .1U - 1 7001 City Of Tukwila BUILDING DIVISION METAL PANEL SIDING 1 -5/8" METAL STUDS (SPACING PER MFR) 1 -5/8° HORIZONTAL METAL STUDS @ 24" O.C. EXISTING 5 -1/2° CONCRETE TILT UP PANEL 1" AIR SPACE 6" METAL STUDS R -19 BATT INSULATION 5/8" GWB PVA PRIMER 4 object + space ltd architecture + interiors + furniture + lighting 34145 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com 7591 q)Db JAMES EIERTELLOTTI TAT OF WASH!N1G'TGN BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PERMIT SUBMITTAL RECEIVED C ITYOFTL KOIII A MAR 0 5 ?nn7 PERMMIITCENTER TUKWILA, WA 112.06 12.11.06 1.17.07 1.23.07 3.2.07 WALL SECTIONS scale: 3/4" A -6 GENERAL NOTES THE GENERAL CONTRACTOR IS TO PROVIDE SUBGRADES 4" BELOW HARD SURFACES PLUS /MINUS .1 FOOT. ALL ROUGH GRADING SHALL BE POSITIVE, DRAINING AWAY FROM ALL STRUCTURES. ALL STONES LARGER THAN 1.5' DIAMETER SHALL BE REMOVED FROM THE GROWING MEDIUM. TOPSOIL SHALL BE PLACED AT A MINIMUM DEPTH OF 4" IN ALL LAWN AND BED AREAS. TOPSOIL SHALL BE TILLED INTO THE EXISTING SUBGRADE TO ELIMINATE SOIL INTERFACE PROBLEMS. TOPSOIL SHALL BE RED --E'S WINTER MIX OR APPROVED EQUAL. ALL BED AREAS TO RECEIVE 2" OF FINE GROUND FIR OR HEMLOCK BARK, COMPOSITION MULCHES ARE NOT AN ACCEPTABLE ALTERNATIVE. TREES AND SHRUBS ARE TO BE PLANTED AT A DEPTH 3/4" HIGHER THAN THE LEVEL THAT THEY WERE GROWN IN THE NURSERY. BARK MULCH IS NOT TO BE PLACED ABOVE THE ROOT CROWN. ALL PLANTS SHALL AT LEAST CONFORM TO THE MINIMUM STANDARD ESTABLISHED BY THE AMERICAN ASSOCIATION OF NURSERYMEN. LAWN AREAS ARE TO BE HYDROSEEDED WITH VAN DEN AKKER'S EMERALD VELVET MIX PER MANUFACTURER'S SPECIFICATIONS, OR APPROVED EQUAL. REMOVE ALL STONES LARGER THAN 1" FROM LAWN AREAS. SUBSTITUTIONS ARE STRONGLY DISCOURAGED. IF PLANT AVAILABILITY IS A PROBLEM, CONTACT THE LANDSCAPE ARCHITECT FOR SOURCES OR ACCEPTABLE ALTERNATIVES. IF THE SITE WORK IS DIFFERENT THAN SHOWN ON THE LANDSCAPE PLAN, OR POOR SOILS AND DEBRIS ARE DISCOVERED, REQUIRING CHANGES TO THE LANDSCAPE PLAN, CONTACT THE LANDSCAPE ARCHITECT FOR INSTRUCTION. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR MAINTAINING THE LANDSCAPE DURING INSTALLATION, UNTIL FINAL ACCEPTANCE BY THE OWNER'S REPRESENTATIVE. THE LANDSCAPE CONTRACTOR SHALL WARRANTY ALL MATERIALS AND WORKMANSHIP FOR A PERIOD OF ONE YEAR, FROM THE TIME OF FINAL ACCEPTANCE. DURING THE WARRANTY PERIOD, THE LANDSCAPE CONTRACTOR WILL NOT BE RESPONSIBLE FOR PLANT DEATH CAUSED BY UNUSUAL CLIMATIC CONDITIONS, VANDALISM, THEFT, FIRE, OR POOR MAINTENANCE PRACTICES. THE LANDSCAPE ARCHITECT SHALL HAVE SOLE AUTHORITY TO DETERMINE THE CAUSE OF DEATH. SITE FURNITURE SPECIFICATIONS (4) 6' PLAZA SERIES STEEL PARK BENCH: BY FAIRWEATHER SITE FURNISHINGS MODEL #PL -5, AVAILABLE THROUGH SITELINES PLAYGROUND EQUIP. 1- 800 - 304 -5587 OR APPROVED EQUAL. (3) PLAZA SERIES STEEL TRASH RECEPTICLE: BY FAIRWEATHER SITE FURNISHINGS MODEL #TR -1224, AVAILABLE THROUGH SITELINE PLAYGROUND EQUIP. 1-800-304-5587 OR APPROVED EQUAL. (5) PLAZA SERIES FLOWER POT --- BY FAIRWEATHER SITE FURNISHINGS MODEL #PTR -12, AVAILABLE THROUGH SITELINES 1 -800- 304 -5587 OR APPROVED EQUAL PARKING CALCULATIONS 35 TOTAL PARKING SPACES 15 SF PER SPACE IS REQUIRED= 525 SF PARKING LOT LANDSCAPING PROVIDED: 691 SF NE1/4 OF NE1/4 OF SEC. 26, TWP. 23 N, RGE. 4 E., W.M. KING COUNTY, WASHINGTON TRASH/ RECYCLING 60 SF BAKER BOULEVARD RETAIL CENTER (EXISTING BUILDING FOOTPRINT) FF: 33.56' SIDEWALK AMONG SPACES c c— 4 o- 0000�o .... ialfigi I Ir INEERMIK NIFORM ' •OMI ussa—sr Esmc.s iUP % ann i (3) NEW / / / / / / / / / / / / // . e 5t, /•/ /E, / /// x 406 EVANS BLACK DRIVE RETAIL BUILDING ////// c /•1 / /SL— .. // , , /, , PENCE S88'25'27 "E 152.01' SCREENED ENCLOSURE S5 � NEW LANDSCAPE AREA BA.KEP! BOULEVARD N8B'25'27 "W 1086.96' (BASIS Or BEARINGS) // /5 /55 / - / / / r / : / // / / / / // / / / / / / // / S. / / / / / • /: NO PARKING AREA SS 0 ?. EXISTING PARKING LAYOUT SS H 2 0 -I O m`2 rim tn a_ 0 SITE LIGHTING 2 BIKE RACKS GRAPHIC SCALE 20 0 10 20 ( IN FEET ) 1)0.-070 NEW LANDSCAPE AREA Em r' m o °x • ry N 205.24' 40 R.ECE VED JAN 3 0 2006 PERMIT CENTEF THE AY GROUPNC LAND USE CONSULTANTS P 360.659.8159 F 360.651.7252 1927 5TH STREET MARYSVILLE, WA 98270 WWW.JAYGROUPLLC. COM State of Washington registered Landscape Architect Pau certifica - o. 566 BAKER BOULEVARD RETAIL CENTER APPLICANT /CONTACT NW CAPITAL CORP. /MARK MCDONALD 1420 5TH AVE. STE. 2200 SEATTLE, WA 98103 CITY OF TUKWILA PLANNING AND DEVELOPMENT SERVICES APPROVED FOR CONSTRUCTION BY R/W PERMIT NO SCALE 1 DATE 9- -20 -06 TJG FILENAME S: \2006 \Landscape S06- 0583BAKERBLVD. —LP 058.3—LP REVISIONS REV.# DESCRIPTION BY DATE 1 2 3 4 SITEPLAN CHANGES CITY COMMENTS 5 6 SIDEWALK CHANGES SITEPLAN CHANGES SITEPLAN CHANGES PLANTING CHANGES TJG J0B# 06 -0583 DRAWN BY GK GK KML KML KB KML KML 9 -27 -06 1 -16 -07 2 -1 -07 9 -20 -07 12 -4 -07 1 -21 -08 LANDSCAPE SITE PLAN SHEET L==1 OF 4 PFN# I SYMBOL QTY BOTANICAL I COMMON NAME SIZE CONDITION = it a _LLLL LLLLLLLL 6 Acer circinatum / VINE MAPLE 6 -8' MIN. HT. B &B, 30' O.C. BRANCHED 0 6' HT. 4 Crataegus phaenopyrum / WASHINGTON THORN 2" CAL. B &B, 30' O.C. BRANCHED c 6' HT. 2 Liriodendron tulipifera 'Fastigiatum' / COLUMNAR TULIP TREE 2" CAL B &B, 30' O.C. BRANCHED 0 6' HT. 4 Acer rubrum / RED MAPLE 2" CAL. B &B, 30' O.C. BRANCHED O 6' HT. CON. GRWN. 4' O.C. "4. 1 o 7 5 Chamaecyparis obtusa 'Gracilis' / SLENDER HINOKI CYPRESS 4 -5' MIN HT. B &B, 3' O.C. 6 Picea omorika / SERBIAN SPRUCE 6' MIN HT. B &B, 10' O.C. 8 Thuja plicata 'Hogan' / HOGAN CEDAR 6' MIN. HT. B &B, 10' O.C. Potentilla fruticosa 'Katherine Dykes' / CINQUEFOIL 3 Carpinus betulus 'Fastigata' / EUROPEAN HORNBEAM 2.5" CAL. B &B, 30' O.C. BRANCHED 0 6' HT. 21" MIN. HT. 5 Pyrus calleryana 'Chanticleer' / FLOWERING PEAR 2" CAL. B &B, 25' O.C. BRANCHED Cal 6' HT. SYMBOL QTY BOTANICAL I COMMON NAME SIZE CONDITION = it a _LLLL LLLLLLLL 30 Arbutus unedo 'Compacta' / COMPACT STRAWBERRY TREE 24" MIN. HT. CON. GRWN, 4' O.C. cO (90 e 13 Cistus corbariensis / WHITE ROCKROSE 18" MIN. HT. CON. GRWN, 4' O.C. 11 Cotinus x 'Grace' / GRACE SMOKE TREE 3--4' MIN. HT. CON. GRWN, 5' O.C. 32 Escallonia fradesii / FRADE'S ESCALLONIA 24" MIN. HT. CON. GRWN. 4' O.C. 10 Hamamelis mollis / CHINESE WITCH HAZEL 3 -4' MIN. HT. CON. GRWN. 5' O.C. 18 Lenicera pileata 'Moss Green' / MOSS GREEN HONEYSUCKLE 18" MIN. HT. CON. GRWN. 3' O.C. 5 Nandina domestica 'Fire Power' / FIRE POWER HEAVENLY BAMBOO 21" MIN. HT. CON. GRWN. 3' O.C. 15 Potentilla fruticosa 'Katherine Dykes' / CINQUEFOIL 18" MIN. HT. CON. GRWN. 3' O.C. 11 Prunus laurocerasus 'Otto Luyken' / OTTO LUYKEN LAUREL 21" MIN. HT. CON. GRWN. 4' O.C. 7 Spiraea japonica 'Little Princess' / LITTLE PRINCESS SPIRAEA 18" MIN. HT. CON. GRWN. 3' O.C. 13 Viburnum plicatum 'Mariesii' / DOUBLEFILE VIBURNUM 24" MIN. HT. CON. GRWN. 5' O.C. 20 Berberis thunbergii 'Crimson Pygmy' / PYGMY BARBERRY 18" MIN. HT. CON. GRWN. 5' O.C. SYMBOL QTY BOTANICAL I COMMON NAME SIZE CONDITION = it a _LLLL LLLLLLLL 78 Arctostaphylos uva -ursi / KINNICKINNICK 4" POTS CON. GRWN, 18" O.C. r j A 324 Gaultheria procumbens / WINTERGREEN 1 GAL. CON. GRWN, 24" O.C. 201 Vinca minor / PERIWINKLE 4" POTS CON. GRWN, 18" O.C. SHRUBS GROUNDCOVER A PORTION OF SEC. 26, TWP. 24N, RGE. 7E., W.M. KING COUNTY, WASHINGTON / i t ctG JCL r !� r i 1 c�GLr t� 60 SF TRASH /RECYCLING WITH 6' HIGH METAL FENCE AROUND PERIMETER w RAISEDy� j PEDESTRIAN WALKWAY_ - — _ f PROPOSED f PYLON SIGNAGE PROPOSED LANDSCAPING AREA 208 SF i Alt 1 �aV�ICJ� �/ � /iir /Yr//_Y � ir {rii �-.. - CO ....I ' / fi r " ?J��r / %:r %!w_�.ii �:ii , .0i�� =i � ,,, ��- ■M©M-- �� 7MEMi�lflii IMiii�lliIMI PROPOSED TYPE ll LANDSC 2,301 SF PROPOSED TYPE I LANDSCAPING 76 SF 588'25'27 "E FENCE BA r R B• LEV•'D r: LEI O u1 PROPOSED LANDSCAPING AREA 231 SF PROPOSED TYPE II LANDSCAPING 921 SF SITE LIGHTING 2 BIKE RACKS PROPOSED TYPE I LANDSCAPING GRAPHIC SCALE 20 0 10 20 PROPOSED/ / LANDSCAPING AREA / 76 SF -- / 40 ( IN FEET ) 1 " =20' -duo RECEIVED JAN 3 0 2008 PERMIT CENTER THE AY GROUPNC LAND USE CONSULTANTS P 360.659.6159 F 360.651.7252 1927 5TH STREET MARYSVILLE, WA 98270 WWW.JAYGROUPLLC. COM State of Washington registered Landscape Architect Pau certifica - o. 566 BAKER BOULEVARD RETAIL CENTER APPLICANT/ CONTACT NW CAPITAL CORP. /MARK MCDONALD 1420 5TH AVE. STE. 2200 SEATTLE, WA 98103 CITY OF TUKWILA PLANNING AND DEVELOPMENT SERVICES APPROVED FOR CONSTRUCTION BY R/W PERMIT NO. SCALE r= 20' DATE 9 - 20 - 06 TJG FILENAME S: \2006 \Landscape 06- 0583BAKERBLVD. - PLANS\ 583 -LP REVISIONS REV.# DESCRIPTION BY 2 3 4 5 6 SIDEWALK CHANGES SITEPLAN CHANGES SITEPLAN CHANGES PLANTING CHANGES SITEPLAN CHANGES CITY COMMENTS TJG JOB# 06 - 0583 DRAWN BY GK GK KML KML KB KML KML DATE 9 -27 -06 1 -16 -07 2 -1 -07 9 -20 -07 12 -4 -07 1 - LANDSCAPE PLAN SHEET L -2 OF 4 PFN# WOO -0 E£ZZS BACKFILL WITH EXISTING SOIL. IF UNSUITABLE SOIL IS FOUND, CONTACT LANDSCAPE ARCHITECT. FINISH GRADE II111111 IIII11I1!!'I1111111� 11iMIr111 _, I z TREE STAKING SCALE: NTS INSTALL GROUNDCOVERS AS SPECIFIED • r tie.,∎ 41 .6 AlCif1`fi.•i,aii11. /VA/ RI IIIlfrillli %�4ri�:►�:`� �i11111111i� "'��a:i�:��s;`•�illlii1111 CIS I � I . 1 I tt44 _I 11____.1 I I — I I III — I 1 SCORE ROOTBALL 3 PLACES TO 1/2" DEPTH INSTALL 1" ABOVE CONTAINER DEPTH GRO UNDCOVER PLANTING SCALE: NTS INSTALL FERIIUZERS PER MANUFACTURERS RECOMMENDATIONS TOP DRESSING FERT1UZER AS SPECIFIED TYPICAL FINISHED GRADE W/ 2" LAYER SPECIFIED MULCH. VERIFY SAUCER PLANTING FERTIUZER AROUND ROOTBALL BACKFILL W/ APPROVED TOPSOIL NOTE: DRIVE STAKES UNTIL FIRM IN GROUND TO SUPPORT TREE. 1" CHAINLOCK TREE TIE (3) 2" BVC ROUND STAKES SET OUTSIDE ROOTBALL (REMOVE AFTER ONE YEAR.) BARK MULCH 2" DEPTH KEEP CLEAR OF TRUNK BASE SM. BERM /WATER BASIN CUT AND REMOVE TWINE AND BURLAP FROM TOP AND SIDES OF ROOTBALL. (REMOVE ALL WIRE BASKETS.) COMPACTED NATIVE SOIL PLAN VIEW OF SPACING EQUAL PLANTING BED WITH 2" MULCH A PORTION OF SEC. 26, TWP. 24N, RGE. 7E., W.M. KING COUNTY, WASHINGTON x1111,1 "• Id , , I�..11mIuuuum 1- IIII 11 TREE GUYING SCALE: NTS _111=111= 1II - 11- 1111111 111 SURFACE FLANGE MOUNT - FINISH GRADF BIKE RACK C � `� SCALE: N75 3 SCALE: NTS 2— STRANDS #10 GAUGE WIRE W/ VINYL HOSE M 5 f � 7 nn l U � U � 1 U � 1 I 9 r,r,f u u 1 11 GUY AT 3 POINTS PER TREE EQUAL SPACED FLAG WIRES LENGTH RELATED TO SPACES ANCHOR MOUNT CONCRETE FOOTING FINISH GRADE OF MULCH TREE GUY STAKE AS SPECIFIED NOTE: WHERE TREES OCCUR IN LAWN AREAS, PROVIDE 3' DIA MULCH CIRCLE. ASTM A53 SCH. 40 GALVANIZED STEEL PIPE 28 -36" 30-39" i SPACES, LENGTH =1.4 -1.7m (55 -68 ") SPACES, LENGTH =2.16 -2.49 m (85 -98 ") SPACES, LENGTH = 2.67 -3.25 m (105- 128 ") SPACES, LENGTH = 3.18 -4.17 m (125 -164 ") INSTALL 1" ABOVE CONTAINER DEPTH PLACE 2" LAYER OF SPECIFIED MULCH OVER PLANTING BED. BACKFILL PLANTING PIT WITH SPECIFIED MIX OF NATIVE AND IMPORTED SOIL. MOUND CENTER OF PLANTING PIT COMPACT TO SUBGRADE DENSITY. �pII unnnll luu muuwt — ■ulmml:n11 Rootball Diameter ( "0') 1.5 D III =1 - I�1 = 0.5 D -_ ICI - � � � 1 - III - III -III -I NOTE: DETAIL APPLIES TO TREES, SHRUBS AND GROUNDCOVER PLANTINGS. SHRUB PLANTING SCALE: NTS 3” CONCRETE ANCHOR BOLT BENCH ( J SCALE: N75 _' SCALE: NTS 26 1/2" 4 A SIDE VIEW D0J- REMOVE UNTREATED BURLAP FROM TIP 1/3 OF ROOTBALL. REMOVE TREATED BURLAP OR WIRE BASKETS COMPLETELY. CONTAINER PLANTS —SCORE ROOTBALLS IN 3 PLACES TO 1/2" DEPTH. TOP DRESSING FERTILIZER. SEE SPECIFICATION. PROVIDE WATER SAUCER. FINISH GRADE OF SOIL. PLANT TABS. QUANTITY ACCORDING TO MANUFACTURER'S SPECIFICATIONS. RECEIVED JAN 3 0 2008 PERMIT CENTER THE AY GROUPNC J LAND USE CONSULTANTS P 360.659.6159 F 360.651.7252 1927 5TH STREET MARYSVILLE, WA 98270 WWW.JAYGROUPLLC. COM State of Washington registered Landscape Architect Pau certifica - o. 566 BAKER BOULEVARD RETAIL CENTER APPLICANT/ CONTACT NW CAPITAL CORP. /MARK MCDONALD 1420 5TH AVE. STE. 2200 SEATTLE, WA 98103 CITY OF TUKWILA PLANNING AND DEVELOPMENT SERVICES APPROVED FOR CONSTRUCTION BY R/W PERMIT NO SCALE NTS DATE TJG FILENAME REVISIONS REV.# DESCRIPTION 1 2 3 4 SITEPLAN CHANGES SITEPLAN CHANGES 5 6 SHEET PFN# 9- -20 - 06 SIDEWALK CHANGES SITEPLAN CHANGES SITEPLAN CHANGES PLANTING CHANGES L -3 OF 4 TJG JOB# 06 -0583 DRAWN BY CK S: \2006 \Landscape 06- 0583BAKER BLVD. PLANS \583 —LP BY DATE GK KML KML KB KML KML 9 -27 -06 1 -16 -07 2 -1 -07 9 -20 -07 12 -4 -07 DETAILS SYMBOL TYPE MANUFACTURER DESCRIPTION IA - - , . Q T H TQ F I e CI EST SST CST SPRAY POP ---UP SHRUB RAINBIRD 1806 SERIES — 30 PSI — 8', 10', 12', 15' RADIUS. SST, CST, ES NOZZLE AS NEEDED TO PROVIDE HEAD TO HEAD COVERAGE OR APPROVED EQUAL. P Q 9 4 Q T H TQ F ROTOR HEADS HUNTER PGJ SERIES — 35 PSI — 20' RADIUS. NOZZLE AS NEEDED TO PROVIDE HEAD TO HEAD COVERAGE OR APPROVED EQUAL. ZONE# ® SIZE A ink GPM AUTOMATIC CONTROL VALVE VALVE BOX RAINBIRD AMTEK 100 FEB SERIES — WITH VALVE SIZE, GPM, AND HYDROZONE # STANDARD OR JUMBO AS NEEDED — OR APPROVED M METER 1" INSTALL PER COUNTY STANDARDS. DOUBLE CHECK ASSEMBLY FEBCO 1 %4" 825Y — OR APPROVED EQUAL. M IS 4.4 COUPLER QUICK RAINBIRD 3RC W/ 33D KEY — OR APPROVED EQUAL. 0 GATE VALVE NIBCO T1 -1 OR APPROVED EQUAL. C CONTROLLER RAINBIRD ESP -6X — OR APPROVED EQUAL. POC POINT OF CONNECTION. MAINLINE RAINBIRD 1 %2" SCHEDULE 40 PVC — — — — — — — LATERAL LINE RAINBIRD CLASS 200 — SEE SCHEDULE OF PIPE SIZES. SLEEVING RAINBIRD SCHEDULE 40 --- 2X'S DIAMETER OF PIPE. GPM PIPE SIZE 0 —B 3/411 9 -15 1" 16 -22 1 14" 23 -35 1 %2" 36 -55 2" IRRIGATION SCHEDULE l+ l i/! ' Iti� 1��A������/,� I 1 %'`'/,�l! li Ii i,'i i!'1�!�I+I�I�I iI�l��'�I �l ����t.�� ;l Ai t'1i 18" MIN SCALE NTS PIPE SIZES BACK FLOW PREVENTOR PVC OR GALVANIZED ELL DOUBLE CHECK ASSEMBLY PVC OR GALVANIZED ELL PVC, GALVANIZED OR BRASS UNION (AS REQUIRED) SCHEDULE 80, BRASS OR GALVANIZED NIPPLE (AS REQUIRED) MAINLINE PVC OR GALVANIZED ELL NOTE: INSTALL PER LOCAL CODES AND MANUFACTURER'S RECOMMENDATIONS INSULATE AS REQUIRED 12' MIN. SCALE: NTS POP UP SPRAY HEAD A PORTION OF SEC. 26, TWP. 24N, RGE. 7E., W.M. KING COUNTY, WASHINGTON FACE OF WALL FINISH GRADE SET HEAD FLUSH WITH FINISH GRADE TURF POP —UP SPRAY HEAD POLYETHYLENE RISER (LENGTH AS REQUIRED) PVC STREET ELL a LATERAL LINE WITH PVC TEE OR ELL SCHEDULE 80 NIPPLE DOUBLE SWING JOINT — PVC STREET ELL AND PVC ELL - - - - - - - - - - - - S T U B --F OUT FOR DRIP CONTROL VALVE FOR FLOWER POTS ' 'iii immaummonommiartimulmommimmwm W - _- - w ar — GATE VALVE L v ^- co 01 — i :: 1 /I/ // ///,//! / / / / / / , /// / / / / / / / / / / / f / , / / // / / / J / / / , / / / / / / J / / / / / / // // / / / / // SD AUTO. CONTROL VALVE SCALE: NTS SD • -• SD --- SNAP -TITE WIRE CONNECTORS AND EXPANSION COILS, 10 WRAPS AROUND 1/2" PIPE DURABLE WEATHER RESISTANT PLASTIC VALVE BOX WITH EXTENSIONS AS NECESSARY INSTALL VALVE BOX 1/2" ABOVE FINISH GRADE IN TURF AND 2" IN SHRUB AREAS FINISH GRADE PEB SERIES ELECTRIC CONTROL VALVE (SIZE PER SPECIFICATIONS) PVC ELL 4" PEA GRAVEL BASE MAINLINE WITH PVC TEE OR ELL VALVE WIRE FROM CONTROLLER COMMON WIRE FROM CONTROLLER TO ELECTRIC CONTROL VALVE AND ON TO NEXT VALVE REMOTE CONTROL VALVE WW2-517T 152,01' L - -- SD GRAPHIC SCAT, 20' 0 10' 20' (INFEST) / / / / SD -- MIN 40' 01,o RECE ® ? JAN 3 0 2008 PERMIT CENTER THE AY GROUP i LAND USE CONSULTANTS State of Washington registered Landscape Architect P 360.659.8159 F 360.651.7252 1927 5TH STREET MARYSVILLE, WA 98270 WWW.JAYGROUPLLC.COM Pau certifica - o. 566 BAKER BOULEVARD RETAIL CENTER APPLICANTICONTACT NW CAPITAL CORP. /MARK MCDONALD 1420 5TH AVE. STE. 2200 SEATTLE, WA 98103 CITY OF TUKWILA PLANNING AND DEVELOPMENT SERVICES APPROVED FOR CONSTRUCTION BY R/W PERMIT NO SCALE 1 " 20 - O " DATE 9- 20 ---06 TJG FILENAME S: \2006 \Landscape 06- 0583BAKERBLVD.— PLANS \583 —LP REVISIONS REV.# DESCRIPTION 2 3 4 5 6 SHEET PFN# SIDEWALK CHANGES SITEPLAN CHANGES SITEPLAN CHANGES PLANTING CHANGES SITEPLAN CHANGES CITY COMMENTS OF 4 TJG J0B# 06 -0583 DRAWN BY GK IRRIGATION PLAN BY DATE GK 9 -27 -06 KML 1 -16 -07 KML 2 -1 -07 KB 9 -20 -07 KML 12-4-07 KML 4- 21 -08) DIED D .0114 r.4r Eat rnitotOoquerlre With the st teoa iNlowigewks 4J the Lrtiitinitti &AA Code ` Nibinaratrknend Psivrisioni e ' the Intermattunal nit 1tItnt Cade 0 ciesirsr.. n.. paajwimmilliken0 I egationsibta for watt:ima s with an applieatt or : �.,i•e t rfhsa+. -nts aubieat to tin nwuirmonu sad #oyst ilag *mime*. Zig !'CS*w daa not relcsrt thtt Ataititrat and Fat tt�tt rtsriaddifilY f • it din in .twrcdwncs with the taw of uriaditaina•ay# Ths Wide of Awisditriles G cadet, napiitinlr,r tl tho ine+p* of rapid grairrell CRITERIA ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, AND THE 2005 EDITION OF THE INTERNATIONAL BUILDING CODE (1130). THIS STRUCTURE DOES NOT CONFORM TO PRESENT EARTHQUAKE CODE REQUIREMENTS. IT HAS BEEN ANALYZED AND REINFORCED FOR MINIMUM MAINTENANCE IN ACCORDANCE WITH IBC SECTION 3403 AND 15 WITHIN THE CURRENT PRACTICE FOR THE RENOVATION OF EXISTING BUILDINGS OF THIS AGE AND TYPE OF CONSTRUCTION. THIS STRUCTURE HAS NOT BEEN ANALYZED OR DESIGNED FOR A SEISMIC UPGRADE. DESIGN LOADING CRITERIA ROOF LIVE LOAD 20 PSF SNOW ROOF SNOW. LOAD. = 25 PSF GROUND SNOW LOAD = 20 P5F EXPOSURE Ge = 1.00 . IMPORTANCE FACTOR 15 = 1.00 .THERMAL FACTOR Ct = 1.00 WIND .ANALYSIS PROCEDURE: SEAN "RAPID SOLUTIONS METHODOLOGY" BUILDING CATEGORY II 85 MPH .EXPOSURE "B" .TOPOGRAPHIC FACTOR KZT = L0 . IMPORTANCE FACTOR Iw = 1.0 EARTHQUAKE SEE PLANS FOR ADDITIONAL LOADING CRITERIA ANALYSIS PROCEDURE: IBC "EQUIVALENT LATERAL FORCE PROCEDURE" .SEISMIC DESIGN CATEGORY (SIX) = D SEISMIC USE GROUP = 1 SEISMIC SITE GLASS = .IMPORTANCE FACTOR le = 1.0 MAPPED MGE 55 = 1.41; 51 = 0.441 .DESIGN ACCELERATION Sds = SEISMIC RESISTING SYSTEM: REINFORCED CONCRETE SHEAR NAL LATERAL. LOADS ARE TRANSFERRED BY THE ROOF AND FLOOR DIAPHRAGMS TO THE SHEAR WALLS. FORGES ARE BASED ON THE TRIBUTARY AREA FOR EACH SHEAR WALL AND ARE CARRIED BY THE SHEAR WALLS TO THE FOUNDATION. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. CONTRACTOR SHALL SE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM HIS WORK. THE STRUCTURAL ENGINEER 145 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 ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. GONTRACTOR- INITIATED CHANGES SHALL BE SUBMI I I irL) IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 10. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER, DO NOT SCALE THE DRAWINGS. II. ALL STRUCTURAL SYSTEMS WHICH ARE COMPOSED OF FIELD ERECTED COMPONENTS SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 12. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIENED BY THE ENGINEER OF RECORD, AND THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REV1EW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED. A MINIMUM OF TWO WEEKS SHALL SE ALLOWED FOR REVIEW. 13. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS SY THE CONTRACTOR 15 TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL 15 INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS, IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS SHALL CONTROL AND SHALL BE FOLLOWED. 14. SPECIAL INSPECTION: SHALL BE SUPERVISED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT IN ACCORDANCE WITH IBC SECTIONS 1104 AND 170. THE TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS DIRECTLY TO ARCHITECT, STRUCTURAL ENGINEER, CONTRACTOR AND BUILDING OFFICIAL. ANY MATERIALS WH1 F.- r s, *Ht ION OF THE ARCH! . • FOR REQUIRED SPECIAL INSPECTION ITEMS, SEE THE SCHEDULE ON SHEET 51.1. 6ENER4L STRUCTURAL NOTES (The following apply unless shown otherwise on the plans) 6c0TfGHNIGAL 16. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST SE VERIFIED IN THE FIELD. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST IS" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON FLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD. UNLESS OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED UNDER COLUMNS OR WALLS ABOVE. BAGKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. ALLOWABLE SOIL PRESSURE (PER EXISTING STRUCTURAL DRAWINGS) 2,000 PSF RENOVATION 11. 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. EXISTING REINFORCING SHALL BE SAVED WHERE AND AS NOTED ON THE PLANS. SAN CUTTING, IF AND WHERE USED, SHALL NOT GUT EXISTING REINFORCING THAT 15 TO BE SAVED. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING ROOF SYSTEMS TO 25 PSF. A. ALL NEN OPENINGS THROUGH EXISTING WALLS, SLABS AND BEAMS SHALL BE ACCOMPLISHED BY SAW CUTTING WHEREVER POSSIBLE. 5. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF MEMBERS PRIOR TO GUTTING ANY OPENINGS. G. SMALL ROUND OPENINGS SHALL BE ACCOMPLISHED BY GORE DRILLING, IF POSSIBLE. D. WHERE NEN REINFORCING TERMINATES AT EXISTING CONCRETE, REBAR DOWELS EPDXIED INTO THE EXISTING CONCRETE SHALL BE PROVIDED TO MATCH HORIZONTAL REINFORCING, UNLESS OTHERWISE NOTED ON PLANS. CONCRETE IS. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION I AND AGI 30I. CONCRETE SHALL ATTAIN A 28 DAY STRENGTH OF f'c = 3,000 P51 AND MIX SHALL CONTAIN NOT LESS THAN 5 -1/2 SACKS OF CEMENT PER GUBIG YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS (BEFORE THE ADDITION OF ADMIXTURES). THE WATER/CEMENT RATIO SHALL NOT EXCEED 0.45. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX 15 SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, CEMENTITIOUS MATERIAL, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH IBC SECTION 141053. CHEMICAL ADMIXTURES AND FLYASH SHALL CONFORM TO ASTM 04414 AND 0618 RESPECTIVELY. FLYASH PERCENTAGE OF TOTAL CEMENTITIOUS MATERIAL SHALL NOT EXCEED 20 %. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. GONTRAGTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR ENTRAINED WITH AN AIR ENTRAINING AGENT CONFORMING TO ASTM 0260. TOTAL AIR CONTENT FOR FROST- RESISTANT CONCRETE SHALL BE IN ACCORDANCE NITH IBC TABLE Ia04.2.1. ALL CONCRETE EXPOSED TO THE WEATHER AND ALL GARAGE SLABS -ON -GRADE SHALL OBTAIN A 2S -DAY STRENGTH f'c OF 3,000 PSI IN ACCORDANCE WITH IBC TABLE 14104.2.2. REINFORCING STEEL SHALL CONFORM TO ASTM A6I5 (INCLUDING SUPPLEMENT 51), GRADE 60, f = 60,000 P5I. EXCEPTIONS: ANY BARS SPECIFICALLY 50 NOTED ON THE DRAWINGS AS GRADE 40 SHALL HAVE f = 40,000 PSI. GRADE 60 REINFORCING STEEL INDICATED ON DRAWINGS TO SE WELDED SHALL CONFORM TO ASTM AT05. REINFORCING STEEL COMPLYING WITH ASTM A615(51) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.W.S. D1.4 ARE SUBMITTED. 20. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND SENDS) IN ACCORDANCE WITH AC1 315 AND 318. LAP ALL CONTINUOUS REINFORCEMENT #5 AND SMALLER 60 BAR DIAMETERS, 2-0" MINIMUM. PROVIDE CORNER BARS AT ALL NALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 60 BAR DIAMETERS OR 2' -0" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH ACI 313, GLASS B. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY 50 DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 21. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. 3" FORMED SURFAGES EXPOSED TO EARTH (i.e. WALLS BELOW GROUND) OR WEATHER . 2" SLABS AND WALLS (INTERIOR FACE). . I" 22. EXPANSION BOLTS INTO CONCRETE AND GROUT FILLED GMU SHALL BE "KINK BOA TZ" E : AS MANUFACTURED BY HILTI CORP. INSTALLED IN STRICT AGGORDANGE ' .C.0. REPORT NO. NCLUDING STANDARD EMBEDMENT REQUIREMENTS U.O.N. SUBSTITUTIONS PROPOSED BY G� - • CTOR SHALL BE SUBMITTED FOR REVIEW WITH I.G.G. REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. SPECIAL INSPECTION 15 REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. 23. EPDXY - GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) INTO CONCRETE OR GROUT FILLED GMU SHALL BE INSTALLED USING "SET" ADHESIVE ANCHOR AS MANUFACTURED BY SIMPSON STRONG -TIE ANCHOR SYSTEMS. INSTALL IN STRICT ACCORDANCE WITH I.G.G. REPORT NO. ESR- 1712, INCLUDING STANDARD EMBEDMENT REQUIREMENTS U.O.N. SUBSTITUTIONS PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH I.G.G. REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. SPECIAL INSPECTION OF INSTALLATION 15 REQUIRED. RODS SHALL BE ASTM A36 UNLESS OTHERWISE NOTED. 24. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS OF THE A.I.S.G. SPECIFICATIONS AND GODES: A. AISC - SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS- ALLOWABLE STRESS DESIGN -41TH EDITION. B. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. G. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A410 BOLTS. 25. STRUCTURAL STEEL, WIDE FLANGE SHAPES SHALL CONFORM TO ASTM AQ�2 Fy = 50 K51; ALL OTHER ROLLED SHAPES SHALL CONFORM TO ASTM A36, FY = 36 KSI. STEEL PLATE SHALL CONFORM TO ASTM A36, Fy = 36 K5I_ STEEL PIPE SHALL CONFORM TO ASTM A53, TYPE E oR 5, GRADE B, Fy = 35 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B, Fy = 46 KSI. CONNECTION BOLTS SHALL CONFORM TO ASTM A501. ANCHOR BOLTS SHALL CONFORM TO ASTM FI554 GRADE 36, Fy = 36 KSI. 26. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE AISG CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 21. ALL A -325 CONNECTION BOLTS SHALL BE INSTALLED TO THE SNUG -TIGHT CONDITION PER AISG SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A4410 BOLTS IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. ALL. NUTS SHALL CONFORM TO ASTM A565. ALL WASHERS SHALL CONFORM TO ASTM F436 OR ASTM Fc15G TYPE 325. ALL SOLT HOLES SHALL BE STANDARD SIZE UNLESS OTHERWISE NOTED. 2S. ALL A -301 CONNECTION BOLTS SHALL BE PROVIDED WITH LOCK WASHERS UNDER NUTS OR SELF - LOCKING NUTS. ALL 130LT HOLES SHALL BE STANDARD SIZE UNLESS OTHERWISE NOTED. 241. ALL WELDING SHALL BE IN CONFORMANCE WITH A.1.5.0. AND A.W.S. STANDARDS AND SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS USING E10 XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY A.W.S) SHALL BE USED. WELDING OF GRADE 60 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING LON HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS (IF REQUIRED) SHALL SE PERFORMED USING E70XX ELECTRODES. 30. FRAMING LUMBER: SHALL BE KILN DRIED OR MG -11, AND GRADED AND MARKED IN CONFORMANCE WITH W.G.L.I.B. STANDARD GRADING RULES FOR WEST COAST LUMBER N0. 17. FURNISH TO THE FOLLOWING JOISTS: (2X, 3X, AND 4X MEMBERS) BEAMS AND STRINGERS: (INCLUDING 6 X AND LARGER MEMBERS) POSTS AND TIMBERS: STUDS, PLATES it MISCELLANEOUS LIGHT FRAMING: 3X TONGUE AND GROOVE DECKING: 31. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM D3737 AND AITG A1410.1 STANDARDS. EACH MEMBER SHALL BEAR AN A.I.T.G. IDENTIFICATION MARK AND SHALL SE ACCOMPANIED BY AN A.I.T.G. GERTIFIGATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F V4, Fb = 2,400 P51, Fv = 240 P51, E = 1,800 KSI. ALL CANTILEVERED OR CONTINUOUS BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F VS, Fb = 2400 P51, Fv = 240 PSI, E = I,S00 KSI. CAMBER ALL &LULAM BEAMS TO 3,500' RADIUS UNLESS SHOWN DTHERISISE ON THE PLANS. • 32. LAMINATED STRAND LUMBER (LS-) SHALL BE DESIGNED AND MANUFACTURED PER ASTM D5456. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, AND THE INDEPENDENT INSPECTION AGENCY'S LOGO. ALL LAMINATED STRAND LUMBER SHALL BE MANUFACTURED USING A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF STRUCTURAL PROPERTIES ARE AS FOLLOWS: RIM JOISTS AND BLOCKING (1 -1 /4" MINIMUM THICKNESS): Fb = 3140 P5I, E = 13 x I O 6 PSI., Fv = 745 P_5J • SEAMS AND HEADERS: STUDS: GOL UMNS: 2x4 * 2x6 Fb = 2 P51, E = 2.Ox I0 PSI, Fv = 2410 P51 ViOOD DOUGLAS FIR N0. 2 DOUGLAS FIR N0. I DOUGLAS FIR NO. 1 DOUGLAS FIR N0. 2 T Fb = 2325 PS E x 10 P5I, Fv = 310 PSI 1.1 . �� �` • Fb = 1700 ;PSIP, Lam,, x �.i.Qk -PS ` Fv = 400 P51 • Fb = 1700 PSI,' E = 1.3 x 10 P51, Fv = 400 PSI .HEM -FIR COMMERCIAL DEX DESIGN SHOWN ON PLANS 15 BASED ON MA fERIALS MANUFACTURED BY TRUS - JOIST. ALTERNATE MANUFACTURERS MAY SE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. 33. PARALLEL STRAND LUMBER (PSL) SHALL BE DESIGNED AND MANUFACTURED PER ASTM D5456. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, AND THE INDEPENDENT INSPECTION AGENCY'S LOGO. ALL PARALLEL STRAND LUMBER SHALL BE MANUFACTURED USING DOUGLAS FIR STRANDS GLUED WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D255 WITH ALL GRAIN PARALLEL WITH THE LENGTH OF THE MEMBER. MINIMUM STRUCTURAL PROPERTIES ARE AS FOLLOWS: DESIGN SHOWN ON PLANS 15 BASED ON MATERIALS MANUFACTURED BY THE TRUS -JOIST CORPORATION. ALTERNATE MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. SHOP DRAWINGS SHALL SHOW ALL WELDING WITH ANS A2.4 SYMBOLS. WELDS SHOWN ON DRAWINGS ARE MINIMUM SIZES. INCREASE WELDS SIZE TO ANS MINIMUM SIZES BASED ON PLATE THICKNESS. MINIMUM WELDING SHALL SE 3/16` -INCH. THE WELDS SHOWN ARE FOR THE FINAL CONNECTIONS. FIELD WELD ARROWS ARE SHOWN WHERE A FIELD WELD 15 REQUIRED BY THE STRUCTURAL DESIGN; THE CONTRACTOR IS RESPONSIBLE FO ��� P1+ ��� DETERMINING IF A WELD SHOULD SE SHOP OR FIELD YIELDED IN ORDER TO FACILITATE THE STRUGTURA MCE CODE C ° STEEL DELIVERY AND ERECTION. APPRCWED )u - Tu object + , space itd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 Info ©objectandspace.com QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com 1 IXPIRES 10/04 /06 BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL GN DEVELOPMENT PROGRESS SET PERMIT SUBMITTAL PERMIT RESPONSES GENERAL STRUCTURAL NOTES PR 2.007 PEE! : • TUKWILA, WA scale: 10.2.06 12.11.06 1.17.07 1.23 07 2.16.07 3.1.07 4.9.07 as noted t o I EfECIAL INSPEOTION 501-MULE SEE NOTES 14 2 CONTINUOUS PERIODIC REMARKS CONCRETE I INSPECTION OF REINFORCING STEEL AND PLACEMENT X 2 VERIFYING USE OF REGJIRED DESIGN MIX X 3 INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES X DRILLED IN ANCHORS I PLACEMENT OF ADHESIVE ANCHORS, RODS AND DOWELS X SEE NOTE 3 2 PLAGEMENT OF EXPANSION ANCHORS X SEE NOTE 3 STRUCTURAL STEEL I INSPECTION OF FABRICATION AND ERECTION OF STRUCTURAL STEEL X 2 INSPECTION OF HIGH - STRENGTH BOLTING: a. BEARING -TYPE CONNECTIONS X b. SLIP - CRITICAL CONNECTIONS X X SEE AISC LRFD SECTION M25 3 INSPECTION OF WELDING: Q. STRUCTURAL STEEL: I) COMPLETE AND PARTIAL PENETRATION GROOVE WELDS X SEE NOTE 4 2) MULTIPA55 FILLET WELDS X 3) SINGLE -PASS FILLET MELDS > 5/I6" X 4) SINGLE -PASS FILLET WELDS < 5/I6" X SEE NOTE 5 b. OTHER WELDING: I I) ANCHORS AND STUDS X WOOD I NAILING, BOLTING, ANCHORING, AND OTHER FASTENING COMPONENTS WITHIN THE SEISMIC- FORGE - RESISTING SYSTEM INCLUDING DRAG STRUTS, BRACES AND HOEDOWNS X SEE NOTE 6 APPROVED FABRICATORS I APPROVED FABRICATORS MUST SUBMIT CERTIFICATE OF COMPLIANCE FOR ALL OFFSITE FABRICATORS SUCH AS STRUCTURAL STEEL AND GLULAMS N 34. WOOD SHEATHING SHALL BE APA RATED, EXTERIOR GLUE; EXPOSURE I, IN CONFORMANCE WITH THE REQUIREMENTS FOR THEIR TYPE IN DOC PS-I OR PS -2. SEE PLANS FOR THICKNESS, PANEL IDENTIFICATION INDEX AND NAILING REQUIREMENTS. UNLESS OTHERWISE NOTED ON THE PLANS, ROOF SHEATHING SHALL BE LAID UP WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. ALLOW I/8" SPACING AT ALL PANEL EDGES AND ENDS OF ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH (2) 10d-F AT EACH END, UNLESS OTHERWISE NOTED. AT BLOCKED ROOF DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PANEL EDGES AND NAIL WITH EDGE NAILING SPACED PER PLANS. 35. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL $E PRESSURE TREATED WITH AN APPROVED PRESERVATIVE AND BRANDED WITH A QUALITY CONTROL AGENCY MARK BY THE AMERICAN WOOD PRESERVERS BUREAU OR EQUAL. ALL METAL HARDWARE IN CONTACT WITH TREATED WOOD SHALL BE PROTECTED WITH A GI85 GALVANIZED COATING (ZMAX) OR BETTER. ALL NAILS IN TREATED WOOD SHALL BE HOT -DIP GALVANIZED OR BETTER. PROVIDE 2 LAYERS OF 30# ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. 36. TIMBER CONNECTORS GALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NO. G -2001. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAYBE SUBSTITUTED, PROVIDED THEY HAVE I.G.G. 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 A301. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. ALL BOLTS TIGHTENED TO SNUG TIGHT. 31. WOOD FASTENERS: A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: DRAWING ID "5d" "10d-F" "10d" "I6d" "20d" NAIL NAME Sd Common IOd Framer IOd Shear I6d Sinker 20d Common NAIL DIAMETER 0.131" 0.151" 0.148" 0.148" 0.112" NAIL LENGTH 2 -1/2" 5 " 2 -1/4" 3 -I/4" 4 " B. NAILS - SHEATHING FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. C. HOT DIPPED GALVANIZED NAILS, BOLTS AND METAL PLATES -ALL NAILS, BOLTS AND METAL PLATES IN CONTACT WITH PRESSURE TREATED (INCLUDING FIRE - RETARDANT TREATED) LUMBER SHALL BE HOT DIPPED GALVANIZED. 38. WOOD FRAMING NOTES: THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE IBC. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO IBC TABLE 2304.1. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. TIGHTEN BOLTS AND LAG SCREWS SNUGLY AGAINST WOOD FRAMING AFTER WOOD HAS REACHED SPECIFIED MOISTURE CONTENT. B. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2 x 4 STUDS @ 16" 0.C. AT INTERIOR WALLS AND 2 x 6 I6" O.C. AT EXTERIOR WALLS. TW0 STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH I6d NAILS AT 8" O.G. STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS WITH 2 "x2 "x3 /I6" PLATE WASHERS @ 4' -O" O.C. UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT UP POSTS SHALL BE NAILED TO EACH OTHER WITH 10d-F @ 12" O.C. STAGGED. RLt-f1 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 ATTACHED TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING WITH SCREWS AT 8" O.G. USE 1 -1/4 " 01#6 SCREWS FOR 1/2" GAB AND 5/5" GAB WHERE OCCURS. USE 1 -1/4" W #6 GALVANIZED SCREWS FOR 1/2" GAB AND 5/S" EXTERIOR GYPSUM SHEATHING, WHERE OCCURS. VERIFY THE FIRE ASSEMBLY REQUIREMENTS WHERE APPLICABLE WITH THE ARCHITECT. G. ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. NAIL ALL MULTI JOIST BEAMS TOGETHER WITH IOd -F @ 5" O.G. STAGGERED UNLESS OTHERWISE NOTED. 31. TONGUE AND GROOVE STRUCTURAL ROOF DECKING SHALL BE INSTALLED AS A RANDOM LENGTH CONTINUOUS LAY -UP SYSTEM. INSTALL DECKING IN RANDOM LENGTHS OVER 2 OR MORE SPANS WITH EACH LENGTH OF DECKING OVER AT LEAST ONE FRAMING SUPPORT MEMBER. LAY WITH TONGUES FACING UPWARD ON SLOPED DECKING. FOR 2X AND 3X DECKING THE MAXIMUM MOISTURE CONTENT SHALL BE 15%. END JOINTS: DISPERSE END JOINTS AS RANDOMLY AS POSSIBLE TO MAKE EVEN SEPARATION PATTERN. I. AT LEAST 24 -INCH APART AT ADJACENT PLANKS. 2. MORE THAN I -FOOT APART AT ALTERNATE PLANKS SEPARATED BY ONE ROW. 3. NO END JOINTS IN 1/3 OF END SPAN COURSE BETWEEN FRAMING MEMBERS. 4. END MATCH EACH JOINT. 