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Permit D09-241 - CUTTING SPECIALISTS - BUILDING
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. D09 -241 Cutting Specialists 6238 South 143rd Place RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page # tode Exemption = Brief Explanatory DeSctiptiop �t�tutel ule The Privacy Act of 1974 evinces Congress' intent that Personal Information — social security numbers are a private concern. As such, individuals' social security numbers are Social Security Numbers redacted to protect those individuals' privacy pursuant 5 U.S.C. sec. DR1 Generally — 5 U.S.C. sec. to 5 U.S.C. sec. 552(a), and are also exempt from 552(a); RCW 552(a); RCW disclosure under section 42.56.070(1) of the 42.56.070(1) 42.56.070(1) Washington 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 Personal Information — numbers, electronic check numbers, credit expiration 337 DR2 Financial Information — dates, or bank or other financial account numbers, RCW RCW 42.56.230(4 5) which are exempt from disclosure pursuant to RCW 42.56.230(5) 42.56.230(5), except when disclosure is expressly required by or governed by other law. CUTT1NG SPECIALISTS 6238 S 143 PL D09 -241 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.TukwilaWA.gov CERTIFICATE OF OCCUPANCY This certificate is issued pursuant to the requirements of Section 110.2 of the 2006 edition of the International Building Code. At the time of issuance, this structure or portion thereof has been inspected for compliance with the requirements of this code for the occupancy and division of occupancy and the use for which the proposed occupancy is classified. Building Permit No.: D09 -241 Occupant/Tenant: CUTTING SPECIALISTS Building Address: 6238 S 143 PL, SUITE NO. Parcel No.: 3365901700 Property Owner: ENGSTROM DONALD GLENN 6400 S 143RD PL , TUKWILA WA 98168 Use: STORAGE BUILDING Occupancy Group/Division: S -2 Type of Construction: V -B Automatic Sprinkler System: Provided: N Required: N Design Occupant Load: 8 BUILDIN OFFICIAL DATE O% -/6 -zdii THIS CERTIFICATE TO BE CONSPICUOUSLY POSTED ON THE PREMISES Tenant: Name: CUTTING SPECIALISTS Address: 6238 S 143 PL , TUKWILA WA City 01 Contact Person: Name: MIKE ENGSTROM Address: 6400 S 143 PL , TUKWILA WA 98168 Phone: 206 - 246 -4911 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us Parcel No.: 3365901700 Permit Number: D09 -241 Address: 6238 S 143 PL TUKW Issue Date: 06/18/2010 Suite No: Permit Expires On: 12/15/2010 Owner: Name: ENGSTROM DONALD GLENN Address: 6400 S 143RD PL , TUKWILA WA 98168 Phone: Contractor: Name: C H G BUILDING SYSTEMS, INC Address: P.O. BOX 78448 , SEATTLE, WA 98178 Phone: Contractor License No: CHGBUSI124BH DESCRIPTION OF WORK: CONSTRUCT NEW 3825 SQ FT FREE STANDING METAL BUILDING WITH SLAB ON GRADE FLOOR. PUJBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, WATER SERVICE LINE, DOMESTIC WATER METER W /BACKFLOW (RPPA IN HOT BOX), DEDUCT METER W /BACKFLOW (DCVA), SANITARY SIDE SEWER, STORM DRAINAGE, DRIVEWAY ACCESS, CURB /GUTTER/SIDEWALK, ASPHALT REMOVAL & STREET PAVEMENT, AND UNDERGROUNDING OF POWER. TRAFFIC CONCURRENCY. TRAFFIC IMPACT FEE. FLOOD ZONE CERTIFICATE. STREET USE. DEDICATION OF ROW & TURNOVER OF ROW INFRASTRUCTURE. Value of Construction: $209,304.00 Fees Collected: $12,006.25 Type of Fire Protection: NONE International Building Code Edition: 2006 Type of Construction: V -B Occupancy per IBC: 25 doc: IBC -7/07 DEVELOPMENT PERMIT * * continued on next page ** • Expiration Date: 07/14/2010 D09 -241 Printed: 06 -18 -2010 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be compile The granting of this permit does not pre construction or the per#o . e • work. Signature: Print Name: doc: IBC -7/07 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Inspection Request Line: 206 - 431 - 2451 Web site: http: //www.ci.tukwila.wa.us N Y N Y Y N Y N Y Y Y Number: 0 Start Time: Volumes: Cut 55 c.y. Start Time: Private: Profit: N Private: Permit Number: Issue Date: Permit Expires On: Date: Size (Inches): 0 End Time: Fill 85 c.y. End Time: Public: Non - Profit: N Public: .17U9 D09 -241 06/18/2010 12/15/2010 ed this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. e to give authority to violate or cancel the provisions of any other state or local laws regulating I am authorized to sign and obtain this development permit. Date: 7-g ^' o This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. D09 -241 Printed: 06 -18 -2010 Parcel No.: 3365901700 Address: Suite No: Tenant: doc: Cond -10/06 6238 S 143 PL TUKW • City of Tukwila 1: ** *BUILDING DEPARTMENT CONDITIONS * ** Department of Comnuuiity 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 CUTTING SPECIALISTS 5: The special inspections and verifications for concrete construction shall be required. 13: All wood to remain in placed concrete shall be treated wood. PERMIT CONDITIONS • Permit Number: Status: Applied Date: Issue Date: 7: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 8: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. D09 -241 ISSUED 11/12/2009 06/18/2010 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 6: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 9: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 10: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 11: 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. 12: Special inspection for sprayed fire - resistant materials applied to structural elements and decks is required. Special inspections shall be based on the fire - resistance design as designated in the approved construction documents. 14: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. 18: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. D09 -241 Printed: 06 -18 -2010 23: ** *FIRE DEPARTMENT CONDITIONS * ** doc: Cond -10/06 • � 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: hup://www.ci.tukwila.wa.us 16: Manufacturers installation instructions shall be available on the job site at the time of inspection. 17: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 18: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 19: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 20: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 21: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 22: 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. 24: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 25: 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) 26: 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 nun) 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 rnm). (IFC 906.7 and IFC 906.9) 27: 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) 28: 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) 29: 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) 30: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. D09 -241 Printed: 06 -18 -2010 (IFC 1008.1.8.3 subsection 2.2) doc: Cond -10/06 • • w \ q �, City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 31: 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) 32: 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. (1FC 1008.1.8.1) 33: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 34: The path of egress travel along a means of egress shall not be interrupted by any building element other than a means of egress component as specified in this chapter. Obstructions shall not be placed in the required width of a means of egress except projections permitted by this chapter. The required capacity of the means of egress system shall not be diminished along the path of egress travel (IFC 1003.6) 35: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 36: 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: 37:- Local U.L. central station supervision is required. (City Ordinance #2051) 38.: Maintain square foot coverage of detectors per manufacturer's specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72- 5.5.2.1) 39: Maintain automatic fire detector coverage per N.F.P.A. 72. Addition/relocation of walls, closets or partitions may require relocating and/or adding automatic fire detectors. 40: An approved manual fire alarm system including audible /visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2051. 41: 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) 42: 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) 43: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 44: 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) 45: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 46: 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. 47: 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 D09 -241 Printed: 06 -18 -2010 • . City of Tukwila �;+ 2 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 shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 48: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 49: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 50: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 51: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 52: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 53: Schedule and attend a Preconstruction Meeting with the Public Works Department and (jairnie Reavis, Planning Division), prior to start of work under this permit. To schedule call Public Works at (206) 431 -0179. 54: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 55: 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. 56: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the Building. 57: 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. 58: Any material spilled onto any street shall be cleaned up immediately. 59: Transportation Impact Fee shall be paid prior to issuance of this permit. Impact fee is based on Gross floor area (GFA) of warehouse /storage in Zone 2; as provided by the Owner /Applicant. Fee is $0.90 @ 3,825 s.f. = $3,442.50. 60: PRIOR TO ISSUANCE A TRAFFIC CONCURRENCY TEST FEE IS DUE IN THE AMOUNT OF $1,000 (C 10 -xxx). 61: Construct half- street improvements along South 143rd PL as part of this permit. 62: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 63: A bond in the amount of 150% x cost of works within the Public right -of -way, made out to the City of Tukwila for possible property damages caused by activities. 64: OWNER SHALL SIGN W/NOTARY A HOLD HARMLESS AGREEMENT FOR WORK IN THE RIGHT -OF -WAY. 65: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 66: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. doc: Cond -10/06 D09 -241 Printed: 06 -18 -2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone : 206-431-3670 Fax: 206- 431 -3665 Web site: http://www.ci.tukwila.wa.us • 67: The Land Altering Permit Fee is based upon an estimated 55 cubic yards of cut and 85 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. 68: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 69: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 70: Sidewalk within Public right -of -way, shall comply with City commercial standards (Standard detail RS -11). 71: PRIOR TO PUBLIC WORKS FINAL, OWNER/APPLICANT SHALL SIGN W/NOTARY TURNOVER DOCUMENTS FOR ANY PUBLIC INFRASTRUCTURE CONSTRUCTED AS PART OF THIS PERMIT. 72: PRIOR TO PUBLIC WORKS FINAL, OWNER/APPLICANT SHALL SIGN W/NOTARY; TURNOVER DOCUMENTS FOR RIGHT -OF -WAY DEDICATION. 73: Driveway shall comply with City commercial standards (Standard detail RS -09). Driveway width shall be a 25' minimum and 35maximum. Slope shall be a maximum of 15 %. 74: ** *PLANNING DIVISION CONDITIONS * ** 75: Wheel stops shall be placed within the two parking spaces to prevent injury to plantings. Wheel stops or similar barriers shall also be placed along the eastern edge of the perimeter landscaping area on the east side of the building to prevent vehicles from driving over plantings in vicinity of the shared drive aisle. These measures shall be inspected prior to final approval of the building permit. 76: Any trash or recycling area on this project site shall be located within the building 77: Signage for the project site shall be consistent with the architecture of the building and shall be submitted through sign permit applications for review and approval by the City of Tukwila. doc: Cond -10/06 * *continued on next page ** D09 -241 Printed: 06 -18 -2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http: //www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and 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 construction or the performance of work. '1 1 0 " Signature: Print Name: doc: Cond -10/06 D09 -241 Date: 6-12s -1D ordinances governing or local laws regulating Printed: 06 -18 -2010 (...a Site Address: CUCT D s S Tenant Name: Name: Mailing Address: E -Mail Address: Company Name: Mailing Address: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.cltukwila. Iva. us Company gk Nam�=�' �-J ('�- , r p M I Mailing Address: tat' 1 b J �, ` ` ` ( - Contact Person: P ate V t 2-4 E -Mail Address: �/S (- Ce:) Company Name: 0 044 -D LcC U v✓4 i f Mailing Address: V t' . '6 Y` 3. - 65 320° TLik't€/L5 ` l U (? C i 1'C.G t. Contact Person: R - AQ--Q ✓"k E -Mail Address: Lc r'o W&S (c' C -'t L-k7i N 7SS HAWpplications \Forms- Applicat1'ns On Line\2009 Applications \1 -2009 - Permit Application.doc Revised: 1 -2009 bh Building Permit No. Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Projoct N . X cos (For office use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** King Co Assessor's Tax No.: 3 3 G S 9C; - ' 00 05 Suite Number: Floor: New Tenant: ❑ Yes Property Owners Name: Mailing Address: (0 0 9 • t- pL - 1 1 � 1 log cit City State Zip CONTACT PERSON - who do we contact when your permit is ready to be issued G( 1 D' Day Telephone: (7 0( - L i C. 4 ( 1 City State Zip (•(\\--e e n S6^'( C‘ \C3 - 9- •C 0 • ' Fax Number: c U(4) , 3 - yLo - GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Contact Person: CVV Z G to u j5 Day Telephone: E -Mail Address: tgl'`'1'' Fax C�y?),� \rb`'t' Sys Ij � m Fax Number: � 1� Contractor Registration Number: Ctv G 3 5 � \ L Expiration Date: w P State Zip L1 � - 3-55 -' y ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record City State Day Telephone: 4-2-5 - �/_ Fax Number: W� - (urc I 32 e iS tAA City x State Day Telephone: 42c ` 25 Fax Number: 4--25 ' 2-5S 1446, Zip ENGINEER OF RECORD All plans must be wet stamped by Engineer of Record Zip - Page 1 of 6 BUILDING PERMIT INFORM ION 206 -431 -3670 Valuation of Project (contractor's bid price): $ 20c3 600 Existing Building Valuation: $ Scope of Work (please provide detailed information): ?'`V° fit 47' P 11J1 I - WL 01 W/ G LAPS C� , 3 025 5�. Will there be new rack storage? ❑ Yes 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 FIRE PROTECTION /HAZARDOUS MATERIALS: Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11 " paper including quantities and Material S. ety Iata Sheets. ❑ Sprinklers ❑ Automatic Fire Alarm Q�.. No If yes, a separate permit and plan submittal will be required. Compact: Handicap: ❑ No If "yes ", explain: None ❑ Other (specify) SEPTIC SYSTEM ❑ On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H \Applications\Forms- Applications On Line \2009 Applications \1 -2009 - Permit Application :doc Revised: 1 -2009 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC SI 1Floor 3 Q `f-; N ...- j S 2 nd Floor 3 Floor f . / Floors thru Basement „ ✓A Accessory Structure* i I� " Attached Garage WV Detached Garage NI Oc- Attached Carport g A Detached Carport A /A Covered Deck WA-- Uncovered Deck / BUILDING PERMIT INFORM ION 206 -431 -3670 Valuation of Project (contractor's bid price): $ 20c3 600 Existing Building Valuation: $ Scope of Work (please provide detailed information): ?'`V° fit 47' P 11J1 I - WL 01 W/ G LAPS C� , 3 025 5�. Will there be new rack storage? ❑ Yes 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 FIRE PROTECTION /HAZARDOUS MATERIALS: Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11 " paper including quantities and Material S. ety Iata Sheets. ❑ Sprinklers ❑ Automatic Fire Alarm Q�.. No If yes, a separate permit and plan submittal will be required. Compact: Handicap: ❑ No If "yes ", explain: None ❑ Other (specify) SEPTIC SYSTEM ❑ On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H \Applications\Forms- Applications On Line \2009 Applications \1 -2009 - Permit Application :doc Revised: 1 -2009 bh Page 2 of 6 :':PUBLIC WORKS PERMIT INFORMATION — 206 - 433 -0179 Scope of Work (please provide detailed information): 1' e " t-t- 1 M e 1 z6 ✓E (l - Sewer District Tukwila ...Sewer Use Certificate Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District Tukwila ❑ ...Water District #125 ...Water Availability Provided Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way ❑ Non Right -of -way ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public Call before you Dig: 1 800 - 424 - 5555 ❑ .. Highline ❑ ...Valley View ❑ .. Renton ❑ ... Sewer Availability Provided Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. u mitted with Application (mark boxes which apply): . ..Civil Plans (Maximum Paper Size — 22" x 34 ") ...Technical Information Report (Storm Drainage) ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑. ❑. ❑• ❑. SI . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line PrWpplications \Forms - Applications On Line12009 Applications\ -2009 - Permit Application.doc Revised: 1 -2009 bh Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Renton ❑ .. Seattle ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding WO # WO WO # ❑...Deduct Water Meter Size Private ❑ Private ❑ ❑...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) FINANCE INFORMATION Fire Line Size at Property Line ❑ ...Water ❑ ...Sewer Monthly Service Billing to: Number of Public Fire Hydrant(s) ❑ ...Sewa Treatment Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip Page 3 of 6 Unit Type: Qty Unit '" pe: Qty Un Type: Qty Boiler /Compressor: Qty Furnace <100K BTU Air tr : dling Unit >10,000 Ct' Fire D er 0 -3 HP /100,000 BTU Furnace >100K BTU aporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace °' Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater ,�` Ventilation System Wood/Gas Stove 30 -50 HP/1,750,000 BTU Appliance Vent Hood and Duct Emergency Generator 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Other Mechanical Equipment Air Handling U <10,000 CFM Incinerator — Comm/1nd MECHANICAL PERMIT; INFOVIATION`- 206 - 431 - 3670' MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: State Contact Person: E -Mail Address: Contractor Registration Number: Valuation of Mechanical wo (contractor's bid price): $ Scope of Work (please provide , .. - tailed information): Use: Residential: New .... ❑ Re .'Alcemen Commercial: New.... Replac:,A °nt....❑ Fuel Type: Electric ❑ Gas ....ID / Other: Indicate type of mechanical work being in led and the quantity b=;•w: City Day Telephone: Fax Number: Expiration Date: Zip H: Applications'Forms Applications On Une12009 AppkicationsU -2009 - Permit Application,doc Revised: 1 -2009 bh Page 4 of 6 PERMIT APPLICATION NOTES : Applicable to all` p 'e1mits•iii«this;`applicatiOW 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 OWN O� AQ IZED AGENT: g Si nature: ' %� 1n�� Print Name: M \f C- tLN55I�N( Mailing Address: (oLl 00 5 1 y 3 r FL TIA k-w SA. 9 ' L s City Date Application Expires: Date Application Accepted: H:\ApplicationsWorms- Applications On Line\2009 Applications \1 -2009 - Permit Application.doc Revised: 1 -2009 bh Day Telephone: Date: 1I 'l2 — dl 2-0G - )- Y9 l ( State Staff Initials: ( Zip Page 6 of 6 Fixture Type: Qty Fixture Type: - ' • Qty Fi re'Type: Qty Fixture Type: . Qty Bathtub or combination bath/shower Bidet ` •thes washer, domestic Dental unit, cuspidor Dishwasher, domestic, with independent drain Drinking fountain or water cooler (per head) Food -waste grinder, ommercial Floor Drain Shower, single head trap Lavatory / ash fountain Receptor, indirect waste Sinks Urinals Wat +,• Closet Building sewer and each trailer park sewer Rain water system — per drain (inside building) Water heater and/or ' t / Industri.t, waste treatment intercepto'' ncluding trap and vent, ex' +. :.t for kitchen type grease in'` ceptors Each grease trap (connected to not more than 4 fixtures - <750 gallon capacity) Grease interceptor for commercial kitchen (>750 gallon capacity) Repair or alt- i t . ion of water pipin'and /or water treatment`quipment Repair or altera `''. of drainage or vent p .„'ng `E Medical gas piping system serving 1 -5 inlets /outlets for a specific gas Each additional medical gas inlets /outlets greater than 5 Back 0. +w protective dev' - other than at spheric -type vacuum oeakers 2 inch (51 mm) d iameter or smaller Backflow protective dev `;; other than atmospheric -typ'. vacuum breakers over 2 inch (51 mm) diameter Each lawn sprinkler system on any one meter including backflow protection devices Atmospheric -type vacuum breakers not included in lawn sprinkler backflow protections (1 -5) Atmospheric -type vacuum breakers not included in lawn sprinkler backflow protections over 5 Gas piping outlets r PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Project (contracto ` s bid price): $ Scope of Work (please provide d iled information): Building Use (per Int'I Building Code): Occupancy (per lnt'l Building Code): Utility Purveyor: Water: e. Indicate type of plumbing fixtures and /or gas piping ou+ ets being install and the quantity below: H:1Apptications\Form - Applications On- line12009 Appltcations11-2009 Permit Application.doc Revised: 1.2009 bh City State Zip Page 5 of 6 QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1sT 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 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 CuTfi,JG SPECIAL19TS PERMIT # Dog-24/ (C 6238 S. 1' vel FL) 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 560 Water /Sewer /Surface Water 3 obo 500�� Road/Parking /Access C t,noo A. Total Improvements 13 obo - 90 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. 325 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 Ss cubic yards $ S cubic yards Enter total fill volume Use the following table to estimate the grading plan review and permit fee. Use the reater of the excavation and fill volumes. GRADING Plan Review and Permit Fees $250(1) $ 3 z.s - e-ee - (4) $ 23 • 0 (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 919, 5 2- .250.00_ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application /plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised Jan. 2009 1 QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 -1,000 $37.00 for l' 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for l' 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 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) J l $ 31 9 (6) eo rna/ 7. Pavement Mitigation Fee (511.0( l R $ P ( 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 Approved 09.25.02 Last Revised Jan. 2009 2 Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ 31 (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2009 - 12.31.2009 Total Fee 0.75 $600 $6,005 $6,605 1 $1100 $15,012.50 $16,112.50 1.5 $2400 $30,025 $32,425 2 $2800 $48,040 $50,840 3 $4400 $96,080 $100,480 4 $7800 $150,125 $157,925 6 $12500 $300,250 $312,750 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) 2 B. Flood Control Zone ($50) • CO C. Water Meter Permanent* Ex t S-rt rJ G D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al "r/ l c Ce-1 44- ri e'f No 0.4 — DUE WHEN PERMIT IS ISSUED Approved 09.25.02 Last Revised Jan. 2009 0.75" 2.5" $300 $ 1,000 Temporary Meter 3 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees OD Total A through E $ ?. 7 - ( 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ — B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown /Foster Point 2 Water (Ordinance 2177) $ E. Allentown/Foster Point 2 Sewer (Ordinance 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ — H. Transportation Mitigation $ 3 4.42 % I. Other Fees $ —' o Total A through G $ 3441 .g-ee (10) ffi 00 0 (s e C IO— ) b (6 +7 +8 +9 +10) $ 31%-n 5 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 $60.00 per inspection. 4 #// o Parcel No.: 3365901700 Permit Number: D09 -241 Address: 6238 S 143 PL TUKW Status: PENDING Suite No: Applied Date: 11/12/2009 Applicant: CUTTING SPECIALISTS Issue Date: Receipt No.: R09 -01794 Initials: User ID: WER 1655 Payee: CUTTING SPECIALISTS TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2211 1,473.88 Authorization No. 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 Payment Amount: $1,473.88 Account Code Current Pmts 000.345.830 1,473.88 Total: $1,473.88 Payment Date: 11/12/2009 10:30 AM Balance: $2,272.00 doc: Receiot -06 Printed: 11 -12 -2009 Parcel No.: 3365901700 Address: 6238 S 143 PL TURIN Suite No: Applicant: CUTTING SPECIALISTS Receipt No.: R10 -01102 Initials: User ID: JEM 1165 Payee: CUTTING SPECIALISTS 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 TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2319 10,532.37 Authorization No. ACCOUNT ITEM LIST: Description BUILDING - NONRES FIRE IMPACT FEES PARK IMPACT FEES PLAN CHECK - WATER METER PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES WATER INSPECTION FEE WATER TURN -ON FEE RECEIPT Account Code Current Pmts 000.322.100 90830402.5000.5304.XXXXX 90930101.5000.5301.XXXXX 000.345.830 000.322.100 000.342.400 000.345.830 000.342.400 000.345.830 640.237.114 104.367.120 401.342.400 401.343.405 Total: $10,532.37 Permit Number: D09 -241 Status: APPROVED Applied Date: 11/12/2009 Issue Date: Payment Amount: $10,532.37 Payment Date: 06/18/2010 04:08 PM Balance: $0.00 4,535.00 486.41 1,003.46 10.00 250.00 37.00 23.50 375.00 325.00 4.50 3,442.50 15.00 25.00 PAYMENT RECEIVED doc: Receiot -06 Printed: 06 -18 -2010 COMMENTS: err-)Cr (, L l i r J. /� 1 + 3 f � - f1 "1\ ,. .8e e ic 0 A c- - -c `t U' it ^ S j (e e.--kb - - ri f P • J re p(dEcc4 Date Wanted: /wpm 2. Si (( p.m. N tki,prbuLeA — 9 r (l ,-•G .s (Az d..'0,1-- I 1 Project: Type of n� 1 Ad res ! /� 1 + 3 f � Date Called: Special Instructions: Date Wanted: /wpm 2. Si (( p.m. Requester: Phone_NIs _ 8(04 /2C, jf) ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 4.31 -3670 Permit Inspection Request Line (206) 431 -2451 • Approved per applicable codes. El Corrections required prior to approval. Inspect Date: S r COMMENTS: Type of Inspection: /n/�9i.._ ( i i \k,e. gu _ R./ it S Date Called: 1 i p.m. Requester: Phone No: 4 42'5,,;40‘09-- 2 .9 4/ Project: e>/7 ./1/4/6 , ,Sr)rdr'i /,ST Type of Inspection: /n/�9i.._ Address: 6 .2 3'; S //3 r'L Date Called: Special Instructions: Date Wanted: — e24/ - // p.m. Requester: Phone No: 4 42'5,,;40‘09-- 2 .9 4/ INSPECTION NO PERMIT NO CITY OF TUKWILA BUILDING DI • 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 El Approved per applicable codes. ctor: •,$ 'S .�1.1 f ' . L C4v. i S J �y.3 Z. i +L • SIN P�ECT 4 a. 44.° &' ;;; Retain a copy with permit de - -z V/ 1 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Corrections required prior to approval. 4 Date: J ? ,1 COMMENTS: iksf 4 #7 r Li A ct .0 ? Address: > �$ s. "J pc._ 0 V— . Le6J Per Special Instructions:Date '' . • Wanted: 9:— /s — /d C-v r r eS N d c - 1 pro (It 404_4 iLriC& ,i Sr- k j `a X.v` : - TA) 6 r rev d ti--k. - r ep ti i- c-o Project: Oan!A/6 ,sPtre. .:i-/$rte, Type of Inspection: p'.4 40 , Al 4... Address: > �$ s. "J pc._ Date Cal d: � `� ` � ` Special Instructions:Date '' . • Wanted: 9:— /s — /d Requester: Phone No: ii.2 s - 0%V - 7757 -�S INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. •. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenfer Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit inspection Request Line (206) 431 -2451 Approved per applicable codes. Q � 241 Corrections required prior to approval. • :RE CTION FEE REQUIRED. Prior t• next inspec ' fee mvs - rbe paid at 6300 Southcenter Blvd., Suite 100. Call to schedule re ection. • Project: ( - 0 -trvi i , Q Typ�epf Inecti R ., t d PPP MOM: r, 2_ f 14 C Dat all •+4 Special Instructions: Date Wanted: a ---2.4 P�7 ��a,m:. p.m. Requester: Phone 4L S.()4, r ( s ,w INSPECTION RECORD Retain a .copy with permit TION 0: py P PERMIT NO. C IT OF TUKWILA BUILDING DIVISION ft- 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431.36701 Permit Inspection Request Line (206) 431 -2451 El Approved per applicable codes. El Corrections required prior to approval. G `COMMENTS: r4c s(e-c.ef\.)& b �- P9� f n REINSPECTION FEE REQUIRED. Prior to , ext inspection. fee must be• paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. .9 Project: 02/77 SPe . Type of Inspection: F '- - Address: c239 _ S / Date Called: Special Instructions: Date Wanted: 7- /3 — /0 p.m. Requester: Phone No: - S -875 - Y20 e_, 4?f, INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. 0o9-.2 CITY OF TUKWILA BUILDING DIVISION 1' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: oJT A A, ivJA( r W ! -e AAPStA 0 ci4 Inspe Date: _ El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: Date: COMMENTS: . RA r 1.1/4 /f AI n proJAC A d s� v S, ?43 Pi Date Called: Mi 3 A ki eST c-..it ,k 1 A A : pi)ri II, -- Special Instructions: Date Wanted: 7 -?-1-1 o r.m p.m. Requester: Project: `�7t,A 6 S ?ee :A— 5th Type Inspection: . - (0(.t A, 6::, A d s� v S, ?43 Pi Date Called: Special Instructions: Date Wanted: 7 -?-1-1 o r.m p.m. Requester: Phone No: 0 Approved per applicable codes. C bag -2.1 INSPECTION RECORD Retain a copy with permit INSP CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION k. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. Inspecr: Date: 1 -/42 n $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Project: ( { i � " r (/ l � vV l �� Type y( �n . ection: , m 6W Addressv ` Date Called: 02-1 I 0 Special Instructions: Date Wanted: aitY) a.m. p.m. Requester: p to k Phone No: QV 3 Approved per applicable codes. W I - 24 INSPECTION RECORD Retain a copy with permit INSPECTION PERMIT NO. CITY OF TUKWILA BUILDING DIVISION K- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. COMMENTS: 2 i5 tOOREINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: (Date: Project: (' 0'11141 S� c, .4 1 g b h Type of Inspection: P jww n l ) t\ Co et.. I Address: 4 z ;!f 0 /y 3/12 PI Date Called: Special Instructions: Date Wanted: 5/2 4111 a.m p.m. Requester: Ch Vile-- 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 ig Approved per applicable codes. COMMENTS: &di- -// L 4 . if�/4/Gc��,� 674 Poct Sic, i' 1444 !A & iC q SuM.. i 1 0.41- �huc . J Inspector: !Date: S/2 /1 Corrections required prior to approval. n REIIISPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Project Spec At4S1S t pi.- i`tIUN , 16. ° Addles 8 . (, 1 3 P � Date Called: Special Instructions: Date Wanted: �j r — f m. 2� � 1 .m. Requester: Phon T :__ , 4 .....7757 1:)40C- 2A 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431 =3670 Permit Inspection Request Line (206) 431 -2451 El Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 N t h TD btC f of t busitimai r; Inspe to c1da11 ReApt Date n REINSPECTION FEE.REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ._A COMMENTS: Add t,ii _ 1ro i I Z f c t . e t ,a i f (P et ✓ ✓ ✓ i Woo( i1 yr1 L.P n __ �ffp/ ill 1.f1 / N!l s1 ' rti mills( arm All 2 k runt (kir1nr ce In laprcis /te" d i.7 S11Uf Hd"U Sf /OM, tf k I/IINLJ • S44.10 rrr Yin /mot f Aoi CrcA4v Oa .®gsl a(a a4bl1 a evt gm) /lick 1/ ibithem 41 p&ssihn f ;H km/.1 _S ,erf,4 4 t �itn/ di p,G'/ y :_ .,.: , maipdobuv' udi% -Ar A4 12 rtrs1i4 P ofr S'c/-P l " .a Id Date Wanted: y p — / f� / / Aij tyr or puluel 5 ,av a l ttw /ar/s BYl l and mill 4,4S `i b y lm i .v,VA I tmis tna &AI. wrfl pmni, o r4ideberiontiloptiz, tw 1s ), Project: Om/777A /6 S "/�A Type of Inspection: .0 A9 A/43( P1 Address: X 36 / L Date Called: Special Instructions: n .. Date Wanted: y p — / f� / / . m" p .m. Requester: Phone No: 4425-86v-7757 1 INSPECTION NO. • INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 PERMIT NO. (206) 431 -367 E Approved per applicable codes. ® Corrections required prior to approval. J f ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be S paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. l.4+ oft it Inspector: to { NIAP Reav!5 Da y!) g�1 1 �r9jeC . 4 fp cffit 1 th. '�'` ype of Ins� ecLA) (�1 to t S Address: �9 [Q el Date Called: � _ I � 1 t �3 • Special Instructions: Date Wantec 1 'r gi Request1 Phone No: D )u) j0 INSPECTION NO. El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit heb17.1411_ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 El Corrections required prior to approval. COMMENTS: - f;,1 J G61 - F (ride d - Fiona(' 0( Inspector: Date: S12-4/// n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Projecji /r (-.,.x('111 C(, .,(1S f' Type o nspection: i i$ fr 75 a Address: .3S S. i 44,1 el r / ate Called: OY // 1 Special Instructions: , Date Wanted( , ' Requester: • -•1• t tt Phone No: 7-75-7 — Ffriotiest COMMENTS: — Fin . 44 Vl ri?6l. e vita — f;nAieof e r j ' I!1r1(ed t tt —0416 .4c W.V. 40 heo ( up 4Y • — Ffriotiest - f ? d )_ "6h to • -. tarifif id, t — rtAe d - 6- 'air, . t'n i r-e-e ri r ,11AH.ef 'Inspector: ps IDate I ! � II PERMIT NO. CITY OF TUKWII.A.:JUILDING DIVISION.. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (266) 431` -3670 Permit Inspection Request Line (206) 431 - 2451 „ I . ' INSPECTION:.IRECORD Retain a copy pith permit I SECTION NO. Approved per applicable codes. a Corrections required prior to•approval. REINSPECTION .FEE REQUIRED: Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. uite 100. Call to schedule reinspection. Project: 4LTT4i �[A _ t1 S+: of Inspection: 'c Address: 67.68 15 1 43 PL Date Called: 1111%1 Special Instructions: . . Date Wanted. 11 J ib m. p .m. Request Phone No 55S 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 4 Approved per applicable codes. COMMENTS: As - bwi i - k re ce ic,eo,. Ir nAled Inspector: VS 0 Corrections required prior to approval. Date: 11.0 4 1./ t 0 ❑ REINSPECTION FEE REQUIRED. Prior to next inspection; fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • b t COMMENTS: Type of Inspection: 555 (0 £lo(. .e.iotr hooked ►rrfD PX;ca -1 c7" r r+ c4 u.t _ IdA fir j -I-a " Tot' i S � ✓vil? c o /IF irrried "Ott .AreP. . OK -!o j,a&/e4, /1. Requester: .Tr / wd. - , M eedt o3- L(M 145 tx or 40 fr►a+L1 . h(o I, i + r vme+er ir►5- �t lled year- : Pro' ct: � lrfin % ((t/l4S Type of Inspection: 555 Address: ( 9 /4 .5 /y3 (1 Date Called: ll fial /a SpeciarInstructions: Date Wanted: a.m. // /4).1/e) P.m. Requester: .Tr / wd. - , Phone No: A04 730- adds 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. ID Corrections required prior to approval. Inspector: 17 Date: 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: COMMENTS: Typg, of Inspection: 7-A- Sprinklers: Address: 6,A$8 5 /9 3 P-,/ Suite #: N. Contact Person: pt . . c - , N & L OK ...._ - lA41 Phone No.: . ----- . 13 . . s ,: si2m ' D4 vt c.c. s -- -e S t J - o Occupancy Type: 13 ( L Project: CIA-It tndj Sef‹.:fe(.S -S Typg, of Inspection: 7-A- Sprinklers: Address: 6,A$8 5 /9 3 P-,/ Suite #: N. Contact Person: Hood & Duct: Special Instructions: 1 - - t. ,■_ Phone No.: . ----- . 13 . . s ,: si2m ' Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: 0, tJ . / ' 1 - - t. ,■_ Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER INSPE CTION RECORD Retain a i kopy with permit CITY OF TUKWILA. FIRE DEPARTMENT // - � -- /01 Pa' - aYi PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Approved per applicable codes. 1 - 1 Corrections required prior to approval. Inspector S — Date: S7)0// Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Address: City: State: Zip: Company Name: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA g • .,....— . (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 �" +O 3•...• _ BE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com April 15, 2011 APR 18 70111 cOMMUNiTY CEVELOPMENT City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila Washington 98188 -2544 Project: Cutting Specialists Address: 6400 5 143 Street Final Letter Permit N Job Number: 10- We herewith certify that we have completed the following special inspections. To the best of our knowledge, the work inspected was in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and /or details of the building. Geotechnical items inspected are: 1. Soil bearing verification 2. Subgrade evaluation 3. Fill placement and compaction Structural items inspected are: 1. Reinforcing steel 2. Reinforced concrete 3. Structural steel erection /bolts Sincerely, OTTO ROSENAU & ASSOCIATES, INC. y4/uti Jeanne L. Parvin fax c: CHG Building Systems, Inc. Anthony Coyne, PE Senior Engineer OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Report Number: RC114068 Permit Number: D09 -241 Job Number: 10 -0248 Project: Cutting Specialists Address: 6400 S 143rd Street, Tukwila Inspector(s): Rick Hardy Description /Location: Slab on subgrade, 6" slab with 6 x 6 welded wire fabric as per details on S2 and Roddy J Nolten engineer of record RJN engineering. Resteel Verified: Yes 7/8/2010 Dwayne Helgeson (Grade 60) Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Specimen Test Number Date Placement Data Stoneway 5500 4 .484 n/a 37 Chute Yes 3000 psi Field Cure Time Made Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1 -4 7:15 am Weather: Overcast Date Samples Picked Up: 7/12/2010 Copies to: Client M Engineer Building Dept Owner ❑ Contractor In Batch Plant ❑ Architect ❑ Others Cubic Yards 14.00 Age Size (Days) (in.) Design Cement (Ibs /type): Fine Agg. (Ibs): Coarse Agg. (Ibs /size): Coarse Agg. (Ibs /size): Coarse Agg. (Ibs /size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Water Slump Added C 143 0 gal. 4" Technical Responsibility: Client: CHG Building Systems, Inc. Address: PO Box 78448, Seattle Date: 7/9/2010 250# Air% C 231 1 7/16/10 7 4 x 8 2 8/6/10 28 4 x 8 3 8/6/10 28 4 x 8 4 8/6/10 28 4 x 8 '= Discarded Tested in general accordance to: ASTMC39 p ASTMC617 ❑ ASTMC1231 Mfg: Nucor Actual ❑ 517# Type:I /II 1428# 1909# 3/4" Batch Weights /Cubic Yard Conc.Temp C 1064 n/a 80 °F Ambient Temp 84 °F Slump Range: 4" Air % Range: Initial Curing Method: ASTM c31, Exclude C31- 12.1.5 Initial Curing Temp: Comments Slag (Ibs): 12.58 9.13 65,900 5240 12.59 9.07 84,720 6730 5 12.59 9.09 85,890 6820 5 12.59 9.12 85,640 6800 5 ter Ha s n, Project Manager AUG 2 5 2010 UE4f tJ Truck Ticket No. No. 459 227963 ASTM C31, Exclude C31- 10.1.2 REINFORCING / PLACEMENT: Conforms J Does Not Conform [1 COMPRESSIVE TEST RESULTS Area Weight Max Load Strength Fracture Type (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 127100 Project: Cutting Specialists Address: 6400 S 143` St, Tukwila Client: CHG Building Systems, Inc Grade: 60 Type of Bar: El A -615 ❑ A -706 ❑ N/A Inspector and Date Rick Hardy 7/13/2010 Conforms REINFORCING STEEL INSPECTION REPORT Description Manufacturer: Nucor Permit Number: 009 -241 Job Number. 