3X DECKING NOT LESS THAN 40% TO BE 14 FEET AND LONGER WITH AT LEAST 20% EQUAL TO OR GREATER IN LENGTH THAN THE MAXIMUM SPAN. NOT OVER 10% TO BE LESS THAN 10 FEET. DECKING SHALL BE INSTALLED AS FOLLOWS: 3X DECKING SHALL BE TOENAILED WITH ONE 40d NAIL AND FAGENAILED WITH ONE 60d NAIL PER SUPPORT. GENERAL STRUCTURAL NOTES (The following apply unless Shown otherwise on the plans) 40. WOOD SHEATHING INSTALLED OVER DECKING SHALL BE APA RATED, EXTERIOR GLUE; EXPOSURE I, IN CONFORMANCE WITH THE REQUIREMENTS FOR THEIR TYPE IN DOC P5-I OR P5 -2. SEE PLANS FOR THICKNESS, PANEL IDENTIFICATION INDEX AND SPECIAL NAILING REQUIREMENTS. UNLESS OTHERWISE NOTED ON THE PLANS, ROOF SHEATHING SHALL BE LAID UP WITH FACE GRAIN PERPENDICULAR TO DECKING. ALLOW I /5" SPACING AT ALL PANEL EDGES AND ENDS. NAIL SHEATHING TO DECKING WITH SCI (O.I31" DIA) X 1.15" NAILS AT 6" O.C. EDGES AND 12" O.C. EACH WAY IN THE FIELD. STRUCTURAL CATION AS NOTED IN IBC SECTION 1101, STRUCTURAL OBSERVATION 15 REQUIRED FOR THIS PROJECT. STRUCTURAL OBSERVATION MEANS THE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM, INCLUDING BUT NOT LIMITED TO, THE ELEMENTS AND CONNECTIONS AT SIGNIFICANT CONSTRUCTION STAGES AND THE COMPLETED STRUCTURE FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY OF THE INSPECTIONS REQUIRED BY IBC SECTIONS 101 AND 1104. IN OUR STRUCTURAL OBSERVATION, WE WILL SELECT PORTIONS OF WORK TO REVIEW CLOSELY AS WELL AS OBSERVE THE STRUCTURAL SYSTEM FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS. SUCH REVIEW PROCEDURES WILL BE CONDUCTED IN ACCORDANCE WITH COMMONLY ACCEPTED STANDARDS OF PRACTICE. THE BUILDING OFFICIAL UNDERSTANDS THAT SUCH PROCEDURES INDICATE ACTUAL CONDITIONS ONLY WHERE THE REVIEW 15 PERFORMED AND THAT THE RESULTS WILL BE INFERRED TO EXIST IN OTHER AREAS NOT REVIEWED. THE BUILDING OFFICIAL ALSO RECOGNIZES THAT STRUCTURAL REVIEW 15 A TECHNIQUE EMPLOYED TO MINIMIZE THE RISK OF PROBLEMS ARISING DURING CONSTRUCTION. STRUCTURAL OBSERVATION BY THE DESIGN PROFESSIONAL DOES NOT CONSTITUTE WARRANTY OR GUARANTEE OF ANY TYPE. IN ALL CASES, THE CONTRACTOR SHALL RETAIN RESPONSIBILITY FOR THE QUALITY OF WORK AND FOR ADHERENCE TO THE APPROVED PLANS AND SPECIFICATIONS. NOTES: 1. THE ITEMS CHECKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 11 BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING AGENCY. FOR MATERIAL SAMPLING AND TESTING REQUIREMENTS REFER TO THE PROJECT SPECIFICATIONS, THE STRUCTURAL NOTES, AND THE NOTES BELOW. SPECIAL INSPECTION TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED COMPONENTS. 2. CONTINUOUS INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON THE SITE AT ALL TIMES OBSERVING THE WORK REQUIRING SPECIAL INSPECTION (1% 1102). PERIODIC SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM THAT ALL WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE. 3. INSPECTION OF DRILLED ANCHORS, INCLUDING EXPANSION AND ADHESIVE GROUTED ANCHORS, WHERE SPECIFIED, SHALL INCLUDE VISUAL VERIFICATION OF DRILLED HOLE DEPTH, SPACING, EDGE DISTANCES AND HOLE GLEANING. FOR GROUTED ANCHORS, GROUT INSTALLATION SHALL BE OBSERVED AND GROUT PRODUCT SPECIFICATION AND PREPARATION SHALL BE VERIFIED. 4. ALL COMPLETE PENETRATION WELDS SHALL BE TESTED ULTRASONICALLY OR AS OTHERWISE SPECIFIED OR BY USING ANOTHER APPROVED METHOD. 5. ALL WELDS SHALL BE VISUALLY INSPECTED. 6. EXCEPTIONS: FASTENING OF WOOD SHEATHING USED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND DIAPHRAGMS WHERE FASTENER SPACING 15 MORE THAN 4" ON CENTER. I 19 2007 REID MID. DLETON, INC. object + space I_td architecture + interiors + furniture 4. lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 95116 studio 206 937 5222 fax 206 937 5226 info ©objectandspace.com QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com I EXPIRES 10/04/08 BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PROGRESS SET Q PERMIT SUBMITTAL I PERMIT RESPONSES TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23 07 2.16.07 3.1.07 4.9.07 GENERAL STRUCTURAL NOTES scale: as noted S 1.1 Q 0 d 0 0 0 9 0 4- - \------- F 20` -6" I ' -0" — J REMOVE (E) FTC. AS REO'D FOR NEW FTG. FTC. 2 ` -6 "x2' -6" x l `; O' DEEP — 7 I I I 6/S. x I . f I� - -i I - 1 I _' I J 1/53.0 5 6x6X% POST 1/53.0 A 6/53.0 SIM. SS 6/S3 5 I 5/53.0 SIM. SCALE: I /S" = 1' -0" r — r — I L CENTERED ADDITIOIN ON H55 POST (TYP.) FOUNDATION PLAN AL FTC. T IT -0" l< GUT NEON OPENIN 5 IN (E) GONG. TILT -UP WALL (SEE PLAN NOTE: 4) 2/53.0 16' -0" GONG. FOOTING 16` -3" A, 4/53.0 16-3" BASE t PER 5/53.0 r i J BASE It PER 5/53.0 BASE '_ PER 5/53.0 FOUNDATION PLAN NOTES: I. CONTRACTOR SHALL VERIFY ALL EXISTING SITE CONDITIONS AS SHOWN ON PLAN AND SECTIONS PRIOR TO START OF ANY CONSTRUCTION. CONTRACTOR MUST NOTIFY ENGINEER OF RECORD IF SITE CONDITIONS ARE NOT AS SHOWN ON THE DRAWINGS. 2. SEE 4/543 FOR SHEAR WALL SCHEDULE AT ALL PLYWOOD SHEATHING. 3. FOR TYPICAL WOOD FRAMING DETAILS, SEE SHEET 543. 4. WHERE NEW OPENING 15 GUT IN THE (E) CONCRETE WALL, A GORE- DRILLED HOLE SHALL BE DRILLED AT EACH CORNER OF OPENING TO AVOID OVER GUTTING INTO SOLID WALL. CO O DE GONAPLIPNC APPILO CM 1.00a 1)01-D 7c 11 Ai- it REID MIDDLETON, INC. object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.cam F EXPIRES 10/04/08 BAKER BOULEVARD RETAIL CENTER • r' TUKWILA, WA DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23.07 PROGRESS SET 2.16.07 PERMIT SUBMITTAL 3.1.07 I PERMIT RESPONSES 4.9.07 FOUNDATION PLAN scale: as noted APR 2I 'n' ) object + space ltd • CO 410 • 9 0 d 9 4 9 O a 0 1` • 6/54.2 I 1 LTTIl ANC OR TO I TILT -UP PANEL @ 6' -5" O.G. PER /54.1 (TYP) 7 5/54.1 2/54.1 S S S I .. ' h II !LL I _ HS COL. TO (E) 1.. T -UP PANEL R 3/54.2 H5512x6x (HIGH $ LOW) 20' -6" S (E) 2x5 JOISTS @ 16" O.0 TYP. S I{ S S 5/54.1 5i'4 , q'2 P51_ (E) 2x8 JOISTS @ 16" O C., TYP. I2/S4.2 6 X8 I2/55.0 10/54.1 x 0 1/54.0 N n ifs • 4x10'. fl 1/54.0 EGGO COL GAPS (E) 2x12 @ !6" 1x I � (E) 2x5 JOISTS @ 16" i , TYP. \ *f •i IX I I/54.1 xof'2 PSI 2/ '5.0 @ BOT. I/S .0 6 TOP 11i-6u ISTS TYP. q/55.0 3/54.1 (TYP) • 12/55.01 MSTG 12/55.0 „0 SCALE: 118" = I' -O" I1' -6" (E) 2x JOISTS @ 16" D.G., TYP. NEn S5 laosr w/ HSS BEAM GONN. PER 5/54.2, SIM. GONT. SUB- PpIAPHRAGM TIE PER 7/54.1 (TYP) - SPADE @ 5' -8" O.G. AND ALIGN w/ LTTIcI WALL ANGHORS GANTILEV�D BEAM B PER 8/54.1 11/55.0 4/54.1 A 10/54.0 6/54.0 CONT. SUB -P APHRAGM TI PER 1/54.1 ( P.) } X 8/54.0 P5L BM. TO TILT -0P PANEL PER 1/54.2 I ROOF FRAMINO PLAN EQ. 5 GL IN /ALL (HIGH $ LOW) 612X20_1 @ PERIMETER, T f V. • ' 1/55.0 @TOP Td x In 2/55.0 @ V H556x6 TO (EP TILT -UP PANEL PER 3/54.2 PSL BM. TO TILT -UP PANEL PER 1/54.2 H5512x6x% HIGH $ LOW) MSTG40 5 - A P WELD TO H55 12x6 w/ %a" WELD e A e • A 10/54.0 1.55.0@ TOP 6 .5.0 @ BOT_ S/54. /55.0 EQ. 16'_0" (E) 2x5 JOISTS @ I6" D.G. 6/54.0 ATTAGH (E) TILT -UP PANELS TOGETHER PER 12/54.1 (TYP. ALL AROUND PERIMETER OF BUILDING): 3/54.1 5/54.1 T 3 ._ 0 . 11 A 10/54.0 8/54.0 GI2X20.11 @ PERIMETER, TYP. 16' -3" (E) 2x; JOISTS @ I6" O.G. 6/54.0 PSL BM. PANEL P 0 TILT -UP R 7/54.2 to 5 /S.I 2/54.2 A 12/55.0 e 11 /54.2 2 � (E) 2x8 JOISTS @ 16" o_cz_ I 7 16-5" 0 1/55.0 2/54.1 542 WSx21 I 6/54.2 1 10/55.0 @ TOP 6/55.0 @ BOT. I T- f • GI2X20.i @ PERIMETER, TYP. F I ':( W SJ. - or Q LTTII ANCHOR TO TILT -UP PANEL @ 6' -S" O.G. PER 6/54.1 (TYP) CANTILEVERED SM. BRACE PER 8 /54.1 WS TO (E) TILT -UP PANEL PER II /54.0 � v 12/54.0 LGIO TO PANEL EXTERIOR 2x 51W TO J 9 , TILT -UP PANEL PER 6 1/54.1 EXTERIOR 2x STUD TO (E) TILT-UP PANEL PER I /54.I (TYP.) MAHN& PLAN NOTES: I. 5EE SHEETS 51.0, 51.1, $ 51.2 FOR STRUCTURAL GENERAL NOTES. SEE SHEET 54.3 FOR TYPIGAL WOOD DETAILS. 2. NAIL ROOF SHEATHING TO FRAMING WITH Sd NAILS (0.131 "gyp X 2.5" LONG) AT 6" O.G. AT ALL PANELS EDGES AND Sd NAILS AT 12" O.G. AT INTERMEDIATE FRAMING MEMBERS. (UNBLOGKED) WHEKE EXISTING SHEATHING IS REMOVED, PROVIDE NEW SHEATHING TO MATCH w/ EXISTING SHEATHING. 3. ALL BEARING /SHEAR WALLS SHALL BE 2X4 @ 16" O.G. INTERIOR AND 2X6 @ 16" 0.G. EXTERIOR U.O.N. WHERE EXISTING SHEATHING 15 REMOVED, PROVIDE NEW SHEATHING TO MATCH w/ EXISTING SHEATHING. SEE DETAIL 6/54.3. 4. POSTS INDIGATED ARE ABOVE THIS LEVEL. ALL POSTS NOT SPECIFIED SHALL BE (2) 2X U.O.N. SOLID SAWN MEMBERS OF EOUIVA1 FNT SIZE MAY BE SUBSTITUTED FOR. BUILT-UP MEMBER (SUCH AS A 4X6 FOR (5) 2X4) 5. PROVIDE SOLID OR BUILT -UP WOOD POSTS BENEATH THE ENDS OF ALL FLOOR BEAMS AND POSTS ABOVE FOR SOLID BEARING. (FILL JOIST SPAGE AS WELL). b. ALL FLOOR HEADERS NOT 51 I0WN ON PLAN SHALL BE (2) 2X10 FOR EXTERIOR BEARING WALLS AND (2) 2X10 FOR INTERIOR BEARING WALLS. SEE 1/54.3 FOR HEADER DETAIL. 1. FOR TOP PLATE SPLICE SEE PETAL 11/543. 8. 5W--x INDICATES 5HEAR WALL AT THIS LEVEL. REFER TO SHEAR WALL SCHEDULE 4/54.5 FOR SHEATHING, BLOGKING, NAILING, AND ANCHOR SOLT REQUIREMENTS. ALL EXTERIOR WALLS SHALL BE SHEATHED PER SW -6 CRITERIA U.O.N. ci. MSTG40 INDICATES HOLDOWN STRAP TO FRAMING BELOW WALL. REFER TO 10/54.3 FOR STRAP HOLDOWN DETAIL AT FLOOR -TO -FLOOR AND 10/543 FOR STRAP HOLDOWN DETAIL TO SEAM SUPPORTING SHEAR WALL END. USE MIN. (2) 2x POST U.N.Q. 10. CONTRACTOR SHALL VERIFY ALL EXISTING SITE GONDITIONS AS SHOWN ON PLAN AND SECTIONS PRIOR TO START OF ANY CONSTRUCTION. CONTRACTOR MUST NOTIFY ENGINEER OF RECORD IF SITE CONDITIONS ARE NOT AS SHOWN ON THE DRAWINGS. II. WHERE NEW OPENING 15 GUT IN THE (E) CONCRETE WALL, A CORE - DRILLED HOLE SHALL BE DRILLED AT EACH CORNER OF OPENING TO AVOID OVER GUTTING INTO SOLID WALL. LEGEND: 'X' INDICATES SHEAR WALL TYPE AT THIS LEVEL. SEC PLAN NOTE S '7 + - INDICATES FRAMING DIRECTION INDIGATES EXTENT OF FRAMING INDICATES WOOD BEARING WALL OR SHEAR WALL ABOVE. SEE PLAN NOTES S 4 8 INDIGATES 1/4000 BEARING WALL OR SHEAR WALL BELOW. SEE PLAN NOTE 3 INDICATES HEADER MEMBER. SEE PLAN NOTE 6 INDICATES MULTIPLE 5110 POST ABOVE. SEE PLAN NOTE 4 INDIGATES HOLDOWN TYPE AT THIS LEVEL, SEE PLAN NOTE I INDICATES POST ABOVE THIS LEVEL. INDICATES POST BELOW THIS LEVEL. ----REVIEWED FOR CODE COMPLIANCE APPROV C V of lvkwila BUILDING 01\1150-- architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com EXPIRES l0 /04 /os BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PROGRESS SET PERMIT SUBMITTAL I PERMIT RESPONSES TUKWILA, WA ROOF PLAN scale: 10.2.06 12.1106 t17.07 1.23.07 2.16.07 3.1.07 4.9.07 as noted 52.E 9) 0 0 9 0 9 O a 0 Nes 2/54.0 20' -6" 11' -6" 4/54.0 5/54.0 4/54.0 5/54.0 1 0 3/54.0 I /5410 SCALE: I /S" = 1' -O" I7' -6u 9 -F _L 3x DECKING HEM FIR 1 SELECT_ (OR GREATER) U.O.N. 3x DECKING HEM FIR SELECT. (OR GREATER) U.0.4. 1T-0" HIGH ROOF FRAMING PLAN 16' -0" 16' -3" A 4/54.0 A 5/54.0 I6-3" 2 /S4o 4/54.0 V 5/54.0 3/54.0 F 3x DiGKING HEM FIR SELECT. (OR GREATER) U.O.N. HIGH ROOF FRAMIN& PLAN NOTES; I. SEE SHEETS 51.0, 51.1, 4 51.2 FOR STRUCTURAL GENERAL NOTES. SEE SHEET 543 FOR TYPICAL WOOD DETAILS. 2. TYPICAL ROOF FRAMING CONSISTS OF 15/32" APA RATED SHEATHING (INDEX 32/16), LAID FACE GRAIN PERPENDICULAR OVER 3X DECKING U.O.N. 3. NAIL ROOF SHEATHING TO DECKING Irv/ Sd NAILS (0.131"cP X I.75" LONG) AT 6" 0.G. AT ALL PANELS EDGES AND Sd NAILS AT 12" 0_C. E.W. IN FIELD. 4. ALL HEADERS NOT SHOWN ON PLAN SHALL BE (2) 2X10 FOR EXTERIOR BEARING WALLS BELOW AND (2) 2X10 FOR INTERIOR BEARING WALLS BELOW. SEE 1/54.3 FOR HEADER DETAIL. 5. PROVIDE SOLID OR BUILT -UP W0017 PO5T5 BENEATH THE ENDS OF ALL ROOF BEAMS FOR SOLID BEARING. 6. FOR TOP PLATE SPLICE 5EE DETAIL 11/543. LE &END: INDICATES FRAMING DIRECTION INDICATES EXTENT OF FRAMING - : - j . * INDICATES WO01) BEARING WALL OR SHEAR WALL BELOW. INDICATES POST BELOW THIS LEVEL. Oo7oio REID MIDDLETON, INC. object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com 1 EXPIRES 10/04/08 BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PROGRESS SET PERMIT SUBMITTAL PERMIT RESPONSES TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23.07 2.16.07 3.1.07 4.9.07 HIGH ROOF PLAN scale: as noted 2.2 MB 16 WSxl5 ;\ A I I II NI WSxI5,IA i I 'I I I LL I H WSxIS _ = . � 9) 0 0 9 0 9 O a 0 Nes 2/54.0 20' -6" 11' -6" 4/54.0 5/54.0 4/54.0 5/54.0 1 0 3/54.0 I /5410 SCALE: I /S" = 1' -O" I7' -6u 9 -F _L 3x DECKING HEM FIR 1 SELECT_ (OR GREATER) U.O.N. 3x DECKING HEM FIR SELECT. (OR GREATER) U.0.4. 1T-0" HIGH ROOF FRAMING PLAN 16' -0" 16' -3" A 4/54.0 A 5/54.0 I6-3" 2 /S4o 4/54.0 V 5/54.0 3/54.0 F 3x DiGKING HEM FIR SELECT. (OR GREATER) U.O.N. HIGH ROOF FRAMIN& PLAN NOTES; I. SEE SHEETS 51.0, 51.1, 4 51.2 FOR STRUCTURAL GENERAL NOTES. SEE SHEET 543 FOR TYPICAL WOOD DETAILS. 2. TYPICAL ROOF FRAMING CONSISTS OF 15/32" APA RATED SHEATHING (INDEX 32/16), LAID FACE GRAIN PERPENDICULAR OVER 3X DECKING U.O.N. 3. NAIL ROOF SHEATHING TO DECKING Irv/ Sd NAILS (0.131"cP X I.75" LONG) AT 6" 0.G. AT ALL PANELS EDGES AND Sd NAILS AT 12" 0_C. E.W. IN FIELD. 4. ALL HEADERS NOT SHOWN ON PLAN SHALL BE (2) 2X10 FOR EXTERIOR BEARING WALLS BELOW AND (2) 2X10 FOR INTERIOR BEARING WALLS BELOW. SEE 1/54.3 FOR HEADER DETAIL. 5. PROVIDE SOLID OR BUILT -UP W0017 PO5T5 BENEATH THE ENDS OF ALL ROOF BEAMS FOR SOLID BEARING. 6. FOR TOP PLATE SPLICE 5EE DETAIL 11/543. LE &END: INDICATES FRAMING DIRECTION INDICATES EXTENT OF FRAMING - : - j . * INDICATES WO01) BEARING WALL OR SHEAR WALL BELOW. INDICATES POST BELOW THIS LEVEL. Oo7oio REID MIDDLETON, INC. object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com 1 EXPIRES 10/04/08 BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PROGRESS SET PERMIT SUBMITTAL PERMIT RESPONSES TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23.07 2.16.07 3.1.07 4.9.07 HIGH ROOF PLAN scale: as noted 2.2 Object + space itd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com QUANTUM CONSULTING ENGINEERS DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23.07 PROGRESS SET 2.16.07 PERMIT SUBMITTAL 3.1.07 I PERMIT RESPONSES 4.9.07 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com EXPIRES 10/04/08 BAKER BOULEVARD RETAIL CENTER TU KWI LA, WA DETAILS scale: as noted 53.0 COL. H55 POST PER PLAN (E) $ COL. 3 " Ci � GOL. l i „ f CONC. TILT -UP PANEL (E) GONG. 1:11 (E) POST / El r jj • COL_ i - E PER PLAN NEW HSS COL. I" GAP TILT -UP PANEL I GOL. °I(Y ! I „ 4" 2" '1 L3x3x /4x3" LONG _ 2" = PER PLAN 16" {WIELD TO HSS COL. 5 /4"0 1 l �, GAP ( I 2" 2x6 STUD @ 16 O.G. SHEATHING $ 5 HEARWALL > ; - - I I I + I I I r I ! - -1 2" AND EPDXY THR'D ROD TO (E) H55 COL. PER PLAN 6° �, (E) SLAB -ON -GRADE ( INFILL NEW CONCRETE It 3 /4 "x12 °xi' (E) GONG. TILT -UP PANEL 0 r 4 cv BASE It l' EDGE NAILING PER SHEAR WALL f I _ _ . �� ti 3 �" EMBED a GONG. @ EA. SIDE " OF COL. AT S - O MAX. v _ I I I I -O" „ �, 3 V <T YP. BASE t 3f x8 xl -O 46 w/ (2) 3 /4 " 0 EPDXY ♦ 3 /4 " x5 "xI' -O ♦ 1 i VERT. SPADING z = v> 1 L6x3 TO (E) POST PER 6/54.0 - STAGGER NEAR SIDE PLAN SCHEDULE SW -6 I" NON - SHRINK GROUT % V = THREADED RODS 1- PLAN A ANCHOR BOLT PER SHEAR WALL SCHEDULE w/ "1 MIN. EMBED - SAW GUT FOR FTC. i o ROD T /BASE' T 1 I o a m�,- A I I I a I I I 1 AND FAR 51DE AND SPACE 8' -D" O.G. MAX_ UP THE POST A o w o ♦ j 1/53.0 (E) SLAB- ON -CRADE i I �, ,, , 1 1111 1111 I . y �„ �.� = (E) GRADE \: o - w � ' I I I I I I I _ 9 5 " O l' (E) 3 .o► — - Q II II II II u) r ` - I I I I I 1 1 I H j I H j I I I I� 11 1=11=1111 #4 T EMBE i / (4) -O" LONG ANCHOR BOLTS w/ HARDENED 3"x3 "x PLATE WASHERS #4 POST BASE • Iii-211=---11 _ w — _ 3" p r / w / ♦ EPDXY DOWELS x @ IT O.G. DRILL HOLES / -I N _ "' ♦ ♦ _ my , FTC. WIDTH w w I I I �I I ( I � 2 „ I I - INTO (E) TILT -UP PANEL 12" D.G. E.W. DRILL HOLES (E) FOOTING AND ANCHOR EPDXY o CLR. #4 CONT. (E) SLAB -ON -GRDE BEYOND (E) FTC. AND ANCHOR z PER PLAN RODS w/ RODS w/ EPDXY (E) GONG. FTC. DETAIL SCALE: 1 ° = I'-QU sl DETAIL SCALE: i. -I' -o" 2 DETAIL SCALE: 1 " =1' -0° DETAIL SCALE: 1 4 NOTE: „ q" yJ«N� �� fOR * pNCE C® °' � M I eD A� , u� 2 ®4 -c t! a . - B01 �11 PROVIDE EPDXY DOWELS TO (E) FTC. PER 5/53.0 AT SIMILAR BASE It 3 4"x1'- 0"x1'-O" EQ. ' GOL. EQ. H55 POST PER PLAN (E) CONG. TILT -UP PANEL (E) SLAB -ON -GRADE Hi (4) 3 /4" dux l' - O ° LONG ANCHOR BOLTS W/ HARDENED 3 "x3 "x %4" PLATE WASHERS EMBED) II• I f I / INFILL NEW CONCRETE 1/ I/ TYP• -Iry I" NON- SHRINK GROUT (E) SLAB -ON -GRDE - SAW GUT FOR FTC. BASE t 3 / 4 "x8 "x l'_0" 1A4/ (2) 5 /4" EPDXY THREADED RODS I I I I 1 1 1 1 i_ o = , -�- (1 FIG. I I I l ________; , t_ , HSS GOL. PER PLAN @ I" O.G. GAGE IIII =11iJ (E) (OMIT AT SIM.) 11 NW 7/53.0 =_�_ -- • : f. w ZS) n m iii HOLES AND ANCHOR i4 - A i I I I I ■ . o I I 9 It (2) 1:4 CONT. o BASE 3,4"xll —OI' PLAN VIEW _ � - clZ m #4 DOWELS DRILL RODS w/ EPDXY 6" FTC. WIDTH @ 12 0_G. E.W. IT O.G. I' -6" f / EMBED / PER PLAN DETAIL SCALE: I °.=1LO" DETAIL SCALE. I" -I'-Q" DETAIL SCALE: 1 1/2 " -1'-0" DETAIL SCALE: I ° -I' -0" D 11 i k ,.. 1L RIEID I lIIDDLETON, INC. DETAIL SCALE: 1"= ILO" q DETAIL SCALE: I° =1' -0° I 0 DETAIL SCALE: I°=ILO" 1 I DETAIL SCALE; r= ILO" 1 2 Object + space itd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com QUANTUM CONSULTING ENGINEERS DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23.07 PROGRESS SET 2.16.07 PERMIT SUBMITTAL 3.1.07 I PERMIT RESPONSES 4.9.07 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com EXPIRES 10/04/08 BAKER BOULEVARD RETAIL CENTER TU KWI LA, WA DETAILS scale: as noted 53.0 9 /4 " 0 3x PLATE 4 ` 3x PLATE w/ THREADED RODS WELD NI 4" THREADED RODS WELD PER TO BEAM FLANGE ARCH @ 24 O.G. (COUNTERSINK NUTS) 4 BEVELED ft x BEAM PER , �� TO BEAM FLANGE 6 BEAM PER PLAN 20d @ 0.G DECK TO BLKG @ 24" O.G BEAM PER PLAN FLANGE WIDTH ARCH (COUNTERSINK NUTS) STIFF. % (2) 3 /4 "0 A -325 -N BOLTS PER AT BEAM GAGE w/ I �� PANEL EDGE 20d @ 6" D.G. 2x BLKG_ BTWN BEAMS AS REO'D w/ A55 ATTACHED TO TOP �`� � ��=�{ eI� �� 20d @ 6 Q.G. DECK TO BLKG. 44 + -� L.r NAILING PER PLAN DECK TO PLATE PLAN EACH SIDE BEVELEDASHERS ARGH. �� '_ W 2x BLKG. BTWN. BEAMS I ,�'' uu AS REQ'D ii/ A35 �r Mr. .,- ATTACHED TO TOP � SHEATHING PER 8M. GAGE 1111-11 r � } � ' r'i:>`_� PLATE 24" SHEATHING AND SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE @ Q.G. y �� � , �.