10 -0248 Client Address: PO Box 78448 SDQ Steel: ❑ Yes ® No Structural Elements / Location / Grid Lines Inspected reinforcing steel at the following locations : grids H to 6/A to D. 6x6 welded wire fabric was placed over subgrade on 6 mil vapor barrier. #4 dowels embedded on west and center slabs. #6 horizontal bars with 10' lap on grids 2, 3, 4. I also inspected corner anchor bolt groups at grids D1, B1, C3, A5, B5, C5 and rigid frame anchor bolt at grids A2, A3, A4. Anchor bolts were installed as per 3/S2. Reinforcing steel at footings was found to be installed as per table on S2. Reinforcing steel was inspected for size, grade, position and surface condition. The inspected work was found to be done as per approved plans and details. %4UG Cow t 'W 41 41/48 1.,.. Copies to: X Client Contractor Architect X Building Dept. Technical Responsibility: __ _ X Engineer - alter `.risen, Project Manager Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADM1N -76-02 (Rev 03/10) • r b This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Report Number: RC114067 Permit Number: D09 -241 Job Number: 10 -0248 Project: Cutting Specialists Address: 6400 S 143rd Street, Tukwila Inspector(s): Rick Hardy Description /Location: Slab on grade with Emil vapor barrier and 6x6 welded wire fabric. The slab was located from 1 to 5 line between grids B abd C. The inspected work was found to be done as per details on S2 of the approved plans. Resteel Verified: Yes 7/13/2010 Rick Hardy (Grade 60) Mfg: Nucor Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Placement Data Stoneway 5500 4" 0464 52 Chute Yes 3000 psi Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 Time Made 6:42 am Weather: Clear Date Samples Picked Up: 7/15/2010 Specimen Number Copies to: Client Q Engineer ❑ Owner ❑ Contractor ❑ Architect ❑ Others Test Date 7/21/10 8/11/10 8/11/10 8/11/10 Field Cure 0 Cubic Yards 12.00 Design Cement (lbs/type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Water Slump Added C143 10 gal. 4" Slump Range: 4" Air % Range: Initial Curing Method: ASTM C31, Exdude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exdude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms Ei Does Not Conform ❑ COMPRESSIVE TEST RESULTS Age Size Area Weight (Days) (in.) (Sq.ln.) (Lbs.) Client: CHG Building Systems, Inc. Address: PO Box 78448, Seattle Date: 7/14/2010 Actual ❑ 517# Type: I 1242# 1965# 3/4" 240# 5 oz. AIR Air% C 231 5.3% 1 7 4 x 8 12.57 8.91 2 28 4 8 12.62 8.93 3 28 4 x 8 12.62 8.94 4 28 4 8 12.62 8.99 Discarded Tested in general accordance to: ASTMC39 m ASTMC617 ❑ ASTMC1231 Conc.Temp C 1064 68 °F 72,000 5710 74,380 5890 78,510 6220 Building Dept Batch Plant Technical Responsibility: Batch Weights /Cubic Yard Ambient Temp 58 °F Slag (lbs): Max Load Strength Fracture Type (Lbs.) (psi) (other than cone) 56,860 4520 5 a , P roject Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4-US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Truck Ticket No. No. 416 228638 Page 1 of 1 OTTO ROSENAU & ASSOCIATES INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Report Number: RC114066 Permit Number: D09 -241 Job Number: 10 -0248 Project: Cutting Specialists Address: 6400 S 143rd Street, Tukwila Inspector(s): Rick Hardy Description /Location: Slab on grade over 6mil vapor barrier grids A to B/1 to 5. The inspected work was found to be done as per details on S2 of the approved plans. Resteel Verified: Yes 7/13/2010 Rick Hardy (Grade 60) Mfg: Nucor Supplier: Mix Number: Slump Spec: W/C Ratio Spec: .46 Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Placement Data Stoneway 5501 4" 35 Chute Yes 3000 psi Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1 -4 1:00 pm 13.00 Weather: Clear Date Samples Picked Up: 7/16/2010 Air entrainment specification not on plans. Specimen Number Test Date 1 7/22/10 2 8/12/10 3 8/12/10 4 8/12/10 Discarded Field Cure Time Cubic Made Yards Copies to: Client ® Engineer © Building Dept ❑ Owner ❑ Contractor © Batch Plant ❑ Architect ❑ Others Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (Ibs /size): Coarse Agg. (Ibs /size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Water Slump Added C 143 10 gal. 4" Technical Responsibility: Client: Address: Date: 240# 5 oz. AEA Air % C 231 Tested in general accordance to: ASTMC39 Q ASTMC617 ❑ ASTMC1231 CHG Building Systems, Inc. PO Box 78448, Seattle 7/15/2010 Actual ❑ 517# Type: I 1242# 1965# 3/4" 5.4% 78 °F REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Age Size Area Weight Max Load Strength (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) 7 4 x 8 12.57 8.81 48,310 3840 28 4x8 12.56 8.82 68,500 5450 28 4 x 8 12.56 8.83 66;920 5330 28 4 x 8 12.56 8.78 66,570 5300 FOR Batch Weights /Cubic Yard Conc.Temp C 1064 Ambient Temp 76 °F Slag (Ibs): Ak 1 6,1 16 / 4 % r Hansen, P .ject Manager Truck Ticket No. No. 439 229096 Slump Range: 4" Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments Does Not Conform ❑ Fracture Type (other than cone) 5 2 2 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) age 1 of 1 Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection X OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 127088 Project: Address: Client: Inspector and Date Rick Hardy 7/29/2010 Cutting Specialists 6400 S 143 St, Tukwila CHG Building Systems, Inc Conforms Copies to: X Client X Engineer Owner Contractor Architect X Building Dept. CONSTRUCTION INSPECTION REPORT Others Permit Number: Job Number: Client Address: Remarks D09 -241 10 -0248 PO Box 78448. Seattle REC r NED 'AUG 2 5 2010 % 4rr Performed visual and mechanical inspection on the following; grids 1 to 5 / A to D. Placement of 3/4" diameter A -325 bolted connections to beams to beams and beams to columns in a snug tight condition as per specifications for structural joints. Bolted connections were brought into snug tight condition with faying surfaces in contact with each other. Anchorage was torque tested to 200Ib /fts using the calibrated torque wrench method (ORA wrench #6050). Above work conforms to plans and details. Technical Responsibility: Walter C Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -63 -02 (Rev 11/08) OTTO ROSENAU & ASSOCIATES, INC 1 Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number: 10 -0248 Report Number: RC114067 Perm) Number: D09 -241 Project: Cutting Specialists Address: 6400 S 143rd Street, Tukwila Inspector(s): Rick Hardy Description /Location: Slab on grade with 6mil vapor barrier and 6x6 welded wire fabric. The slab was located from 1 to 5 line between grids B abd C. The inspected work was found to be done as per details on S2 of the approved plans. Resteel Verified: Yes 7/13/2010 Rick Hardy (Grade 60) Mfg: Nucor Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 6:42 am 12.00 Weather: Clear Date Samples Picked Up: 7/15/2010 Specimen Number 1 Discarded Tested in general accordance to: ASTMC39 Copies to: Client n Engineer Building Dept ❑ Owner ❑ Contractor Batch Plant ❑ Architect ❑ Others Placement Data Test Date 7/21/10 - Stoneway 5500 4" 0464 52 Chute Yes 3000 psi Field Cure Time Cubic Made Yards Age (Days) 7 0 Design n Actual ❑ 517# Type: 1 1242# 1965# 3/4" Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (lbs or gal): Admixtures (specify): Water Slump Added C143 10 gal. 4" Slump Range: 4" Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Size Area Weight (in.) (Sq.ln.) (Lbs.) 4 x 8 12.57 8.91 ASTMC617 ❑ ASTMC1231 Technical Responsibility: 240# 5 oz. AIR Air % C 231 Client: CHG Building Systems, Inc. Address: PO Box 78448, Seattle Date: 7/14/2010 Batch Weights /Cubic Yard Conc.Temp C 1064 5.3% 68 °F Ambient Temp 58 ° F Max Load Strength Fracture Type (Lbs.) (other than cone) 56,860 Slag (Ibs): Truck Ticket No. No. 416 228638 Does Not Conform ❑ 5 O tter n, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) REC EIVED 'AUG 0.61010' DEV ELOPMEN T Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0248 Project: Cutting Specialists Address: 6400 S 143rd Street, Tukwila Inspector(s): Rick Hardy Description /Location: Slab on grade over Emil vapor barrier grids A to B/1 to 5. The inspected work was found to be done as per details on S2 of the approved plans. Resteel Verified: Yes 7/13/2010 Rick Hardy (Grade 60) Mfg: Nucor Supplier: Mix Number: Slump Spec: W/C Ratio Spec: .46 Air Spec: Total Yards: Placed Via: Consolidated: Placement Data Stoneway 5501 4" 35 Chute Yes Required Strength: 3000 psi Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 1:00 pm 13.00 Weather: Clear Date Samples Picked Up: Time Cubic Made Yards 7/16/2010 Air entrainment specification not on plans. Specimen Number Test Date 7/22/10 Field Cure 1 • = Discarded Tested in general accordance to: Copies to: Client Engineer Building Dept ❑ Owner ❑ Contractor Batch Plant ❑ Architect ❑ Others CONCRETE REPORT Report Number: RC114066 Permit mber: D09 -241 Age (Days) Design Cement (lbs/type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (lbs or gal): Admixtures (specify): Water Slump Added C 143 10 gal. 4" 7 4 x 8 12.57 8.81 Actual ❑ 517# Type: I 1242# 1965# 3/4" 240# 5 oz. AEA Air % C 231 COMPRESSIVE TEST RESULTS 5.4% 78 °F Slump Range: 4" Air % Range: Initial Curing Method: ASTM C31, Exdude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exdude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms 0 Does Not Conform ❑ Size Area Weight Max Load (in.) (Sq.ln.) (Lbs.) (Lbs.) 48,310 ASTMC39 Q ASTMC617 ❑ ASTMC1231 Technical Responsibility: Client: CHG Building Systems, Inc. Address: PO Box 78448, Seattle Date: 7/15/2010 Batch Weights /Cubic Yard Conc.Temp C 1064 Ambient Temp 76 °F Slag (lbs): „..„ 0* er H. sen, Project Manager Truck Ticket No. No. 439 229096 trengt (psi) 3840 Fracture Type (other than cone) 5 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4-US — Fax (206) 723 - 2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Report Number: RC114068 Permit Number: D09 -241 Job Number: 10 -0248 Project: Cutting Specialists Address: 6400 S 143rd Street, Tukwila Inspector(s): Rick Hardy Description /Location: Slab on subgrade, 6" slab with 6 x 6 welded wire fabric as per details on S2 and Roddy J Nolten engineer of record RJN engineering. Resteel Verified: Yes 7/8/2010 Dwayne Helgeson (Grade 60) Mfg: Nucor Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: - Placed Via: Consolidated: Required Strength: Specimen Number Placement Data Test Date 7/16/10 Stoneway 5500 4 .484 n/a 37 Chute Yes 3000 psi Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1 -4 Time Cubic Made Yards 7:15 am 14.00 Weather: Overcast Date Samples Picked Up: 7/12/2010 Field Cure 1 • = Discarded Tested in general accordance to: Age (Days) 7 ASTMC39 Copies to: Client ❑ Engineer C Building Dept ❑ Owner ❑ Contractor ❑ Batch Plant ❑ Architect ❑ Others Design [I Cement (Ibs /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Water Slump Added C 143 0 gal. 4" Client: CHG Building Systems, Address: PO Box 78448, Seattle Date: 7/9/2010 Actual ❑ Batch Weights /Cubic Yard 517# Type: I/II 1428# 1909# 3/4" 250# Air % C 231 Conc.Temp C 1064 n/a 80 °F Slump Range: 4" Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: Comments REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Size (in.) 4x8 Inc. Slag (Ibs): RECEIVED JUL292010 COMMU1k1 DEVELOPM._NT Ambient Truck Ticket Temp No. No. 84 °F 459 227963 ASTM C31, Exclude C31- 10.1.2 Does Not Conform Area Weight Max Load Strength Fracture Type (Sq.In.) (Lbs.) (Lbs.) (psi) (other than cone) 12.58 9.13 65,900 5240 ASTMC617 ❑ ASTMC1231 Technical Responsibility: ter HarSsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 96575 Project: Address: Client: Grade: 60 Type of Bar: Inspector and Date Dwayne Helgeson 7/8/2010 Copies to: X Client Architect X Engineer Cutting Specialists 6400 S 143 St, Tukwila CHG Building Systems, Inc ® A -615 ❑ A -706 ❑ N/A Conforms REINFORCING STEEL INSPECTION REPORT Description Manufacturer: Nucor Permit Number: Job Number: Client Address: Contractor X Building Dept. Technical Responsibility: 009 -241 10 -0248 PO Box 78448 RECEIVED JUL 2620101 E QUN SDQ Steel: ❑ Yes ® No Structural Elements I Location / Grid Lines On site to inspect the placement of reinforcing steel for slab on grade from grid C to D, between 1 and 5 line, spread footings at grids D / 1, D /2, D /3, D /4,and D/5 and strip footings at Grid D from 1 to 5 line and at 1 line from Grid C to D. Reinforcing steel was found to be placed as per approved plans. er C / ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -76 -02 (Rev 03/10) OTTO ROSENAU & ASSOCIATES INC Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 93622 Description: Subgrade Evaluation, Fill Placement & Compaction GEOTECHNICAL INSPECTION REPORT Project: Cutting Specialists Permit Number: Address: 6400 S 143 St, Tukwila Job Number: 10 -0248 Client: CHG Building Systems, Inc. Client Address: PO Box 78448, Seattle, WA 98178 Inspector and Date Remarks Copies to: X Client/Contractor Architect X Engineer - ii r RECEIVED JUL 2010 COMMUNITY DEVELOPMENT Scott Hoobler Arrived on site as requested to perform subgrade evaluation and observe the placement of fill 6/29/2010 material for the building pad. The fill material (recycled concrete) was already placed for the building at the time of our site visit. Three test pits were excavated in the fill material to verify the condition of the underlying native soils. The test pits were excavated to expose the underlying native soils and the native soils were found to be in a firm and in an unyielding condition (medium dense in relative density) consistent with the project soils report. Approximately 24 inches of fill material was placed (majority of it was previously placed). Based on our observations, the underlying native soils should be able to support a bearing value of 1,500 pounds per square foot (psf). The building pad (soil) was constructed for a six -inch concrete slab -on- grade, according to the approved project plans. An eight -inch concrete slab -on -grade is proposed for the building. The superintendent was notified that the revising of the concrete slab -on -grade needs to be approved by the project structural engineer. Density testing of the building pad was postponed until the slab thickness can be determined. Contractor X Building Dept. Technical Responsibility: Anthony yne, Senio ngineer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, nc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN- 100 -01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 93577 Description: Soil Bearing Verification GEOTECHNICAL INSPECTION REPORT Project: Cutting Specialists Permit Number: Address: 6400 S 143` St, Tukwila Job Number: 10 -0248 Client: CHG Building Systems, Inc. Client Address: PO Box 78448, Seattle, WA 98178 Inspector and Date Remarks Eland Breiter This representative from Otto Rosenau & Associates, Inc. (ORA) arrived on site as requested to 6/30/2010 observe the current condition of the footing subgrade for the entire new foundation envelope. The following footing excavation alignments were observed today: Perimeter /column footings: A/1 -5, D/1 -5, 1 /A -D, 5 /A -D Interior thickened slab footings: 2 /A -D, 3 /A -D, 4 /A -D Recycled concrete (structural fill) was exposed within all of the footing excavations. Previous inspection indicated that brown silty sand underlies the recycled concrete material. Using a' /2 -inch diameter T -bar, the recycled concrete structural fill probed dense. Any material disturbed by the excavation process was watered down and compacted in place with a jumping jack. No seepage or standing water was observed within the footing excavations. The foundation subgrade observed today has been prepared in general accordance with the recommendations in the geotechnical report prepared by Creative Engineering Options, Inc. dated 10/23/2009. The structural fill observed today was firm, dense, and unyielding, and is suitable to support the designed bearing pressure of 1,500 PSF. Copies to: X Client/Contractor Contractor Architect X Building Dept. Technical Responsibility: X Engineer Anth. y ' oyne, Se Engineer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN- 100 -01 (Rev 01/05) Job No.: 10 -0248 Report No.: 115758 I Permit No.: D09 -241 Location / Station Project: Cutting Specialists Client: CHG Building Systems, Inc. Address: 6400 S 143rd St, Tukwila Address: PO box 78448, Seattle WA 98178 Date: 6/30/2010 Inspector: Eland Breiter Moisture % Type of Monitoring: L I Full Time LI Periodic Lab Maximum Dry Densities Testing Equipment: ❑ CPN .1 Troxler ID: F ❑ None Corrected Uncorrected Soils I.D. Soil Description Dry Density Optimum Moisture ASTM Method Dry Density Optimum Moisture Oversize % Rock Wet/DS: 2334 4612 Recycled concrete (gray poorly - graded sand w /gravel) 122.4 12.5% D1557 -C 119.1 - 95% 13.7% -- 9.7 Xi: 1.2% - - Compaction Required: H 651 Monitored Placement & Compaction: Yes ■ No .' Percent Xi: 0.2% Test Location / Station Test Method Source Rod Depth +/- From Finish Grade Depth of Fill Soil ID Wet Density Moisture % Dry Density Max. Dry Density % Comp. Conforms 1 5' south, 5' west of NE bldg corner DT 8" Subgrade 2' 4612 128.4 9.5 117.3 122.4 96% Yes 2 5' south, 5' east of NW bldg corner " " 129.3 8.7 119.0 122.4 97% Yes 3 25' south, 5' east of NW bldg corner " " " " 131.0 9.4 119.7 122.4 98% Yes 4 25' south, 10' west of NE bldg corner " " " 128.0 10.5 115.8 122.4 95% Yes 5 10' north, 10' west of SE bldg corner " " 128.3 9.3 117.4 122.4 96% Yes 6 10' north, 10' east of SW bldg corner " " 128.6 9.5 117.4 122.4 96% Yes 7 8 9 10 Compaction Methods & Equipment: Vibratory drum roller, jumping jack compactor Comments: CHG Building Systems /Evergreen Excavation has finished preparing the slab subgrade for the new building foundation. The existing recycled concrete subgrade has been graded approximately 4" below the bottom of the slab to allow for a capillary break material. The slab subgrade observed today appeared firm, dense, and unyielding, and suitable for support of the planned slab. BS = Backscatter OTTO ROSENAU & ASSOCIATES, INC. IN -PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL - AGGREGATE BY NUCLEAR METHOD REPORT (ASTM D2922, D3017, D6938) REPORT DISTRIBUTION: El DT = Direct Transmission ❑ Contractor Client 0 Engineer El Building Dept. ❑ Owner ❑ Architect ❑ Other Form No.: ADMIN 101 -04 (Rev 02/09) Technical Responsibility: er C. Hansen, Project Manager This report applies only to the items tested and is the exclusive property of the client and Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, WA 98118 - Phone (206) 725 -4600 - Fax (206) 723 -2221 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 93605 Description: Soil Bearing V Copies to: X Client/Contractor Architect Engineer GEOTECHNICAL INSPECTION REPORT Fill Placement & Compaction P01 RECEIVED JUL" 08 20i0 QQMMUNnv DEVELOPMENT Project: Cutting Specialists Permit Number: Address: 6400 S 143` St T ila Job Number: 10 -0248 Client: CHG Building Systems, Inc. Client Address: PO Box 78448, Seattle, WA 98178 Inspector and Date Remarks Scott Hoobler Arrived on site as requested to perform soil bearing verification of perimeter footings and density 5/20/2010 testing on previously placed fill for the building pad. City approved plans and the building permit were not on site at the time of our visit. A copy of the soils report was requested from the contractor for review. The fill placement and the overexcavation for the building pad were not observed. The footing subgrade was probed and found to consist of native soils for the column footings and recycled concrete for the edge of slab footings. The footing subgrade was found to be in a firm and unyielding condition. Based on our observations, the footing subgrade is capable of supporting an allowable bearing value of 1,500 pounds per square foot. Contractor X Building Dept. Technical Responsibility: nthony Coyn Senior Eng er This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN- 100 -01 (Rev 01/05) �1 • fir• a 1.1.1 �w.i MOISTURE DENSITY TEST REPORT JUL 0 8 2010 COMMUNITY Curve p 1V 125 123 w 0 121 0 :18- Z, 119 117 115 ZAV SpG 2.80 4612 Test Specification: ASTM D 1557 -07 Method C Modified ASTM D 4718 -87 Oversize Corr. Applied to Each Test Point Preparation Method i ,, 111 Hammer Wt. 10 lb. I Hammer Drop 18 in. 1111 Number of Layers five Blows per Layer 56 .■■.■.; ' � ° •■ ■ ■ MI Mold Size 0.075 Cu. ft. Test Performed on Material Passing 3/4 in. Sieve IIP e' , • NM 8.3 LL PI Sp.G. (ASTM D 854) Estimate • % >314 in. 9.7 % <No.200 6.9 USCS GP -GM AASHTO A -1-a 9 11 13 15 17 19 21 Date Sampled 6/29/2010 Water content, % Date Tested 6/30/2010 --11. Rock Corrected -0- - Uncorrected Tested By A. Duong TESTING DATA 1 2 3 4 5 6 WM + WS 10947.0 11128.0 11165.0 11151.0 WM 6517.0 6517.0 6517.0 6517.0 WW + T #1 537.3 592.6 640.4 542.7 WD +T #1 485.2 520.5 553.0 460.3 TARE #1 0.0 0.0 0.0 0.0 WW + T #2 WD + T #2 TARE #2 MOISTURE 9.8 12.6 14.4 16.3 DRY DENSITY 121.0 122.4 121.4 119.1 ROCK CORRECTED TEST RESULTS UNCORRECTED Material Description Maximum dry density = 122.4 pcf Optimum moisture = 12.5 % 119.1 pcf 13.7 % Sample #4612: Gray poorly graded gravel with silt and sand Remarks: Test Equipment ID: 4 Project No. 10 -0248 Client: CHG Building Systems Project: Cutting Specialists 6400 S. 143rd Street, Tukwila o Source of Sample: WA Recyclers Sample Number: 4612 Checked by: W. Hansen Title: Project Manager Figure 4612 OTTO ROSENAU & ASSOCIATES, INC. co N N 0 2 F- Q z uJ 0 2 z co N a 2 I- U, c 0 100 90 80 70 60 50 40 30 20 10 0 Particle Size Distribution Report ' JUL JUL 08 S c: . s `� s � i o c c o 0 o v ° 10 N n QII 7 .2 l 0 I I I\ N,I,, I I I I I \ "f-' I I II N \ I 1 \I I I N I I I 1 I I I I I I I \ \ 100 1 1 GRAIN SIZE - mm. 01 COMMUNITY c FMT - - - - CuttincSpecialists Plan Spec 0.01 0.001 % +3" 0.0 % Gravel 68.6 OTTO ROSENAU & ASSOCIATES, INC. Coarse 15.9 % Sand Fine 8.6 Client: CHG Building Systems Project: Cutting Specialists 6400 S. 143rd Street, Tukwila Project No: 10 - 0248 CE WED % Fines Silt Clay 6.9 Test Results (ASTM D 422 & ASTM D 1140) Opening Size 3 1.25 1 .75 .625 .50 .375 .25 #4 #8 #10 #40 #100 #200 Percent Finer 100.0 100.0 100.0 90.3 85.5 76.4 67.2 54.4 47.2 33.9 31.4 15.5 10.8 6.9 Spec. (Percent) 100.0 - 100.0 0.0 - 75.0 0.0 - 5.0 Pass? (X =Fail) X Cutting Specialists Plan Spec Source of Sample: WA Recyclers Sample Number: 4612 Material Description Sample #4612: Gray poorly graded gravel with silt and sand PL= Test Equipment ID: 5 Atterberg Limits (ASTM D 4318) LL= P1= Classification USCS (D 2487)= GP -GM AASHTO (M 145)= A -1 -a Coefficients D90= 18.8511 D85= 15.6314 D60= 7.5987 D50= 5.3634 D30= 1.8187 D15= 0.3900 D10= 0.1284 C 59.19 C 3.39 Remarks Date Received: 6/29/2010 Date Tested: 6/30/2010 Tested By: A. Duong Checked By: W. Hansen Title: Project Manager Date Sampled: 6/29/2010 Figure 4612 LA, . I fk) / El 6 2 A3i S 1'13 PP 124 , TVY a i&4. v.) --‘, A k : S e/ gt) r 1-00.40 DiMst S i ' d , ri ro ,?1-' IP' - id --4, 4 J' z li 8.____ ecti ot 7 .--- 44A.4812- 5 I.° .:p‘oth-irCe) •4 i g l IcOrT OA ) „.+0________ to _.__.. .._. _. 10 .-0 A 0 e.v A lit i 4 L, 4i 7.-... 7 tif -c. ----- , - 7 S ice .... ____ , . TO 4■47,4) ■ L eo " iis --- 4 — ' - d-Vuvw , aardi Scr-ov A:A": I ' i' I 1 - ' ' 't eift.,"•,4,L/ Ozi .r/e. C ( 1.stri._ ( POW g ;tizt c ear Of t 0 r Al . i ode • - /- 114,....r- v / _ 0 kl Mektr flkeitdiil = qii 2,3s- , _.___ STRUCTURAL TESTS AND INSPECTOONS 1701.5 Types of Work. Except as provided in Section 1701.1, the types of work listed below shall be inspected by a special in- spector. 1. Concrete. During the taking of test specimens and placing of reinforced concrete. See Item 12 for shotcrete. . EXCEPTIONS: I. Concrete for foundations conforming to mini- mum requirements of Table 18 -I -C or for Group R, Division 3 or Group U, Division I Occupancies, provided the building official finds that a special hazard does not exist. 2. Bolts installed in concrete. Prior to and during the place- ment of concrete around bolts when stress increases permitted by Footnote 5 of Table 19 -D or Section 1923 are utilized. 4. Reinforcing steel and prestressing steel tendons. 4.1 During all stressing and grouting of tendons in pre- stressed concrete. 4.2 During placing of reinforcing steel and prestressing ten- dons for all concrete required to have special inspection by Item 1. EXCEPTION: The special inspector need not be present continu- ously during placing of reinforcing steel and prestressing tendons, pro- vided the special inspector has inspected for conformance to the approved plans prior to the closing of forms or the delivery of concrete to the jobsite. 6. High- strength bolting. The inspection of high - strength A 325 and A 490 bolts shall be in accordance with approved nationally recognized standards and the requirements of this sec- tion. While the work is in progress, the special inspector shall deter- mine that the requirements for bolts, nuts, washers and paint; bolted parts; and installation and tightening in such standards are met. Such inspections may be performed on a periodic basis in accordance with the requirements of Section 1701.6. The special inspector shall observe the calibration procedures when such pro- cedures are required by the plans or specifications and shall moni- tor the installation of bolts to determine that all plies of connected materials have been drawn together and that the selected proce- dure is properly used to tighten all bolts. REVIEWED FOR CODE COMPLIANCE APPROVED JuN 17 2010 City of Tukwila BUILDING nivISinN FILE COPY Permit No. to nrrnre ?ntl Ortli Onnc CORRECTION LTR# I RECEIVED CITY OFTUKNALA APR Q 9 2010 _2'1 PERMIT CENTER FIRE RESISTANCE DIRECTORY (BXRH) 797 FIRE RESISTANCE RATINGS - ANSI /UL263 (BXUV) — Continued Design No. V421 Nonbearing Wall Ratings -1 & 2 Hr HORIZONTAL K ON PRODUCT uiL mff ( 6; ( ) 4; FILE COPY VERTICAL 1. Girts —'Z" or "C" shaped girts, 0.056 to 0.120 thick feel, 6 to 12 in. deep, with 2 to 4 in. wide flanges. Girts placed hori7ane. iffy and spaced maximum 48 in. OC. Girts are secured to columns with rc clips, Item 2. or bolted to the column through the girt flange. 2. Girl Clips —(not shown)— 3 in. by 3 in. or 2 by 5 in., 0.115 in thick steel. Secured to column by full fillet welds around the edges of the clips or by two 1/2 in. diameter bolts with nuts through each leg. 3. Steel Wall Panels— Minimum No. 26 MSG, minimum 16 in. wide coated steel panels. Panel joints offset 6 in. from gypsum sheathing joints. If one layer of exterior wallboard is used, panels are fastened to the horizontal girts with 1 -1/4 in. long No. 12 -14 self - tapping screws 12 in. OC. If two layers of exterior wallboard are used, panels are fastened to the horizontal girts with 2 in. Long No. 12 -14 self - tapping screws 12 in. OC. Vertical raised rib profiles of adjacent panels are overlapped approximately 3 in. and attached to each other with 7/8 in. long 1/4 -14 self - tapping screws (stitch screws) 24 in. OC along the lap. 3A. Steel Siding or Brick - (Optional, not shown) —For Fire Resistance Ratings from inside of wall only, steel siding or brick veneer meeting the requirements of local code agencies, may be installed over additional furring channels (not shown), Item 4, on exterior of wall in place of steel wall panels. Brick veneer attached to furring channels with corrugated metal wall ties attached to each furring channel with steel screws, not more than each sixth course of brick. When a minimum 3 -3/4 in. thick brick veneer facing is used, the fire resistance rating applies form either side of the wall. 4. Furring Channels —Hat shaped, Minimum 25 MSG galvanized steel, approx. 2 -5/8 in wide, 7/8 in. deep, spaced 24 in. OC. perpendicular to girts. Channels are secured to each girt with 3/8 in. long S -12 self - tapping pan head sheet steel type screws. Two screws are used at each fastening location, on through each leg of the furring channel. 5. Wallboard, Gypsum* —See table under Item 6 for number of layers on interior face of watt. Any 5/8 in thick gypsum wallboard bearing the UL Classification Mark for Fire Resistance. Applied horizontally or vertically. 798 FIRE RESISTANCE DIRECTORY (BXRH) FIRE RESISTANCE RATINGS - ANSI /UL263 (BXUV) — Continued First layer attached to furring channels, Item 4, using 1 in. long Type bugle head drywall screws spaced 24 in. OC. vertically and horizontall' Second layer attached to furring channels using : -5/8 in. long Type S bugl head drywall screws spared 12 in. DC.:s tically and 24 in. OC. horizontal: Third layer, when used attached to furring channels using Type 5 bugl head drywall screws spaced 12 in. OC. vertically and 24 in. OC. horizontall• 1 -7/8 in long for 1/2 in. wallboard and 2 -1/4 in. long for 5/8 in. wallboar The horizontal or vertical joints of the wallboard are offset 24 in. when successive layers are applied in the same orientation. See Wallboard, Gypsum (CKNX) category for names of manufacturer. 6. Wallboard, Gypsum * —See following table for number of layers o exterior face of wall. Any exterior grade 5/8 in thick gypsum wallboar or gypsum sheathing bearing the UL Classification Mark for Fire Resistance Applied horizontally or vertically. First layer attached to girts, Item using 1 -1/4 in. long S -12 self- tapping bugle head drywall screws space 8 in. OC. horizontally. Second layer, when used, attached to girts usin 1 -5/8 in. long S -12 self - tapping bugle head drywall screws spaced 8 it OC horizontally. The horizontal or vertical joints of the wallboard ar offset 24 in. if 2 successive layers are applied in the same orientation Fire Resistance from Both Sides of Wall Rating 1 2 2 REVIEWED FOR CODE CO p M S�p P ® LIANCE JUN 17 2010 City of Tukwila BUILDING niviR fl J Layers 5/8 In. Gypsum Wallboard (Item 5) On Interior Face 2 2 3 Fire Resistance from Inside Layers 1/2 In. Gypsum Wallboard (Item 5) r Rating Interior Face 1 3 ..ayers 5/8 In. Gypsum Wallboard (Item 6) On Exterior Face 1 2 1 of Wall Only :.dyers 5/8 In. Gypsum Wallboard (Item 6) On Exterior Face 0 See Wallboard, Gypsum (CKNX) categoy for names of manufacturer. 7. Column Protection—(r1 .7t .hown)- • liorizonta wall girts. Item 1, ar attached to vertical structrral ster: columns. See Column Design Nc X524 for protection of cuti mns. 8. Batts and Blankets * - - (optionat, r.. c shown)-- Gla:.s "iber Pitts pl.:c• in the cavities of exi.c:rior wsiL. See Batts and Blankets (BZJZ)— category for names of marufar'r - er: 9. Joint Tape and Compound —(not shown, optio-al) —Vinyl or casein, dr or premixed joint compound applied in two coats to joint and scre: heads. Paper or glass fiber tape emb dded in first layer of con'' ou all joints. Bearing the UL Classificatioi Marking RECEIVED CITY OF TUKWILA APR 0 9 2010 PERMIT CENTER CORRECTION LTR# • UNDERWRI LABORATORIES INC.() TESTING FOR PUBLIC SAFETY ISBN -1- 55989 -074 -6 COPYRIGHT © 1990 UNDERWRITERS LABORATORIES INC. Design No. X524 Ratings -1 and 2 Hr. (See Item 9) 1. Steel Column — Column sizes may vary. Max depth 60 in., min flange 4 in. wide by 3 /,e in. thick. Min web thickness 0.090 in. All columns to be designed in accordance with AISC speci- fications. In addition to the above requirements, the weight to perimeter (W /D) ratio shall not be less than 0.27. W= Cross - sectional area (ft2) X 490. D= Perimeter of steel column, (2 X flange width (in.) + (2 X column depth (in.)) - 2. Girts —"Z" of "C" shape girts fabricated from 0.056 to 0.120 in. thick steel. Girts shall be 6 to 10 in. deep with 2'/2 to 3 in. wide flanges. Secured to columns with girt clips, (Item 3). 3. Girt Clips— Fabricated from 3 by 3 by 0.115 in. thick steel. Clips secured to column with 1 in. long, 1/2 in. diam bolts and nuts. 4. Steel Wall Panels —No. 26 MSG (min) galv steel. 5. Wallboard Attachment Studs —No. 26 MSG (min) galv steel, 1% in. deep with 1 in. legs and '/a in. stiffening flanges. Studs cut '/2 to 3 /4 in. less in length than column height. Addi- tional studs located inside and along flanges and at the web center when column depth ex- ceeds 36 in. 6. Wallboard Attachment Channels —(Not shown) —No. 26 MSG (min) galv steel, 1" / in. deep with nom 1 in. legs. Required horizontally every 8 ft across web only when column depth ex- ceeds 36 in. 7. Wallboard Attachment Angles —No. 26 MSG (min) galv steel, 1 'A and 2 in. legs, secured to column with No. 12 -24 by 11/2 in. long self drilling screws spaced 24 in. 0.C. vertically. 8. Batts and Blankets' —Nom 1 to 2 in. thick mineral wool bans, placed between column flang- es and steel wall panel. USG Acoustical Products Co. 9. Wallboard, Gypsum•—Nom '/2 in. thick, 4 ft wide. For 1 Hr Rating —Two layers of wallboard to be used. Wallboard applied vertically, attached to steel studs and /or angles with screws spaced 12 in. O.C. Horizontal wallboard joints stag- gered 30 in. 0.C. with screws located 1 in. from the joint. When column depth exceeds 36 in., wallboard over web applied horizontally. Screws spaced 12 in. O.C. alternating between inside and outside flange attachment studs for outer web attachment. Screws spaced 12 in. O.C. for center web attachment. Joints staggered 12 in. 0.C. with screws located 1 in. from joint. For 2 Hr Rating -1/2 in. thick, three layers, board applied vertically, attached to wallboard studs and /or angles with steel screws, 12 in. O.C. Horizontal joints staggered 30 in. 0.C. with screws located 1 in. from the joint. When column depth exceeds 36 in. wallboard over web applied horizontally. Screws spaced 12 in. 0.C. alternating between inside and outside flange• attachment channels for outer web attachment. Screws spaced 12 in. O.C. for center web at- tachment. Joints staggered 12 in. O.C. with screws located 1 in. from joint. Canadian Gypsum Co., Ltd. —Type C. Celotex Corp. —Type FRP. Domtar Gypsum —Type 5. United States Gypsum Co. —Types C, IP -X2. 10. Screws —Type S self - drilling, self - tapping, bugle head screws. For the first and second wall- board layers over the flanges and the first layer over the web areas. 1 in. long screws are used. For the second wallboard layer over the web areas and the third wallboard layer over the flanges, 1 -5/8 in. long screws are used. For the third wallboard layer over the web areas, 2 -1/4 in. long screws are used. 11. Corner Bead —No. 28 MSG gals steel, two 1 -1/4 in. legs, attached to wallboard with Type 4D gypsum wallboard nails spaced vertically 12 in. O.C. 12. Finishing System —Joint compound, 1/16 in. thick, applied over corner beads and joints. 'Bearing the UL Classification Marking REV st MPLIANC CODE COMPLIANCE O Y.. M1 i VE Juii 17 2010 City ot Tukwila BUILDING nevi BUI SIGN Wayne - Dalton C24 Steel Sectional Doors Overview (a ) / -2 X Iy se 4 O. H. Door Strong, Visually Appealing Doors For Moderate To Heavy - Duty Commercial Applications Wayne - Dalton's C -24 steel sectional overhead doors are available in a wide variety of sizes and configurations. The design provides high strength at an excellent value. Featuring 24 -gauge ribbed steel sections and 20 -gauge center and end stiles, the C -24 is available with a number of lite and insulation options. Every component and feature on the Wayne - Dalton C -24 doors are designed, engineered, and constructed to enhance the building's architectural beauty. This assures smooth, efficient operation, long and trouble -free operation, and saves installation time and effort. Unique 2" x 3" box -stile design, plus tongue- and - groove construction, adds vertical stability and strength. Stiles are continuously - bonded to the skin surface with high- strength adhesive, resulting in the strongest possible unit. The surface is ribbed for even more strength. Independent tests show that model C -24 sectional doors are significantly stronger compared to leading competitors. Materials & Construction Wayne - Dalton's C -24 steel sectional doors feature pre - finished 24 -gauge hot - dipped galvanized sections roll - formed to a full 2" thickness for ultimate strength and durability. 3" wide, and fully - fitted boxed stiles are adhered with adhesive, preventing rust and leakage associated with rivets. Standard bottom door seal along with optional seals on the perimeter and between sections greatly reduce air leakage. adding to the thermal efficiency of the building. Additional options include insulation and weather stripping that provide a U -value of 0.13 and an R- value of 7.60; factory installed vision lites or full view sections; electric operator; and special engineering to meet windload requirements. Contact Wayne - Dalton for additional sizes and colors. FILE COPY RECEIVED CITY OF TUKWLA APR 0 9 2010 PERMIT CENTER http: // commercial . wayne- dalton.com/sectional.asp ?section =C24 Page 1 of 1 REVIEWED FOR CODE COMPLIANCE APP r=�VE JUN 1'72010 City of Tukwila BUILDING DIVISION CORRECTION /20 0 FI4 PDL Building Products 7' 0" FILE COPY Permit No. PDL Building Products 3070 Standard Pre - assembled Door System 35 3 /4" Door •• . . .+ •� I 36" Door Opening 40" Frame Dimensions 4 1. 20 Gauge, Galvanized, Insulated Door Leaf 2. 5 %", 16 Gauge, Galvanized, Insulated, Door Frame 3. 16 Gauge, Galvanized Subframe (Framed Opening). Sized to Match Girt Depth 4. Cylindrical Lever Lock — Grade 2 (26D Finish) 5. (3) Ball- Bearing Hinges — 4' /Z" x 4 %2" with a Non - Removable Pin (26D Finish) 6. 5 3 / ", Aluminum Threshold — ADA Compliant 7. Door Bottom Sweep with Drip Channel 8. Adjustable Full Aluminum Channel Weatherseal 9. 12 Gauge, Galvanized, Adjustable Mounting Clips 10. Packaging — Each Door System is Packaged in Heavy Duty Wood Crating 11. All Fasteners and Anchors Included for Complete Installation 12. Optional Fire Rated Doors will include a grade 3 closer with parallel arm a 7 . Floor Line Girt Line 7' 2" REVIEWED FOR CODE COMPLIANCE P1 JUN 1 7 2010 City of Tukwila BUILDING DIVISION 3070 Standard Pre - assembled Door Includes The Following Components: Cm' RECEIVED LA APR 091010 PERMIT CENTER C ORRECTION LTR# PDL BUILDING PRODUCTS • PH: (440)716 -1004 • Fax: (440)716 -1164 • www.polbuildingprodt}cts.com P01..Building Pais CO Extended Header Profile 1- 15/16" 2-1/4" 5 3/4" 1 3/4" DOOR 1- 9/16" 1 3/4" DOOR Frame Detail 2" J 5 /8 7/16" r Ii 400 SERIES HINGE AND STRIKE JAMBS Strike & Hinge Frame Profile f 5 /8" 1- 9/16" 2-1/4" 5 -3/4" PDL BUILDING PRODUCTS • 31393 INDUSTRIAL PARKWAY • NORTH OLMSTED, OHIO 44070 • WWW.polbuildingproducts.com FOIL Minding Products Door Leaf Detail (20 Gauge Galvanized Leaf with Polystyrene Core) ANSI / OHI A115.1 ( MORTISE ) ANSI / OH I A115.2 ( BORED ) !Pm.* TOP VIEW NON HANDED HINGE UNIVEP.SAL STRIKE TYPICAL HARDWARE PREPARATIONS CLOSED TOP TYPICAL SECTION f PERIMETER WELDS APPROX. 