�r'`��_ �r /rte � Ail it r = "' >: U� 0 TYP 1„ AM PER PLAN 3x DECKING PER PLAN 4 ° I r —= tl�l� iE> � 3x4 PLATE w/ 3 /4 "4? THREADED RODS WELD TO BEAM FLANGE @ 24" O.G. (COUNTERSINK NUTS) 1-k ~ l \. SEAM PER PLAN 3i" FLANGE; y a�F ' `—r—' ( t PLATE @ 24" Q.G. BEAM PER PLAN CAP 4 x SEAM kill A WIDTH x Gi" p4/ (2) 3 4%0 - �„ F' 3 ��l BEAM -TO -BEAM 1/54.0 " A- 325 -N BOLTS SHEATHING AND 3 16 ; TO M. 3x (BEAM FLANGE WIDTH) PLATE w/ 5 4 4 0 THREADED RODS WELD TO BEAM FLANGE @ 24" O.G. (COUNTERSINK NUTS) 3 /4" SECTION A 3/ „ ' - — � M 16 CONN. PER m K o K PER ARCH. HSS POST PER PLAN SHEAR WALL EDGE NAILING PER SHEAR 6X8 POST BELOW SW -6 f (2) 4 A -325 -N BOLTS ' STEEL BEAM, TYP. A35 AT EACH I6d @ 6" O.G. TO PLATE WALL SCHEDULE LSI6x3' -O" STRAP TO (2) 2x TOP fib'- EA. SIDE AT POST 5 PER ARGH. SIDE OF POST KNIFE 3 / 2x4 STUDS @ 16" O.G. (2) A- 325 -N BOLTS AT BEAM -TO -BEAM CONN. . w/ (2) 3 4" THRU BOLTS CENTER ON POST ,( T BEAM PER PLAN LOCATION PER ARCH. ! DETAIL SCALE: In= ILO" I DETAIL SCALE: I El -O 1 2 NAIL SCALE: I ° -1'-0° DETAIL SCALE: I° -r -o° 4 L6x3x 1 4x8" LONG F 3 Hr (E) GONG. TILT -UP PANEL NOTE: PROVIDE L4x4 CONT. ANGLE ROD GONN. THRU BEAM PER DETAIL 4/54.1 (NOT SHOWN) (E) CONC. PANEL (E) SHEATHING TYP. (E) G EGGO COL. J HSS COL. PER. �' _ - -� -- (E) TOP PLATE COL. BEAM PER PLAN PANEL EDGE NAILING PER PLAN PER PLAN WHERE APPLICABLE ; � L4x4 L_!' l .__ -_ 20d @ 6n O.G. DECK TO PLATE ° ° CONT. PERIMETER ANGLE w/ 3 4 n 0 THREADED ROD THRU (E) GONG. PILASTER PER 2B/S4.I it 1 4" (2) 3 /4"o TILT -UP (E) SHEATHING PP"-- JIM 1 l ,' ' 3 16 \ (E) (2) 2x TOP PLATE WHERE APPLICABLE 3 i6 — ` ii u A SHEATHING PER PLAN y , _ w _ r �� f r it -I ;i � NEW M. PER PLAN r I I y i SIDE w/ THRU -BOLTS CAP TO MATCH BM WIDTH P AN A o - NEW SM. PER PLAN WIDTH OF B/BM. ECCO COL. GAP TO MATCH DM. WIDTH - 3x PER PLAN BM. +S " 3 6 V H (E) SM. PER PLAN BEARING R f "x6 "x�" I g �r _ DECKING o CL ROD I � in NB (E) CONN. I � Cl �� K Lu Da Da o 2 : 3x PLATE w/ 3 /4" ' P 1 A THREADED RODS WELD TO BEAM FLANGE @ 24" O.G (COUNTERSINK NUTS) I I I (`) 4 , „ : LONG ' T.n� r_ STIFF /$ 16 (/ I I 4_ tip \ - --RN - .. 1 / TYP. /4 - 1 3 \ y " LAG SCREWS 1 �� L6x3x /4x8 EA. SIDE OF POST r @ S - D Q.G. MAX. (OFFSET L6x3 EA. \ \ _ G —_ — - ` g ` \ FACE MOUNT i 3 /4 "xi "x I'_4" - cy _ 3 I �� L3X3xi4x3" LONG I" I GAP WELD TO HSS COL. AND EPDXY — I . I ti . 3 4"0 6n /i - EMBED 3/4 "P THR'D ROD TO (E) GONG. @ EA. SIDE OF COL. AT S' - O" MAX. VERT. SPACING (6) EPDXY THREADED RODS TO 1 _ (E) CONC. PILASTER ��� i7 PER ARCH. SIDE BY 2") L6x3 ANGLE F.S. -if 6" 1W 2r' �� @ 6 O.G. 'in I (E) GL POST PER PLAN EMBED i (E) CONG. PILASTER DETAIL SCALE: r.r-on I°-I'-on DETAIL SCALE: I " -r -O° DETAIL SGALE: I' ILO" 1 DETAIL �� ikc SGALir: I ° -r -0° (E) TOP (E) TOP PLATE TO REMAIN CIO TO (E) TILT -UP PANEL 5" �' 4" \ Cb00 NOTE: \ I° NEW 2x EXT. WALL STUD � r O NOT SHOWN FOR CLARITY (SEE c1/54.1). � , - �,�a��9��� 1. ' (E} BLKG. -- (E) SHEATHING (E) (E) SHEATHING - (E) TOP PLATE i '_+ r� - - 2x JOIST, SEE NOTE 5O (E) TOP PLATE PER 12/54.0 LTP4 @ EA. SIDE OF M. TO (E) TOP PLATE @ 24" O.G. (STAGGERED) WS 3 16 , �r�tiJ.ww►�i vw.iw►r� 1 (E) TILT -UP PANEL 32" EMBED PER PLAN��"�>��' L3x3x -1' LONG (E) SHEATHING�� IR ! ��ii cy v N FLANGE HANGER NEW H {.O CLIP (E} (2) 2x TOP PLATE A AT EVERY OTHER JOIST NEW M. PER PLAN m _ - ':�� r °" _I CIO PER PLAN 3 /4N EPDXY THREADED RODS @ 4' - 0" O.G. TO (E) TILT -UP PANEL w/ (2) 3 /4 ° 4' A 325 BOLTS f 1 /2 "x6 "x8" w/ 2 3/ "7 A -325 -N (2) 4 BOLTS @ 5" O.G. GAGE STIFF. it %" d , 'I _ � TO TOP PLATE SECTION A . :_ ^ �� CONDITION T) ON WHERE (E} (E) (2) 2x TOP PLATE JOIST BEARS ON N, 1 w/ BEVLLED WASHERS (E) TOP PLATE (E) SHEATHING NOT, (E) JOIST — (E) JOIST SHORE -UP JOISTS AND REMOVE BEARING WALL BELOW DOUBLE TOP PLATE TO INSTALL NEW BEAM @ s �� ,r r rr --- - - ---- LTP4 @ EA. SIDE OF (E) PLATE NEW M. PER PLAN a�. BM TO TOP @ 24" O.G. (STAGGERED) i � ti , , .1. �1. (4) 3 /4 "0 EPDXY THREADED SHORE UP JOISTS AND 4 r , ' ' ' ` , , - (E) TILT -UP PANEL 3" EMBED REMOVE (E) BEARING WALL BELOW DOUBLE TOP PLATE TO INSTALL NEW BEAMS RODS @ 5" A O .G. GAGE (E) JOIST Err (E) 2x JOIST, SEE NOTE (E) TOP FLANGE REIL� MIDDLETI� 3. INC. (1:111.......-- SECTION NEW M. PER PLAN .; .; i CONDITION WHERE (E) JOIST HUNG ON (E) TOP PLATE DETAIL SCALE; I " =I' -0 I C' DETAIL SCALE: I°= I`'-O° I I DETAIL SCALE- 1"-=ILO' I I DETAIL SCALE! V=I'-O' 12 object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com QUANTUM CONSULTING ENGINEERS APR 2001 ��. _ 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com 1 EXPIRES 10/04/08 BAKER BOULEVARD RETAIL CENTER TUKWILA, WA DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23.07 PROGRESS SET 2.16.07 PERMIT SUBMITTAL 3.1.07 ( PERMIT RESPONSES 4.9.07 DETAILS scale: as noted S4.0 028-5 Plotted: The, 04/70/2007 I .-08 (E) PANEL JOINT fE "x4 "x4" (E) PANEL JOINT I GONT. L4x4 4/54.1 PERIMETER ANGLE (E) TOP PLATE 2 (E) SHEATHING (E) SHEATHING w/ (E) SHEATHING 1346 HOLES / zlz (E) 2x JOIST PER PLAN :� (TIP) CONT. L4x4 PERIMETER ANGLE T/ NEW r T/ (E) ROOF SHEATHING - '�' � (E) TOP PLATE �������,_��_�: �" "r �... W, ....L.W.G...L..I..�..,�.�∎ .�.....W�AP. TI (J GONG. TILT -UP - `�` Y ` �_" y " """ "` GONT. L4x4 PERIMETER ANGLE II u - T/ (E) GONG. PILASTER I f u H i — — — u cy 3 1, / 4) THREADED ROD THRU BEAM SISTER 4XSX2' -O" LONG TO B/ (E) GLULAM M. w/ _ 1�u r C > (2) ROWS OF 5 /5".1 3 x6" LAG 5GREW5 @ 5" D.G. 2' -O" LO . L4x4 PERIMETER ANGLE AND BOTTOM (E) JOI JOISTS VP TYP.> 14 V %2 "x4 "x4" 3 /4 w/ NUT 4 WASHER GOVT. L4x4 %) THREADED ROD PERIMETER ANGLE THROUGH (E) GONG. PILASTER END R (E) GONG. PILASTER 2 „ 2'-0” Irv/ NUT WASHER EACH END 2 " L4x4 EA. END II I IJ n n II I I I II I I n II I I H II n I I I II n II I 11 n II I II n II I n II II n (E) GLULAM SEAM 3 / 4 " 0 E P O X Y %2 "x4 "x4" ° O THREADED ROD ~~ i 1 11111111111 11 I I 11 I II I II MAX. @ 6' -0 O.G. F T. illallgirwi . 6" IF (E) PILASTER IS OBSTRUCTING THE NEW CONT. L4x4 PERIMETER ANGLE, SECTION G CUT VERTICAL LEG OF L4x4 PERIMETER ANGLE AS REQUIRED ELFVATION - 2A EI Fl, TION - 2I3, (E) GLULAM BM. EMBED ` PHD6 HOLDOWN (E) GONG. -- ti TILT -UP PANEL ANCHOR CENTERED UNDER (E) GLULAM BEAM AND 4x5 (E) GONG. PILASTER MERE CONG. PILASTER STOPS MERE TOP OF (E.) CONG. PILA5T 2 SHORT OF TOP OF CONC. TILT PANEL MATCHES w/ TOP OF (E) GONG. TILT -UP PAN L DETAIL SGALE:1" -I'-o" 2 DETAIL SCALE: II /2 " -I'-o° I DETAIL SCALE: II /2s -I` -0a 4 (E) SHEATHING (E) SHEATHING I 00000 - - -- 6 , ► (E) TOP PLATE (E) SHEATHING (E) TOP PLATE (E) SHEATHING - - = E,,,,, 00000 1 , 0 0 0 0 0 1tl E. - -' °1 ° ILI . 0 0 0 0 0 k. m g .w.��t... ,r rm�i�rr�rrr ..Er.�.l...rt..rm..r.r�. �...rr.........r w�...� +� p. � ��r I I p T I ' -O ' ILO" y: II u u _ d \ EPDXY THREADED ROD s ;" EMBED T I=T; PHD2 PHD2 (E) 2x JOIST / / ' (E) 2x JOIST "4 i "' (E) 2x JOIST 32" EMBED DRILLED I HOLE THRU GLULAM BEAM FOR PHD2 HOL DOWN THREADED ROD I (E) GLULAM BEAM - CANTILEVERED END / / 2 2 (E) 2x JOIST PER PLAN SIMPSON LTTICI ANCHOR @ 6' -S" O.G. GONT. L4x4x PERIMETER ANGLE NI 3 /4 "(1) EPDXY THREADED RODS @ 6' - O" O.G. C516 STRAP @ 24" O.G. TO EACH PAIR OF JOISTS PANEL - orED C.C giCt Cep C°‘41 (E) GONG. TILT -UP PANEL (E) GONG. TILT -UP DETAIL SCALE: I 1/2' =I'-o" DETAIL SCALE: I I/2 ° =1'-0" DETAIL SCALE: I I /2 "=I' -0' DETAIL , SCALE: I 1/T=11-0" Ff 140 e C PER ARCH. SHEATHING AND SHEAR WALL EDGE NAILING PER (E) PANEL JOINT — i e ." 9A �e SHEATHING AND 5W - SHEAR WALL EDGE NAILING PER WINDOW SYSTEM SHEATHING AND SHEAR WALL EDGE NAILING PER SHEAR WALL SCHED. (2) 2x TOP PLATE J L6x6x /5x0' -a" LONG w/ (2) 5 4"(1 7 EPDXY THREADED RODS @ 6' - 0" O.G. VERT. SHEAR WALL SCHED. '111 1111(1 2x STUD TOENAIL TO 2x NAILER w/ - H25 @ 16" D.G. volii11 2x6 STUDS @ 16" D.G. (E) GONG. ti - 2x6 STUDS @ 16" O.G. B DTTOM PLATE AND ATTACHMENT PER NEW SHEATHING TO MATCH (E) SHEATHING F � " [ iu (E) TOP PLATE _ SF'ACING TO (E) GONG. SHEAR WALL SCHED. BOTTOM PLATE AND ATTACHMENT PER SHEAR WALL SCHED. a PANEL AND PILASTER (2) 16d EA. SIDE �� 2x6 PILASTER (E) GONG. TILT -UP PANEL - I Ilt.. (E) SHEATHING i,� �_ SHEAR WALL SCHED. ROOF SHEATHING EDGE STUD @ 1 D.G. r I I i ��► T/ (E� TILT -UP PANEL 4' 0 t — (E) SHEATHING (_, ROOF SHEATHING EDGE NAILING PER PLAN PA I ► [7- - - - - �ki GIO WHERE OCCURS @ PLAN (E) GONG. TILT -UP PANEL T/ (E) GONG. SLAB NAILING FER PLAN ∎ »�� ..,� ^ (E) GLULAM BEAM ii Mi'MM , „_ „_ ..� �.........�.�... G TY OPEN I •� OPEN - (E) GONG. TILT -UP PANEL (E) 2x JOIST 51" 2 2x6 NAILER 16d (E) 2x JOIST 2x NAILER TO (E TOP PLATE ) w/I6d @6” O.G. w/ @ 6" O .G. EMBED, TYP. Er1 r"'olo � REID E W C; I{ ; I'�r�i I� , 1- . iii ` i MIDOLL , N, INC. --' (E) HANGER SEAM PER PLAN DETAIL SCALE: I I /2° =1 DETAIL SCALE: I I /2 ° =1' -Q° i 10 DETAIL SCALE: I I /2 " =1' -0' I I COME ( TILT-I PAILS Wet SCALE: I tl -1 1 2 object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info@objectandspace.com QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com I EXPIRES 10/04/05 BAKER BOULEVARD RETAIL CENTER TUKWILA, WA DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23.07 PROGRESS SET 2.16.07 PERMIT SUBMITTAL 3.1.07 PERMIT RESPONSES 4.9.07 DETAILS scale: as noted S4.1 EQ EQ EDGE NAILING I EDGE NAILING PER SHEAR WALL SCHEDULE FACE NAIL PER SHEAR WALL 5G{- }EDUCE SPEAR Y ALL SCHEDULE SHEAR WALL TYP SHEAR WALL SHEATHING 0 PANEL EDGE F LAMING ® r PANEL EDE NAILING BOTTOM PLATE ATTACHMENT TOP PLATE ATTACHMENT 2x BOTTOM PLATE CONNECTION TO RIM JOI57 OR BLOCKING BELOW ANCHOR BOLTING OF SILL PLATE TO CONCRETE BELOW RIM JOIST OR BLOCKING CONNECTION TO TOP PLATE BELOW --------�x i - I MIN. 2 BOLTS IN EA. SILL SECTION PLATE AND ATTACHMENT PER L SILL SHEAR WALL SCHDULE (MIN. 2x SILL PLATE w/ /s ep ANCHOR BOLTS @ 48 D.G. IN/ PLATE WASHERS 2x2x EMBED MIN. 1" INTO CONCRETE AT NON -SHEAR WALLS) WHERE SILL PLATE IS DRILLED OR NOTCHED MORE THAN Ili OF THE PLATE WIDTH, INSTALL BOLT EACH SIDE NOTCH 3x PL. 2x PL. EXTERIOR WALL ��t• PER PER SHEAR WALL � IN I tRIOR WALL z o I- _I 0 SCHEDULE WALL I SW -6 15/32" APA ONE -SIDE SHTG. 2x 0.148"0x2 6" O.G. 0.148"0x5 6 O.G. N/A /c „ @ 48 �� O.G. A35 @ 16 O.C. LTP4 @ 16 �� O.G. KOTE5 ' INSTALL PANEL SHEATHING EITHER HORIZONTALLY OR VERTICALLY FOR THE ENTIRE LENGTH OF THE WALL PER PLAN. 0 ALL WALL STUDS SHALL BE EITHER 2x4 OR 2x6 @ l6” O.G. PER PLAN. PROVIDE 2x OR WIDER BACKING FRAMING AT ALL PANEL EDGES INCLUDING HORIZONTAL BLOGKINGS PER THE SCHEDULE. 0 PROVIDE NAILING TO ALL PANEL EDGES TOP 4 BOTTOM PLATES AND HORIZONTAL BLOCKING. PROVIDE THE SAME NAILING PATTERN TO EACH MULTIPLE �r " STUD OF THE BUILT -UP HOW DOWN POST. NAIL PANEL TO INTERMEDIATE FRAMING MEMBERS w/ O.I48 x 2 12" O.G. ® EMBED CAST -IN -PLACE 5/8 "4 ANCHOR BOLTS 1" MIN. (OR EMBED ADHESIVE ANCHOR BOLTS 5 1/2" IN (E) CONCRETE; SEE STRUCTURAL NOTES). PROVIDE PLATE WASHER 2" x 2" x 3/16" AT EACH ANCHOR BOLT. SILL PLATES SHALL BE TREATED PER GENERAL NOTES, AND SHALL BE 2x OR 3x PER THE SCHEDULE. Q PROVIDE HOT PIPPED GALVANIZED NAILS, BOLTS, OR METAL PLATES FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED MEMBERS. ® PROVIDE 0.151" x I -1/2" LONG NAILS FOR CLIPS DIRECTLY ATTACHED TO FRAMING MEMBERS; PROVIDE 0.151" 4) x 2 -I /2" LONG NAILS FOR CLIPS INSTALLED OVER FLOOR OR WALL SHEATHING ON FRAMING MEMBERS. SEE 11/543 FOR TOP PLATE SPLICE. EDGE NAILING PER SHEAR WALL SCHEDULE NOTES: ONE OF 12" _ 12" 12" 12" 12" _ r.-- MAX 7 MAX MAX. 7 BOLT DIA. MIN. _, MAX. F 'MAX. FACE SHEAR SCHEDULE FIFA I. WHERE NO STUD TO STUD NAILING IS INDICATED, NAIL STUDS TOGETHER WITH IOd -F @ S" O.G. 2. ADDITIONAL STUDS REQUIRED AS MAILERS, ETC. ARE NOT SHOWN. NAILS PER WALL - 3. SEE SHEAR WALL SCHEDULE FOR SHEATHING 1NALL IMERSF NAILING REQUIREMENTS. TYPICAL GILL PLATE BOLTING - PLAN VIEW SCALE: NONE ` I TYPICAL VIALL INTERSECTIONS SCALE: NONE • 2 5HEAR PIALL SCHEDULE SCALE: NONE 4 EDGE WHERE HEADER INTERRUPTS TYP. DOUBLE TOP PLATE, PROVIDE COORDINATE PLACEMENT OF MSTA24 EACH END HEADERS WITH ARCH. U.O.N. PLANS / 2'- O" PANEL EDGE NAILING PER PLAN MIN. PANEL WIDTH f WIDTH - CONTINUOUS PANEL ,���r.��_.��,.,.,.. PANEL EDGE NAILING ° " %!! / //r f ,f ////./// off /�� /� f/ 4, /,' 74 fji ./.0' ,.,, = o = o _ : = F - ♦ ON DRAWINGS; IN GENERAL PLACE HEADERS LOW ONLY PER PLAN / SHEATHING PER PLAN r , ! � / 2x4 FLAT BLKG. (2) TOENAILS OR .r rr Z CLIPS EACH END 0 FLAT BLOCKING AT PAS EDGES eifIME REQ'D� r MAX. DIAMETER OF BORED HOLES TYP. DOUBLE TOP PLATE AT DOOR AND WINDOW SAW CUT CIRCULAR r, MIN. /a EDGE MT) OPENINGS T i ' i �iir f � /i ' / / IELD NAILING AT // I I DIST ' 1 . 1 0 I i I BORED HOLES AR TO BE SPACED AT LEAST A STUD WIDTH FROM A GUT OR NOTCH ARE r A3� CLIP ANGLE AT EXTERIOR HEADERS OVER 6' IN LENGTH ■ 1 4 / !i . , , /7lT/ /, PANEL EDGE NAILING PER PLAN NOTCH VEE NOTCH STUD I I WIDTH MAX. DEPTH " „ ;;;',7,- / SHEATHING JOINT, PANEL EDGE NAILING, /� / ��� „i , 1 � 7/ / /�. / /ii,, / k',',/ �,,, , , „f//,'///, i. / /i ¢ 0 / r// m rl�r�� :l.�: �.«<..... ti toms: MB f .L �� TYP. STUDS REFER ARCH. 2x4 NAILER w/ 16d @ 6" D.G. (6J 16d MIN. r PER PLAN, TYP. . � JOIST ' -/� d o WHERE FULLY BLOCKED DIAPHRAGMS ARE �i / / //J SPECIFIED ON THE / �� �i. , f '/f %ter / /%. /, °' LET-IN NOTCH BORED HOLES TO BE SPACED AT LEAST TWICE THE DIAMETER OF THE LARGEST HOLE REFER ARCH. PROVIDE DOUBLE BOTTOM PLATE AT EXTERIOR HEADERS MIN' DEPTH BEYOND AT JOIST SPLICE WHERE OCCURS 0 PAWL EDGE HAILING AT JOIST drua A. CUTTING AND Ile \ I NOTCHING t•Arf WOOD STUDS DIMENSION OF SHEATHING PANELS TO FRAMING. r r. END JOINTS 2 -O MIN. LAP AS SHOWN. LAP SPLICE AND SHEATHING JOINTS SEE DETAIL B ABOVE. TRIM STUD POST PER 0 OVER 10 -O IN LENGTH) PLANS, PROVIDE / /iif /iiiii� /�' 2x4 FLAT BLKG• AT SHEATHING JOINTS, SEE DETAIL A TO ,,,,,,, „ „ „� / f % / / „ „„ „ ///// /� I. RUN LONG PERPENDICULAR 2. STAGGER 3. WHERE FRAMING ARE OFFSET, HEADER PER PLAN PLAN, (PROVIDE MIN. (2) 2x STUDS AT HEADERS OVER 6' -O” IN LENGTH) 10d-F 8 r� THE SIDE - - - - • - . // , 4 J @ O.G., TYP. AT BUILT UP STUDS (DO NOT NOTCH MORE THAN 3 ADJACENTS w/o REVIEW BY ENGINEER) BEARING WALL STUDS '1 STUD MAX. DEPTH OF MIN. DEPTH REMAINING AFTER SIZE EDGE GUT OR NOTCH CUT OR NOTCH !— 2x6 111/2° 2 4” 1/2" NON - BEARING WALL STUDS a E l TYPICAL ROOF DIAPHRAGM 514EATHIN6 SCALE: NONE TYPICAL READS DETAIL SCALE: NONE HOEDOWN STUDS (14) 10d-F 3" D - G. STAGGERED AT EACH SIDE OF SPLICE STUD MAX. DEPTH OF MIN. DEPTH REMAINING AFTER SIZE EDGE CUT OR NOTCH CUT OR NOTCH FRAMING / OR POST PER PLAN (2) 2x MIN. SHEATHING AND SHEAR WALL EDGE �� , � 2x4 I -5/8 I -7/8 2x6 2 -I/2" 3" B. BORED HOLES IN WOOD STUDS 1-119N T1 dV lg ORIENTATION PER PLAN / NAILING PER SHEAR WALL SCHEDULE I ,,/ '/ ' // / ' / IOd -F @ I2" 0 - G. TOP CHORD STAGGERED ELSEWHERE r �,,� / Ar SHEAR WALL EDGE NAILING AT . I I EACH HOEDOWN STUD OR POST I I HOEDOWN STRAP PER PLAN WRAP AROUND ( BEAM BELOW, CENTER STRAP ON STUDS) BEARING WALL SPLICE � �1flc n3 STUDS MAY BE BORED NOT IN EXCESS OF 40% OF THE STUD WIDTH. BORINGS SHALL NOT BE MADE AT THE SAME SECTION WHERE A GUT OR NOTCH HAS BEEN MADE. STUD MAX. DIAMETER MIN. EDGE DISTANCE SIZE OF BORED HOLE AFTER BORING HOEDOWN STRAP PER I I PLAN (EACH SIDE INHERE NOTED IN SCHEDULE) 11■���������■rmrrrl����� w������ Iwlwlw���� r r r r r r r r r BOTTOM CHORD _ I 1 SHEATH_ NG PER PLAN SOLID BLOCKING TO MATCH HOEDOWN STUDS -. r. . -. - .- _.— .- - - - - -- - -�, ..__.. -_ 2x4 I -5 /S" 5/8" EA. SIDE OF HOLE 2x6 2 -I/2" 5/8" EA. SIDE OF HOLE NON- BEARING WALL _ PI SPLICE b' -0" MIN. BETWEEN SPLICES L) II II = F STUDS MAY BE BORED NOT IN EXCESS OF 60% OF THE STUD WIDTH. BORINGS SHALL NOT BE MADE AT THE SAME SECTION WHERE A OUT OR NOTCH HAS BEEN MADE. STUD MAX. DIAMETER MIN. EDGE DISTANCE SIZE OF BORED HOLE AFTER BORING I I I ''. HOEDOWN STRAP NUMBER OF NAILS EACH END STRAP LENGTH • II .- _ HEADER PER PLAN 1 � . . . . _ T T - STRAP t. J FRAMING CONTINUOUS WHERE OCCURS STRAP EACH END OF HEADER TO MATCH HOEDOWN STRAP (WRAP AROUND BEAM ABOVE) 1 1 MSTG40 (26) 16d SINKERS �� 3 -4 2x4 2 -1/4" 5/8" EA. SIDE OF HOLE 2x6 3 -5/8" 5/8" EA. SIDE OF HOLE _ -- MSTG48B3 (12) 10d @ BM. FACE - (4) 10d C . 13OT. (38) IDd @ /POST 4 SPLICE AT 10d-F @ 8" D.G. TYP. AT BUILT UP STUDS _ ,,,rte- - �.. TO OGGUR ¢. OF VERT. STUD (TYP.) 4. I ' �,' 1 - -_, HOEDOWN STUDS I PER PLAN OR SCHEDULE, (2) STUDS MIN. TYP. REID �ID�)' ` ON, INC. rrFIGAL FLOOR TO FLOOR HOLDOYI STRAP 4 FLOOR TO FEADER HOLDOVOI STRAP SCALE: NONE i TYPICAL TOP PLATE SFLICE SGT: NONE I I TYPICAL NOG 5 T JD SGT: NONE I 1 2 object + space ltd City Of Tukwila architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info ©objectandspace.com RUINED FOR DE COMPLIANCE APPROVED JUN - 1 2007 ILDING pus ON QUANTUM CONSULTING ENGINEERS BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23.07 PROGRESS SET 2.16.07 PERMIT SUBMITTAL 3.1.07 I PERMIT RESPONSES 4.9.07 APR 2007 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com EXPIRES 10/04/08 TUKWILA, WA DETAILS scale: as noted 54,3 Plofted: rue, 04/70/2007 11:09 am Pie: 028-540.3.d object + space ltd architecture + interiors * furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info ©objectandspace.com QUANTUM CONSULTING ENGINEERS I EXPIRES 10/04/08 BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PROGRESS SET PERMIT SUBMITTAL PERMIT RESPONSES APR PF . • 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23.07 2.16.07 3.1.07 4.9.07 DETAILS scale: as noted 34 .2 028-5402d.vg Plotted: rue, 04/10/2007 1 7:08 am SHEATHING AND SHEAR WALL EDGE NAILING PER MALL L4x4xi6x4" LONG )- a E w 5/ WINDOW FIELD DETERMINE G POST / 7r.4 TYP. /4 I I I I ,, I 2 %4 ' T � — — I 5 i „ z / SHEATHING AND SHEAR WALL EDGE NAILING PER SHEAR WALL SGHED. MATCH SHEAR SGHED. NEW SHEATHING TO MATCH (E) 4x 511)0 TO HS5 POST (TYP. I 1 I I I = - - - - HSSI2x6 PE 1 /55.0 1 SHEATHING �� PER 14/54.2 j 2x6 STUDS @ 16" O.G. BOTTOM PLATE AND ATTACHMENT PER NEW SHEATHING w/ (E) SHEATHING 2x6 STUDS @ 16 O.G Sd 6 H55 PER PLAN i „ 1/2"x41/2"x6 H55 TO > O.G. I j r ! 4 < TYP. I PLATE /4 V I I BOTTOM PLATE AND ATTACHMENT PER SHEAR WALL SGHE PLATE ► I I I I I 3" (CENTERED ON H55 POST) 8d @ 6 O.G. (E) SHEATHING TYP . /6 � � L4x4x LONG f /4" CENTERED ON L4x4 /4 V "x4 "X4" SHEAR WALL SGHED_ ROOF SHEATHING EDGE ti TO NS 346 V I„ 3 n„ (E) SHEATHING I - T/ (E) TILT -UP cam' ip „ (G P WELD TO VERT. L 3 /a ] �� ►� /4 TYP. I 1 I I r:=”' ".�� "„'r''�r"'r "'"""� „�"'""'” -� a NAILING PER PLAN 3 x6 TOP PLATE w/ 3 /4"0 THREADED RODS I /4 ii...._ PANEL L3x3x LONG 3 4 ° $' °� � � C � �(�_ W" �'� ∎r � ' � =+ � d�` . V _ - m` " � �,t�, 4 4 - -f - .I - r _ �� - \ ROOF SHEATHING EDGE NAILING PER PLAN 7l YIELDED TO BEAM @ 24" O.G. (COUNTERSINK ' ,41 _i__/1,_._ It 3/8" CENTER ON FAGS PLATE - 1 / \ 3 4 "4' 2 H5512x6 PER 2/55.0 )r �— c NEW NUT TO PLATE) 1 I 11; (E) JOIST BEAM PER PLAN w/ EPDXY THREADED RODS ► I (E) 2x JOIST �� 2x6 NAILE w/ 1 6d @ b O.G. (E) HANGER (E) GLULAM BEAM L4x4x LONG (OMIT AT SIM) I „ I 2 / � � � .. � w/ (2) 3 4"ct) (4) THRU -BOLTS @ 5" O.G. GAGE A -S25 -N BOLTS FACE i . 3 /8 "xS "x I O" I I ., STEEL BEAM PER PLAN TYP. � 3 46 V I I - 21" (E) GLULAM BM. PER PLAN HANG BEAM OFF OF NS %4 I I I / 4n In BEAM w/ YIELDED TOP FLANGE HANGER •' DETAIL SCALE: I 1/2u=1 L0' - DETAIL SCALE: I I/2° =1'-O° DETAIL SCALE: I 1/2 " =I'-o DETAIL SCALE: ► ° =I' -o° , SHEATHING AND SHEAR NALL EDGE NAILING PER ft 3 "x01 3 /4 "4 l2" 3 ), KNIFE I'_ /a" ALIGN THRU -BOLT H55 COL. PER PLAN / (TYP) _ w/ SEAM (SKEWED SEE PLAN) ri '- 46 KNIFE /e,°x6 -qn 6„ I& = -ri -\ - 12" BEAM PER PLAN - SLOT ENDS OF BEAM TO RECEIVE KNIFE PLATES (E) TOP PLATE (E) SHEATHING - KNIFE It 3 /$" 2 11 1 L- (2) 3 4" SHEAR NALL SGHED. 2x6 STUDS @ 16 O.G. 1 ( i � THRU -BOLTS SHEATHING TO MATCH (E) BOTTOM PLATE AND ATTACHMENT PER SHEAR WALL SGHED. GAP I I r .. _ , ' `=r ArAilr ` ∎Ar_ . J 6 „ 1 y �v — ! IL 2x RIM JOIST I I u I TYP. 1- A55 @ EA. JOIST ` 1 � - Eta � ` II F" �► It �2 "x6"xS" ail- -""74 � 2x6 PLATE I BEARING 1 4 _ , L I ! ROOF SHEATHING EDGE NAILING PER PLAN, TYP. � > / "x5/2 '4 V '4 r P 14" 5-k EMBED R X6" - BEAM LOT ENDS OF BEAM TO RECEIVE KNIFE PLATES , 1 4" AT CL �` = ( � STIFF. CENTERED ON FADE MOUNT it a AM PER PLAN BEAM CONT. L4x4x� PERIMETER ANGLE w/ 4 EPDXY THREADED RODS @ 6 D.G. A LU HANGER TO MATCH JOIST SIZE % V FACE MOUNT It (E) TOP PLATE I (E) JOISTS 16" 4 i " EMBED 2 � 4 i " EMBED 2 (E) GONG. TILT -UP "" 3 /4x5 xl' -D" w/ (4) 3 /4" EPDXY THREADED RODS @ 5" O.G. GAGE TILT -UP PANEL 2x8 @ D.G. t STIFF. LSx6x %2x1 -O" (LLV) w/ (2) 5 4"0 EPDXY THREADED RODS (E) GONG. TILT -UP PANEL � PANEL @ 6" O.G. (E) GONG. TILT -UP PANEL DETAIL SCALE: I I /2 ° =I' -0° MAIL SCALE: 11/2" =I' -0" DETAIL SCALE: I 1/2 ° =I'-O° DETAIL SCALE: I I/2 " =I'-O" H55 COL. PER PLAN 3 /4 "0 W WELDED III I) ....... H55 COL. PER PLAN 1, cclot - lutl A 201 12 ;' 011.1‘4 CM � �, ���� B oADIN � KNIFE i� 3 / - 7 - SHEATHING AND SHEAR WALL EDGE NAILING PER I 16" THREADED RODS @ 24" D.G. 2x6 STUDS @ O.G. BEAM PER PLAN -SLOT END AT C KNIFE v /4 I V , �2 "x5 "x1 SHEAR WALL SGHED. BOTTOM PLATE AND ATTACHMENT PER SHEAR NALL SCHED. 4x STUD TO H55 POST PER 10/54.2 (TYP) (2) 3 4" "LONG FOR T. - 4x6 STUD TO HS5 COL. FOR =n. PLYWOOD SHEATHING EDGE -'° NAILING (TYP. @ ALL H55 COL.) (E) H55 COL. PER PLAN 34, ° - - SHEATHING TO MATCH (E) - - _ r ti _ (Px6 o- (E) SHEATHING ROOF SHEATHING EDGE NAILING PER PLAN LAG SCREWS TO (E) GLULAM BEAM (CENTERED ON PLATE) 1� Mini. � v = , N THRU - ALT it 1 „ „ I BEAM PER PLAN � I „ II 11 II 1I U ,i. 1 OPEN /2 -6 I T/ PARAPET I OF SMALLER BLDG. 6 I I„ �: r / 4 r II f ; ; .. 14 / (E) JOIST PER PL AN NEN JOISTS MAY (E) () D _. 1 , 1, ? 1 I (GUT TO FIT NEN OPENING) REPLACE (E) JOISTS w/ FACE AND SPACING LU FACE MOUNT HANGER TO MATCH GLULAM BEAM PER PLAN i . __ -- . - -� TO MATCH JOIST SIZE (E) POST REID MIDDLLI o:.I, INC. DETAIL SCALE: I I/2 ° -1 DETAIL SCALE: I I/2 ° =I -O° I Q MAIL SCALE: I In " =11 -0” I I DETAIL 50A/E: ► ° =1'-0 I 12 object + space ltd architecture + interiors * furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info ©objectandspace.com QUANTUM CONSULTING ENGINEERS I EXPIRES 10/04/08 BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PROGRESS SET PERMIT SUBMITTAL PERMIT RESPONSES APR PF . • 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23.07 2.16.07 3.1.07 4.9.07 DETAILS scale: as noted 34 .2 028-5402d.vg Plotted: rue, 04/10/2007 1 7:08 am CRITERIA I. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, AND THE 2003 EDITION OF THE INTERNATIONAL BUILDING COPE (IBC). 2. THIS STRUCTURE DOES NOT CONFORM TO PRESENT EARTHQUAKE CODE REQUIREMENTS. IT HAS BEEN ANALYZED AND REINFORCED FOR MINIMUM MAINTENANCE IN ACCORDANCE WITH IBC SECTION 3403 AND 15 WITHIN THE CURRENT PRACTICE FOR THE RENOVATION OF EXISTING BUILDINGS OF THIS AGE AND TYPE OF CONSTRUCTION. THIS STRUCTURE HAS NOT BEEN ANALYZED OR DESIGNED FOR A SEISMIC UPGRADE. 3. DESIGN LOADING CRITERIA ROOF LIVE LOAD ... 20 PSF SNOW ROOF SNOW. LOAD. = 25 P5F GROUND SNOW LOAD = 20 PSF EXPOSURE Ge = 1.00 . IMPORTANCE FACTOR Is = 1.00 THERMAL FACTOR Ct = 1.00 WIND .ANALYSIS PROCEDURE: HAW "RAPID SOLUTIONS METHODOLOGY" BUILDING CATEGORY II S5 MPH EXPOSURE "B" .TOPOGRAPHIC FACTOR KZT = 1.0 IMPORTANCE FACTOR iw = 1.0 EARTHQUAKE SEE PLANS FOR ADDITIONAL LOADING CRITERIA ANALYSIS PROCEDURE: IBC "EQUIVALENT LATERAL FORCE PROCEDURE" SEISMIC DESIGN CATEGORY (SDC) = D SEISMIC USE GROUP = I SEISMIC SITE CLASS = D . IMPORTANCE FACTOR 10 = 1.0 MAPPED MGE 5s = 1.45; 51 = 0.45 DESIGN ACCELERATION Sds = 0.99; 5dl = 0.45 SEISMIC RESISTING SYSTEM: REINFORCED GONGRETE SHEAR WALL, R =5.0 LATERAL LOADS ARE TRANSFERRED BY THE ROOF AND FLOOR DIAPHRAGMS TO THE SHEAR WALLS. FORCES ARE BASED ON THE TRIBUTARY AREA FOR EACH SHEAR WALL AND ARE CARRIED BY THE SHEAR WALLS TO THE FOUNDATION. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR. BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR. TO CONSTRUCTION. 6. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. 1. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. S. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM HIS WORK. THE STRUCTURAL ENGINEER 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 ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 9. CONTRACTOR- INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 10. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. DO NOT SCALE THE DRAWINGS. II. ALL STRUCTURAL SYSTEMS WHICH ARE COMPOSED OF FIELD ERECTED COMPONENTS SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 12. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, AND THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED. A MINIMUM OF TWO WEEKS SHALL BE ALLOWED FOR REVIEW. 13. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR 15 TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL 15 INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS SHALL CONTROL AND SHALL BE FOLLOWED_ 14. SPECIAL INSPECTION: SHALL BE SUPERVISED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT IN ACCORDANCE WITH IBC SECTIONS 1104 AND 1101. THE TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS DIRECTLY TO ARCHITECT, STRUCTURAL ENGINEER, CONTRACTOR AND BUILDING OFFICIAL. ANY MATERIALS WHICH FAIL TO MEET PROJECT SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT. FOR REQUIRED SPECIAL INSPECTION ITEMS, SEE THE SCHEDULE ON SHEET 51.1. GENERAL STRUCTURAL NOTES (The f allowing apply unless shown otherwise on the plans) 6E0'tEGHWGAL IS. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST BE VERIFIED IN THE FIELD. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST IS" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD. UNLESS OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED UNDER COLUMNS OR WALLS ABOVE. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. ALLOWABLE SOIL PRESSURE (PER EXISTING STRUCTURAL DRAWINGS) 2,000 PSF RENOVATION 11. 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. EXISTING REINFORCING SHALL BE SAVED WHERE AND AS NOTED ON THE PLANS. SAW GUTTING, IF AND WHERE USED, SHALL NOT GUT EXISTING REINFORCING THAT 15 TO BE SAVED. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING ROOF SYSTEMS TO 25 PSF. 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 GORE DRILLING, IF POSSIBLE. D. WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE, REBAR DOWELS EPDXIED INTO THE EXISTING CONCRETE SHALL BE PROVIDED TO MATCH HORIZONTAL REINFORCING, UNLESS OTHERWISE NOTED ON PLANS. roxcaETE IS. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1505 AND ACI 301. CONCRETE SHALL ATTAIN A 2S DAY STRENGTH OF f'G = 3,000 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-I/2 SACKS OF GEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS (BEFORE THE ADDITION OF ADMIXTURES). THE WATER/CEMENT RATIO SHALL NOT EXCEED 0.45. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX 15 SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, CEMENTITIOUS MATERIAL, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH IBG SECTION 1505.3. CHEMICAL ADMIXTURES AND FLYASH SHALL CONFORM TO ASTM G494 AND C618 RESPECTIVELY. FLYASH PERCENTAGE OF TOTAL CEMENTITIOUS MATERIAL SHALL NOT EXCEED 20 %. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR ENTRAINED WITH AN AIR ENTRAINING AGENT CONFORMING TO ASTM G260. TOTAL AIR CONTENT FOR FROST - RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH IBG TABLE 1504.2.1. ALL CONCRETE EXPOSED TO THE WEATHER AND ALL GARAGE SLABS -ON -GRADE SHALL OBTAIN A 28 -DAY STRENGTH f'c OF 3,000 Psi IN ACCORDANCE WITH IBC TABLE 1504.2.2. 15. REINFORCING STEEL SHALL CONFORM TO ASTM A6I5 (INCLUDING SUPPLEMENT SI), GRADE 60, f y 60,000 P5I. EXCEPTIONS: ANY BARS SPECIFICALLY 50 NOTED ON THE DRAWINGS AS GRADE 40 SHALL HAVE fy = 40,000 P51. GRADE 60 REINFORCING STEEL INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A REINFORCING STEEL COMPLYING WITH ASTM A6I5(5I) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.W.S. D1.4 ARE SUBMITTED. 20. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315 AND 3I8. LAP ALL CONTINUOUS REINFORCEMENT #5 AND SMALLER 60 BAR DIAMETERS, 2' -0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS *5 AND SMALLER 60 BAR DIAMETERS OR 2' -O" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH ACI 3I8, CLASS B. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 21. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: 22. EXPANSION BOLTS INTO CONCRETE AND GROUT FILLED CMU SHALL BE "KWIK BOLT TZ" EXPANSION ANCHORS AS MANUFACTURED BY HILTI CORP. INSTALLED IN STRICT ACCORDANCE WITH I.G.G. REPORT NO. ESR -ISil INCLUDING STANDARD EMBEDMENT REQUIREMENTS U.O.N. SUBSTITUTIONS PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH I.C.C. REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. SPECIAL INSPECTION 15 REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. .3" FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS BELOW GROUND) OR WEATHER . 2" SLABS AND WALLS (INTERIOR FACE). I" 23. EPDXY - GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) INTO CONCRETE OR GROUT FILLED GMU SHALL BE INSTALLED USING "SET" ADHESIVE ANCHOR AS MANUFACTURED BY SIMPSON STRONG -TIE ANCHOR SYSTEMS. INSTALL IN STRICT ACCORDANCE WITH I.G.G. REPORT NO. ESR -IT72, INCLUDING STANDARD EMBEDMENT REQUIREMENTS U.O.N. SUBSTITUTIONS PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH I.G.G. REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. SPECIAL INSPECTION OF INSTALLATION 15 REQUIRED. RODS SHALL BE ASTM A36 UNLESS OTHERWISE NOTED. STEEL 24. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS OF THE A.I.S.C. SPECIFICATIONS AND CODES: A. AISC - SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS - ALLOWABLE STRESS DESIGN -5TH EDITION. B. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. C. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A450 BOLTS. 25. STRUCTURAL STEEL, WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A552, Fy = 50 KSI ALL OTHER ROLLED SHAPES SHALL CONFORM TO ASTM A36, FY = 36 KSI. STEEL PLATE SHALL CONFORM TO ASTM A36, Fy = 36 KSI. STEEL PIPE SHALL CONFORM TO ASTM A53, TYPE E OR 5, GRADE B, Fy = 35 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B, Fy = 46 KSI. CONNECTION BOLTS SHALL CONFORM TO ASTM A301. ANCHOR BOLTS SHALL CONFORM TO ASTM FI554 GRADE 36, Fy = 36 KSI. 26. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 21. ALL A -325 CONNECTION BOLTS SHALL BE INSTALLED TO THE SNUG -TIGHT CONDITION PER AISC SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A450 BOLTS IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. ALL NUTS SHALL CONFORM TO ASTM A563. ALL WASHERS SHALL CONFORM TO ASTM F436 OR ASTM F551 TYPE 325. ALL BOLT HOLES SHALL BE STANDARD SIZE UNLESS OTHERWISE NOTED. 28. ALL A -301 CONNECTION BOLTS SHALL BE PROVIDED WITH LOCK WASHERS UNDER NUTS OR SELF - LOCKING NUTS. ALL BOLT HOLES SHALL BE STANDARD SIZE UNLESS OTHERWISE NOTED. 25. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S.C. AND A.W.S. STANDARDS AND SHALL BE PERFORMED BY WA.B.O. CERTIFIED WELDERS USING E10 XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY A.W.S) SHALL BE USED. WELDING OF GRADE 60 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING E1OXX ELECTRODES. SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 SYMBOLS. WELDS SHOWN ON DRAWINGS ARE MINIMUM SIZES. INCREASE WELDS SIZE TO MS MINIMUM SIZES BASED ON PLATE THICKNESS. MINIMUM WELDING SHALL BE 3/I6 -INCH, THE WELDS SHOWN ARE FOR THE FINAL CONNECTIONS. FIELD WELD ARROWS ARE S1=10G4N WHERE A FIELD WELD 15 REQUIRED BY THE STRUCTURAL DESIGN; THE CONTRACTOR IS RESPONSIBLE FORE' DETERMINING IF A WELD SHOULD BE SHOP OR FIELD WELDED IN ORDER TO FACILITATE THE STRUCTURAL STEEL DELIVERY AND ERECTION. HOOD fi 30. FRAMING LUMBER: SHALL BE KILN DRIED OR MC -I5, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.I.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. I1. FURNISH TO THE FOLLOWING_ MINIMUM STANDARDS: JOISTS: (2X, 3X, AND 4X MEMBERS) . . DOUGLAS FIR NO. 2 BEAMS AND STRINGERS: (INCLUDING 6 X AND LARGER MEMBERS) DOUGLAS FIR NO. I POSTS AND TIMBERS: .DOUGLAS FIR NO. I STUDS, PLATES 4 MISCELLANEOUS LIGHT FRAMING:. . DOUGLAS FIR NO. 2 3X TONGUE AND GROOVE DECKING: 31. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM D3131 AND AITC A150.I STANDARDS. EACH MEMBER SHALL BEAR AN A.I.T.G. IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN A.I.T.G. CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F V4, Fb = 2,400 PSI, Fv = 240 PSI, E = 1,600 K5I. ALL CANTILEVERED OR CONTINUOUS BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F V8, Fb = 2400 PSI, Fv = 240 PSI, E = 1,800 KSI. CAMBER ALL GLULAM BEAMS TO 5,500' RADIUS UNLESS SHOWN OTHERWISE ON THE PLANS. 32. LAMINATED STRAND LUMBER (L5L) SHALL BE DESIGNED AND MANUFACTURED PER ASTM D5456. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, AND THE INDEPENDENT INSPECTION AGENCY'S LOGO. ALL LAMINATED STRAND LUMBER SHALL BE MANUFACTURED USING A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559. MINIMUM STRUCTURAL PROPERTIES ARE AS FOLLOW-5: FILE COPY RIM JOISTS AND BLOCKING (I -I/4" MINIMUM THICKNESS): Permit No. Fb =3140PSI,E= I.3xI0 Fv =745PSI BEAMS AND HEADERS: STUDS: COLUMNS: Plar review approval Is subject to errors and omisslo Approval of construction documents does not author Fb = 2325 PSI, E = 1.55 x l& PSI, Fv = 310 PSI the violation o€ any adopted or pry, of �: - of Al" acknowiect Rom 2x4 2x6 Fb = 1100 PSI, E = 1.3 x 10 PSI, Fv = 400 PSI .HEM -FIR COMMERCIAL DEX - Fb = MOO PSI, E = 1.3 x IO PSI, Fv = 400 P51 City of Tukwila BUILDING DIVISION DESIGN SHOWN ON PLANS 15 BASED ON MATERIALS MANUFACTURED BY TRUS - JOIST. ALTERNATE MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. 33. PARALLEL STRAND LUMBER (PSL) SHALL BE DESIGNED AND MANUFACTURED PER ASTM D5456. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, AND THE INDEPENDENT INSPECTION AGENCY'S LOGO. ALL PARALLEL STRAND LUMBER SHALL BE MANUFACTURED USING DOUGLAS FIR STRANDS GLUED WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559 WITH ALL GRAIN PARALLEL WITH THE LENGTH OF THE MEMBER. MINIMUM STRUCTURAL PROPERTIES ARE AS FOLLOWS: RECEIVED CITY OF T' . 