2" O.C. 12 GA. CLOSER REINF. MINIMUM CORE CLEARANCE -1" FROM TOP, 1/2. AROUND ALL HDWE ROME. PDL BUILDING PRODUCTS • 31393 INDUSTRIAL PARKWAY • NORTH OLMSTED, OHIO 44070 • P13L Building Prod PIERCING DETAIL Hinge Preparation Detail HINGE REINFORCEMENT PLASTER GUARD SUB- ASSEMBLY .DETAIL PDL BUILDING PRODUCTS • 31393 INDUSTRIAL PARKWAY • NORTH OLMSTED, OHIO 44070 • WWW.polbuildingproducts.com PriL Building Products Strike Preparation Detail TO BOTTOM OF FRAME PIERCING DETAIL T3 BOTTOM OF FRAME 4-7/"8" (UNIVERSAL) STRIKE PDL BUILDING PRODUCTS • 31393 INDUSTRIAL PARKWAY • NORTH OLMSTED, OHIO 44070 • WWW.pdibuildingproducts.com PDL Building Products 8 ", 8 -1/2 ", 9 -1/2" 6 ''A ", 0 0000 0 0 0 16 Gauge Galvanized Subjamb 12 Gauge Galvanized Clips Subjamb (Framed Opening) Detail 16 GA. GALV. L__ 0 0 J ANCHORS SCREWED TO JAMB WITH #10 1 -1/4" TEK SCREWS. BOTH ANCHORS SHOULD BE ATTACHED FLUSH WITH ENDS AND CENTERED IN JAMB PRIOR TO SHIPPING. Standard Sizes (To Match Girt Depth) 8 ", 8-1/2" Optional Sizes 6 -1/2 ", 9 -1/2 ", 10" Adjustable "L" Bracket Anchor Detail (Located at Top and Bottom of Subjamb) Gas/CH-Fired Unit Heaters Gas -Fared Proge8Uer -Type Unit Heaters 0 120V Power venting allows horizontal venting through side walls 0 Tubular heat exchanger and inshot burner Direct spark ignition system ETL Certified in accordance with both Categories I and III venting requirements. Note: For altitudes above 2000 ft.. consult owner's manual prior to installation for proper adjustments. BtuH Input' CFM Industrial 150,000 . 2400 1/2___ 175,000 2850 _ 1/2 _ 200.000 320 .... 1/2 Gas Connection Full -Load Amps Flue Dia. (in.) ®120 VAC (in.) INDUSTRIAL 2 -point suspension for balanced Iiw°'' M installation. I turn. LOW- PROFILE GARAGE Approved for installation in residential garage, commercial, and industrial applications 24V thermostat required (not included); see page 4027. 0.C. Mounting Dim. (in.) 48% - - 4836.. Industrial Dimensions (in.) NG H W Dt Item No. wmr� - 44 4 1E 18% 3334 _ 251/2 43' 3034 3335 _ 371/4 43' 3(14 3334 37Y 43' 3046 3334 371/4 43' 48% .. ---- -- 34 55 /_...44 . 34 551/4 44 34 55% 44 Low - Profile Garage LP Item No. Dayton Each 250,000__,3450-_____3 /4...- __8.0,_..__. 300,000 _ 5000 - _3/4 1 _ .. 350,000 5600, . _ 3/4 __,._ 13. __ 4 5800 3/4 13.5 Low- Piofile Garage 30,000 370_ 1/2 -__ 30_9._ _ Multi-taped Rails Allow for Multiple O.C. Distances_ 12% .__ 30___25':, -_ 2RYU7 R11'5 0 V rr 45,000 550 1%2 3.0 _ 4 Multi -taped Rails Allow for Multiple O.C. Distances 1236 30 25% 2RYll8 RY 6 ✓ 0 _ 60,000 740 1/2 3.7 4 Multi - taped Rails Allow for Multiple O.C. Distances . 15'/e 30 263,n 2ftYU9 ✓ 2RYV7 " 021700 75,000._ 920___1/241 ....__.._. 4.._____ Multi -taped Rails Allow for Multiple 0C.Distances 15 % 30?61:i ?RYV1 ✓2RYV8 ✓ 8 9 0, 000 . _ , 1100 _ _ 1%2_ 5.7 _ 4 Multi taped Rails Allow for Multiple O.C. Distances _ 22% 30 _ 263 2RYV2 1 2RYV9 1 940 -08^ 105,000 1300 i/2 6.4 4 Multi -taped Rails Allow for Multiple 0.C. Distances 22% 30 2636, 2RYV 120,000 1475 1/2 _ 6.4 _ 4 _ Multi -taped Rails Allow for Multiple 0C . Distances 2234 - - __ 302636 2RYV (•) BtuH output: 81% input (t) Depth shown includes power venter motor. - - • Gas -Fared y: a®wer -Type Unit Heaters Removable burner access panel for fast, easy inspection and maintenance. Stainless steel burner port protector. Fan time delay eliminates cold air at startup Units require 8 tt of clear- ance to the bottom of the heater CSA Certified. Note Use single- or double -wall vent pipe when venting vertically, or single -wall pipe when venting horizontally 0 120V O Power venting allows horizontal venting through side walls O Belt guard for safe operation 0 4 -point suspension for secure, balanced installation Electronic spark ignition. Vent position is field- adjustable for horizontal or vertical venting. Free Full- Indoor Air BtuH Air Load Gas Flue Dim. (in ) O C Discharge (in ) Item $ Input' CFM Amps Connection (15 ) Ora (In.) H W D Mounting (in) H W No. Each 100,000 1200 8 3 - 1/2 - 4 - 3414 1714 42% M. _ 1414 18 1544__ 2HY14ff : 1698.00 200.000 2400 152 1/2 __ 5 _39% 26 % 47 - 221'. - - 18 - 2356 2HYW! / 2026.00 - 300,000 3950 15.2 __ _3/4 __ _ 6_ _ 39% 3714 48i_ 333'. __ 18 34% 2HYW3 2736.00 400,000 4800 18.6 3/4 - 6 39'/ 46;(8 4434 _ _18 451/4_ 2(IYW4 ;__312_0.06 (') BtuH output: 81% Input. Day ton E aste CH -Fared Unit Heaters Use ▪ 120V 0 High - performance burner O Fine- grain'galvanized steel cabinet 0 Cold rolled steel combustion chamber Fueled by used engine oil and transmission fluid, reducing disposal costs and liability. Heaters have internal blowers and adjustable locking louvers Each includes secondary air regulator, oil bypass regulator, pump assem- bly, oil supply strainer, primary waste oil strainer, check valve, barometric damper, and thermostat. UL Listed. Models without roof or wall kit require Class A chimney pipe and an indoor oil storage tank with max. 12 -ft. lift and located within 20 ft. of the burner. WITH ROOF KIT & TANK Includes 215 -gal tank, chimney cap. 36' Class A chimney pipe, 24" Class A chimney pipe, four 24" black pipes with cap, storm collar, roof flashing, finishing collar, 14" slip connector, and roof support bracket. WITH WALL KIT & TANK Includes 215 -gal lank, chimney cap. three 36" Class A chimney pipes. 18" Class A chimney pipe. 6" Class A chimney pipe (8" for No 4LFV5), two 24" black pipes, adjustable wall strap, Class A tee with cap, tee support bracket, finishing collar, and 14" slip connector. WITHOUT ROOF OR WALL KIT Chimney Heating Fuel Use Area Cabinet Fan Mfr. Item $ Description Location BtuH A (gph) (sq. it.) Size (in.) cfm Model No. Each Nonductable Top /Lett ~ 150 000 1 5000 . 24x40.5 x 46.75 - 2400 MX -150 4CFU3 - - s 5550.00 Nonductable Top /Left , 200606_ _ 1.44 _ 7000 _ 24 x 40.5 _x 46.75 2600 MX -200 4LFU4 _v 5850.00 Dutiable Top %Left 200.000 1.44 ' 7000 24 x 40.25x 54 i3lower MXD -200 - 4LF115 ✓ 7650.00 - Nonductable Top 300,000 2.14 15,000 36 x 45.5 x 46.75 4750 MX -300 4LFU6 ✓ 8150.00 No. 4LFU6 WITH ROOF KIT WITH WALL KIT Mir. Item $ Mtr. Item Model No. Each Model No. MX -150 -C _ _ _ 4LFU7 / _ - 6395.00 _ _ MX -150 -D 4LFV2 ✓ MX -200 -C 4LFU8 , 6695.00 - 'mx -a0 -D 4LFV3 -_.' MXI) -200 -C 4LFU9 - - .% - 8450.00 MXD- 200 -D_ 411V4 "./ MX-300-C 41F91 ✓ 8950.00 MX -300 -D 4LFV5 ✓ F TUKWILA APR 0 9 2010 PERMIT CENTER Each 6595.00 6895 00 0650.00 9150.00 For y a o" [local] branch see front pages A3 -A8. C L . ' E CT IO It LTR# • 4125 FILE COPY Permit No. CHG Building Systems, Inc. CHGBUSI124H 1120 SW 16th #4 A, Renton, WA 98055 P.O. Box 78448, Seattle, WA 98178 Phone: (425) 255 -5747 Fax: (425) 255 -4882 FAX MEMO / COVER SHEET From: Charles Grouws MESSAGE: TO: 7.4 ATTENTION: FAX NUMBER: // Nro ' " 44°S - /`i 'Z / REFERENCE: 1/04 'T . ci 4 CA= c_. L.0-1 1 c F C. re- 6 oSS bo 2'l 13) ' OQz uofs l �_) Ke (774 Y 6 lec TT :To 4i/ S -) / ABC Date: ice Number of Pages: FyA5 )0R E COMPLIANCE Y'? ,P ROVED Ut 1 ? 2D1O City of Tukwila BUILDING tonnsiGN RECEIVED NOV 12 2009 PERMIT CENTEI 1.ot:ellen ifloor /room no.) Fr o lect Address �+ qo Fixture Description I Number of Fixtures Watts/ Fixture Watts Proposed r 1 f.14.crrant4 11Q.114 r 6 law . fl T �. I / 97 z.6 0 3 Applicant Address: Applicant Phone: I- _ Project Info Fr o lect Address �+ qo � y VI I Date C. u . f - 1 ° ? el? '4, c;„ 1 a 3- ac For Building Department Use 5, a 7 a, Applicant Name: Applicant Address: Applicant Phone: Location Ifloorfroom no.) Occupancy Description Allowed Watts per ft " Area In tt2 Allowed x Ares u.1J4(...t1 VC" 1 4i 1 a 3- ac , s01.5 5, a 7 a, Ua/it' UUN 14:46 rA3 440 .00 4662 Enterior LTO4NT Lighting Surn!mary ' l S Wyahmntnn MAO. Ni,,s , dnntial pn. ,7t� r:,da r:anplln ^en :or+. t� roJect D escripti on Compliance Option 'Prescriptive 0 Lighting Power Allowance 0 Systems Analysis (See auaiification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Alteration Exceptions check appropriate box - sac. I ; 32.3) Maximum Allowed Lighting Wattage Proposed Ligh tin g•Wattage Z 0 3JVd UHU 1SL'1LLijSL JY CITY OF TUKWILA - BUILDING DIVISION 2006 Wasington State Nonresidential Energy Coca Compliance Form New Building U .tddition U Alteration (] Plans :n. a ed Refer to WSEC Section 1513 for controls and commissioning requirements. (� No changes are being made to the lighting 0 Less than 50% of the fixtures new, installed wattage not increased, & space use not changed lo:vcsd Watts for tnttrlor • Ota roposed Watts / t, o -5 "*" Notes: 1. For proposed Fixture Description, indicate fixture type. lame type (e.a. T -8), number of lamps in the fixture, and ballast type (if included). For track lighting, fist the length of the l: ack (:n feet) in addition to the fixture. lamp, and ballast information. 2. For proposed Watts/Fixture, use manufacturer's listed maximum input wattage of the fixture (not simply the lamp wattage) and other criteria as specified in Section 1530. For hard -wired ballasts only, the default table in the NREC Technical Reference Manual may also be used. For track lighting, list the greater of actual luml, alre wattage or length of track multiplied by 50, or as applicable, the wattage of current limiting devices or of the transformer, 3. List an fixtures. For exempt lighting, note section and exception number, and leave Watts /Fixture blank. Lei UU.'. /uU4 OI810313 A1H1I3>t 0888t'9L90Z Eh:90 600Z/EZ/6E1 Envelope Requirements (enter values as applicable) Project Address Minimum Insulation R- values Roofs Over Attic N/A All Other Roofs 0 yes • no Q R19 Opaque Walls' CHG BUILDINO SYSTEM (CHARLES GROUWS) R10 Below Grade Walls Applicant Phone: N/A Floors Over Unconditioned Space N/A Slabs -on -Grade NONE Radiant Floors N/A Maximum U- factors Opaque Doors 0.600 Vertical Glazing N/A Overhead Glazing N/A Maximum SHGC (or SC) Vertical /Overhead Glazing IN /A Project Info Project Address WAREHOUSE f2„ Ci a'7"7P -5 1 -i f., +t 7y Data 9/17/2009 U' ( -V "J 44 ) / ,g ;- -- For Building Department Use 0 yes • no Q TUKWILA, WA g / ,C Applicant Name: CHG BUILDINO SYSTEM (CHARLES GROUWS) Applicant Address: Po sox 78448, SEATTLE, WA Applicant Phone: 425 - 255 - 5747 (425 255 - 4882) Space Heat Type Q Electric resistance 0 All other (see over for definitions) Glazing Area Calculation Note: Below grade wails may be Included in the Gross Exterior Wall Area if they are insulated to the level required for opaque walls. Total Glazing Area Electronic version: these values are automatically taken from ENV -UA -1. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Glazing - 4785.0 X 1 00 = Concrete/Masonry Option 0 yes • no Q Check here if using this option and if project meets all requirements for the Concrete /Masonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly below, 0 yes Semi- Heated Path C no Check here if using semi path and if project meets all requirements for sere: neared spaces as defined in section 1310. Requires other fuel heating and qualifying thermostat. Only wail insulation requirement is reduced (2006 change). Only available in prescriptive path. Envelope Summary Climate Zone 1 ENV;;SUM 2008 Washington Slate Nonresidential Energy Code Compliance Forms 2006 Washington State Nonresidential Energy Code Compliance Form Revised July 2007 Project Description New Building El Addition ❑ Alteration ❑ Change of Use Compliance Option E Prescriptive 151 Component Performance (See Decision Flowchart (over) for qualifications) ❑ Seattle EnvStd Systems Analysis 1. Assemblies with metal framing must comply with overall U- factors Notes: Opaque Concrete /Masonry Wall Requirements Wall Maximum U- factor is 0.15 (R5.7 continuous ins) CMU block walls with insulated cores comply If project qualifies for Concrete /Masonry Option, list walls with HC 9.0 Btu / t' ° °F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 10 -9 in the Code. Wall Description (including insulation R - value & position) U- factor Project Address WAREHOUSE Date 9/17/2009 Space Heat Type Electric resistance All other O O For Building Department Use Glazing Area as % gross exterior wall area Prop. 45.0% Max.Target Concrete/Masonry Option 0 Yes Q No Notes: If glazing area exceeds maximum allowed in Table, then calculate adjusted areas on back (over). Building Component List components by assembly ID & page # Proposed UA U- factor x Area (A) = UA (U x A) Target UA U- factor x Area (A) = JA (U x A) Vertical Glazing U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID' U= Plan ID: U= Plan ID: 0.550 Glazing % Electric Resist. Other Heating 0 -30% 0.40 0.55 >30 -45% see note above 0.45 Overhead Glazing J s9!litl JOAO U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.700 Glazing % Electric Resist. Other Heating 0 -30% 0.6 0.7 >30 -45% see note above 0.6 Oth.Roofs U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.700 Opaque Doors U =0.600 Plan ID INSUL. MANDOOR U= 0.600 Plan ID INSas.. OVERHEADS U= Plan ID: 0.600 42.0 25.2 0.600 560.0 336.0 0.600 602.0 361.2 Electric Resist. Other Heating 0.60 0.60 DJ9IQ JOAO Inn V R= Plan ID: R= Plan ID: R= Plan ID: 0.036 Electric Resist. Other Heating 0.031 0.036 Other Roots R= 19.0 Plan ID R19 METAL BUILDING INSL. R= Plan ID: R= Plan ID: 0. 091 3838.0 349.3 0.046 3838.0 176.5 Electric Resist. Other Heating 0.034 0.046 ,slleM anbedO R =10.0 Plan ID R10 METAL BUILDING INSL. R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: "Note: sum of Target Areas hero should equal 0.134 4183.0 560.5 Target Opaque Wall Area (see back) 1.180 4183.0 4935.9 ** ** Electric Resist. Other Heating Frame -Wd 0.062 0.062 Frame -Mtl 0.062 0.109 Mass Wall" 0 15 0.15 ++ see mass wall Criteria .I I°M apeJO M11:30 R= Plan ID: R= Plan ID: R= Plan ID: Note: if insulated to levels required for opaque walls, list above with opaque walls Electric Resist. Other Heating Int Ins 0.062 0.062 Ext Ins 0.07 0.07 N�.wul i Jam) CH1M R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: 0.056 Electric Resist. Other Heating 0.029 0.056 OIt1U'UI 1- grade Radiian1 R =0.0 Plan ID UNINSULATED R= Plan ID: R= Plan ID: R= Plan ID: 0.730 260.0 189.8 0.540 260.0 140.4 Electric Resist. Other Heating F =0.54 F =0.54 (see Table 13 -1 for radiant floor values) 'For CMU walls, indicate core insulation material. Totals' t 8883.0 1460.8 Totals' 8883.0 5614 . 1 r 2006 Washington Stale Nonresidential Energy Coda Compliance Forms To comply: 2006 Washington State Nonresidential Energy Code Compliance Form Envelope UA Calculations Climate Zone 1 ENV-UA 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. Revised July 2007 Glazing List components by assembly ID & page tt Proposed SHGC SHGC` x Area (A) = SHGC x A Target SHGC SHGC x Area (A) = SHGC x A 6urzelo ID: 'i: A ID: ID: ID: ID: ID: 0.450 Glazing % Electric Resist. Other Heating 0 -30% 0.4 0.45 >30 -45% not allowed 0.4 *Note: Manufacturer's SC may be used in lieu of SHGC. Totals! Totals! Climate Zone 1 ENV -S;HGC 2006 Washington State Nonresidential Energy Code Compliance ?=orms 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 If the total amount of glazing area as a % of gross exterior well area (calculated on ENV -SUM1) exceeds the maximum allowed in Table 13-1, then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. Glazing Area Opaque Area Gross Exterior Walt Area 4785.0 , X 45.0% _ l 100 J = I 2153.3 W I 2153.3 Roofs over Attics Other Roofs Walls' Proposed Areas: Numbered values are used in calculations below. Other Roofs Walls 00= 00= 3838.0 VG= 4183.0 Target OG Area in Roofs over Attics Roofs over Attics 2006 Washington State Nonresidential Energy Code Compliance Form Max Glazing Area (Table 13 -1) 'v'' lesser 2153.3 Proposed Opaque Area 3838.0 4183.0 1- Max OG Remaining 2153.3 Proposed VG Area Maximum Target Glazing Area Target OG Area in Other Roofs y, lesser 2153.3 Proposed OG Area 5 Target OG Area Proposed 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 cralculated here. Target VG Area Target VG Area Target Opaque Area 3838.0 Target Opaque Area I 4183.0 I Revisad Juk 2007 Note OG = overhead glazing VG = vertical glazing For Target 00's. the lesser values are used both here and below. I Target Areas OK I Target values in shaded boxes are used in the applicable Target UA calculations on the front Target VG Area and Total Target OG Area are also used in the applicable Target SHGC calculations above. Building Permit Plans Checklist 2006 Washington State Nonresidential Energy Code Compliance Farms ENVCHK Revised July 2007 Project Address WAREHOUSE Jf Date 9/17/2009 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code Section Component information Required Location on Plans Building Department Notes GENERAL REQUIREMENTS (Sections 1301-1314) 1301 Scope Unconditioned spaces Identified on plans if allowed yes 1302 Space heat type: ocher If 'Other', indicate on plans that electric resistance heat is not al!owec yes 1310.2 Semi- heated spaces Semi- heated spaces identified on plans if allowed 1311 Insulation yes 1311.1 Insut. installation Indicate densities and clearances yes 1311.2 Roof /ceiling insul. Indicate R -value on roof sections for attics and other roofs; Indicate clearances for attic insulation; Indicate baffles if eave vents installed: Indicate face stapling of faced baits yea 1311.3 Wall insulation Indicate R -value on wall sections: Indicate face stapling of faced batts: Indicate above grade exterior insulation is protected Indicate loose -fill core insulation for masonry wails as necess Indicate heat capacity of masonry walls if masonry option is used F73: n. a. 1311.4 Floor insulation Indicate R -value on floor sections: Indicate substantial contact with surface: Indicate supports not more than 24" o.c.: Indicate that insulation does not block airflow through foundation vents n. a. 1311.5 Stab -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 protectec n. e. 1311.6 Radiant floor Indicate R -value on wall section or foundation detail. Indicate slab insulation extends down vertically 36" from the top Indicate above grade exterior insulation is protected Indicate insulation also under entire slab where req'd. by Oflicia yea 1312 Glazing and doors Provide calculation of glazing area (including both vertical vertical and overhead) as percent of gross wall area yes 1312.1 U- 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 defaui then specify frame type, glazing layers, gapwidth, low-r coatings. gas fillings yes 1312.2 SHGC & SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area - weightec calculations as necessary) 1313 Moisture control yea 1313.1 Vapor retarders Indicate vapor retarders on warm side yes 1313.2 Roof /ceiling vap.ret. Indicate vapor retarder on root section: Indicate yap. retard. with sealed seams for non -wood strut yes 1313.3 Wall vapor retarder Indicate vapor retarder on wall section n . a . 1313.4 Floor vapor retarder Indicate vapor retarder on floor section n, a. 1313.5 Crawl space cap. ret. Indicate six mil black polyethylene overlapped 12" on ground 1314 Air leakage yes yes 1314.1 Bldg. envel. sealing Indicate sealing, caulking, gasketing, and weatherstripping 1314,2 Glazing/door sealing Indicate weatherstripping n.a. 1314.3 Assemb. as ducts Indicate sealing, caulking and gasketing n. a. 1314.4 Recessed Lighting Fixtun Indicate IC rating, ASTM E283 certification, and gasketing or caulking to ceiling PRESCRIPTIVE /COMPONENT PERFORMANCE (Sections 1320.23 or 1330 -34) yes Envelope Sum. Form Completed and attached. Provide component performance worksheet if necessary If "no" Is shown for any question, provide explanation: 2006 Washington State Nonresidential Enerav Code Compliance Form 2006 Washington State Nonresidential Energy Code Compliance Forms 1302 Space Heat Type: For the purpose of determining building envelope requirements. the following two categories comprise all space heating typos Other: All other space Heating systems including gas, solid fuel. on, and propane space heating systems and :nose systems fisted in the exception to electric resistance. 1cpnhoaed at nghl) 1 i • S■ • 1 -1111 i a 1 -1111 lommEN 1-■ i 1•1111-1111-- 1-• WW 1 -1.1 o i ® 0 IMAM In on ■t 2006 Washington State Nonresidential Energy Code Compliance Form Envelope Summary ;(back) ( Climate Zone 1 ENV -SUM 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. 0 • 0 am Iwo No es to ow EN =) am u.. in /.• i • -•U I. so 1.• ! I. IN Electric Resistance: Space heating systems which use electric resistance elements as the primary heating system including baseooar0. radiant. and forced air ands where the totsi electric resistance neat Capacity exceeds 1 3 WRt` of the gross Conditioned floor area Exception: neat pumps and terminal electric resistance heating in .ar.ao:e a:r d5trib,.4pn sister :is moomis o Phi oimai 1•-MS-11.11 lull it EN NE _■ r ow no Nisi 1.m 1.o 1•1 • 111.M1111.11 i. O ■■ 11.0 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 Reused July 2007 'If the area weighted heat capacity ,HC) of the total above grade wall is a minimum of 9.0. the Concrete Masonry Option may be used "For framed walls, assume HC =1.0 unless calculations are provided: for all other walls, use Section 1009. ill "Iii,lf4UPRli3S File: Fast -Track FILE COPY DLR 09 -9024 VP Buildings 3200 Players Club Circle Memphis, TN 38125 -8843 Project: Cutting Specialists, Inc. Name; Fast -Track Builder PO #: 18039 Jobsite: 6400 S 143rd Place City, State: Tukwila, Washington 98168 County: King Country: United States TABLE OF CONTENTS STRUCTURAL DESIGN DATA Letter of Certification 2 Building Loading - Summary Report 4 Reactions - Summary Report 9 �?;4c" -.K. :rte ;� ''>�^::r- :':.�a:.r :_ ;�- 3 " =`:=:` ".:..a':�._i- ,-`;•:c ar''":y.:. �`� = L _....... _ s:: ��= G. ti','` d�a .- i.:. � :,– r_•r' ? r�` ^- !'r.'..t: -.� s '�" ax . n :� e- - _-r ; .__. ,..c*.r.;. n _' v «.�1.^_'x...._..•.�� .a....., c --:,_ .— ,:v --.. ..x? –r: ' .'�t C` 1 :-.1 ; : -C71 7::: I N : : ` �:< \q) "..,„ ) 6 a / t..7 .ijjNAL0m- .; (ZV Version: 7.1f Date: 7/14/2009 Time:1:48:29 PM Page: 1 of 26 CODE REVIEWED FOR O COMPLIANCE • s P i°!y nviso JUN 17 20 N City of Tukwila BUILDING DIVIstnhl RECEIVED NOV 12 2009 PERMIT CENTER oci Shape Overall Width Overall Length Floor Area (sq. ft.) Wall Area (sq. ft.) Roof Area (sq. IL) Max Rave Height Min. Rave Height 2 Max. Roof Pitch Min. Roof Pitch Peak Height 20/11/4 Fast -Track 45/0/0 90/0/0 4050 5442 4054 20/0/0 20/0/0 0.500:12 0.500:12 .VP .ii:)i 0ls S - Rr.= r-t1.� 't^r 'zz 'F,°- s.P'.�5.'�C•.y'�a �a .- �:..:s...�.a:���•.'•�- �^c-'� ._ Contact: Drew Picard Project Cutting Specialists, Inc. Name: CHG Building Systems, Inc. Builder PO 8I: 18039 Address: 1120 SW 16th, St A-4 ]obsite:6400 S 143rd Place City, Slate: Seattle, Washington 98178 Country: United States DLR 09 -9024 City, State: Tukwila, Washington 98168 County, Country: King, United States Date: 7/14/2009 Time:1:48:29 PM Page: 2 of 26 This is to certify that the above referenced VP BUILDINGS project has been designed for the applicable portions of the following Building Code and in accordance with the order documents which have stipulated the following applied environmental loads and conditions: Overall Building Description Loads and Codes - Shape: Fast -Track City: Tukwila County: King Building Code: 2006 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 3 00 psf Wind Load Wind Speed: 85.00 mph Wind Exposure (Factor): C (0.902) Parts Wind Exposure Factor: 0902 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topograi>hic Factor: 1.0000 NOT W indborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 9/0/0 Parts / Portions Zone Strip Width: 4/6/0 Basic Wind Pressure: 14.18 psf State: Washington Built Up: 05AISC - ASD Cold Form: 04AISI - ASD Roof Covering + Second. Dead Load: 2.21 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Ground Snow Load: 25.00 psf Design Snow (Sloped): 20.00 psf Snow Exposure Category (Factor): 1 Fully (0.90) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground / Roof Conversion: 0.70 %Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof File: Fast -Track Version: 7.1f Country: United States Rainfall: 4.00 inches per hour Live Lout Live Load: 25.00 psf Not Reducible Seismic Load Mapped Spectral Response - Ss:145.50 %g Mapped Spectral Response - S1:49.90 %g Exposed Seismic Hazard / Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance / Design Category: D Framing Seismic Period: 0.3076 Bracing Seismic Period: 0.1891 Framing R- Factor: 3.5000 Bracing R- Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor:1.3000 Brace Redundancy Factor:I.3000 Frame Seismic Factor (Cs): 0.2771 x W Brace Seismic Factor (Cs): 0 2985 x W Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has celled the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. The steel design is in accordance with VP BUILDINGS standard design practices, which have been established based upon pertinent procedures and recommendations of the following organizations: American Institute of Steel Construction (AISC) American Iron and Steel Institute (AISI) American Welding Society (AWS) American Society for Testing and Materials (ASTM) Canadian Standards Association CSA W59- Welded Steel Construction Limit State Design of Steel Structures Metal Building Manufacturers Association (MBMA) VP Buildings is certified by: - CSA A660 Certified (Design and Manufacturing) - IAS Approved Fabricator - Canadian Welding Bureau Div. 1 Certified VP Buildings has designed the structural steel components of this building in accordance with the Building Code, Steel Specifications, and Standards indicated above. Steel components are designed utilizing the following steel grades unless noted otherwise: 3 Plate members fabricated from plate, bar, strip steel or sheets ASTM A529, A572, A 101 l - All Grade 55 ksi ,ii! pit itrit.siOS VP 32 MAN Hot Rolled Shapes (W, S, C, Angles, etc) ASTM A36, or ASTM A36Mod50, A529, A572, A588, A709, A992 -All Grade 50 ksi Tube and Pipe Sections ASTM A500, Grade B (Fy - 42 ksi pipe, Fy - 46 ksi tube) Light Gage Sections ASTM A1011 SS Grade 55 ksi, A653 SS Grade 60 ksi Round Rod Bracing ASTM A572 Grade 50 ksi This certification DOES NOT apply to the design of the foundation or other on -site structures or components not supplied by VP BUILDINGS, nor does it apply to unauthorized modifications to framing systems provided by VP BUILDINGS. Furthermore, it is understood that certification is based upon the premise that all components furnished by VP BUILDINGS will be erected or constructed in strict compliance with pertinent documents furnished by VP BUILDINGS. Sincerely, DI R 09 -9024 Date: 7/14/2009 Time: 1:48:29 PM Page: 3 of 26 )' RE. Prepared by: LX Reviewed by (' '? •'t.a fI 25 - 8843 `try' - 1..•i�n. '-e.` <e., -_� =.v X21 329 7 5,,n P ty3, File: Fast -Track Version: 7. If No. Origin Factor Application Description 1 System 1 000 1.0 D 4. 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D+ 1.0 CG + 1.0 <L D + CG + <L 3 System 1 000 1 0 0 + 1.0 CG 4 - 1.0 S> D + CO + 5> 4 System 1.000 1.0 D 4- 1.0 CO + 1.0 <S 0 4- CO + <S 5 System 1.000 I,OD +1.0CG +1.OPFI D + CG + PF1(Span I) 6 System 1.000 1.OD +1.0CG +I.0.PF1 D +CG +PFI(Span3) 7 System 1.000 1.013 +1.0CCi +1.0PHI D +CGI- PHI(SpanI) 8 System 1.000 1.0 D +I.00G +I.OPHI D +CG +PHI(Span3) 9 System 1.000 1.0 D - 1.0 CO + 1.0 PR/ D -+ CG + PF2(Spans 1 and 2) 10 System 1.000 1.0 D+ 1.0 CG + 1.0 PF2 D'+ CG + PF2(Spans 2 and 3) I System 1.000 1.0 D +1.0CG +1.OWI> D +CG +WI> 12 System 1.000 1.0 D + 1.0 CG + 1.0 <W1 D +CG + <WI 13 System 1.000 1.0 D +1.0CG+ I.0W2> D + + W2> 14 System 1.000 1.OD +I.00G +1A <W2 D +CG + <W2 15 System 1.000 0.600 + 0.600CU +1.0WI> DtCU +WI> 16 System 1.000 0.600 D .I. 0.600 CU + 1.0 <W' 1 • 0 -+ CU + <W1 17 System 1.000 0.600 D+ 0.600 CU + 1.0 W2> 0 •+- CU + W2> 18 System 1.000 0.600 D +0.600 CU+ 1.0 <W2 D +CU + <W2 19 System 1.000 1.00+ 1.0 CO + 0.750 L + 0.750 WI> D +CG +I. +WI> 20 System 1.000 1.OD +I.00G +0.750L +0.750<W1 D +CG +L +<W1 21 System 1.000 1.00 +I.00G +0.750L +0.750W2> D +CG +L +W2> 22 System 1.000 1.0 D+ 1.0 CG + 0.750 L + 0.750 <W2 D +CG +L +<W2 23 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WI> D +CG +S +WI> 24 System 1,000 1.0 D + 1.0 CG + 0.750 S + 0.750 <WI D +CG +S + <WI 25 System 1.000 1.00 +1.0CG + 0.7505 +0.750W2> D +CG +S +W2> 26 System 1.000 1.0D+1.00G +0.7505 +0.750 <W2 D +CG +S +<W2 i /hi J1413It-lOS' rw.fpr.yn.p 7.7.7= r-"'. ; ". y`.°:?: t3 = :.... y z Shape: Fast -Track Loads and Codes - Shape: Fast-Track City: Tukwila County: King Building Code: 2006 international Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 3.00 psf Wind Load Wind Speed: 85.00 mph Wind Exposure (Factor): C (0.902) Parts Wind Exposure Factor: 0.902 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 9/0/0 Paris /Portions Zone Strip Width: 4/6/0 Basic Wind Pressure: 14.18 psf Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Puffins are supporting:Metal Roof Panels Girls are supporting:Metal Wall Panels De si t Load Combinatfmss - Fr File: Fast -Track DLR 09 -9024 State: Washington Built Up: 05A)SC - ASD Cold Form: 04AISI - ASD Live Load Roof Covering + Second. Dead Load: 2.21 psf Live Load: 25.00 psf Not Reducible Frame Weight (assumed for seism ic):2.50 psf Snow Load Gmund Snow Load: 25.00 psf Design Snow (Sloped): 20.00 psf Snow Exposure Category (Factor): 1 Fully (0.90) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground / Roof Conversion: 0.70 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Version: 7.1f Date: 7/14/2009 Time: 1:48:29 PM Page: 4 of 26 Country: United States Rainfall: 4.00 inches per hour Seismic Load Mapped Spectral Response - Ss:145.50 Mapped Spectral Response - SI :49.90 %g Exposed Seismic Hazard / Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance / Design Category: D Framing Seismic Period: 0.3076 Bracing Seismic Period: 0.1891 Framing R- Factor: 3.5000 Bracing R- Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Ilexible Frame Redundancy Factor:1.3000 Brace Redundancy Factor:I.3000 Frame Seismic Factor (Cs): 0.2 771 x W Brace Seismic Factor (Cs): 0.2985 x W Per Article 2.9 in the Builder Agreement VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. V F IIUII I71t 103 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 DLR 09 -9024 System 1.000 1.0 D + 1.0 CO + 0.910 E> + 0.700 0G+ System 1.000 1.0 D + 1.0 CO + 0.910 <E + 0.700 EG +- System 1.000 t.6000+0.600CU+0.910E>+0.700E0- System 1.000 r.600D +0.600 CU+0.910<0+0.700E0- Sy stem 1.000 1.0 D + 1.0 CO +- 0.682 E> + 0.525 EG+ System 1.000 1.0 13 + 1.0 CG +- 0.682 <E + 0.525 EG+ Special 1.000 1.0 D + 1.0 CG + 1.750 E> + 0.700 00+ Special 1.000 1.0 D + 1.0 CO + 1.750 <0 + 0 700 EG+ Special 1.000 0.600 D + 0.600 CU + 1.750 E> + 0.700 00- Special 1.000 0.600 D + 0.600 CU +- 1.750 <0 +- 0.700 00- Special 1.000 1.0 D + 1.0 CG + 1.313 0>+ 0.700 EG+ Special 1.000 1.0 D+ 1.0 CG + 1 -313 <0 + 0100 EG+ AISC - Special 1 000 1.0 D + 1.0 CG + 2,450 E> + 0.700 EG+ AISC - Special 1 000 1.0 D+ 1.0 CO + 2.450 <E + 0.700 EG- AISC - Special 1.000 0 -600 D+ 0.600 CU -+ 2.450B>+0.700130- A1SC - Special 1.000 0.600 D + 0,600 CU + 2.450 <E + 0.700 EG. AISC - Special 1.000 1.0 D +- 1.0 CG + 1.837 E> + 0.700 EG+ AISC - Special 1.000 1.01)+ 1.0 CO + 1.837 <13 -I.0.700 Ed++ System Derived 1.000 1.0 D + 1.0 CO + 1.0 WPA1 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA 1 System Derived 1.000 1.0 D +- 1.0 CG + 0,750 L +- 0.750 WPA I System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA 1 System Derived 1.000 1.0 1)+ 1.0 CO + 1.0 WPDI System Derived 1.000 $.600 D + 0.600 CU + 1.0 WPDI System Derived 1,000 1.0 D+ 1.0 CG + 0.750 L + 0.750 WPDI System Derived 1.000 1.0 D + 1.0 CO + 0.750 S + 0.750 W PD 1 System Derived 1.000 1.0 D + 1.0 CG +- 1.0 WPA2 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 System Derived 1.000 1 0 D +- 1.0 CO + 0.750 L + 0.750 WPA2 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 System Derived 1.000 1.0 D +- 1.0 CG + 1.0 WPD2 System Derived 1.000 0.600 D+ 0.600 CU + 1.0 WPD2 System Derived 1.000 1.0 D+ 1.0 CG 0.7501., + 0.750 WPD2 System Derived 1.000 1.0 D+ 1.0 CG +- 0.750 S + 0.750 WPD2 System Derived 1.000 1.013 +- 1.0 CG+ 1.0 WPI31 System Derived 1 000 0.60013 +0.600 CU + 1.0 WPDI System Derived 1.000 I 0 0 + 1.0 CO + 0.750 L + 0.750 WPB 1 System Derived 1.000 1.0 D + 1.0 CO + 0.750 S + 0.750 WPB I System Derived 1.000 1,0 D+ 1.0 CG + 1.0 WPC] System Derived 1.000 0.600 D+ 0.600 CU 4 1.0 WPC] System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC I System Derived 1.000 1.013+1 -0CG+ 07505 +0 -750 WPCI System Derived 1 000 1.0 0+ 1.0 CG+ I.0 WPB2 System Derived 1 000 0.600 D+- 0.600 CU .i. 1.0 WPB2 System Derived 1.000 1.00+ 1.0 CG + 0.750 L + 0,750 WPB2 System Derived 1 000 1 0 1 + 1 0 CO + 0 750 S 0 -750 WPB2 System Derived 1.000 1.0 0+ 1.0 CG + 1.0 WPC2 System Derived 1.000 0.600 D + 0.600 CU 4 1.0 WPC2 System Derived 1.000 1.0 D +- 1.0 CG+ 0.750 L + 0.750 WPC2 System Derived 1.000 1.0 D + 1.0 CG - 0.750 S + 0.750 WPC2 System Derived 1.000 I.0 D + 1.0 CG +- 0.273 E> 4.0.700 E0+ + 0.91013B> System Derived 1.000 1.0 D +- 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> System Derived 1.000 1.0 D 11.0 CO + 0.273 <E 4 0.700 EG+ + 0.910 EB> System Derived 1 000 1.0 D +- 1.0 CG +- 0.910 <0 + 0.700 EG+ + 0.273 1313> System Derived 1.000 0 -600 D +- 0.600 CU + 0.273 E> + 0.700 E0- +- 0.910 EB> System Derived 1.000 0.600 D +- 0.600 CU + 0.910 15> -+- 0.700136- +- 0.273 BB> System Derived 1 000 0.600 D + 0.600 CU + 0.273 <13 + 0.700 EG- + 0.91013B> System Derived 1.000 t .600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 1513> Syctcm Dc: ivcd 1.000 1.0 D 1 1.0 CC + 0.205 0:- 1 0.525 004 1 0.682 EB> System Derived 1.000 1.0 D + 1.0 CO + 0.682 E> + 0.525116+ + 0.205 EB> System Derived 1.000 1.0 D+ 1.0 CG +0.205 <0 + 0.525 EG+ + 0.682 HB> System Derived 1.000 1.0 D + 1.0 CO + 0.682 <E + 0.525 0G+ + 0.205 013> Special 1.000 1.0 D + 1.0 CG +- 1.75013B> + 0.700 EG+ Special 1.000 .600 I) + 0.600 CU + 1.750 EB> + 0.70013G- Special 1.000 1.0 D + 1.0 CG + 1.313 EB> + 0.700 00+ System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 00+- + 0.910 <ER System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <E13 System Derived 1.000 1.0 D -f 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 <EB System Derived 1 000 1.0 D+ 1 0 CG + 0 910 <E +- 0.700 00+ + 0.273 <EB r • File: Fast -Track Version: 7.If Date: 7/14/2009 Time:1:48:29 PM Page: 5 of 26 D +CG +E > +EG+ D +CG +<E +EG+ 4- CU + E > +EG- +CU+<E+EG- D +CG +E> +EG+ D +CG+ <E +E0+ D +CGa-E> +EG+ D +CG+<0+EG+ n +CU +-E > +EG- n+CU+<E+EG- D +CG +13> +EG+ D +CG + <E +E0+- D +CG +E > +EG+ D +- CO + <E + E0+ r + +11 > + - O+CU+<E+EG- r +CG +E > + EG+ D +CG + <E +EG +- D +CG +WPA1 D +CU + WPA I D +CG +L + WPA I D +CG +S + WPA I D +CG +-WPDI D +CU +WPDI D+- CG+L +WPDI D +CG +S +WPDI + + WPA2 D +CU +WPA2 D +CG +L +WPA2 D +CG +S +-WPA2 D +-CG +-WPD2 D +CU +-WPD2 D+-CO-I-L +WPD2 U +CG +S +WPD2 D +CG +WPI31 D +CU +WPBI D + CG + L + WPBI IJ +CG +S+ -WPBI r +CO+ WPC I D+CU +WPCI D +-CO+-L +WPCI D +CG +-S +WPCI D+ CO +- WPB2 D+ CU +- WPB2 n +CG + -L +WPB2 D +CG +S +- WP132 D +CG +-WPC2 D +CU +-WPC2 D +CG +1.- +WPC2 + +S +WPC2 D + CG + E> +- EG+ + EB> r +CG +13>+120-I-+EB> D +CG + <E +EG + +E13> D +CG +<E +- EG+ +E13> D + +E > + EG- +EB> D +CU +E > +E0 -4 -E13> I) +CU +<E + EG- +013> D +CU +<6 +EG• +EB> +CO+E> +EG + +E13> D +CG +E> + EG+ +EB> o +CG +<13 +E0 + + EB> D +CG +<E + EG+ +EB> D+ CG +EB> +EG +- D+CU+ EB> +E0- + CG + EB> +EG+ D +CG +E>+- EG+ +<PB D +CG +E> + EG+ + <EB r +CG +<E + EG+ + <133 D +CG + <0 +EG+ +<E13 No. Origin Factor Application Description - N M a H b r w rn System 1.000 1.0 WPAI WPAI System 1.000 1.0 WPDI WPDI System 1.000 1.0 WPA2 WPA2 System 1.000 1.0 WPD2 WPD2 System 1.000 1.0 WPBI WPBI System 1.000 1.0 WPC WPCI System 1.000 1.0 WPB2 WPB2 System 1.000 1.0 WPC2 WPC2 System 1.000 0.700 E> E> System 1.000 0.700 <0 <0 No. Origin Factor Application Description 1 System 1.000 1.OD +1.00G+-1.01. D +CG +L 2 System 1.000 1_013 +1.0CG + 1.05 D +CO + -S 3 System 1.000 1.01) +1.000 -r- 1.0 PM D + CG + PFI (Span I) 4 System 1.000 1.00 +I.00G +10PF1 D +CG + PFl(Span4) 5 System 1000 I00 +I0004-10PHI D + CG + PH l(Span I ) 6 System 1.000 1.013 + 1.0 CO 4 1.0 PHI D + +PHI (Span 4) 7 System 1.000 1.0 0 +- 1.0 CC CI 1.0 PF2 D + CG +- PF2(Spans I and 2) S System 1.000 t.0D +1.000 +1.0PF2 D + CG + PF2(Spans 2 and 3) 9 System 1.000 1,0 0 + 1.0 CG + 1.0 PM D + CG + PF2(Spans 3 and 4) 10 System 1.000 I0D + +1.0WI> D+ CO-I-WI> 11 System 1.000 I.OD +1.0CG +1.0<W2 D +CG +<W2 12 System 1.000 0.600 D+- 0.600 CU + 1.0 W I > D +CU +WI> 13 System 1000 0.6000+ 0.600 CU + 1.0 <W2 D +CU - <W2 14 System 1000 1.013 + - 1.00G +0.750 I.+ 0.750WI> D +CG +L +W1> 15 System 1000 1.0 0 + 1 0 CG + 0.750 L + 0.750 <W2 D +CG +-L + <W2 16 System 1.000 1.0D + - 1.0CG +0.7505 +0.750WI> 0 + CO +5 +WI> 17 System 1000 1.0D+1.000 +0750S+0.750 <W2 D+CG-+- S +- <W2 18 System Derived 1000 1.00 +I.00G +052508 > +0.525EG+ - D +CG +EB > +EG+ 19 System Derived 1 000 1.0 D+ 1.0 CG + 0,700 013> +- 0.700 EGA- D + CG r E13> + SG+ 20 System Derived 1.000 0.600 D + 0.600 CU + 0.700 E13> + 0.700 EG- D + CU + EB> + EG- 21 System Derived 1.000 1.0 D + 1.0 CG + 0.525 <1213 + 0.525 00+ 0 + CG + <EB + ED+ 22 System Derived 1 000 I.0 0 + 1.0 CG + 0.700 <EB + 0.700 EG+ 0 + CO +- <013 4 00+ 23 System Derived 1 000 0.600 0+- 0.600 CU + 0.700 <EB 4 0.700 EG- D 4 CU + <EB + EG- 24 System Derived 1.000 1.0 D+ 1.0 CO -t- 1.0WPAI 0 +CG +WPAI 25 System Derived 1.000 0.60013 +0,600 CU + D +CU+WPAI 26 System Derived 1 000 1.0 D+ 1.0 CG+ 0.750 L + 0.750 WPA I D+ CG+ - L +WPAI 27 System Derived 1.000 1.0 D+ 1,0 CG + - 0.7505 +0.750 WPAI D4Ci+4S +WPAI 28 System Derived 1.000 1.0 D 1.0 CG+ 1.0 WPDI D +CG -r WPDI 29 System Derived 1.000 0.600 D4.0.600 CU +1.0WPDI D +CU +-WPDI 30 System Derived 1.000 1.00 +1.000 -+-0.750L +0.750WPDI D +CG +-L +-WPDI 31 System Derived 1.000 1.00+ -1.0CG 4. 0.7505 +0.750WPD1 13 +CG +S +WPDI 32 System Derived 1.000 1.0 0+ 1.0 CG+ 1.0 WPA2 D+ CO + WPA2 33 System Derived 1.000 0.600 D + 0.600 CU 1 - 1.0 WPA2 D 4 CU + WPA2 34 System Derived 1.000 1.0 D+ 1.0 CG + 0.750 L + 0.750 WPA2 D + CG + L +- WPA2 35 System Derived 1.000 1.013 +1.0CG +0.7505 +0.750WPA2 0 +CG +S+WPA2 36 System Derived 1.000 1.0 D+ 1.0 CO+I.OWPD2 D +CG +WPD2 37 System Derived 1.000 0,600 D+- 0.600 CU +- 1.0 WPD2 D + CU + WPD2 38 System Derived 1.000 1.013 +1.0CG +0.750L D +L4-WPD2 39 System Derived 1.000 1.0 D+1.0CG1- 0.7505 +0.750WPD2 D +CO + +WPD2 40 System Derived 1 -000 1.0 0+ 1.0 CG +1 .0 WPBI 04- CO + WPB 41 System Derived 1.000 0.600 0 + 0.600 CU +- 1.0 WPBI 0+ CU +WPB 1 42 System Derived 1.000 1.0 D + 1.0 CG +- 0.750 L + 0.750 W PB 1 01-CO + L +WPB 1 VI IttiII,M105 96 97 98 99 100 101 102 103 104 105 106 System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived Special Special Special Des i[t t Load Combinations - Bracin Desien Load Combinations - Purliu File: Fast -Track DLR 09 -9024 1.000 0.600 0 + 0.600 CU + 0.273 E..> + 0.700 EG- + 0.910 <EB 1.000 0,600 D + 0.600 CU + 0.910 0> + 0.700 EG- + 0.273 <EB 1.000 0.600 0 + 0.600 CU + 0.273 <0 4- 0.700 00- + 0.910 <E13 1.000 0.600 D 1 . 0.600 CU + 0.910 <0 + 0.700 EC- + 0.273 <EB 1.000 1.0 D + 1.0 CO + 0.205 0> + 0.525 00+ 0.682 <EB 1.000 1.013 + 1.0 CG + 0.682 0> + 0.525 EGA- + 0.205 <F13 1.000 1.0 0 + 1.0 CG + 0.205 <0+ 0.525 EG+ + 0.682 <ED 1.000 1.0 D + 1.0 CO +- 0.682 <0 + 0.525 E0 ++- 0.205 <EB 1.000 1.0 0 + 1.0 CG +- 1.750 <13B +- 0.700 00+ 1.000 0.600 D + 0.600 CU + 1.750 <013 4 0.700 E0- 1.000 1.00+ 1.0 CO +1.313<EB +0.70000+ Version: 7.1f Date: 7/14/2009 Time:1:48:29 PM Page: 6 of 26 D +CU+0> + - + <EB D +- CU +E > + EG- +<EB D + CU + <E.