5 ' 4 Fb = 2900 PSI, E = 2.Ox 10 PSI, Fv = 250 PSI FED 01 6C08 DESIGN SHOWN ON PLANS IS BASED ON MATERIALS MANUFACTURED BY THE TRUS -JOIST CORPORATION. PI..HIVII Lulea I ALTERNATE MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. D Di-D7 U poq o17 abject + space ltd architecture h interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5299 fax 206 937 5228 info @objectandspace. com QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce_com I EXPIRES 10 /04 /os BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PROGRESS SET PERMIT SUBMITTAL I PERMIT RESPONSES CONSTRUCTION SET TOWER FRAMING DIMENSIONS TUKWILA, WA GENERAL STRUCTURAL NOTES scale: 10.2.06 12.11.06 1.17.07 1.23.07 2.16.07 3.1.07 4.9.07 6.04.07 9.13.07 as noted s ,o WEGIAL INSPECTION SGI-EDULE SEE NOTES I $ 2 CONTINUOUS PERIODIC REMARKS CONCRETE I INSPECTION OF REINFORCING STEEL AND PLACEMENT X 2 VERIFYING USE OF REQUIRED DESIGN MIX X 3 INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES X DRILLED IN ANCHORS I PLACEMENT OF ADHESIVE ANCHORS, RODS AND DOWELS X SEE NOTE 3 2 PLACEMENT OF EXPANSION ANCHORS X SEE NOTE 3 STRUCTURAL STEEL I INSPECTION OF FABRICATION AND ERECTION OF STRUCTURAL STEEL X 2 INSPECTION OF HIGH - STRENGTH BOLTING: a. BEARING -TYPE CONNECTIONS X b. SLIP - CRITICAL CONNECTIONS X X SEE AISC LRFD SECTION M25 5 INSPECTION OF WELDING: a. STRUCTURAL STEEL: I) COMPLETE AND PARTIAL PENETRATION GROOVE WELDS X SEE NOTE 4 2) MULTIPASS FILLET WELDS X 5) SINGLE -PASS FILLET WELDS > 5 /I6" X 4) SINGLE -PASS FILLET WELDS < 5/16" X SEE NOTE 5 b. OTHER WELDING: I I) ANCHORS AND STUDS X WOOD I NAILING, BOLTING, ANCHORING, AND OTHER FASTENING COMPONENTS WITHIN THE SEISMIC- FORGE - RESISTING SYSTEM INCLUDING DRAG STRUTS, BRACES AND HOLDOWNS X SEE NOTE 6 APPROVED FABRICATORS I APPROVED FABRICATORS MUST SUBMIT CERTIFICATE OF COMPLIANCE FOR ALL OFFSITE FABRICATORS SUCH AS STRUCTURAL STEEL AND SLULAMS - 34. WOOD SHEATHING SHALL BE APA RATED, EXTERIOR GLUE; EXPOSURE I, IN CONFORMANCE WITH THE REQUIREMENTS FOR THEIR TYPE IN DOG P5-I OR P5 -2. SEE PLANS FOR THICKNESS, PANEL IDENTIFICATION INDEX AND NAILING REQUIREMENTS. UNLESS OTHERWISE NOTED ON THE PLANS, ROOF SHEATHING SHALL BE LAID UP WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. ALLOW 1 /S" SPACING AT ALL PANEL EDGES AND ENDS OF ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH (2) IOd -F AT EACH END, UNLESS OTHERWISE NOTED. AT BLOCKED ROOF DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PANEL EDGES AND NAIL WITH EDGE NAILING SPACED PER PLANS. 35. ALL W000 IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE AND BRANDED WITH A QUALITY CONTROL AGENCY MARK BY THE AMERICAN WOOD PRESERVERS BUREAU OR EQUAL. ALL METAL HARDWARE IN CONTACT WITH TREATED WOOD SHALL BE PROTECTED WITH A GIS5 GALVANIZED COATING (ZMAX) OR BETTER. ALL NAILS IN TREATED WOOD SHALL BE HOT -DIP GALVANIZED OR BETTER. PROVIDE 2 LAYERS OF 30# ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETG., AND CONCRETE OR MASONRY. 36. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NO. G- 2001. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE I.G.G. 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 A301 PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. ALL BOLTS TIGHTENED TO SNUG TIGHT. 31. WOOD FASTENERS: A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: DRAWING ID „ "10d-F" "I0d" "I6d" "20d" NAIL NAME Sd Common IOd Framer IDd Shear I6d Sinker 2Od Common NAIL DIAMETER 0.151" 0.131" 0.145" 0.145" 0.112" NAIL LENGTH 2 -1/2" 3" 2 -1/4" 3 -1/4" 4" B. NAILS - SHEATHING FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. G. HOT DIPPED GALVANIZED NAILS, BOLTS AND METAL PLATES -ALL NAILS, BOLTS AND METAL PLATES IN CONTACT WITH PRESSURE TREATED (INCLUDING FIRE - RETARDANT TREATED) LUMBER SHALL BE HOT DIPPED GALVANIZED. 38. WOOD FRAMING NOTES: THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE IBC. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO IBG TABLE 2304.1.1. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. TIGHTEN BOLTS AND LAG SCREWS SNUGLY AGAINST WOOD FRAMING AFTER WOOD HAS REACHED SPECIFIED MOISTURE CONTENT. B. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2 x 4 STUDS @ 16" O.G. AT INTERIOR WALLS AND 2 x 6 @ 16" D.G. AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH I6d NAILS AT S" O.G. STAGGERED OR BOLTED TO CONCRETE WITH 5/S" DIAMETER ANCHOR BOLTS WITH 2 "x2 "x3/16" PLATE WASHERS 4' -0" O.G. UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT UP POSTS SHALL BE NAILED TO EACH OTHER WITH IOd -F @ 12" O.G. 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 ATTACHED TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING WITH SCREWS AT S" O.G. USE I -1/4 " W #6 SCREWS FOR 1/2" GAB AND 5 /S" GWB WHERE OCCURS. USE 1 -1/4" W #6 GALVANIZED SCREWS FOR 1/2" GWB AND 5 /S" EXTERIOR GYPSUM SHEATHING, WHERE OCCURS. VERIFY THE FIRE ASSEMBLY REQUIREMENTS WHERE APPLICABLE WITH THE ARCHITECT. G. ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. NAIL ALL MULTI JOIST BEAMS TOGETHER WITH 10d-F S" O.G. STAGGERED UNLESS OTHERWISE NOTED. 31. TONGUE AND GROOVE STRUCTURAL ROOF DECKING SHALL BE INSTALLED AS A RANDOM LENGTH CONTINUOUS LAY -UP SYSTEM. INSTALL DECKING IN RANDOM LENGTHS OVER 2 OR MORE SPANS WITH EACH LENGTH OF DECKING OVER AT LEAST ONE FRAMING SUPPORT MEMBER. LAY WITH TONGUES FACING UPWARD ON SLOPED DECKING. FOR 2X AND 3X DECKING THE MAXIMUM MOISTURE CONTENT SHALL BE 15%. END JOINTS: DISPERSE END JOINTS AS RANDOMLY AS POSSIBLE TO MAKE EVEN SEPARATION PATTERN. I. AT LEAST 24 -INCH APART AT ADJACENT PLANKS. 2. MORE THAN I -FOOT APART AT ALTERNATE PLANKS SEPARATED BY ONE ROW. 3. NO END JOINTS IN 1/3 OF END SPAN COURSE BETWEEN FRAMING MEMBERS. 4. END MATCH EACH JOINT. 3X DECKING NOT LESS THAN 40% TO BE 14 FEET AND LONGER WITH AT LEAST 20% EQUAL TO OR GREATER IN LENGTH THAN THE MAXIMUM SPAN. NOT OVER 10% TO BE LESS THAN 10 FEET, DECKING SHALL BE INSTALLED AS FOLLOWS: 3X DECKING SHALL BE TOENAILED WITH ONE 40d NAIL AND FACENAILED WITH ONE 60d NAIL PER SUPPORT. NOTES: GENERAL STRUCTURAL NOTES (The following apply unless shown otherwise on the plans) 40. WOOD SHEATHING INSTALLED OVER DECKING SHALL BE APA RATED, EXTERIOR GLUE; EXPOSURE I, IN CONFORMANCE WITH THE REQUIREMENTS FOR THEIR TYPE IN DOG PS -I OR P5 -2. SEE PLANS FOR THICKNESS, PANEL IDENTIFICATION INDEX AND SPECIAL NAILING REQUIREMENTS. UNLESS OTHERWISE NOTED ON THE PLANS, ROOF SHEATHING SHALL BE LAID UP WITH FACE GRAIN PERPENDICULAR TO DECKING. ALLOW I /S" SPACING AT ALL PANEL EDGES AND ENDS. NAIL SHEATHING TO DECKING WITH Sd (0.131" DIA.) X 115" NAILS AT 6" O.G. EDGES AND 12" O.G. EACH WAY IN THE FIELD. STRIIC URAL NATION AS NOTED IN IBC SECTION 1101, STRUCTURAL OBSERVATION 15 REQUIRED FOR THIS PROJECT. STRUCTURAL OBSERVATION MEANS THE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM, INCLUDING BUT NOT LIMITED TO, THE ELEMENTS AND CONNECTIONS AT SIGNIFICANT CONSTRUCTION STAGES AND THE COMPLETED STRUCTURE FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY OF THE INSPECTIONS REQUIRED BY IBC SECTIONS 101 AND 1104. IN OUR STRUCTURAL OBSERVATION, WE WILL SELECT PORTIONS OF WORK TO REVIEW CLOSELY AS WELL AS OBSERVE THE STRUCTURAL SYSTEM FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS. SUCH REVIEW PROCEDURES WILL BE CONDUCTED IN ACCORDANCE WITH COMMONLY ACCEPTED STANDARDS OF PRACTICE. THE BUILDING OFFICIAL UNDERSTANDS THAT SUCH PROCEDURES INDICATE ACTUAL CONDITIONS ONLY WHERE THE REVIEW 15 PERFORMED AND THAT THE RESULTS WILL BE INFERRED TO EXIST IN OTHER AREAS NOT REVIEWED. THE BUILDING OT ALSO RECOGNIZES THAT STRUCTURAL REVIEW IS A TECHNIQUE EMPLOYED TO MINIMIZE THE RISK OF PROBLEMS ARISING DURING CONSTRUCTION. STRUCTURAL OBSERVATION BY THE DESIGN PROFESSIONAL DOES NOT CONSTITUTE WARRANTY OR GUARANTEE OF ANY TYPE. IN ALL CASES, THE CONTRACTOR SHALL RETAIN RESPONSIBILITY FOR THE QUALITY OF WORK AND FOR ADHERENCE TO THE APPROVED PLANS AND SPECIFICATIONS. I. THE ITEMS CHECKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH I5G CHAPTER 11 BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING AGENCY. FOR MATERIAL SAMPLING AND TESTING REQUIREMENTS REFER TO THE PROJECT SPECIFICATIONS, THE STRUCTURAL NOTES, AND THE NOTES BELOW. SPECIAL INSPECTION TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED COMPONENTS. 2. CONTINUOUS INSPECTION MEANS THAT THE SPECIAL INSPECTOR 15 ON THE SITE AT ALL TIMES OBSERVING THE WORK REQUIRING SPECIAL INSPECTION (IBG 1'702). PERIODIC SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM THAT ALL WORK REQUIRING SPECIAL INSPECTION 15 IN COMPLIANCE. 3. INSPECTION OF DRILLED ANCHORS, INCLUDING EXPANSION AND ADHESIVE GROUTED ANCHORS, WHERE SPECIFIED, SHALL INCLUDE VISUAL VERIFICATION OF DRILLED HOLE DEPTH, SPACING, EDGE DISTANCES AND HOLE GLEANING. FOR GROUTED ANCHORS, GROUT INSTALLATION SHALL BE OBSERVED AND GROUT PRODUCT SPECIFICATION AND PREPARATION SHALL SE VERIFIED. 4. ALL COMPLETE PENETRATION WELDS SHALL BE TESTED ULTRASONICALLY OR AS OTHERWISE SPECIFIED OR BY USING ANOTHER APPROVED METHOD. 5. ALL WELDS SHALL BE VISUALLY INSPECTED. 6. EXCEPTIONS: FASTENING OF WOOD SHEATHING USED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND DIAPHRAGMS WHERE FASTENER SPACING IS MORE THAN 4" ON CENTER. 0rN)10 RECEIVED CITY OF KIM! LA FEB 01 2008 PEKMFT CENTER object ÷ space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com I EXPIRES 10/04/08 BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PROGRESS SET PERMIT SUBMITTAL PERMIT RESPONSES CONSTRUCTION SET 2 TOWER FRAMING 2 DIMENSIONS TUKVVILA, WA GENERAL STRUCTURAL NOTES scale: 10.2.06 12.11.06 1.17.07 1.23.07 2.16.07 3.1.07 4.9.07 6.04.07 9.13.07 as noted • • D • 0 0 9 0 0 0 CI 20'_6" IT-6" II' -6" ('' -0" I6' -0" l6 16' -3" 1 I I I { I I I I I I I i { I I I 1 I r — _ — I 1 -, -- 1 E - --I 1 - - -- I - - - -I I - - - --I 1 - -- I r - - - I I I I I I I I I I I I - -! _L I r ■ I J REMOVE (E) FTC. AS REO'D FOR NEW FIG. 1 1 FTC. 2'- 6 "x2'- 6 "xl'IO'I DEEP V OA. t�, 1/53.0 TENANT C TENANT D 2/53.0 TENANT E TENANT F T r I r L TENANT A o Sj , $ ` + 6 5/53.0 2' -6" GOLS. 5/53 I5' -4 -" .q COL. 1' -6" l I' -6" 5/53.0 5IM. 4 . GALS. 2' -6 SCALE: I /8" = I' -0" I NTERED ADDITIONAL FTC. ON HS5 POST (TYP.) FOUNDATION PLAN GUT NEW OPENINGS IN (E) GONG. TILT -UP WALL (SEE PLAN NOTE: 4) CONC. FOOTING 6 BASE fl PER 5/53.0 COLS. 11 ° S2. 4/53.0 BASE t PER 5/53.0 4X53.0/°0 COLS. COLS. SASE T. PER 5/53.0 FOUNDATION PLAN NOTES: I. CONTRACTOR SHALL VERIFY ALL EXISTING SITE CONDITIONS AS SHOWN ON PLAN AND SECTIONS PRIOR TO START OF ANY CONSTRUCTION. CONTRACTOR MUST NOTIFY ENGINEER OF RECORD IF SITE CONDITIONS ARE NOT AS SHOWN ON THE DRAWINGS. 2. SEE 4/543 FOR SHEAR WALL SCHEDULE AT ALL PLYWOOD SHEATHING. 3. FOR TYPICAL WOOD FRAMING DETAILS, SEE SHEET 543. 4. WHERE NEW OPENING 15 CUT IN THE (E) CONCRETE WALL, A GORE - DRILLED HOLE SHALL BE DRILLED AT EACH CORNER OF OPENING TO AVOID OVER GUTTING INTO SOLID WALL. 5. PROVIDE I" NON - SHRINK GROUT BELOW BASE T. TO TOP OF SLAB / FTC. EL. = 0' -O" I - DO .D70 • RECENT D CITY OF Ti 1w -,.NO A FEB - 01 2008 PbI f GEN T ER object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957,3901 www.quantumce.com I EXPIRES 10/04/08 BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PROGRESS SET PERMIT SUBMITTAL PERMIT RESPONSES CONSTRUCTION SET TOWER FRAMING DIMENSIONS TUKWILA, WA scale: 10.2.06 12.11.06 1.17.07 1.23.07 2.16.07 3.1.07 4.9.07 6.04.07 9.13.07 FOUNDATION PLAN as noted S2O r 6/54.2 5/54.1 S 2/54.1 (E) 2x8 @ 16" 0 LTTIGI ANC TILT-UP P O.G. PER OL. _0 (E 1 ..T-UP PANEL P R 3/542 H5512x6x (HIGH $ LOW) 20' -6" S (E) 2x8 JOISTS @ 16" 0.0 TYP. S 7/54.0 TENANT B 5/54.1 5 PSL 11/55.0 OR TO NEL @ 6' -8" /54.1 (TYP.) m x 4x10 q /54.01 q /54_0 EGGO COL. GAPS I7' -6" 7 (E) 2x12 ST5 q /55.0 3/54.1 (TYP) TENANT C SCALE: 1 /8" = 1' -0" 17' -6" T /(E)G�BM. EL. = II' 7 ABOVE SLAB 12/542 11 11 11 11 @ 16" O.G 11 /54.I @ BOT. 1 /5'' ' TOP TYP. t- x M5 - c0 4853 11/55.0 (E) 2x JOISTS @ 16" O.G., TYP. C ONT. H55 COL. w/ HS5 BEAM GONN. PER 3/54.2, SIM. CONT. SUB - D IAPHRAGM TIE PER 7/54.1 (TYP) - SPACE @ 6' -8" O.G. AND 1 ALIGN w/ LTTIq WALL ANCHORS kb CC) T CANTLE' . ' = D BEAM B PER 8/54.1 4/54.1 10/54.0 ROOF FRAMING PLAN TENANT D 6/54.0 11 CONT. 51 APHRAGM TI PER 7/ P.) 11/55.0 { PSL BM. TO TILT -UP PANEL PER 1/54.2 5 GL (BOT. HIGH BEAM EL. = 14' -1 ", WT. LON BEAM EL. = 10'- - EXTEND EACH END TO H55 COL'S w/ KNIFE R CONN.'S PER 11/54.2 GI2X20.1 @ I PERIMETER, TYP. H55 GOL. TO 0) TILT -UP PANEL PER 3/ PSL BM. TO TILT -UP PANEL PER 1/54.2 H55I2x6x 4, (IIGH $ LOW) MSTG40 STRAP WELD TO ._ _ 5 1 _ / I7' -0" FLtO 6/54.0 55.0 ® TOP 6 1 5.0 (SIM.) @ II II II II Al f q /o5.0 I. (E) 2x$ JOISTS ® 16" .G. 8/54 16' -0" BOT. 3/54.1 cv x T- O TENANT E 3 1_ 0 1 ATTAGH (E) TILT -UP PANELS TOGETHER PER 12/54.1 (TYP. ALL AROUND PERIMETER OF BUILDING): ! 5/54.1 l6' -3" J I T 1I I I II II t 1 1 1 !(E) 2x_ JOISTS I @ 16" b .G. 61/54.0 PS: BM. TO TILT -UP PANEL PER 7/54.2 T/ ' ) GL BM. ELI i= I7 Ii /,h ABOVE SLAB 10/540 rl 11 II 11 II 8/54.0 5 /x.1 GI2X20 @ 11/55.0 PERIMETER, TYP. 4' -0" TY+. GANOPY WIDTH TO FAGE OF EXTERI0fr. FINISH H554x4x BEAMS (TYP. @ CANOPY) A 2/54.2 /4. _ o I6' -3" 514-6 2 Z 2 q /55.0 2/54.I OPEN 1 (E) 2x5 JOISTS @ 16" 7 54.2 -1 WSx21 I Tcl 10/55.0 @ TOP 6/55.0 @ B0T. 3' -0' 612X20.7 @ PERIMETER, TYP. H554x4x1 BEAMS (TYP. @ CANOPY/ 6/54.2 V 1 ss C o4 / 1) 1 0 N 1 1 1 A 111 12/54.0 GID TO PANEL h ss c p o 40 LTTIq ANCHOR TO TILT -UP PANEL @ 6' -8" O.G. PER 6/54.1 (TYP) CANTILEVERED BM. BRAGS PER 8/54.1 WS TO (E) TILT -UP PANEL PER 11/54.0 EXTERIOR 2x STUD TO TILT -UP PANEL PER q /54.1 EXTERIOR 2x STUD TO (E) TI L T -UP PANEL PER 0 1/54.1 (TYP) SEE 12/55.0 @ OPN'G w/ HS56x4x BEAM SUPPORT FRAMING FLAN NOTES: I. 5EE SHEETS 51.0 AND 51.1 FOR STRUCTURAL GENERAL NOTES. SEE SHEET 543 FOR TYPIGAL WOOD DETAILS. 2. NAIL ROOF SHEATHING TO FRAMING WITH 8d NAILS (0.131 "0 X 25" LONG) AT 6" O.G. AT ALL PANELS EDGES AND 13c1 NAILS AT 12" 0.G. AT INTERMEDIATE FRAMING MEMBERS. (UNBLOCKED) WHERE EXISTING SHEATHING 15 REMOVED, PROVIDE NEW SHEATHING TO MATCH w/ EXISTING SHEATHING. 3. ALL BEARING /SHEAR WALLS SHALL BE 2X4 @ 16" 0.G. INTERIOR AND 2X6 @ 16" 0.G. EXTERIOR U.O.N. WHERE EXISTING SHEATHING 15 REMOVED, PROVIDE NEW SHEATHING TO MATCH w/ EXISTING SHEATHING. SEE DETAIL 6/54.3. 4. POSTS INDICATED ARE ABOVE THIS LEVEL. ALL POSTS NOT SPECIFIED SHALL BE (2) 2X U.O.N. SOLID SAWN MEMBERS OF EQUIVALENT SIZE MAY BE SUBSTITUTED FOR BUILT -UP MEMBER (SUCH AS A 4X6 FOR (3) 2X4) 5. PROVIDE SOLID OR BUILT -UP WOOD POSTS BENEATH THE ENDS OF ALL FLOOR BEAMS AND POSTS ABOVE FOR SOLID BEARING. (FILL JOIST SPACE AS WELL). 6. ALL FLOOR HEADERS NOT SHOWN ON PLAN SHALL BE (2) 2X10 FOR EXTERIOR BEARING WALLS AND (2) 2X10 FOR INTERIOR BEARING WALLS. SEE 1/54.3 FOR HEADER DETAIL. 1. FOR TOP PLATE SPLICE SEE DETAIL 11/54.3. S. 5W -x INDICATES SHEAR WALL AT THIS LEVEL. REFER TO 5HEAR WALL SGHEDULE 4/543 FOR SHEATHING, BLOCKING, NAILING, AND ANCHOR BOLT REQUIREMENTS. ALL EXTERIOR WALLS SHALL BE SHEATHED PER 5W -6 CRITERIA U.O.N. q. MSTG40 INDICATES HOLDOWN STRAP TO FRAMING BELOW WALL. REFER TO 10/54.3 FOR STRAP HOLDOWN DETAIL AT FLOOR -TO -FLOOR AND 10/54.3 FOR STRAP HOLDOWN DETAIL TO BEAM SUPPORTING SHEAR WALL END. USE MIN. (2) 2x POST U.N.O. 10. GONTRAGTOR SHALL VERIFY ALL EXISTING SITE CONDITIONS AS SHOWN ON PLAN AND SECTIONS PRIOR TO START OF ANY CONSTRUCTION. CONTRACTOR MUST NOTIFY ENGINEER OF RECORD IF SITE CONDITIONS ARE NOT AS SHOWN ON THE DRAWINGS. 11. WHERE NEW OPENING 15 CUT IN THE (E) GONGRETE WALL, A GORE- DRILLED HOLE SHALL BE DRILLED AT EACH CORNER OF OPENING TO AVOID OVER GUTTING INTO SOLID WALL. 12. FOR CEILING SUPPORT AT CANOPIES, SEE DETAIL 12/53.0 (TYP.). LEGEND: 511 INDICATES SHEAR WALL TYPE AT THIS LEVEL. SEE PLAN NOTE 8 j 7 4 INDICATES FRAMING DIRECTION INDICATES EXTENT OF FRAMING INDICATES WOOD BEARING WALL OR SHEAR WALL ABOVE. SEE PLAN NOTES 3 8 INDICATES WOOD BEARING WALL OR SHEAR WALL BELOW. SEE PLAN NOTE 3 INDICATES HEADER MEMBER. 5EE PLAN NOTE 6 INDICATES MULTIPLE STUD POST ABOVE. SEE PLAN NOTE 4 INDICATES HOLDOWN TYPE AT THIS LEVEL. SEE PLAN NOTE q INDICATES POST ABOVE TH15 LEVEL. INDICATES POST BELOW THIS LEVEL. RECENED CITY OFT;'N1__A FEB 01 2008 RtR�vli 1 t.: = NNN i LF1 object + space ltd nlectura + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com L EXPIRES 10/04/08 BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PROGRESS SET PERMIT SUBMITTAL PERMIT RESPONSES CONSTRUCTION SET TOWER FRAMING 2 DIMENSIONS TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23.07 2.16.07 3.1.07 4.9.07 6.04.07 9.13.07 ROOF PLAN scale: as noted S 2.1 r , �, J, I5x2� 1 1 I 1 - S r �\ !I SLOPE I I ill DN.2:12 I . • ASx2S II I mo] , \ 11 il l ' i1 WSx28 I 1 /54.0 I 1 1 i i I-_4 I .. ; ASx2.5 � _ _ _ 1 H > r , F DN. 2:12 1/54 1 1 L _ QzxQM . I mo] 1 /54.0 9 0 0 0 Cl 0 0 N 5,4 5 /xg %2 PSL EDGE BM. 20' -6" 5!4x1 P51- EDGE BM. 4/54.0 11' -6" 4/54.0 (SIM) F F 55 $x$ C ° L. (B) SCALE: 1 /S" = I' -0" I7' -6" '1 5 4x 4 (s) ri CDL. L Bo, 1/54 0 /S = 8i „ G OL s ZL. z 7 7 8 =g� A, F F 4�pY� SLR VZ 5 L , 4B I1' -D" ' c: 1 , TOWER ROOF FRAMINb PLAN I6--0" A, 16' -3" A 4/54.0 A 4/54.0 16' - 3" 5/54.0 TYP. r� CORNER 2/54.0 A, ' 4/54.0 (BIM) 4/54.0 4 6 3 ,16 N f Q TOYER ROOF FRAMING PLAN NOTES: I. SEE SHEETS 51.0 AND 51.1 FOR STRUCTURAL GENERAL NOTES. SEE SHEET 54.5 FOR TYPICAL WOOD DETAILS. 2. TYPICAL ROOF FRAMING CONSISTS OF I1/52" APA RATED SHEATHING (INDEX 32/16), LAID FACE GRAIN PERPENDICULAR OVER g %" TJI /210 JOISTS @ 24" O.G. U.O.N. 5. NAIL ROOF SHEATHING TO JOISTS IN/ Sd NAILS (0.I31" 0 X 2 LONG) AT 6" O.G. AT ALL PANELS EDGES AND Sd NAILS AT 12" D.G. IN FIELD. LEGEND: INDICATES g 1 /2" TJI /210 JOISTS @ 24" 0.G. FRAMING DIRECTION INDICATES EXTENT OF FRAMING *= =4- INDICATES WOOD BEARING WALL OR SHEAR HALL BELOW. (P INDICATES HSS COL. BELOA THIS LEVEL. E j E'7 CITY OF T. .. ILA FEB 01 2008 PtNM i C;hNi I LA object + space itd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com I EXPIRES 10/04/09 BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PROGRESS SET Q PERMIT SUBMITTAL 1 PERMIT RESPONSES CONSTRUCTION SET TOWER FRAMING DIMENSIONS TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23.07 2.16.07 3.1.07 4.9.07 6.04.07 9.13.07 TOWER ROOF PLAN scale: as noted S22 028-5202.dwg Plotted. Tue, 01/22/2008 9:27 am G COL. 3 I �� COL. COL_ l (E) 3" Cl COL. i " ,� — (E) GONG. \ -- ~ TILT -UP PANEL (E) GONG. POST f i Mr] COL. 2 " PER PLAN NE M SS COL. 1" GAP IQ ti _._� TILT -UP PANEL COL. ♦ - . =1n I" L4x4x LONG + ♦ PER PLAN 1 2 �� WELD TO H55 COL. AND EPDXY 5 4"4) 4" _ — (E) SLAB -ON -GRADE FOR H55 POST PER PLAN FE 3 "x12 "xl' { 1 �r 1 4 " 2 STUDS 16" O.G. GLR. (E) ,-r — I I I 1 I �-�- JI 2" H55 COL. THR'D ROD TO (E) GONG. EA. SIDE OF COL. AT 8' -0" MAX. PER PLAN <TYP. ck BOLTS GONG. TILT -UP PANEL V BASE Ii-o" ! y " 3 EMBED / -0" 3 V 46 FE 3 / "x8 "x1' . \ 5 / "x5 "x1' -0" - - VERT. SPACING BASE -D" 3 /" z z 0 _ L6x3 TO (E) POST PER 6/54.0 - STAGGER NEAR SID A 1" NON - SHRINK GROUT T/53.0 i w/ (2) 0 EPDXY THREADED RODS 1— PLAN A 5 /a "4 ry A.B. 48" O.G. w/ 1" MIN. EMBED - SAW GUT FTC. C� ROD z i , z ' - TBASE �' A a • ' 0 I I i I AND FAR SIDE AND SPACE @ 8' -0" D.G. MAX. UP THE POST I 1 1 A - o \- " ' (E) SLAB-ON-GRADE I I �';_� - — Ai' (E) GRADE I O II 1 ' 1 • . s. c • \ ill i �I1� I 1 I I 3 „ � 2 1i II 11 II ) ♦ ♦ IIII �II #4 C_ x 11 � _ g �_ �� I _ III.,.,IIIII,..I "' - EMBEL / / __ / �� (4) Oxl O _ i (E) P DS T B ASE (E) LONG ANCHOR BOLTS w/ A // n / _ J L \ HARDENED 3 "x3 "x�" EPDXY DOWELS x �� 12 O.G. DRILL HOLES \ ♦ m ` FTC. WIDTH PLATE WASHERS � . *4 I I I X11 _ om ik nit I I I INTO (E) TILT -UP PANEL #4 CONT. 12" D.G. E.W. DRILL HOLES (E) EDDYING AND ANCHOR RODS EPDXY .3 GLR (E) SLAB -ON -GRADE BEYOND (E) FTC. AND ANCHOR (E) ( PER PLAN w/ RODS w/ EPDXY CONG. FTC. DETAIL SGALE: I " -I'-o' ( DETAIL SCALE 1 " =I '-0" 2 DETAIL SCALE: I " =I DETAIL SCALE: 1' ILO" 4 (E) NOTE: 1 k D � ~_ . . ; - - � . , PROVIDE EPDXY DOWELS TO (E) FTC_ PER 5/53.0 AT SIMILAR BASE R. 3 / "xI'- O "xI' -O" c EQ. . COL. EQ. H55 POST PER PLAN G COL. GONG. TILT -UP PANEL 4i "( +) f (E) SLAB -ON -GRADE w/ (4) 5 /4"47x1 1 -0" LONG ANCHOR BOLTS w/ HARDENED 3 "x3 "x 1 4" P LATE WASHERS OH EMBED) r I y 1 '4 V e TYP. 1" NON - SHRINK GROUT (E) SLAB -ON -GRADE SAW GUT FOR FTC. BASE I . S4' -O" IN/ (2) 3 4" EPDXY THREADED RODS I I ., w = ` I I I I I I [II] a' 0,G. GAGE III1111 (E) FTC. (OMIT AT SIM) -715.0 I' i 0 < ii - ♦ — IIII .III __III Ate H55 COL. PER PLAN • = II w \ w ♦ _ n —� I I I I a I 14 (2) #4 #4 CONT. EPDXY >�, 4 " BASE 3 XI O XI 0 PLAN VIEW w� 141.1 ■ 9 ■ ♦ #4 \ - m � 0 DOWELS / Q. / DRILL HOLES AND ANCHOR A.B. RODS w/ EPDXY f FTC. WIDTH co 12" O.G. E.W. 12" O.G. I' -6" 6" PER PLAN T EMBED DETAIL SCALE: I" =I' -0" 5 NAIL SCALE: I I' -O" DETAIL SCALE: I Iv2 " =1 DETAIL SCALE I " -r -o If 11 x3" CONN. r TALLx4" LONG w/ (6) #8 SCREWS (2 ROWS OF 3) AT EA. 8" JOIST, TYP. 8005162 -43 JOISTS BETWEEN EDGE CHANNELS II/2" METAL DECK PER PLAN AND HSS BEAMS TO SUPPORT CEILING AS SHOWN HSS4x4 4' -0" GANO" BEAMS PER PLAN GI2x20.1 L5x3x1 (LLH) 1/2 z / I/ 3 -12 / 3 -12 lib --- - MINI V 11111111111111111 -pv 8 .. 1 '_ S �� 5 . . 4 GLR. f' BENT fb" BTWN. BEAMS CEILING FINISH PER ARCH DWSS (SCREW TO JOISTS) 5 4 bi` 54 r TYP. DETAIL SCALE: 1 -O DETAIL SCALE I° -I' -o° I 0 DETAIL SCALE: I "=I' -o1 I I GAMY SECTION SG ALE: 1 " =I 12 object + space itd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info@objectandspace.com QUANTUM CONSULTING ENGINEERS RE CE ! ,T C1' OF FEB 012008 Pbhivil (...;ENTER 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com EXPIRES 10/04/08 BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PROGRESS SET PERMIT SUBMITTAL PERMIT RESPONSES CONSTRUCTION SET TOWER FRAMING 2 DIMENSIONS TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23.07 2.16.07 3.1.07 4.9.07 6.04.07 9.13.07 DETAILS scale: as noted S3.0 object + space ltd �. architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com I EXPIRES 10/04/08 BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PROGRESS SET PERMIT SUBMITTAL PERMIT RESPONSES CONSTRUCTION SET Q 2 TOWER FRAMING DIMENSIONS ` x'] s .. scale: as noted FEB 0 12008 l�f=ir i Lo TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23.07 2.16.07 3.1.07 4.9.07 6.04.07 9.13.07 DETAILS S4.0 028-5400.dwg Plotted.. Tug 01/22/2008 9. cm I , OVERHANG ROOF SHEATHING PER PLAN �-- GUT BASE OF STUDS AS SHOWN (TYP.) a / 4 I 2" OVERHANG SLOPING INS BM. PER PLAN w/ 2x8 TOP PLATE (GUT TO MATCH FLANGE WIDTH) w/ � / WELDED THREADED in W EA. SIDE IQ/32" SHEATHING PER ARCH. DINGS G1/2" ALIGN TJI /210 JOIST OVER OVER WALL 12 III 4 i n STIFF. . 4 2x TOP PLATE � � it ��� _ ler In /� I2 ~�� In In 4 2 4 HUG610 HANGL�. w/ (IS) 16d TO SUPPORTING PSL BM. FAGE AND (S) 16d TD SUPPORTED P5L BM. SIDES In 1 2 PER PLAN PANEL EDGE NAILING TO T.11 AND BEAM FE 2x8 TOP (GUT TO 12 MATGH FLANGE WIDTH) PANEL EDGE PER ARG14. DINGS RODS @ 24" D.G. PANEL EDGE NAILING 2 I - - _ -�-��" r � j �� �_ f� r� -- i J __ r�r� f r 2 ir PLYWOOD PER ARCH. DINGS NOTCH AROUND 3_ w/ 5 /g "N WELDED THREADED RODS @ 24" O.G. (COUNTERSINK) � � � " NAILING PLYWOOD PER r- r� " " -�r�r A � C. 5/4x� PSL EDGE �►�_,� WS BM. LSx4x /2x1'-0" BEAMS P ER n P LAN ARGH. DINGS PSL 51/4 BM. �, Il I I _ ► _ t 11 I �� ( CAP PLATE PER PLAN _ I - I 3 n 1� I �� ( I i I ) 1 „ WS BM. PER PLAN PLAN VIEW 1 /2"x6 1 /2"x0'-10” I �, Q/2 TJI /210 JOISTS @ 24" O.G. w/ I�PI I n I I A I I I I I I 1 I ' I� LSx4x 2x1 THRU BOLTS ON OUTSIDE -0 ,. w /�. / (4) � (GSK. FAGE) ''.1 I I 54xG /2 PSL a/2 TJI /210 JOISTS @ 24 D.G. Q/2 T.11/210 JOISTS @ 24" O.G. w/ ITT HANGERS EA. END (TYP.) PSL 5/x0/2 NOTCH $OT. FLUSH FOR BRO. SECTION . P.P. /4 G • GAP T. (AT SHEAR w/ (4) /4"4? WELDED WALL CORNERS) THREADED STUDS @ EDGE BM. PLYWOOD PER TW. V /4 (2) 16d STAGGERED @ 6 O.G. TO TOP PLATE ITT HANGERS S • BM. GAGE ITT HANGERS EA. END (TYP.) 3x6 BOTTOM PLATE w/ /a" WELDED THREADED RODS @ SHEAR WALL PER PLAN 24" O.G. (OMIT @ SIM.) (OMIT @ SIM) ARCH. DINGS EDGE NAILING V ��— � (T @ TJI JOISTS) DBL. 2x6 TOP PLATE H55 COL. PER PLAN PLATE FOR BEARING) SW -6 SHEAR WALL PER PLAN 1� g - I 0 1/2 2 4 2x6 STUDS @ I6 O.G. SW -6 SHEAR WALL PER PLAN �v ,.as= r— „ EDGE NAILING (WINDOWS @ SIM.) TJI /210 JOISTS @ 24" O.G. 2x6 STUDS @ 16 O.G. H55 COL. PER PLAN EDGE '2 l ., i NAILING (TYP.) 2x6 PLATE w/ 3 /6"c1 ) WELDED THREADED WS BM. Ni' 2x TOP PLATE (6/2" WIDTH TO MATGH FLANGE) PLAN VIM AT COWER PLAN VIES RODS @ 16 �� O.G DETAIL SCALE: I° =1 • ° AIL SCALE: 1' • 2 .DETAIL SCALE: In =1 • DETAIL WALE: la_ -o° I 4 SEE I/54.0 FOR TOP COL. TO BM CONN. @TOWER ROOF L6x3x 4x8" LONG 3 H55 COL. (E) GONG. TILT -UP PANEL MOTE: PROVIDE L4x4 CONT. ANGL - - 4 P CONN. THRU BEAM PER DETAIL 4/54.1 (NOT SHOWN) (E) GONG. (E) SHEATHING TYP. (E) &L EGGO COL 1 H55 COL. �� PER F l:"NT — (E) TOP PLATE WHERE APPLICABLE � + COL. PER PLAN I ;: �, I _ _. � � 6 CONT. L4x4 PERIMETER ANGLE w/ 3 1/4 " 4) THREADED ROD THRU (E) GONG. PILASTER PER 2B/54.1 it. " 3 4 n cP TILT -UP PANEL (E) SHEATHING ° ° 34 6 I - '' ° (E) (2) 2x TOP PLATE WHERE APPLICABLE �6 • _I �,I 1.0 I �„ I I i I 1 i __ J I I u __r_,�__ / GOL. HSS4x4 COL PER PLAN f /" ,_ 8 I n NEW BM. PER PLAN r - i �� a f f " SIDE w/ (2) THRU -BOLTS GAP TO MATC Y S" BASE . 2 x5 x0 ` o ° 0 BM. WIDTH A NEW BM. PER PL WIDTH OF B/BM. EGGO COL. GAP TO MATCH BM. WIDTH �a - M. +a" 34� V 1455 COL. (E) BM. PER PLAN BEARING t /2 "x6 "x� n FE S " .I I — 4, ROD (E) CONN. T. H5512x6 UPPER BM. PER PLAN - cy N I� PER PLAN A (2) 3 /4" x4" LONG A Zn 1- STIFF /$ ` � ` 34 . -_. _ u '� = Iry = (TYP. TYP. _ �- I/ V ACV LAG SCREWS L6x3x1/4 x8" EA. SIDE OF POST @ 8' - 0" O.G. MAX. (OFFSET L6x3 EA. ") 4 4 - - _ _ : \ FACE MOUNT �!_ 3/ xq xl -4 - - I I j 1 6 =In 2 „ I" GAP WELD TO H55 LONG COL. AND EPDXY ` - � � N 3 / u 6„ - cl „ EMBED �1 3 /4"0 THR'D ROD TO (E) CONC. @ EA. SIDE OF COL. AT 8 MAX. VERT. SPACING (6) EPDXY THREADED RODS TO 12„ (E) GONG. PILASTER SIDE BY 2 L6x3 ANGLE F.S. ti 6" I (E) @ 6" O.G. f � 1 �� GL POST PER PLAN EMBED (E) GONG. PILASTER DETAIL SCALE: I I /2° =I' —O" 5 DETAIL SCALE: I =r —O DETAIL SCALE :I" =I' — O ° DETAIL SCAL.E:1° =1' -0° GIO TO (E) TILT -UP PANEL PER 12/54.0 3n �' 4" �' NOTE: NEW 2x EXT. WALL STUD NOT SHOWN FOR CLARITY (SEE Q /54.1). (E) BLKG. / (E) (E) SHEATHING SHEATHING _, __—,_ _— ' (E) 2x JOIST, SEE NOTE EA. (E) TOP PLATE (E) TOP PLATE 1 LTP4 @ SIDE OF BM. TO (E) TOP PLATE @ (E) TOP PLATE TO REMAIN r + 54 r ruiliZ.44-1114aWaWlifil � r (E} TILT -UP PANEL 2" EMBED wa PER PLAN �� L3x3x -7 LONG T =... II� 24 D.G. (STAGGERED) (E) SHEATHING V TOP IrT m � iy r 1,,i,i-,r, N r . NEW HI.D CLIP AT EVERY (E) (2) 2x TOP PLATE FLANGE HANGER m PLAN -_ =_ I` I \ 17C _ 111 = - OTHER JOIST NEW BM. PER PLAN _ —__ __ —___ ���+� -- CIO PER RODS @ 4'-O O G DED TO (E) TILT -UP PANEL w/ (2) 3 4 "� A325 BOLTS / �� �� �� Pt 2x6 x8 w/ (2) 3 /" 0 A -325 -N BOLTS @ 5" O.G. SAGE 1 4" 6e CO \- TO TOP PLATE T IDE! A '`` .. CONDITION WHERE (E) (E) (2) 2x TOP PLATE JOIST BEARS ON . ' - N, 1 _ iv w/ BEVELED WASHERS (E) TOP PLATE NOTE: (E) SHEATHING EA. SIDE (E) JOIST .. --- (E) JOIST SEE ARCH. DINGS. FOR FURRING WALL SHORE -UP JOISTS AND REMOVE BEARING WALL BELOW DOUBLE TOP PLATE TO INSTALL NEW BEAM STIFF. R. @ „ „ „ `- LTP4 @ OF �Y� � ; M. TO (E) TOP PLATE @ 24 " O.C. (STAGGERED) NEW BM. PER PLAN /4 x (4) 3 4' 8 x EPDXY l -O THREADED _ y iti SHORE -UP JOISTS AND 4 „ o �....., t: (E) TILT -UP PANEL 3Z" EMBED REMOVE (E) BEARING WALL BELOW DOUBLE TOP PLATE TO INSTALL NEV BEAMS RODS @ 5" O.G. GAGE (E) JOIST 6 n (E) 2x JOIST, SEE NOTE (E) TOP FLANGE HANGER SECTION B NEW BM. PER PLAN .( ' •( CONDITION WHERE (E) JOIST HUNG ON (E) TOP PLATE DETAIL SCALE: I ° -1'-O DETAIL SCALE: I I0 DETAIL SCALE: I"=I'—O' I 1 DETAIL sc.AL4 I..11-0. 12 object + space ltd �. architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com I EXPIRES 10/04/08 BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW CORRECTIONS BAR SUBMITTAL DESIGN DEVELOPMENT PROGRESS SET PERMIT SUBMITTAL PERMIT RESPONSES CONSTRUCTION SET Q 2 TOWER FRAMING DIMENSIONS ` x'] s .. scale: as noted FEB 0 12008 l�f=ir i Lo TUKWILA, WA 10.2.06 12.11.06 1.17.07 1.23.07 2.16.07 3.1.07 4.9.07 6.04.07 9.13.07 DETAILS S4.0 028-5400.dwg Plotted.. Tug 01/22/2008 9. cm (E) PANEL JOINT i.%2 "x4 "x4" (E) PANEL JOINT l ( CONT. L4x4 4/54 I PERIMETER ANGLE (E) SHEATHING 2 (E) SHEATHING w/ (E) SHEATHING 1340 HOLES (TIP) (E) TOP PLATE (E) 2x JOIST PER PLAN I. CONT. L4x4 PERIMETER ANGLE T/ NEW T/ (E) ROOF SHEATHING (E) TOP PLATE •l ,.......W�....r,.ri.�AV��rW. u' ∎ ∎∎ ���M...i+....MFr -�i. T/ (El GONG. TILT -UP --�' -' -7- •••••••••• • GONT. L4x4 PERIMETER ANGLE I I u ,. T{ (E) GONG. PILASTER 11 u I I u 4x LONG N 3 4 " THREADED ROD THRU BEAM I •• SISTER &x2' -O" TO Si (E) GLULAM BM. w/ `I I C (2) ROWS OF /a Ox6 LAG SCREWS @ S" O.G. 2' -0" LONG L4x4 PERIMETER ANGLE AND BOTTOM OF (E) JOISTS ' TYR P '4 � END In"x4 "x4" 3 �� 3 4'4 WASHER EA. GONT. L4x4 THREADED ROD PERIMETER ANGLE THROUGH (E) GONG. PILASTER (E) GONG. PILASTER 2" 2'-0" w/ NUT WASHER EACH END 2 " END II II n II Il H II n II II n II I Id n I I I II n I I I II n II II n I II H II n I I I II n (E) GLULAM BEAM L4x4 3 4l' EPDXY "x4 "x4" •0. . ` , � , r< THREADED ROD 11111111111111111 II I1 11 II I I► I II MAX. @ 6' -0" O.G. _ EV2 c- E 6" illatillW 1 - IF (E) PILASTER 15 OBSTRUCTING THE NEW GONT. L4x4 PERIMETER ANGLE, SECTION C GUT VERTIGAL LEG OF L4x4 PERIMETER ANGLE AS REQUIRED ATION - 2A EL VATION - 2E3 (E) GLULAM BM. EMBED (E) GONG. PHD6 HOLDOWN TILT -UP PANEL ANCHOR CENTERED UNDER (E) GLULAM BEAM AND 4x8 (E) GONG. PILASTER *ERE GONG. PILASTER STOPS MERE TOP OF ) GONG. PILASTEIZ SHORT OF TOP OF CONC. TILT-UP PALL MATCHES ri/ TOP OF (E) GONG. TILT -UP PANEL DETAIL SCALE: 14 =1'-O° 2 NAIL S ALE: 11 /2 " =I'-o" 5 DETAIL SCALE: I I/2 °=1Lo" I 4 (E) SHEATHING (E) SHEATHING .ir�ir ..... rrr�rrr�rrirMIr ►rrrirVwMw \ AV +�l■iiirir r ■ �s� ■�AM/ i �e (E) TOP PLATE (E) SHEATHING (E) TOP PLATE (E) SHEATHING 00000 0 0 0 0 0 Cr 000r -- 4in 0 0 0 0 0 6 r�r rrrrarV rrrrr�rrrrrr` rrrrrrrrr� P , I' -O" i 1._0" II u ! ! 1 ! 1 1 ! i II Li = . EPDXY THREADED 32" \ ROD EMBED = i= , PHD2 PHD2 / (E) 2x JOI (E) 2x JOIST (E) _ DRILLED 1"49 HOLE THRU GLULAM BEAM FOR PHD2 HOLDOWN THREADED ROD GLULAM BEAM - CANTILEVERED END 2 2 (E) 2x JOIST PER PLAN (E) 2x JOIST 5" EMBED / GONT. L4x4x4 PERIMETER ANGLE w/ 5 4"(1) EPDXY THREADED RODS @ 6' - O" O.C. SIMPSON LTTIQ ANCHOR @ 6' -S" O.G. G516 STRAP @ 24" O.G. TO EACH PAIR OF JOISTS (E) GONG. TILT -UP PANEL (E) GONG. TILT -UP PANEL DETAIL SCALE: 11/2 " -I' -0" 5 DETAIL SCALE: I 1/2 " -I' -o" I 6 I riETAIL SCALE: I I/2 " -I'-O" 7 DETAIL SCALE: I I /2 " -I'-0" SHEATHING AND SHEAR WALL EDGE NAILING PER (E) PANEL JOINT { , k. SHEATHING AND SW -6 SHEAR WALL EDGE NAILING PER WINDOW SYSTEM PER ARGH. SHEATHING AND SHEAR WALL EDGE NAILING PER SHEAR WALL SGHED. NEW MATCH (2) 2x TOP PLATE L6x6x /$x0' -q" LONG w/ (2) 5 /4"d? EPDXY THREADED RODS @ 6' - 0" O.G. VERT. SHEAR WALL SGHED. 2x STUD TOENAIL TO 2x NAILER w/ H2.5 @ 16" O.G. 1 0 2x6 STUDS @ 16 O.C. (E) GONG. �` �`� 2x6 STUDS @ 16" 0.0. BOTTOM PLATE AND ATTACHMENT PER WALL 1 � ! 1 SHEATHING TO (E) SHEATHING ( (E) TOP PLATE - - SPACING TO (E) GONG. SHEAR WALL SGHED. (E) BOTTOM PLATE AND ATTACHMENT PER SHEAR WALL 5GHED. _ ® PANEL AND PILASTER (2) I6d EA. SIDE PILASTER GONG. TILT -UP PANEL _ � ad @ 6" O.G. (E) SHEATHING t • ° e . 1 � — ,_ �� SHEAR SGHED. ROOF ROOF SHEATHING EDGE 2x6 STUD @ 16" Q.G. 1 T/ (E) TILT -UP PANEL SHEATHING I ROOF SHEATHING EDGE NAILING PER PLAN - , CIO WHERE OCCURS @ PLAN 1 1� (E) GONG. TILT -UP PANEL T/ (E) GONG. SLAB NAILING PER PLAN �_ (E) GLULAM BEAM G TY -. OPEN i � I OPEN (E) (E) CONG. TILT -UP PANEL 2x JOIST 5k NAILER I6d 6" (E) 2x JOIST NAILER TO TOP PLATE 2x NAl (E) L () w/ I6d @ 6" O.G. 2x6 w/ @ O.G. EMBED, TIT. ID o ws7......... 0 7 0 (E) HANGER BEAM PER PLAN DETAIL SCALE: 11/2 " =I' -0" 61 DETAIL SC ALE: I I/2 " =1'-0 1 10 DETAIL SC ALE: I I /2 =1 I I CONNECT (E) TILT-UP PANELS TOSETHER SCALE: I ° =1 ' -0 12 object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com I EXPIRES 10 /o4 /0 BAKER BOULEVARD RETAIL CENTER TUKWILA, WA DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23.07 PROGRESS SET 2.16.07 PERMIT SUBMITTAL 3.1.07 PERMIT RESPONSES 4.9.07 CONSTRUCTION SET 6.04.07 TOWER FRAMING 9.13.07 2 DIMENSIONS -' E 7`1, FEB 0 1 2008 etc svll I DETAILS scale: as noted 54.1 object + space ltd architechire + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com QUANTUM CONSULTING ENGINEERS I EXPIRES 10/04/08 BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23.07 PROGRESS SET 2.16.07 PERMIT SUBMITTAL 3.1.07 PERMIT RESPONSES 4.9.07 CONSTRUCTION SET 6.04.07 TOWER FRAMING 9.13.07 2 DIMENSIONS FEB 012008 I I- ti de i ter y� I r~� 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.9573900 FAX 206.957.3901 www.quantumce.com TUKWILA, WA DETAILS scale: as noted S4.2 Flier 028-5402.dwg Plotted: Me, 01/22/2008 9:28 om SHEATHING AND SHEAR WALL EDGE NAILING PER L4x4x FIELD DETERMINE POST LONG a I I I � I I 2" 1 B/ WINDOW %¢ - - I 1 �� 22 / SHEATHING AND SHEAR WALL EDGE NAILING PER 5HEAR WALL SCHED. , r \ SHEAR WALL SCHED. NEW SHEATHING TO 3x STUD TO H55 POST PER (TYP.) I 1 1 I I 1 I — f 4 MATGH (E) SHEATHING �� lb — — — H5512x6 PER I/55.0 10/54.2 H55 TO 2x6 STUDS @ 16" Q.G. BOTTOM PLATE AND ATTACHMENT PER WALL NEW SHEATHING MATGH w/ (E) SHEATHING ,� 1/4 2x6 STUDS O.G HSS PER PLAN 1/2"x41/2"x6" Sd @ b" D.G. PLATE AND 1 4 TYP. PLATE % BOTTOM PLATE R (CENTERED ON H55 POST) Sd @ b O.G. (E) SHEATHING ATTACHMENT PER Ii SHEAR WALL SGHED. I TYP.> 3 4 6 V L4x4x LONG It %" L4x4 SHEAR SCHED. ROOF SHEATHING EDGE TO WS V �6 I „ I FL' 3 "x3 "x8" � (E) SHEATHI /5 (GP WELD TO VERT. E 5/2,19 T/ (E) TILT -UP r+ CE NTE RED ON - �P . ` 4 � i �> �����I-����- ���.��� -� :��r ' A NAILING PER PLAN 3x6 TOP PLATE w/ 3 4"(I) THREADED RODS _ iI� ! � PANEL b• � , - b - , �, I , -�- \ % V it I / 2 " x4 " X4 " __ - 1V-(1 _ - - - _ Nv \ 5 4"4) L3x3x LANG _ —,N -�v \ RDOF S EDGE NAILING PER PLAN WELDED TO BEAM 1 @ 24" O.G. (COUNTERSINK NUT i = - 3 4" CENTER ON FACE PLATE T �` ,' cy JOIST .