+ EG- + <EB D +CU +<E + EG- +<EB D+ CG + +EG + +<EB D + CO +E> +EG + +<EB D +CC + <E +EG ++ <013 D +CG + <E +E0 + 4- <EB D +CG +<EB +EG +- D + CU + <EB + EC- D + CG + <EB + EG+ No. Origin Factor DefH Def V Application Description 1.000 System 1.000 IO 0 0 0 0 0 0 0 0 0 0 0 0 0$$$$$$$$$$ $I I 80 1.0 L L System System 1,000 180 1.0 5 S 1.0 D+ 1.0 <W2 System 1 000 180 0.700 WI> W I> System System 1 000 180 0.700 <WI <WI System 1.000 180 0.700 W2> W2> System 1.000 180 0.700 <W2 <W2 System Derived 1.000 ISO 3.700 WPAI WI'AI System Derived 1.000 180 0.700 WPDI WPDI System Derived 1.000 ISO 3.700 WPA2 WPA2 System Derived 1.000 180 0.700 WPD2 WPD2 System Derived 1.000 180 1700WPI3I WPBI System Derived 1.000 180 3,700 WPCI WPCI System Derived 1.000 180 0.700 WPB2 WPD2 System Derived 1.000 180 0.700 WPC2 WPC2 System 1.000 0 0 700 W I> W I> System 1.000 0 0.700 <W I < W I System 1.000 0 0.700 W2> W2> System 1.000 0 3,700 <W2 <W2 System Derived 1.000 0 7.700 WPAI WPAI System Derived 1.000 0 0.700 WPD I WPDI System Derived 1.000 0 0.700 WPA2 WPA2 System Derived 1.000 0 0.700 WPD2 WPD2 System Derived 1.000 0 3.700 WPBI WPBI System Derived 1.000 0 0.700 WPCI WPCI System Derived 1.000 0 0.700 WPB2 WPD2 System Derived 1.000 0 7.700 WPC2 WPC2 No. Origin Factor Application Description Description System 1.000 1.0 D + 1.0 L D +L System 1.000 1.0 D +1.05 D + System 1.000 I.OD +1.0WI> D +W1> System 1.000 1.0 D+ 1.0 <W2 Di- <W2 System 1.000 0.600 17 + 1.0 WI> D+ WI> System 1.000 0.600 D+ 1.0 <W2 D + <W2 No. Origin Factor Deflection Application Description 1 2 System System 1.000 1.000 150 150 1.0 L 1,0 S L S No. Origin Factor Application Description Cl System System 1.000 1.000 1.0 WI> 1.0 <W2 WI> <W2 No. Origin Factor Application Description N System System 1.000 1.000 1.0 W1> 1.0 <W2 WI> <W2 . 1. 1 • IisJtS 43 44 45 46 47 48 49 50 51 52 53 54 55 File: Fast - Track System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived 1) sicn Load Combinations Girt Des! e t Load Combinations - Roof- Panel Design Load Combinations - Wall - Panel Deflection Load Combinations - Fran in Deflection Load Combinations - Pnrlin DLR 09 -9024 1.000 I.OD+1.00G +0.7505 +0.750 WPB 1 1.000 1.0 D +1.00G +1.OWPCI 1.000 0.600 D + 0.600 CU + 1.0 WPC) 1.000 I.0D +1.0CG +0.750L +0.750 WPC I 1.000 1.0D +1.0CG +0.7505 +0.750WPCI 1.000 1.0D +1.0CG +1.0WPB2 1.000 0.600 D + 0600 CU + 1.0 WP132 1.000 I.0 D+ 1,0 CG+ 0.750 L + 0.750 WPB2 1.000 1,0 D i- 1.0 CG + 0.750 S + 0.750 WPB2 1.000 I.OD +I.00G +I.0WPC2 1.000 0.600 1/1 0.600 CU .+ 1.0 WPC2 1.000 I.0 D + 1.0 CO + 0.750 L + 0.750 WPC2 1.000 1.0 D+ 1.0 CG +0.7505 +0.750 WPC2 D +CG +S +WPBI D +CG +WPCI D +CU +WPCI D+CG +L+WPCI D +CO +S +WPCI Di -CG +WPB2 D +CU +WPB2 D +CG +L +WPB2 o+CO +S +WPB2 15+CG +WPC2 D +CU +WPC2 D +CGi -L +WPC2 D +CG +S +WPC2 Version: 7.1f Date: 7/14/2009 Time: 1:48:29 PM Page: 7 of 26 No. Origin Factor Deflection Application Description -+ N System System 1.000 1.000 90 90 0.700WI> 0.700 <W2 Wl> <W2 yr, t3;;l l.t)ioitrs Deflection Load Combinations - Girt Deflection Load Combii ations - Roof - Panel File: Fast -Track DLR 09 -9024 Version: 7.1f Date: 7/14/2009 Time: 1:48:29 PM Page: 8 of 26 N Origin System Factor 1.000 Def III Def V 150 ISO 1.0 S Application S Description r.,.,.. ...— A �v�-,.-- ,�L..:,'viT- i=�T s; ° ... � ?ts� _.� ..,.........— .- ..^-emu..= •E.�_�__. cL!� .... : s;d = - -< e °'"xr - �^ --: ,... .jhS: . x.. :' ' »..1- -E3�3r i — vtr.u;ntt nNGtr. lit u p Shape: Fast - Track Builder Contact Drew Picard Name: CHG Building Systems, Inc. Address: 1 120 SW 16th, St. A-4 City, State Zip: Seattle, Washington 98178 Country: United States Loads and Codes - Shape: Fast- Trnclr City: Tukwila County: King Building Code: 2006 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral G ravity:3.001si' Collateral Uplift: 3.00 psf Wind Load Wind Speed: 85.00 mph Wind Exposure (Factor): C (0.902) Parts Wind Exposure Factor: 0.902 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windborne Debris Region Base Elevation; 0/0/0 Primary Zone Strip Width: 9/0/0 Parts / Portions Zone Strip Width: 4/6/0 Basic Wind Pressure: 14.18 psf Per Article 2.9 in the Builder Agreement,. VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Load Type Descriptions D Material Dead Weight CG ^ASL L> S oUSI *US2 SS PFl PF2 S> MRS <MRS WI> W2> W3> W4> W5> W6> WP WPL WPA2 WPB2 WPC2 WPD2 File: Fast -Track Collateral Load for Gravity Cases Live Load Alternate Span Live Load, Shifted Left Live - Notional Right Snow Load Unbalanced Snow Load 1, Shifted Left Unbalanced Snow Load 2. Shifted Left Sliding Snow Load Partial Load, Full, 1 Span Partial Load, Full, 2 Spans Snow - Notional Right Minimum Roof Snow Minimum Roof Snow - Notional Left Wind Load, Case 1, Right Wind Load, Case 2, Right Wind Load, Case 3, Right Wind Load, Case 4, Right Wind Load, Case 5, Right Wind Load, Case 6, Right Wind Load, Parallel to Ridge Wind Load, lI Ridge, Left Wind Parallel - Ref A, Case 2 Wind Parallel - Ref B, Case 2 Wind Parallel - Ref C, Case 2 Wind Parallel - Ref D, Case 2 DLR 09 -9024 State: Washington Built 11p: OSAISC - ASD Cold Form: 04AISI - ASD Roof Covering t Second. Dead Load: 2.21 psf Frame Weight (assumed for seism ic)2.50 psf Snow Load Ground Snow Load: 25.00 psf Design Snow (Sloped): 20.00 psf Snow Exposure Category (Factor): I Fully (0.90) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground / Roof Conversion: 0.70 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof C CU ASL^ PL2 <L US)* US2W SD RS PH I P112 <S MRS> W <W I <W2 <W3 <W4 <W5 <W6 WPR W PA I WPBI WPC) WPDI WB1> Project: Cubing Specialists, Inc. Builder PO 8: 1 8039 lobsite: 6400 S 143rd Place City, Slate Zip: Tukwila, Washington 98168 County. Country: King, United States Country: United States Rainfall:4.00 inches per hour Use Load Live Load: 25.00 psf Not Reducible Seismic Load Mapped Spectral Response - Ss:145.50 ° /ng Mapped Spectral Response - S1:49.90 %g Exposed Seismic Hazard / Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance/ Design Category: D Framing Seismic Period: 0.3076 Bracing Seismic Period: 0.1891 Framing R- Factor: 3.5000 Bracing R- Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Fnctor:I.3000 Brace Redundancy Factor. 1.3000 Frame Seismic Factor (Cs): 0.2771 x W Brace Seismic Factor (Cs): 0.2985 x W Collateral Load Collateral Load for Wind Cases Alternate Span Live Load, Shifted Right Partial Live, Full, 2 Spans Live - Notional Left Unbalanced Snow Load 1, Shiflex1Right Unbalanced Snow Load 2, Shifted Right Snow Drift Load Rain Surcharge Load Partial Load, Half, 1 Span Partial Load, Half. 2 Spans Snow - Notional Left Minimum Roof Snow - Notional Right Wind Load Wind Load, Case 1, Left Wind Load, Case 2, Left Wind Load, Case 3, Left Wind Load, Case 4, Left Wind Load, Case 5, Left Wind Load, Case 6, Left Wind Load, 1 Ridge, Right Wind Parallel - Ref A, Case 1 Wind Parallel - Ref B, Case 1 Wind Parallel -Ref C, Case I Wind Parallel - Ref D, Case I Wind Brace Reaction, Case 1, Right Version: 7. ] f Date: 7/14/2009 Time:1:48:29 PM Page: 9 of26 VP OUILplr_ti3S <WB I <WB2 <WB3 <W B4 <W135 <W136 MWI3 E> EG EG- <EB FL* PD AL *> <AL* AL* AL * >(I) <AL *(1) AL *(I AL*>(2) <AL *(2) AL *(2) AL * >(3) <AL *(3) AL*(3) AL * >(4) <AL *(4) AL *(4) Al. * >(5) <AL *(5) AL *(5) ALB <ALB <WALB <A1.B(1) <W ALB(1) <ALB(2) <WALB(2) <ALB(3) <WALI3(3) <ALB(4) <WALB(4) <ALB(5) <WALB(5) AD UI U3 U5 U7 119 UBl UB3 UB5 U137 UB9 T Wind Brace Reaction, Case 1, Left Wind Brace Reaction, Case 2, Left Wind Brace Reaction, Case 3, Lett Wind Brace Reaction, Case 4, Left Wind Brace Reaction, Case 5, Left Wind Brace Reaction, Case 6, Left Minimum Wind Bracing Reaction Seismic Load, Right Vertical Seismic Effect Vertical Seismic Effect, Subtractive Seismic Brace Reaction, Left Alternate Span Floor Live Load, Shifted Right Floor Dead Load Auxiliary Live Load, Right, Right Auxiliary Live Load, Left, Right Aux Live, Right Auxiliary Live Load, Right, Right, Aisle I Auxiliary Live Load, Left, Right, Aisle I Aux Live, Right, Aisle I Auxiliary Live Load, Right, Right, Aisle 2 Auxiliary Live Load, Left, Right, Aisle 2 Aux Live, Right, Aisle 2 Auxiliary Live Load Right, Right, Aisle 3 Auxiliary Live Load, Left, Right, Aisle 3 Aux Live, Right, Aisle 3 Auxiliary Live Load, Right, Right. Aisle 4 Auxiliary Live Load, Left. Right, Aisle4 Aux Live, Right, Aisle 4 Auxiliary Live Load, Right, Right, Aisle 5 Auxiliary Live Load Left, Right, Aisle 5 Aux Live, Right, Aisle 5 Aux Live Bracing Reaction Aux Live Bracing Reaction, Left Wind, Aux Live Bracing Reaction, Left Aux Live Bracing Reaction, Left, Aisle I Wind, Aux Live Bracing Reaction, Leff, Aisle 1 Aux Live Bracing Reaction, Left, Aisle 2 Wind, Aux Live Bracing Reaction, Left, Aisle2 Aux Live Bracing Reaction, Left, Aisle 3 Wind, Aux Live Bracing Reaction, Left, Aisle 3 Aux Live Bracing Reaction, Left, Aisle4 Wind, Aux Live Bracing Reaction, Lefi, Aisle4 Aux Live Bracing Reaction, Left, Aisle 5 Wind, Aux Live Bracing Reaction, Left, Aisle 5 Auxiliary Dead Load User Defined Load - 1 User Defined load - 3 User Defined Load - 5 User Defined Load - 7 User Defined Load - 9 User Brace Reaction - 1 User Brace Reaction - 3 User Brace Reaction - 5 User Brace Reaction - 7 User Brace Reaction • 9 Temperature Load DL]? 09 -9024 WB2> WB3> WB4> WB5> WB6> MW E <• E(11. EB> FL *FL AL *AL> < *AL *AL *AL >(I ) < *AL(1) *AL(I) *AL >(2) <*AL(2) *AL(2) *AL >(3) < *AL(3) *Al.(3) *AL >(4) < *Al,(4) *AL(4) *AL >(5) < *AL(5) *AL(5) ALB> WALB> ALB >(I ) WALB>(1) ALB>(2) WALB>(2) ALB >(3) WALB>(3) ALB >(4) WALB >(4) A1.13>(5) WALB >(5) WALB U) U2 U4 U6 U8 UB U'B2 U134 U136 UBS R V File: Fast -Track Version: 7.If Date: 7/14/2009 Time:1:48 :29 PM Page: 10 of 26 Wind Brace Reaction, Case 2, Right Wind Brace Reaction, Case 3, Right Wind Brace Reaction, Case 4, Right Wind Brace Reaction, Case 5, Right Wind Brace Reaction, Case 6, Right Minimum Wind Load Seismic Load Seismic Load, Left Vertical Seismic Effect, Additive Seismic Brace Reaction, Right Floor Live Load Alternate Span Floor Live Load, Shifted Left Auxiliary Live Load Auxiliary Live Load, Right, Left Auxiliary Live Load, Left, Left Aux Live, Left Auxiliary Live Load, Right, Left, Aisle I Auxiliary Live Load, Left, Le11, Aisle I Aux Live, Left, Aisle I Auxiliary Live Load, Right, Left, Aisle 2 Auxiliary Live Load, Left, Left, Aisle 2 Aux Live, Left, Aisle 2 Auxiliary Live Load, Right, Left, Aisle 3 Auxiliary Live Load, Left, Left, Aisle 3 Aux Live, Left, Aisle 3 Auxiliary Live Load, Right, Left, Aisle4 Auxiliary Live Load, Left, Left, Aisle 4 Aux Live, Left, Aisle 4 Auxiliary Live Load, Right, Left, Aisle 5 Auxiliary Live load, Left, Left, Aisle 5 Aux Live, Left, Aisle 5 Aux Live Bracing Reaction, Right Wind, AuxLiveBmcing Reaction, Right Aux Live Bracing Reaction, Right, Aisle I Wind, Aux Live Bracing Reaction, Right, Aisle I Aux Live Bracing Reaction, Right, Aisle 2 Wind, Aux Live Bracing Reaction, Right, Aisle 2 Aux Live Bracing Reaction, Right, Aisle 3 Wind, Aux Live Bracing Reaction, Right, Aisle 3 Aux Live Bracing Reaction, Right, Aisle 4 Wind, Aux Live Bracing Reaction, Right, Aisle 4 Aux Live Bracing Reaction, Right, Aisle 5 Wind, Aux Live Bracing Reaction, Right, Aisle 5 Wind, Aux Live Bracing Reaction User Defined Load User Defined Load - 2 User Defined Load - 4 User Defined Load - User Defined Load - User Brace Reaction User Brace Reaction - 2 User Bract Reaction - 4 User Brace Reaction - 6 User Brace Reaction - 8 Rain Load Shear Shape Overall Width Overall Length Floor Area (s . ft) Wall Area (s.. ft. Roof Area (s.. ft. Max. Eave Het ht Min. Eave Het- t 2 Max. Roof Pitch Min. Roof Pitch Pt. II Fast -Track 45/0/0 90/0/0 4050 5442 4054 20/0/0 20/0/0 0.500:12 0.500:12 20/11/4 ;vr is:.ianrt tt Overall Duildine Description O II Shit D Iptien DLR 09 -9024 Date: 7/14/2009 Timc: 1:48:29 PM Page: 11 of 26 vcra ra C es[r Roof I Roof 2 A 13 From Grid 1 -A To Grid 1 -D Width 45/0/0 Length 90/0/0 Eave HL 20/0/0 Eave Ht. 2 20/0/0 Pitch 0.500:12 Pitch 2 0.500:12 Dist. to Ridge 22/6/0 Peak Height 20/11/4 • 2 4 0, as -f7' File: Fast -Track Version: 7.1f No. Origin Factor Application Description I System 1.000 1.0 D + 1.0 CO + 1.0 L> D + CO + r.> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0D +1.0CG +1.0$> D + CG + S> 4 System 1.000 1.0 D+1.00G +1.0<5 D +CG +<S 11 System 1,000 1.00 + LOCO + 1.O W1> D +CG +WI> 12 System 1.000 1,0 D +1.00G +1.0<WI D + CG + <W I 13 System 1,000 1.0 D +I.00G +1.0W2> D+CG - W2> 14 System 1.000 1.0D+1.000- +1.0<W2 D+ CG+ - <W2 15 System 1.000 0.6000 +0,600 CU +I.OW1> D+CU+-WI> 16 System 1.000 0.600 D + 0.600 CU + 1.0 <W I D + CU + <WI 17 System 1.000 0.600D +0.6000U +1.0W2> D +CU +W2> 18 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 0 +CU + <W2 19 System 1.000 t.OD +1.00G +0.750x. +0.750W1> D +CG +L +WI> 20 System 1.000 1.0D +1.O CG. +0.750L+ 0.750 <W1 D +CG +L + <Wl 21 System 1.000 I.O + - 1.00G +0.750L +0.750W2> D +CG +L +W2> 22 System 1,000 1.00 +I.000 +0.750L+0.750 <W2 0 +CO +L +<W2 23 System 1.000 1.0 D+ 1.0 CG + 0.750 S + 0.750 WI > 17 +CG +3 +WI> 24 System 1.000 1.0D +1.0CG +0.7508 +-0.750 <WI O +CO +-S + <WI 25 System 1.000 1.OD+ 1.0 + 0.7505 + 0.750 W2> D +CG +S +W2> 26 System 1.000 I,OD +1.00G +0.750S +0.750<W2 D +CG +-S + <W2 27 System 1.000 1,0 D + - 1.0 CG +0.910E > +0.70000-I- D +CG +E> +EG+ 28 System 1,000 1.0 0 + 1.0 CO + 0.910 <13 + 0.700 EG+ D + CO +- <0 + 130+ 29 System 1.000 0.600 1) + 0.600 CU + 0.910 E> + 0.700 BO- D +CU +L` > +EG- 30 System 1.000 0. 6001) +0.600 CU+0.910 <E•r0.700EG- D +CU + <E+13G- 31 System 1.000 1.0 D +1.00G +0.682E> +0.525EG+ D +CG +E > + 32 System 1.000 1.0D +1.0CG +0.682 <E +0.525EG+ D + +<E + EG+ 45 System Derived 1.000 1.00+ 1.000+-1,0WPM D + CG +WPAI 46 System Derived 1.000 0.600 D +0.600 CU +- 1.0 WPAI D +CU +WPAI 47 System Derived 1.000 1.0 D.1- 1.0 CO + 0.750 L + 0.750 WPAI 0+ CO + L +WPA I 48 System Derived 1.000 1.0 0 +- 1.0 CG + 0.750 5 + 0.750 WPA 1 0+ CG +- S + WPA 1 49 System Derived 1.000 1.00 +1.0CG +1.0WPD1 D +CG +WPDI 50 System Derived 1.000 0.600 D -I. 0.600 CU +- 1.0 WPDI D + CU + W PD1 51 System Derived 1 -000 1.0 D+ 1.0 CG 1- 0.750 L + 0.750 WPD1 D +CG +L +WPDI 52 System Derived 1.000 1.00+ 1.0 CG +0.7505+ 0.750 WPD1 0 +• CG +8 +WPDI 53 System Derived 1.000 1.0 0+ 1.0 CG + 1.0 WPA2 D +- CG + WPA2 54 System Derived 1.000 0.600 13 + 0.600 CU + 1.0 WPA2 0 + CU + WPA2 55 System Derived 1.000 1,0D +1.0CG +0.750L +0.750WPA2 D + CG + L + WPA2 56 System Derived 1.000 1.0D +1.0CG + 0.7505 + 0.750 WPA2 D + CG + S + WPA2 57 System Derived 1.000 1,0 D 1.0 CG .+. 1.0 WPD2 D+ CO + WPD2 58 System Derived 1.000 0600D + 0.600 +10WPD2 D + CU + WPD2 59 System Derived 1.000 1.0 0 +- 1.0 CG + 0.750 L + 0. 750 WPD2 D + CO + L + WPD2 60 System Derived 1.000 100 +1.0CG +07508 +0.750WPD2 D +CG +S+-WPM 61 System Derived 1 000 I 0 D+ 1,0 CO+ 1.0 WPB1 D +CG +WPBI 62 System Derived 1.000 0.600 0+ 0.600 CU + 1.0 WP131 0+ CU +- WPB I 63 System Derived 1.000 1.00+ 1.0 C0 + 0.750L10,750WPI31 D +CO +L+ WPBI 64 System Derived 1 000 1.0 0 + 1.0 CO + 0.750 8 + 0,750 WPB I D + CO +- S -I- WPB 1 65 System Derived 1.000 1.0D +1.0CG +I.0WPCI 0 + CG +WPCI 66 System Derived 1.000 0.600 D + 0.600 CU+ 1.0 WPCI 0 +CU+ WPCI 67 System Derived 1.000 1.OD+1.0CG +0.750L +0.750WPCI D+ CG .1-L+ WPC I 68 System Derived 1.000 1.0 D+ 1.0 CG +0.7505 + - 0.750 WPCI D +CG +S +WPCI 69 System Derived 1.000 1.0 D 1- 1.0 CG + 1.0 WPB2 D + CG + WPD2 70 System Derived 1.000 0.600D +- 0.6000U+1.0WPB2 D +CU +WPB2 71 System Derived 1.000 1.00 +1.0CG+0.750L +0.750WPB2 D +CG +L+ -WPB2 72 System Derived 1 000 1.0 D +- 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WPB2 73 System Derived 1.000 1.0 D+ 1.0 CG -1 1.0 WPC2 D +CG + WPC2 74 System Denved 1.000 -600 D+ 0.600 CU+ 1 -0 WPC2 D+ CU + WPC2 75 System Derived 1.000 1.0 D + 1.0 CO + 0.750 L +- 0.750 WPC2 + CO + L + WPC2 76 System Derived 1.000 1.00 +1.0CG+0.750S +0.750WPC2 D +CG +S +WPC2 77 System Derived 1.000 1. 0D+ 1 .00G +0.273E > +0.700EG +- +0.910EB> D +CG +E> + EG+ +EB> 78 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 E0+- + 0.273 EB> + CG + E> +- EG+ + EB> 79 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 EB> + CG + <E + EG+ + EB> 80 System Derived 1.000 1.0 D -+ 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> 0 + CG + <E + E0-I- + EB> 81 System Derived 1 000 .600 D-1. 0.600 C1J + 0.273 E> + 0.700 EG- + 0.910 EB> D +- CU + 13> + EG- + E13> 82 System Derived 1.000 600 D+ 0.600 CU + 0.910 E> +- 0.700 EG- +- 0.273 EB> + CU + E> + EG- 1- EB> 83 System Derived 1.000 -600 D + 0.600 CU + 0.273 <5 + 0.700 EG- + 0.910 EB> D + CU + <E + EG-+ EB> 84 System Derived 1.000 .600 D+ 0.600 CU + 0.910 <L' + 0.700 EG- + 0.273 E13> D + CU + <E + E0- + EB> e'I!. tt )11.0ING1;: Wall: 4, Frame at: 1/0/0 Des inn Load Combinations - Frambt File: Fast - Track DLR 09 -9024 Version: 7.1f Date: 7/14/2009 Time:1:48:29 PM Page: 12 of 26 .vr tt;Dlnlx+CdS 85 System Derived 1.000 86 System Derived 1.000 87 System Derived 1.000 68 System Derived 1.000 92 System Derived 1.000 93 System Derived 1.000 94 System Derived 1.000 95 System Derived 1.000 96 System Derived 1.000 97 System Derived 1.000 98 System Derived 1.000 99 System Derived 1.000 100 System Derived 1.000 101 System Derived 1 000 102 System Derived 1.000 103 System Derived 1.000 DLR 09 -9024 1.0 D + 1.0 CG + 0.205 E> + 0.525 EG+ + 0.682 EB> 1.0 D + 1.0 CG + 0.682 E> + 0.525 EG+ + 0.205 EH> 1.0 D • +• 1.0 CG + 0.205 <E + 0.525 E0++ 0.682 EB> 1.0 D + 1.0 CG + 0.682 <E + 0.525 EG+ + 0.205 EH> 10 D+ 1.0 CG + 0.273 E> +0.700 EG+ +0.910 <ES 1.0 D + 1.0 CG + 0.910 E> +0.700 EG ++0.273 <E13 1.0 D +- 1.0 CG + 0.273 <E + 0.700 EG ++ 0.910 <EB 1.0D +1.00G +0.910<E +0.700EG++0.273 <ES 0.600 D + 0.600 CU + 0.27313> + 0.700 EG- + 0.910 <E13 0 .600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB 100+1 O CG + 0205E>+ 0 525 EG+ + 0.682 <EB 1.0 D + 1.0 CG + 0.682 E> + 0.525 EG+ + 0.205 <EB 1.0 D + 1.0 CG + 0.205 <E + 0.525 EG+ + 0.682 <E13 1.0D+ I.00G+0.682 <E +0.525EG+ +0.205 <EB File: Fast -Track Version: 7.1f Date: 7/14/2009 Time:1:48 :29 PM Page: 13 of 26 D + CG + E > +EG + +E13> D +CG +E > +EG +1EB> D+CG + <E +EG + +EB> D + CG + <E + EG+ + EB> 0+ CG+E > +EG + + <E13 D + CG + E> + + <EB D + CG + <E + EG+ + <E13 D + CG + <E + EG ++ <EB D +CU.+.E> + EG- + <ES D +CU +E> + EG- + - <EB D + CU + <E + EG- + <EB D +CU + <E + EG- + <EB D +CC +E.> +EG + +<ER D +CG +E> +EG+ + <EB D +CG +<E +EG + + <E13 D + CG + <E + EG+ + <EB Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam, (in) Column BaseElev, Exterior Column 0/0 /0 1 -D 8 x 1 1 0.375 2 - 0 750 100-0" Interior Column 10/0 /0 1 -C 8 x 12 0.375 2 - 0 750 100-0" Interior Column 35/0/0 1 -B 8 x 10 0.375 2 -0 750 l00' -0" Exterior Column 45/0/0 I -A 8 x 10 0.375 2 - 0 750 100-0" Load Type Desc, FIx Vy Hx Hz Vy Hx Hz Vy FIx 1 Vy Frm - - - - - 4, N y� N Zy N W W N C O O O O b O p 0 0 0 0 0 0 C u 0 :_ ,17 O O iJ N O N- i� O N iv N N O Iv - Frm - - - - - - Frm - - - - - Frm - - - Ftm - - - - - - Frm • - - - - - - Frm -0.6 - 2.2 - 2.2 -0.9 - Frm 0.9 - -2.0 - -2.0 0.6 - Frmn -1.I - - - - -0.3 - Frm 0.3 - - - I.1 - Fnn - - - - - - Frm - - - - - n Frm -0.1 - 0.1 - 0.1 -0.1 - - - Frm 0.1 - -0.1 - -0.1 0.1 - Prm - - - - - - - Brc 1.0 - - -1 5 - -1 0 - Brc 1.0 - - - - L9 - Brc 0.4 - - -1.5 - -0.4 Brc 0.4 - - - 2.5 - Brc 1.0 - - -1.5 - -10 - Brc 1.0 - - - - 1.9 - Brc 0,4 - - -1.5 - -0.4 - Brc 0.4 - - - - 2.5 - Err - - - -1.3 - - Brc - - - - - 1.2 - veil; Wall: 4, Frame at: 110/0 Frame IDIRVV Post & Beam Values shown are resisting forces of the foundation. Reactions - Unfactored Load T at Frame Cross Section: 1 File: Fast -Track R 09 Frame Post & Beam x Date: 7/14/2009 Time :1:48:29 PM Page: 14 of 26 Version: 7.1f X -Loc Grid Hrzlelt Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-fix) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in-k) 0/0/0 13 1.0 45 - - - 46 00000 in 22 - _ 10/010 - - - 2.0 2.2 I I I S I - - _ - 35/0/0 h 53 - - 2.0 (`t 2.2 II h 62 59 - - . 