� NEW BEAM PER PLAN (E) GLULAM BEAM TO PLATE) I d I l 4x3 w/ 3/ A EPDXY THREADED RODS (E) HANGER H5512x6 PER 2/55.0 1 (E) 2x .101ST (E) L4x4x LONG (OMIT AT SIM.) TYP. > I ,r I 2x6 NAILER w/ I6d @ 6" O.G. �] w/ (2) 5 "Y (4) THRU -BOLT5 @ 5" D.G. GAGE A- 525 -N BOLTS 3 / FACE . S "x8 "x{0" l / ` STEEL BEAM PER PLAN 3 46 V ( - - - - - x - 22" (E) GLULAM BM. PER PLAN HANG BEAM OFF OF WS / 4 °� I" BEAM w/ WELDED TOP FLANGE HANGER / '4 I ,I,__L— E'" NAIL SCALE: I I/2°=1' -0° DETAIL SCALE: I I/211=11-D° 2 • DETAIL SCALE: I i/2 ° =i' -o DETAIL scALE: I° =1' -o 4 SHEATHING AND SHEAR WALL EDGE NAILING PER FE 3is "x6 "x0' 3 4 "4) I �� 12 3 y y KNIFE T. / ALIGN THRU -BOLT HSS COL. PER PLAN (TYP) w/ BEAM (SKEWED SEE PLAN) 346 KNIFE -�" 4 f —IN al I �" BEAM PER PLAN - SLOT ENDS OF BEAM TO RECEIVE KNIFE PLATES (E) TOP PLATE (E) SHEATHING KNIFE' 3 /8" I I I 2 1 1 , •' 3 /4" SHEAR WALL SCHED. 2x6 STUDS @ lb" O.G. ,---,--- I 1 I - (2) THRU -BOLTS SHEATHING TO MATCH (E) BOTTOM PLATE AND ATTACHMENT PER S WALL SGHED. I G AP I � I •• = , N — ' r r r r� r r r •r� r r �i i i — 111 . -- � 6" i I I V 2x RIM JOIST 11 ,, I I ,k NP I \ A55 @ EA. JOIST 5 "- I I I I _ r rr +rr������ lU �I =� :�i»�� 6„ , — J _ - ` I �r �� �� 'a ' _ 2xb PLATE — It � Ir BEARING R /2 x6 xS j '� ROOF SHEATHING EDGE NAILING PER PLAN, TYP. _ i m m % '' f • j r - � __ (E) 2x JOIST 32" EMBED r. ∎ BEAM PER PLAN - SLOT ENDS OF BEAM TO RECEIVE KNIFE PLATES I " PLAN _ `' / STIFF. CENTERED ON FAGS MOUNT BEAM PER CONT. L4x4x! PERIMETER ANGLE w/ 3 /4" EPDXY �� THREADED RODS @ 6' O.G. i� LU HANGER TO MATGH JOIST SIZE 11 , i V (E) TOP PLATE (E) TILT -UP PANEL 42" EMBED I" 4- EMBED FACE MOUNT'_ 3 „ �� /4 x8 xI -0 w/ (4) 3 /4" EPDXY THREADED RODS @ 5" O.G. GAGE (E) 2x8 JOISTS @ 16 O.G. 1 STIFF. AT ¢ LSx6x -0" (LLV) w/ (2) 5 4"4) EPDXY THREADED (E) GONG. TILT -UP PANEL (E) GONG. TILT -UP / PANEL RODS @ b" O_G. GONG. TILT -UP PANEL er FAIL WALE: I i/2 _ - I -0 ° � r DETAIL SCALE: I I/2 °_ - I -0 ° � DETAIL SCALE: i I/2 � DETAIL SGAL3 =_ I 1/2H=1 r, HSS KNIFE BEAM PER PLAN T hi 2 H55 COL. PER PLAN —A I I i t - 1k GAP COL. PER PLAN 3 43"0 / FE 34" / SHEATHING AND SHEAR WALL EDGE NAILING PER WALL I I I 16" WELDED THREADED RODS @ 24" D.G. 2x6 STUDS @ O.G. AND `� 1 V FE i2 "x5 "xl' SHEAR SCHED. MATCH (E) BOTTOM PLATE ATTACHMENT PER SHEAR WALL SCHED. 5x STUD TO H55 POST PER 10/54.2 (TYP.) „ FOR KNIFE�t 3x6 STUD TO H55 COL. FOR :" t PLYWOOD SHEATHING EDGE NAILING (TYP. @ ALL HSS COL.) a „, = ” �' HS5 COL. PER PLAN 3 /4 "4) SHEATHING TO (E) _ _ _ _ r \ -O" SHEATHING ' I ROOF SHEATHING EDGE NAILING PER PLAN ,_ LAG SCREWS TO (E) GLULAM BEAM (CENTERED ON PLATE) rr 5 . —�iri .�_ v - I N --- THRU- BOLT FE 1/2"x5"x01-6" =i :J r� ∎r�r • • ` BEAM PER PLAN 2 LI I I I U OPEN � � T/ (E) PARAPET - - OF SMALLER BLDG. I - - — bn 2k ,. 2k 2 NOTE: (E) JOIST PER PLAN NEW JOISTS MAY (CUT TO FIT NEW OPENING) REPLACE (E) JOISTS w/ SIZE AND SPACING LU FACE MOUNT HANGER TO MATGH (E) GLULAM BEAM PER PLAN TO MATGH JOIST SIZE (E) POST 1 I-- 0 ----7 ...........0 DETAIL SCALE: I1/2 ° =1' -0° DETAIL SCALE: II/2° =i'-o° 10 DETAIL SCALE; II/2° =I'-o° II DETAIL SCALE: 1°= I I 2 object + space ltd architechire + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com QUANTUM CONSULTING ENGINEERS I EXPIRES 10/04/08 BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23.07 PROGRESS SET 2.16.07 PERMIT SUBMITTAL 3.1.07 PERMIT RESPONSES 4.9.07 CONSTRUCTION SET 6.04.07 TOWER FRAMING 9.13.07 2 DIMENSIONS FEB 012008 I I- ti de i ter y� I r~� 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.9573900 FAX 206.957.3901 www.quantumce.com TUKWILA, WA DETAILS scale: as noted S4.2 Flier 028-5402.dwg Plotted: Me, 01/22/2008 9:28 om EQ EQ EDGE NAILING PER SHEAR WALL EDGE NAILING SCHEDULE SHEAR HALL 5C DULE SHEAR WALL TYPE SHEAR WALL SHEATHING E; � PANEL EDGE FRAMING 2 PANEL EDGE NAILING 0 BOTTOM PLATE ATTACHMENT TOP PLATE ATTACHMENT $ 2x BOTTOM PLATE CONNECTION TO RIM JOIST OR BLOGKfNG BELOW ANCHOR BOLTING OF SILL PLATE TO CONCRETE BELOW �� RIM JOIST OR BLOCKING CONNECTION TO TOP PLATE BELOW FACE NAIL PER SHEAR WALL ( x I MIN. 2 BOLTS IN EA. SILL SECTION SILL PLATE AND ATTACHMENT NMI IFA' j� !J PER SHEAR WALL SCHEDULE (MIN. 2x SILL PLATE w/ S/S" ANCHOR BOLTS @ 48" O.G. w/ PLATE WASHERS 2x2x EMBED MIN. 1" INTO CONCRETE AT NON -SHEAR WALLS) WHERE SILL PLATE 15 DRILLED OR NOTCHED MORE THAN I/3 OF THE PLATE WIDTH, INSTALL BOLT SIDE NOTCH 3x PL. 2x PL. INTERIOR WALL EXTERIOR WALL PER SHEAR WALL z o 1 _ 0 T SCHEDULE �YALL SIN-6 15/32" APA ONE-SIDE SHTG. 2x 0.14S"Px21" @ 6 O.G. I �� 0.148 �� 0x3/ @ 6 �� O.G. N/A 5 /a �� cp @ 4S �� O.G. A35 @ 16 �� O.G. LTP4 @ 16 �� O.G. NOTES ' a INSTALL PANEL SHEATHING EITHER HORIZONTALLY OR VERTICALLY FOR THE ENTIRE LENGTH OF THE WALL PER PLAN. 0 ALL WALL STUDS SHALL BE EITHER 2x4 OR 2x6 @ I6" O.G. PER PLAN. PROVIDE 2x OR WIDER BACKING FRAMING AT ALL PANEL EDGES INCLUDING HORIZONTAL BLOGKINGS PER THE SCHEDULE. 0 PROVIDE NAILING TO ALL PANEL EDGES, TOP $ BOTTOM PLATES AND HORIZONTAL BLOCKING. PROVIDE THE SAME NAILING PATTERN TO EACH MULTIPLE ,- I �� �� STUD OF THE BUILT -UP HOLD DOWN POST. NAIL PANEL TO INTERMEDIATE FRAMING MEMBERS w/ 0.148 ' 0 x 2/ @ 12 D.G. a EMBED CAST-1N-PLACE 5 /5 "0 ANCHOR BOLTS 7" MIN. (OR EMBED ADHESIVE ANCHOR BOLTS 5 1/2" IN (E) CONCRETE; SEE STRUCTURAL NOTES). PROVIDE PLATE WASHER 2" x 2" x 3/16" AT EACH ANCHOR BOLT. SILL PLATES SHALL BE TREATED PER GENERAL NOTES, AND SHALL BE 2x OR 3x PER THE SCHEDULE. a PROVIDE HOT DIPPED GALVANIZED NAILS, BOLTS, OR METAL PLATES FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED MEMBERS. Q PROVIDE O.I3I" cP x I -1/2" LONG NAILS FOR CLIPS DIRECTLY ATTACHED TO FRAMING MEMBERS; PROVIDE 0.131%) x 2-I /2" LONG NAILS FOR CLIPS INSTALLED OVER FLOOR OR WALL SHEATHING ON FRAMING MEMBERS. SEE 11/543 FOR TOP PLATE SPLICE. EDGE NAILING PER 5HEAR WALL SCHEDULE NOTES: r~ ♦ s ONE EACH OF 12" 12" 12" 12" a IT ��y' MAX e , M AX : MA X. 1 BOLT DIA. MIN. MAX. MAX. 4 N: •' I. WHERE NO STUD TO STUD NAILING 15 INDIGATED, FACE NAILS PER SHEAR WALL SCHEDULE NAIL STUDS TOGETHER WITH IOd -F @ S" O.G. 2. ADDITIONAL STUDS REQUIRED AS NAILERS, ETC. ARE NOT SHOWN. 3. SEE SHEAR WALL SCHEDULE FOR SHEATHING VAa INGTION NAILING REQUIREMENTS. TYPIGAL SILL PLATE BOLTING - PLAN Vim SCALE: NONE TYPICAL HALL INTERSECTIONS SCALE: NONE SHEAR SCHEDULE SCALE_ NONE 4 WHERE HEADER INTERRUPTS Ti?. DOUBLE TOP PLATE, PROVIDE COORDINATE PLACEMENT OF MSTA24 EACH END HEADERS WITH ARCH. 2' -O" PANEL EDGE NAILING PER PLAN EDGE .47 1 PANEL EDGE NAILING MIN. PANEL WIDTH r WIDTH - CONTINUOUS PANEL 6i „ i�f /��rii,� /70 i /ffili i f il i„� 11111, rr , / 7(1 � y f / / �ff � / / o _ t U.O.N. ON PLANS DRAWINGS; IN GENERAL PLAGE HEADERS LOW ONLY PER PLAN SHEATHING PER PLAN _ 2x4 FLAT BLKG. '- (2) TOENAILS OR "Z" CLIPS EACH END - Y 0 FLAT SLOGKINS AT PAWL ED S ( E RE& PJ MAX. DIAMETER OF BORED HOLES TYP. DOUBLE TOP PLATE AT DOQR AND WINDOW SAW CUT CIRCULAR yf MIN. pis" EDGE DIST (TYP) `' ., BORED HOLES ARE TD BE SPACED AT OPENINGS FIELD NAILING AT INTERMEDIATE J I I BEARING SHEATHING JOINT, PANEL EDE NAILIN16d PANEL EDGE NAILING PER PLAN A35 CLIP ANGLE AT EXTERIOR HEAERS OVER 6' - 0" I N LENGTH NOTCH VEE NOTCH )1 LEAST A STUD WIDTH FROM A GUT OR NOTCH STUD WITH MAX. DEPTH t ,,. f i � a " P7 -1 7 %/� / D / ,� ���i., // / / 4 1, /4 A � ''� �� • ��/ ' � '� : I"- - TYP STUDS - REFER ARCH. 2x4 NAILER w/ @ 6 O . G . () 16d MIN. PER PLAN, TYP. WHERE FU Y BLOCKED LL BLDG DIAPHRAGMS ARE SPECIFIED ON THE PLANS, PROVIDE 2x4 FLAT BLKG. AT SHEATHING JOINTS, SEE DETAIL A TO THE SIDE _ LET IN ORED HOLES ARE TO BE SPACED AT LEAST TWICE THE DIAMETER OF THE LARGEST HOLE REFER ARCH. - PROVIDE DOUBLE BOTTOM PLATE AT EXTERIOR HEADERS „ OVER 10 -0 IN LENGTH) MIN DEPTH MIN. JOIST BEYOND AT JOIST SPLICE WHERE OCCURS $� PAWL EDc5E NAiLiN6 AT JOIST S PLICE NOTCH A. CUTTING AND \PISS NOTCHING WOOD STUDS � ' /, , , tTES. i/ ,,, ., „, „ , , ,�/T /r i �' r f ♦ f / 4 � ristr/7/ // � y� I. RUN LONG DIMENSION OF SHEATHING PANELS PERPENDICULAR TO FRAMING. 2. STAGGER END JOINTS 2' -O" MIN. LAP AS SHOWN. 3 . WHERE FRAMING LAP SPLICE AND SHEATHING JOINTS ARE OFFSET, SEE DETAIL B ABOVE. TRIM STUD POST PER HEADER PER PLAN PLAN (PROVIDE MIN. (2) ' 2x STUDS AT HEADERS OVER 6' -a" IN LENGTH) S IOd -F @ O.G., TYP. AT BUILT UP STUDS (DO NOT NOTCH MORE THAN 3 ADJACENTS w/O REVIEW BY ENGINEER) BEARING WALL STUDS w �; STUD MAX. DEPTH OF MIN. DEPTH REMAINING AFTER ,p :. • SIZE EDGE CUT OR NOTCH CUT OR NOTCH 3 , 2x4 I' 2 " " 1/2 2x6 I I/2 4 Y om _ NON - BEARING WALL STUDS ,~ ,. TYPICAL ROOF DIAP�M S TI SCALE_ NONE TYPICAL P ADEER DETAIL SCALE_ NONE y HOEDOWN STUDS (14) IOd -F 3" O.G. STAGGERED AT EACH SIDE SPLICE STUD MAX. DEPTH OF MIN. DEPTH REMAINING AFTER ': r' SIZE EDGE CUT OR NOTCH CUT OR NOTCH FRAMING r OR POST PER PLAN (2) 2x MIN. SHEATHING AND SHEAR WALL EDGE r �� / �j Y 2x4 1 -5/S 1 -1/8 2x6 2 -1/2" 3" 5. BORED HOLES IN WOOD STUDS HALF OF STRAP LENGTH ORIENTATION PER PLAN / NAILING PER SHEAR WALL SCHEDULE 1 / OF IOd -F @ 12" O.G. TOP CHORD STAGGERED ELSEWHERE 11r SHEAR WALL EDGE NAILING AT I I EACH HOEDON STUD OR POST �/ HOLDOWN STRAP PER PLAN ( WRAP AROUND EAM BELOW, CENTER STRAP ON STUDS ) BEARING WALL � JV SPLICE STUD5 MAY BE BORED NOT IN EXCESS OF 40% OF I HE STUD WTH. BORINGS SHALL NOT BE MADE AT THE SAME SECTION WHERE A GUT OR NOTCH HAS BEEN MADE. STUD MAX. DIAMETER MIN. EDGE DISTANCE SIZE OF BORED HOLE AFTER BORING i ILI ,L, HOLDOWN STRAP PER I PLAN (EACH SIDE WHERE 1 ! I NOTED IN SCHEDULE) I SHEATHING PER PLAN �rwwl■.....m......1■rr��i ��■��i���s���■i�� - I BOTTOM CHORD 2x4 I -5 /a" 5 /8" EA. SIDE OF HOLE 2x6 2 -1/2" 5/S" EA. SIDE OF HOLE NON- BEARING WALL ►�� ! }��++ ■ u ► L ' ..._.... � �_.. :. - _..�_.__, ... SPLICE 6' - 0" MIN. BETWEEN SPLICES cn l► II L SOLID BLOCKING TO MATCH HOEDOWN STUDS STUDS MAY BE BORED NOT IN EXCESS OF 601 OF THE STUD WIDTH. BORINGS SHALL NOT BE MADE AT THE SAME SECTION WHERE A GUT OR NOTCH HAS BEEN MADE. STUD MAX. DIAMETER MIN. EDGE DISTANCE SIZE OF BORED HOLE AFTER BORING HOEDOWN STRAP NUMBER OF NAILS EACH END STRAP LENGTH MI _...._ halt ■� • • • • - - z I HEADER PER PLAN EACH END L r _ dVN1G 1 FRAMING CONTINUOUS WHERE OCCURS STRAP OF HEADER TD MATCH HOEDOWN STRAP (WRAP AROUND BEAM ABOVE) 2x4 2 -1/4" 5 /S" EA. SIDE OF HOLE 2x6 3 -5 /S" 5/5" EA. SIDE OF HOLE �� 07 0 I I I MSTG40 (26) 16d SINKERS 3' -4° MSTG4SB3 (12) IDd @ M. FACE (4) IDd @ BM. BOT. (3S) IOd @ STUDS /POST 4' --1 � , - SPLICE TO OCCUR AT I 10d-F @ S" O.G. TYP. AT BUILT UP STUDS OF VERT. STUD (TYP) HOEDOWN STUDS PER PLAN OR SCHEDULE, (2) STUDS MIN. TYP. TYPICAL FLOOR TO FLOOR HOLDONN STRAP 4 FLOOR TO HEADER HOLDOT+t STRAP SCALE: NONE I ® TYPICAL TOP PLATE SPLICE SCALE: NONE I ! l TYPICAL NOTG# STIED SCALE: NONE 12 object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com QUANTUM CONSULTING ENGINEERS BAKER BOULEVARD RETAIL CENTER DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23 .07 PROGRESS SET 2.16.07 PERMIT SUBMITTAL 3.1 .07 I PERMIT RESPONSES 4.9.07 CONSTRUCTION SET 6.04.07 2 TOWER FRAMING 9.13.07 2 DIMENSIONS CITY FEB - 01 2008 Li i 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com EXPIRES 10/04/08 TUKWILA, WA DETAILS scale: as noted S4.3 028—s403.thyg Plotted: rue, 01/22/2008 9:28 am object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com RECE CISY FEB 012008 I QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com I EXPIRES 10/04/08 BAKER BOULEVARD RETAIL CENTER TUKWILA, WA DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23.07 PROGRESS SET 2.16.07 PERMIT SUBMITTAL 3.1.07 I PERMIT RESPONSES 4.9.07 CONSTRUCTION SET 6.04.07 TOWER FRAMING 9.13.07 / DIMENSIONS DETAILS scale: as noted S5.0 028-5500.dwg Plotted: rue, OV22/2008 3:28 am I „ - 1--- STUDS PER FACE OF FINISH • I' -2" SW -6 SHEAR WALL SHEATHING ARCH. ' PER ARCH. y 1 / 2x6 , STUDS @ 16 O.G. s/ V 16 - 12 ° 6 2" /4 6x6 POST AT END OF WALL BEYOND w/ ASS EACH SIDE AT TOP TO CONT. DBL. TOP FINISH PER CLR. 6x6 POST AT EA. END WALL FULL HT. BETWEEN PLATES w/ A55 EACH SIDE T$B �" 6 x20 GA. SW -6 SHEATHING I ; 1 -� � _ FINISH PER 16" O.G. J ARCH. DINGS. GUTTER PER ARGH. DINGS. E 1 /2 "x6 x LENGTH AS REQ'D , , all PLATE GUTTER PER ARCH. ■"' k - ��� FACE OF FINISH EDGE I II 51N-6 SHEAR WALL SHEATHING f ARCH. DIN METAL DECK T :I i L ! j NAILING A55 r CLIP I I I 1 I � 2x6 STUDS @ 16" D.G. DINGS. /4 T. /2 "x6 6 T $ PLATE 2x w/ 3 WELDED ia" 2x6 STUDS I6" O.G. �, 2x6 TOP . w/ / 4) WELDED THREADED RODS „ @ 24 O.G. x /4 ; � —"'' /N N PER PLAN A55 CLIP EA. END TO POST THREADED RODS @ 24 0.G. y�I I ' LENGTH AS REQ'D I /4 `I �I _ ry � 7ViLYA Cn - #3 S.S I PER PLAN - I ° h i I I , : � „ '� / 4 w/ I” 5.5. PIN diSMII I" GALV. (OR 5.5.) 17 3" - ` , � `II = - i _ n' \ \_ _J I I EDGE NAILING t,_ r 3" I 3" ! ' °- "Yv ,.." _ _ _K.., C ! �, cl I lT THR'D ROD - �� 4 I 1 tiff _ 3" ' -. F H5512x6 M. (LOW) PER PLAN „ ,� I I r u� H554x4 ♦ H5512x6x (HIGH) ' 6L 5/2x12 BEAM PER PLAN w/ HUG HANGER AT EAGH END ■ = ♦ i t I ' ,� „ 6 A PER PLAN B/ CANOPY „ A.F.F. I GL 5/2x12 BEAM PER PLAN OVER OPENING IN WALL w/ HUG HANGER TO POST AT EAGH END 1 12 TALLx4 WIDE B.U. BOX BM. PER DET. l2 /55.0 NOTCH AROUND H554x4 BM. NEAR EA. END EDGE NAILING f Ci. 2x6 STUDS I @ I6 O.G. BEAM �� i 0 (OR TO 6x6 POST EL= ID -O 6005162 - 33 STUDS @ 16" O.G. N.DTE: B/ CANOPY - _ �� 6 SW -6 SHEATHING AND COL. BEYOND GALV. 5.5.) FACE MOUNT E "xl2 "x THR`D ROD {' -0" w/ (4) 3 4 "0 THRU -BOLTS @ #3 5.5. GLEVIS - i" O.G. GAGE E.W. EDGE NAILING EL =10' -O" A.F.F. ii FACE OF (E) GL BM. III GLR. fi VERIFY FACE MOUNT t 1 /2 "x12 "xI' -O" w/ (4) ACROSS 3 4 "cl THRU -BOLTS @ H554x4 1" O.G. GAGE - .W. TYP.} 5/6 V ` GLR. I' -6" w/ I 55. PIN d SEE DET. 12/55.0 FOR BOX BEAM OPENING IN WALL. NOTCH AROUND BEAM NEAR EA. END. DETAIL SCALE: I I/2 " =I'-0 DETAIL %ALE: I I /2° =1y -0' 2 DETAIL SCALE: I I/2 ° =I'-0 DETAIL s°ALE_ I 1/211=ILQ° 4 SIDES Do--- I' -a2" HSS6x4 BM. $ 511UD WALL ABOVE PER PLAN AND DET. 12/55.0 (OMIT @ SIM) (E) GONG. TILT -UP PANEL END OF DECK @ GUTTER SEE 8/55.0 (1'- 0" @ 51M) 1' -2" (E) FOR GUTTER PER ARCH. DINGS 11/2" 5/ GONG. TILT -UP TO H55 C 2" 5 C OL. I I ♦ GUTTER PER (4- 51M.) 41 „ WALL PANEL 6005162 STUDS 3 > / V 4 TYP. > /4 « PLAN ��" - / _ d Q ILI c c y - 3 SIDES} r •, _ _ I I 1 I I l Lr 1 ► ♦ ARCH. DWG5. I/2 METAL DECK --33 @ 16" D.G L3x3x /4 (EAGH 1/2" DEGK PER (NOTGH AROUND It) " -' H55 COL. PER PLAN r ► DPE 1 L PER PLAN H554x4 BEAMS I - -=-acv SIDEOFI) C � � 3/4 "GLR / V L3x3x1/ x O' -41" LONG w/ (2 ) 3 4 "0 EPDXY THR'D RODS @ 6" (EMBED 3/2" MIN.) O.G. �� ������ �..���� 17 1.7 CO PER PLAN \ } 3j8 „x6 „xDt -�” TALL 3 SIDES } DO' N I 1 - - cy - v � � - \ III ` 4Til / / I I � � C12x20. -I GLR. r V PLAN ♦ �m I _AI , // Gl2x2a."i @CANOPY EDGE Y ', - - -- - -- = F -. B/ CANOPY \ = \ 1 Gl2 CONT. A j I - c�v EL a” A.F.F. FACE MOUNT i Tl` P. > V2 H554x4 -10' I„ 4 3 46 -12 SECTION A NOTCH L3x3 @ SUPPORTS (TYP.) �� I / / "x 12 "x I' -0" w/ (4) 54"4) EMBED fYP.} 546 V c THREADED RODS @ a" O.G. GAGE E.W. NOTE: DRILL HOLES AND A I I . i j ,� OMIT DOUBLE STUD EXTERIOR WALL @ ANCHOR RODS w/ EPDXY SIM. SEE ARCH. DWG5. FOR FINISH AND FURRING SUPPORTS TO (E) GONG. WALL. H554x4x/4 PER PLAN ; _ _.. - -f� L5x3x4 (LLH) (SLOPE w/ DECK) MITER CORNERS 45 o � I I I I j i- I GALV. THR'D (OR 5.5) ROD #3 5.5. CLEVIS 3" 3" ° -, ° DETAIL SCALE: I I/2 -1-O 6 DETAIL SCALE: I I/2' =I1 -0° 5 DECK , SPAN 0-12 w/ 1' 5.5. PIN I „ n ,_ „ 16 x6 xl D 3 4 III (CENTER ON HSS) " 2x STUDS @ I6 O.G. SW -6 SHEAR WALL , - I „ 41 k- - ci tr 5 o r2 -12 PER E FACE OF FINISH Er / • �i� SLOPE DECK DOWN TOWARD BUILDING L5x3x% (LLH) -- - { FACE MOUNT IE. /2 "x12 "xI' -O" w/ (4) 5/4"0 to 4 \ I I SHEATHING 6 „ l In II ! J� I / 4 r THREADED RODS @ a" O.G. GAGE (E.W.) 6 "x20 GA. STUDS @ 16" D.G. NI 2 „ 12„ 2n (E) 5/2 CONC. TILT - UP WALL 4 E /2 "x6 � EP CO INTO (E) \ 11 CLR. CUR. H55 4x4x% PER PLAN DOTY CANOPY EL. PERARCH. EDGE NAILING I I G12x2o.7 SEE PLAN FOR DIM. H5S6x4 BM. w/ 5 /6" I PANELS x \ =t� ,` LENGTH AS REQ'D N - = X 4 1/2" o _! WELDED THREADED 1 RODS @ 24" O.G. TO I II AI 6x20 GA. STUDS @ 16" O.C. = I0 1 -0 A.F.F. < NP • > > PLAN NADI #3 S.S. GLEVIS I 2x6 PLATE „ �1 6 x20 GA. TRACK w/ I" 4� S.S. PIN . 1" 0 GALV. (OR 5.5.) 012x20.1 GDNT, L3x3x/4 x 1" LONG (EACH SIDE FINISH PER \ ARCH. I/" DECK PER PLAN. LOCATE LOIN FLUTE 4 l,! < 3 �, / V A „ 3 I _ = ♦ ♦ w/ (2) #a SCREWS �.. .� �� ; I r 4 „ 1 I = I o @ 12 O.G. TO BM. EL _ IO -D n A.F.F. - .F.F. N I I I' I THR'D ROD TYP. ON TOP OF L5x3 ALONG CHANNEL OF H554x4) I V < TYP . (NOT SHOWN) 4 B/ CANOPY EL = Q' -6 A.F.F. `9 \ -1` '( 1 r I— —A. A I III, i - - �� rte BUILT BOX BEAMS 3 4" \ 4 2„ (E) GONG. TILT -UP PANEL u, H554x4 -UP OVER OPENINGS CONSISTING OF (2) I2005I62 -43 EA. SIDE AND 400TI50 -43 T$B GAP TRACK, SGREW TOGETHER w/ #S 12" ALL 2x6 PLATE w/ 4 EXP. BOLTS @ 24" O.G. INTO (E) 23„ GONG. PANEL 4 1 4 EMBED L3xSx x 0' LONG . (EACH SIDE OF H554x4) SECTION A SCREWS @ O.G. @ FLANGES ' / OPNS. PER ARCH. DETAIL SCALE: 11/2° =1' -O q DETAIL SCALE: I I/2 " =I'-0° J O DETAIL SCALE: I 1/2 1 -0° I I DETAIL SCALE I I/2° =I'-0° 12 object + space ltd architecture + interiors + furniture + lighting 3445 CALIFORNIA AVENUE SOUTHWEST STUDIO 1 SEATTLE WASHINGTON 98116 studio 206 937 5222 fax 206 937 5228 info @objectandspace.com RECE CISY FEB 012008 I QUANTUM CONSULTING ENGINEERS 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quantumce.com I EXPIRES 10/04/08 BAKER BOULEVARD RETAIL CENTER TUKWILA, WA DESIGN REVIEW 10.2.06 CORRECTIONS 12.11.06 BAR SUBMITTAL 1.17.07 DESIGN DEVELOPMENT 1.23.07 PROGRESS SET 2.16.07 PERMIT SUBMITTAL 3.1.07 I PERMIT RESPONSES 4.9.07 CONSTRUCTION SET 6.04.07 TOWER FRAMING 9.13.07 / DIMENSIONS DETAILS scale: as noted S5.0 028-5500.dwg Plotted: rue, OV22/2008 3:28 am