45/0/0 45 ZS 57 - - - 66 53 - - • - X -Loc Grid Description 35/0/0 I -B Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 4,5/O, .14 A iaronal bracing at base is attached to column Reactions ARE included with ratite reactions. r, itiiirn:de Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analy Brach] DLR 09 -9024 File: Fast -Track Version: 7.]f Date: 7/14/2009 Time: 1:48:29 PM Page: 15 of 26 No. Origin Factor Application Description 1 System 1.000 1.0 D+ 1.0 CO + 1.0 L> D +CG +L> 2 System 1.000 1.0 D + 1.0 CO + 1.0 <1, D +- CG + <L 3 System 1.000 1.0D +1.00G +1.05> Di -CG +S> 4 System 1.000 1.OD +1.000 +1.0<S D +CG + <S 5 System 1.000 1.00 + 1.0CG1 - 1.OWl> D+CG +WI> 6 System 1.000 I.0D +1.0CG +1.0 <WI D +CG +<WI 7 System 1.000 I.OD +1.0CG D +CG +W2> 8 System 1.000 1 .0 0+ 1.00G+1.0<W2 D +CG + - <W2 9 System 1000 0600D +0600CUJ +1.OWI> D +CU +WI> 10 System 1.000 0.600 D + 0.600 CU + 1.0 <W 1 0+ CU + <W I 11 System 1.000 0.600D+.0.600CU+1.0W2> D +-CU +W2> 12 System 1.000 0.6000+ 0.600 CU+-1.0<W2 D +CU +-<W2 13 System 1000 1.0D +1.000+0.750L +0.750WI> 17 +CG+L +WI> 14 System 1.000 1.0 D+1.00G +0.750L +0.750<W1 .D +CG +L +<WI 15 System 1.000 1.01) +1.000+0.750Li'0.750W2> I7 +CG tL +W2> 16 System 1.000 1.0D +0.750L +0.750<W2 0 +CG +L + <W2 17 System 1.000 1.0 D+ 1.0 CG +-0.7505+ 0.750 WI> D +CG +S +-WI> I8 System 1.000 1.00 +1.0CG +0.7505 +-0.750 <WI 0 +CG +5 +<WI 19 System 1.000 1.00+ 1.0 CG +0.7505 + -0.750W2> D +CG +S +W2> 20 System 1.000 1.00+ 1.0 CG+ 0.750 S + 0.750 <W2 D + CG +S + <W2 21 System 1.000 1.00+ 1.0 CG +0.91013 >+0.700130+ 0 +CG +E> +EG+ 22 System 1.000 .0 0 4 1.0 CG + 0.910 <E + 0.700 EG+ D + CG + <E + EGA- 23 System 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- 0 + CU +E>+ EG- 24 System 1.000 0.6000 +0.6000U +0.910 <E +0700EG - D +CU +- <E +00- 25 System 1.000 I.OD +I.00G +0.682E > +-0.525EG+ D +CG +E > +EG +- 26 System 1.000 1 .0 D +1.0CG +0.682<E + 0.525EG+ D +CG + <B + EG+ 39 System Derived 1.000 1.0D +1.0CG +I.OWPAI D +CG +WPAI 40 System Derived 1.000 0.600 0+ 0600 CU+1.0WPAI D +CU +WPAI 41 System Derived 1.000 1.0D+-1.0CG +0.7501. +0.750WPAI 0+- CG + L + WPAI 42 System Derived 1.000 1.00+ 1.0 CG +0.7505 +0.750WPA1 0 +CG +S +WPAI 43 System Derived 1.000 1.0 0+ 1.0 CG +- 1.0 WPDI D+ CO + WPDI 44 System Derived 1.000 0.600D+0.6000U +1.0WPD1 0 +CU +WPDI 45 System Derived 1.000 1.00 +1.000 +0.750L + - 0.750WPDI 0 +CG +1, +WPDI 46 System Derived 1.000 1.00 +1.0CG +0.750S +0.750WPDI D +CG +S +WPDI 47 System Derived 1.000 1.00+ +1.0WPA2 D +CG +WPA2 48 System Derived 1.000 0.600 D +- 0.600 CU + 1.0 WPA2 0 + CU + WPA2 49 System Derived 1.000 1.0D +-1.0CG +0.750L +0.750WPA2 D +CG +1. +WPA2 50 System Derived 1.000 1.00 +1.0CG +0.7505 +0750WPA2 D +CG + + WPA2 51 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPD2 O+ CG +- WI ?D2 52 System Derived 1.000 0 600 D+ 0 600 CU + 1.0 WPD2 D+ CU +- WPD2 53 System Derived 1.000 1.00 +1.0CG - 0.750L +0.750WPD2 D +CG +1,+WPD2 54 System Derived 1.000 1.0 D + 1,0 CO + 0.750 3 + 0.750 WPD2 D +S + WPD2 55 System Derived 1.000 1.00 +1.000 +1.0 WPB I 0 +CG +WPDI 56 System Derived 1.000 0.600 D + 0.600 CU + 1.0 W PB1 0 + CU + WPB I 57 System Derived 1.000 1.00+ 1.0 CG +0.750L +0.750 WPB I 0 +CG +1,+WPM 58 System Derived 1.000 1.0 D + 1.0 C0+ 0.7505+0.750 WPH1 0+CG +S+- WPDI 59 System Derived 1.000 1.0 D+ 1.0 CG +1.0WPCI 0 +CG+ - WPCI 60 System Derived 1.000 0.600 0 + 0.600 CU +- 1.0 W PCI 1) + CU + WPC 1 61 System Derived 1.000 100 1.0 CO +0.7501- +0.750 D +CD +L - WPC1 62 System Derived 1.000 1.0D +1.0CG +0.750WPC1 D +CO +3 +WPCI 63 System Derived 1.000 1.017 + 1.0CG +1.0WPB2 D +CG +WPB2 64 System Derived 1000 0.600 0 + 0.600 CU + 1.0 WP132 D + CU +- WPB2 65 System Derived 1.000 1.0D + - 1.0CG +0.750L +0.750WPB2 D + CO + L + WPB2 66 System Derived 1.000 1.01)1- 1.0 C 0,750 S + 0.750 WP132 D +-CG +S +WPM 67 System Derived 1.000 1.0 D+ 1.0 CG +- 1.0 WPC2 0+ CG + WPC2 68 System Derived 1.000 0.660 0+ 0.600 CU + 1.0 WPC2 0+ CU + WPC2 69 System Derived 1000 1.0 0 + 1.0 CG + 0.750 L + 0.750 WPC2 D + CG + L +WPC2 70 System Derived 1.000 1.0 D +1,0CG +0.7505+ 0.750 WPC2 17 + 1- 3 +WPC2 71 System Derived 1.000 1.00 +1.0 CO + 0.273 E> + 0.700 EG+ + 0.910 EB> Eli +CG +E> +00 + +EH> 72 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> D +- CG + E> + EG+ + BB> 73 System Derived 1000 1,00+ 1.0 CG + 0.273 <E +- 0.700 EG+ -r 0.910 E13> D +- CG + <E + EG +- + EB> 74 System Derived 1.000 1.0 D + 1.0 CG +- 0.910 <E +- 0.700 EG +- + 0.273 EB> D + CG + <E +- E0-t + EB> 75 System Derived 1.000 .600 D+ 0.600 CU +- 0.273 E> + 0.700 EG- + 0.910 EB> D + CU + E> + EG - + EB> 76 System Derived 1.000 .600 D + 0.600 CU +- 0.910 E>+ 0.700 EG- +- 0.273 EB> D + CU + E> + EG- + EB> 77 System Derived 1.000 0.6000 +0.600 CU +0.273 <E +0.700EG- +0.9I0P13> D +CU +<E +EG - +EB> 78 System Derived 1.000 0.600 0 + 0.600 CU + 0 -910 <E l- 0.700 EG- + 0.273 11B> D + CU + <E + EG + EB> VP:I1 D1tatiC:S Wall: 4, Frame at: 22/6/0 Design Load Combinations - Ennuis) File: Fast -Track DLR 09 -9024 Version: 7.1f Date: 7/14/2009 Time: 1:48:29 PM Page: 16 of 26 yr i?;jauh -.E s 79 System Derived 1.000 80 System Derived 1.000 81 System Derived 1.000 82 System Derived 1.000 86 System Derived 1.000 87 System Derived 1.000 88 System Derived 1.000 89 System Derived 1.000 90 System Derived 1.000 91 System Derived 1.000 92 System Derived 1.000 93 System Derived 1.000 94 System Derived 1.000 95 System Derived 1.000 96 System Derived 1.000 97 System Derived 1.000 DLR 09 -9024 1.0 D + 1.0 CG + 0.205 E> + 0.525 EG ++ 0.682 BB> 1 .0 D + 1.0 CG + 0.682 E> + 0.525 EG ++ 0.205 EB> .0 D + 1,0 CG + 0.205 <E + 0.525 EG+ + 0.682 EB> 1 .0 D + 1.0 CG + 0.682 <E + 0.525 EG ++ 0.205 B13> I .0 D+ 1.0 CO + 0.273 E> + 0.700 EG+ + 0.910 <E13 I .013+1.0CG +0.910E> +0.700E0+ +0.273 <EI3 1 .0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 <EB 1 .0D+1.0CG +0.910<8•+0.700 EG+ +0.273 <E13 0.600 ID + 0.600 CU •+ 0.273 13> + 0.700E0- + 0.910 <E13 0.600D+ 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <E13 0.600 D+ 0600 Cl/ +0910<13 +0700 EG- +0.273<EB 1.0 ID A 1.0 CG + 0.205 E> + 0.525 EG+ + 0.682 <EB 1.0 D + 1.0 CG + 0.682 E> + 0.525 EG+ + 0.205 <EB 1 0 D + I 0 CG + 0 205 <E -1 0 525 EG+ + 0 682 <EB 1.0 +0.682<E-t0.525 EG+ +0.205 <EB File: Fast -Track Version: 7.1f Date: 7/14/2009 Time: 1:48:29 PM Page: 17 of 26 D +CG +83> + EG+ +BB> D +CG +13> + EG+ +EB> D +CG+ <B + EG+ +13B> D +CG + <E + EG+ +BB> D+ CG+E > + EG+ +<133 D + CO +11.> + EG ++ <EB G) +- CO + <B + EG+ i <IE4 D + CG + <E + EG+ + <EB D +CU +E> + EG- + <E13 D +CU +E> + EG- -+ <EB D +CU +<13 + EG- + <EB D +CU +<E + EG- + <EB D +CG + >4EG + + <EB D+ CG+E > + EG+ +<EB D + CG + <E + EG+ + <EB p +CG +<13 + EG+ +<B13 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) I3ase Plate Thickness (in.) Anchor Rod Qty/Diarn. (in.) Column Base Elcv. - Exterior Column 0/0/0 2 -D 8 x 13 0.375 4 -0,750 100' -0° Exterior Column 45/0/0 2 -A 8 x 13 0.375 4 - 0.750 100' -0" Load Hrz Right Load Load Type Desc. I-Ix Vy Hx Vy VrL Down Load Morn cw D Frm Load P P CN O� `O v 0 d ON G1 Nt to M M n M r r1 ,, en r N 0 0 ,f v f+i M G M O y O q HI 7 . O ,.., 6 6 0 6 O 6 O 6 O' ' 1.7 - - - CG Frm (Hz) Case 1.5 - - - L> Frm (Ma) Casc 12.4 - - - <L Frm (k) 12.4 - - - S> Frm (in -k) 9.9 - - 2 -D <S WI > Frm Frm 6.1 1 9.9 -3 5 - - - - - <W I Fnn • 15.6 -6.8 - - - W2> Fnn 6.1 1 -0.9 12 - - <W2 Frm 5.1 56 -4.2 - - - CU Frm 1.5 - - - L Frm 12.4 - - - S Frm 9.9 - - - E> Frm I.I - - - EG1- Frm 0 7 - - - <E Frm -1.1 - - - EG- Fnn -0.7 - - - W PA I Brc -6.2 - • - WPDI Brc -3.9 - - - W PA2 ' Bre -3.7 - - - WPD2 Bre -1.4 - - - WPB1 Bre -7,1 - - - WPCI Brc -4.3 - - - WP132 Bre -4.5 - - - WPC2 Brc -1.7 • - - EB> Bre - - - - <E13 Bre - - - - X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load HrzOut Load Uplift Load VrL Down Load Morn cw Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Ma) Casc (k) (k) (k) (k) (k) (k) (in -k) (in -k) 0 /0/0 2 -D 3.3 11 6.1 1 - - - - 5.1 40 15.6 - - - - 45/0/0 2-A 6.1 1 3.3 12 - - 5.1 56 15.6 - - - Wall: 4, Frame at: 0 Frame ID:Rigid Frame • Values shown are resisting forces of the foundation. Reactions - Unfictored Load Tyne at Frame Cross Section: 2 DLR 09 -9024 Maximum Combined Reactions Summary with Foe ()red Loads - Framing File: Fast -Track Note: All reactions based on 2nd order structural analysis using the Din.ct Analysis Method Frame Type:Rigid Frame Ix Version: 7.1f Date: 7/24/2009 Time: 1:48:29 PM Page: 18 of 26 Type X -Loc Grid! - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 3 -D 8 x 13 0.375 4 - 0.750 100' -0" Exterior Column 45/0/0 3 -A 8 x 13 0.375 4 - 0.750 t00' -0" Load Type Desc. Hx Hz Vy Hx Hz Vy Fm, - - - - - Fnn - - - - - Frm - - - Frm • - - - - Frm - - • - - Frm - - - - - Frm - - - - Frm - - - - Frm - - - - - Frm - - - - Fn - - . Frm - - - - - Frm - - - - - Frm ' rn - 7 - - - - Frm - - - - - Frm - - - - Frm - - - - - Bre -25 -25 - - - Brc - - - - - Brc .2 5 -2.5 - - - Bre - - - - Bre -2.2 -2.8 - - - Brc - - - - - Bre -2.2 -2.S - - - Brc - - - - - Brc -4 7 -5.2 - - - Bre - - - - - r > ;nuDla. Wall: 4, Fl 0/0 Frame 113:Rigid Frame File: Fast -Track Values shown are resisting forces of the foundation. Reactions - Unlhctored Lond Tv, Frame Cross Section: 3 DLR 09 -9024 Frame TY1x::Rigid Frame Date: 7/14/2009 Time:1:48:29 PM Page: 19 of 26 Version: 7 -1 f X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom ow Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 010/0 3-D 3.2 11 6,2 1 4.2 71 - - 6.1 40 15.9 I - - - - 45/0/0 3 -A 6.2 1 3.2 12 4.7 71 - - 6.3 S6 15.9 1 - - - - X -Loc Grid Description 0 /0 /0 3 -D Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 45/0/0 3 -A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. VP ii;71LDIN IS DLR 09 -9024 Date: 7/14/2009 Time: 1:48:29 PM Page: 20 of 26 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method Bracin File: Fast -Track Version: 7,1f Type X -Loc Grid - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column BaseElev. Exterior Column 0/0/0 4 -D 8 x 13 0.375 4 - 0.750 100' -0" Exterior Column 45/0/0 4 -A 8 x 13 0.375 4 - 0.750 100 Load Type Dcsc. Hz Hz Vy fix Hz Vy Frtn - 1.7 so. so. =S. O. c'S 0 ! so s"! 6 so 0 . °I oi "1 so "1 4r) 4 4 'T "? ff. r"! 4 4 4 / ff. '7 • 6 4 6 6 c? 6 6 6 - 1.7 - - Frm - I.5 - 1.5 - - - Frm - 12.4 - 12.4 - - - Frm - 12.4 - 12.4 - - Frm• - 9.9 - 9.9 - - - Frm - 9,9 - 9.9 - - Frm - -6.8 - -3.5 - - - Frm - -3.5 - -6.8 - - Frm - -4.2 - -0.9 - - - Frm - -0.9 - -4.2 - - Frm - 1.5 - 15 - - - Frm - 124 124 - - - Frm - 9.9 - 9.9 - - Frm '7 - -1.1 - 1.1 - - - Frm - 0.7 - 0.7 - - Frm• - 1.1 - -1.1 - - - Frm - -0.7 - -0.7 - - - Brc - -2.0 - -1.7 - - - Bre 2.5 -9.3 2.5 -8.4 - - Brc - 0.5 - 0.8 - - - Brc 2.5 -6.S 2.5 -5,9 - - - Brc - -1.9 - -1.8 - - - Brc 2.2 .8.2 2.8 -9.6 - - - Ore • 0.6 - 0.7 - - _ Brc 2.2 -5.7 2.8 -7.0 - Brc - 4.1 - 4.6 - - Brc 4.7 -4.2 5.2 -4.6 - - - VP tiUnpl{u35 Wall: 4, Frame 6/0 Frame ID:Rigid From Values shown are resisting forces of the foundation. Reactions - IJnitctored Load Type at Frame Cross Section: 4 File: Fast -Track DLR 09 -9024 Frame Type:Rigid Frame Version: 7.1f Date: 7/14/2009 Time: 1:48:29 PM Page: 21 of 26 X -Loe Grid Hrzief Load HrzRight Load Him in Load HrzOut Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load ( -Hx) Case (Hz) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (I:) (in -k) (in -k) 0 /0 /0 4 -D 3.3 11 6.1 I - 4.2 86 7.4 44 15.6 I - - - 45/0/0 4-A 6.1 1 3.3 12 - - 4.7 86 7.6 60 15.6 1 - - - X -Loc Grid Description 0 /0 /0 4-D Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 45/0/0 4-A Dia ±oral bracin at base is attached to column. Reactions ARE included with frame reactions. VI ltWttDIcI s Maximum Combined Reactions Su nmary with Factored Loa( s - Filming te: All reactions based on 2nd order structural analysis using the Direct Analysis Method cin DLR 09 -9024 File: Fast -Track Version: 7.1f Date: 7/14/2009 Time:1:48:29 PM Page: 22 of 26 No O Origin F Factor A Application D Description 1 S System 1 1.000 1 1.0 DS- 1.0 CG -F 1.0 L> 0 0+ CG -1-1...> 2 S System 1 1.000 1 1.0D +- 1.00G +1.0<L D D +CG + <L 3 S System 1 1.000 1 1.0 D +LOCG +I.OS> D D + CG + S> 4 S System 1 1,000 1 1,0 D +1.0CG +1.0<S D D + CG + <S 11 S System 1 1.000 1 1.00 +1.00G +I.OWI> D D +CG +WI> 12 S System 1 1.000 1 1.00 +I.00G + -1.0<W1 D D+CG + <W1 13 S System 1 1.000 1 1.00 +1.0C3 +I.0W2> D D + CO + W2> 14 S System 1 1.000 1 1.0 D+ 1.0 CG +1.0 <W2 0 0 +CG +- <W2 15 S System 1 1.000 0 0.6000+ 0.600 CU + 1.0 WI> D D +CU +WI> 16 S System 1 1,000 0 0.6000 +0.600 CU+ 1.0 <WI D D+ CU +-<W1 17 S System 1 1.000 0 0.600 0 + 0.600 CU + 1.0 W2> D D + CU + W2> 18 S System 1 1.000 0 0.600 D + 0 600 CU + 1.0 <W2 D Di- CU + <W2 19 S System 1 1.000 1 1.0 D+ 1.0 CG +- 0.7501. + 0.750 W I > D D -I CG + L + W I > 20 S System 1 1.000 1 1.00 +1.000+ -0.750L+0.750 <WI D D+ CG + L + <WI 21 S System 1 1.000 1 1.00 +I .0CG +0.750L +0.750W2> D D+ CG + L + W2> 22 S System 1 1.000 I I.OD +I.00G +0.750L +0.750 <W2 D D +CG +I, +• <W2 23 S System 1 1.000 1 1.00 +I.00G +0,7505+ 0.750 WI> D D +CG +S +WI> 24 S System 1 1.000 1 1.0 0+ 1.0 CG + 0.750 S + 0,750 <W1 D D + CG +S-1-<W1 2 25 S System 1 1.000 1 1.00 +1.00G +0.7505 + -0.750W2> D D +CG +S +•W2> 26 S System 1 1,000 1 1.00 +I.00G +0.750S +0.750<W2 D D +CG +St <W2 27 S System 1 1.000 1 1 . 0 0 + 1.0 CO 1 0 . 0 1 0 1 2 > 1 ( 1 . 7 0 0 1 2 0 + D D + CC + E> +- EG+ 28 S System 1 1.000 1 1.0 0 + 1.0 CG + 0.910 <E + 0.700 EG + 0 01- CO + <E + EG+ 29 S System 1 1.000 0 0 .600D +0.600CU +0.910E> +0.700L'G- D D+ CU +133> +EG- 30 S System 1 1.000 0 0.600 0 + 0.600 CU + 0.910 <0 + 0.700 EG- D D +- CU +- <E + EG- 31 S System 1 1.000 1 1.0 D+ 1.00O +- 0.682 > + 0.525EGA- D D +CG +E >-I-EG+ 32 S System 1 1.000 1 1.0 0 + 1.0 CO + 0.682 <E + 0.525 EG+ 0 0 -F CG + <E + EG+ 45 S System Derived 1 1.000 1 1.00 +1.00G +1.OWPA1 D D + - CG +- WPAI 46 S System Derived 1 1.000 0 0.6000+- 0.600 CU +1.0WPAI D D +CU +WPAI 47 S System Derived 1 1.000 1 1.0 D +LOCG +0.750L +0.750WPAI D D+CG +L +WPAI 48 S System Derived 1 1.000 1 1.0 0 +- 1.0 CG + 0.750 S + 0.750 W PA 1 D D + CO + S + W PA I 49 S System Derived 1 1.000 1 1.00 + - 1.0CG+ 1.0WPD1 0 0•H CG +WPM 50 S System Derived 1 1.000 0 0.600D +0.600CU +1.0WPD1 D D +CU + WPDI 51 S System Derived 1 1.000 1 1.00 +1.00G +0.750L +0.750WPD1 D D+CG +L +WPDI 52 S System Derived 1 1.000 1 1.00 +1.00G +0.7505 +0,750 WPDI D D +CG +S +WPDI 53 S System Derived 1 1.000 1 1.0 0 + 1.0 CG + 1.0 WPA2 0 0+CG +-WPA2 54 S System Derived 1 1.000 0 0600 0 + 0.600 CU + 1.0 WPA2 D D + CU + WPA2 55 S System Derived 1 1.000 1 1.00 + - 1.00G +0750L +0.750WPA2 D D +CG +L +WPA2 56 S System Derived 1 1.000 1 1.00 +1.0CG+-0.7505+0.750WPA2 0 0 +CG +WPA2 57 S System Derived 1 1.000 1 1.0 D + 1.0 CG + 1.0 WPD2 0 0+ CG +- WPD2 58 S System Derived 1 1.000 0 0.600 0 +0.600 CU 1.0 WPD2 O O +CU +WPD2 59 S System Derived 1 1.000 1 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2 D D +. CC + L + WPD2 60 S System Derived 1 1.000 1 1.0 D + 1.0 CG + 0.750 S +- 0.750 WPD2 0 0 -F CO +- S + WPD2 61 S System Derived 1 1.000 1 1.0 ID +- 1.0 CG - 1 - 1.0 WP13I O O +CG +WPBI 62 S System Derived 1 1.000 1 11600 D+ 0 600 CI1 + 1 0 WPBI 0 0+ CU + WP131 63 S System Derived 1 1.000 1 1.00+ 1.0CL3 +-0,7501. + -0.750WPBI D D +CG +•L +WPBI 64 S System Derived 1 1.000 1 1.0 D+ 1.0 CG +0.7505 + 0.750WPI3I D D +CG +S +WPB1 65 S System Derived 1 1.000 1 1.0 D+ 1.0 CG .1. 1.0 WPC D D + CG + WPC1 66 S System Derived 1 1.000 0 0.6000 +0.6000U +1.0WPCI D D +CU + WPC I 67 S System Derived 1 1.000 1 1.0 D + 1.0 CG + 0.750 L + 0.750 W PC I D D + CG + L +WPC 1 68 S System Derived 1 1.000 1 1.0 D+ 1.0 CG + 0.750 S + 0.750 WPC1 D D +CG +S + WPC I 69 S System Derived 1 1.000 1 1.0 D +1.O CG +1.OWP132 D D+CCr +WPB2 70 S System Derived 1 1.000 9 9.6000 +0.600CU 1.0 WPB2 D D +CU+WPB2 71 S System Derived 1 1.000 1 1.00+ 1.0 CG + 0.750 L + 0.750 WPB2 D D +CG +L +WPB2 72 S System Derived 1 1.000 1 1.00 +1.0CG +0.750S +0.750WPB2 D D +CG +S +WPB2 73 S System Derived 1 1.000 1 1.00 +1.0CG +1.0WPC2 D D +CG +WPC2 74 S System Derived 1 1.000 . .600 0 + 0.600 CU -I- 1.0 W PC2 D D +- CU + WPC2 75 S System Derived 1 1.000 1 1.0D +1.0CG +0.750 Ls 0.750WPC2 D D +-CG +1.+WPC2 76 S System Derived 1 1.000 1 1.00+-I.00G +0.7505 + - 0.750WPC2 D D +CG +S +WPC2 77 S System Derived 1 1.000 1 1A D+ I,OCO +0.273E> +0.700 EG+ +0.910EB> D D +CG +E > +EG + +EB> 78 S System Derived 1 1.000 1 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+. + 0.273 1313> D D -I- CG + E> F ED+ +- EB> 79 S System Derived 1 1.000 1 1.0 D + 1.0 CG + 0.273 <0 + 0.700 EG+ + 0.910 EB> D D + CG + <E + EG +- +- EB> SO S System Derived 1 1.000 1 1.0 D + 1.0 CG + 0.910 <13 +- 0.700 EG+ +- 0.273 EB> 0 0 +- CG + <13 + EG+ + EB> 81 S System Derived 1 1.000 . .600 D + 0.600 CU + 0.273 E> +• 0.700 13G - +- 0.910 13B> D Ds. CU + l> +- EG - + EB> 82 S System Derived 1 1.000 . .600 D + 0.600 CU •F 0 910 E> + 0.700 EG • + 0.273 E13> D D + CU + F> -s E0 -+ EB> 83 S System Derived 1 1000 6 600D +0.600 CU + 0 273 <E + 0 700 EG- + 0.910 013> D D +CU + <E +- EG - +EB> 84 S System Derived 1 1.000 . .600 D+ 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> D D + CU + <E + EG- + EB> 13:7it1)Ir100S Wall: 4, Frame at: 89/0/0 Thnlnn r.nhil Cnmhlnnttnns _ Pr, File: Fast -Track DLR 09 -9024 Version: 7.1f Date: 7/14/2009 Time: 1:48:29 PM Page: 23 of 26 Q1. it €16140405 DLR 09 -9024 85 System Derived 1.000 1.0 D+ 1.0 CO + 0.205 E> +0.525 EG+ +0.682 EB> 86 System Derived 1.000 1.0 D + 1.0 CG + 0.682 E> + 0.525 EG ++ 0.205 EB> 87 System Derived 1.000 1.0 D + 1.0 CO + 0.205 <13 + 0.525 EG+ + 0.682 EB> 88 System Derived 1.000 1.0 D +• 1.0 CG 1 0.682 <E +0.525 EG+ +0.205 EB> 92 System Derived 1.000 1.0 D + 1.0 CO + 0.273 E> + 0,700 EG+ + 0,910 <E8 93 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <E13 94 System Derived 1.000 1.0 D+ 1.0 CG+ 0.273 <E +0.700 EG+ +0.910 <E13 95 System Derived 1.000 1 0 D + 1.0 CO + 0 910 <E + 0 700 EG+ + 0 273 <EB 96 System Derived 1.000 0,600 D + 0 600 CU " 0 273 E> + 0 700 EG- + 0 910 <BB 97 System Derived 1.000 0.600 D + 0.600 CU+ 0.910 E> + 0.700130- + 0.273 <EB 98 System Derived 1.000 0 600 D + 0.600 CU + 0.273 <E + 0.700 FL- + 0.910 <EB 99 System Derived 1.000 0.600 D + 0.600 CU +- 0 910 <E 0 700 El- + 0 273 <EB 100 System Der 1.000 1.0 D + 1.0 CD + 0.205 E> +- 0.525 1 01- + 0.682 <ES 101 System Derived 1.000 1.0 D+ 1.0 CD + 0.682 E> +0.525 EG+ + 0.205 <EB 102 System Derived 1.000 I.OD+ 1.0 CG + 0.205 <E + 0.525 EG+ + 0.682 <ES 103 System Derived 1.000 1.0 D+ 1.0 CG +0.682 <E + 0.525 EG+ + 0.205 <EB File: Fast -Track Version: 7.If Date: 7/14/2009 Time:1:48:29 PM Page: 24 of 26 D +CG +E> + EG+ +EB> D +CG +E> +EG + +EB> D+ CG + <5 + EG+ + EB> D +CG + <E + EG+ +EB> D +CG +I> + EGA- + <EB +CG +E> + EG+ +<ES D +CG + <E + EG+ +<EB D +CG + <E + EG+ + <EB D +CU +E > +EG - + <EB D + CU + E> + EG- + <E13 D I- CU +- <E + EG- + <EB D +CU + <E +EG - +<EB D + CG + E> + EG ++ <EB D + CG + E> + EG+ + <EB D + CO + <E+ EG+ + <EB D +CG +<11 + EG+ + <EB Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0 /0 /0 5 -D 8 x 10 0.375 2 - 0.750 100' -0" Interior Column 10/0/0, 5 -C 8 x 12 0.375 2 -0.750 100' -0" Interior Column 35/0/0 5.13 8 x 10 0.375 2 - 0.750 100' -0" Exterior Column 45/0/0 5 -A 8 x 10 0.375 _ 2 - 0.750 100' -0" Load Type Dcsc. Iix Vy fix Hz Vy Ax Hz Vy lix 1 Vy Frm - - - - - 0.9 6 6 6 6 6 6 6 g g 6 6 o rq 0•1; ,6 0? 07 0 ? c4 0 ? - Frm - - - - - 0.8 - Frm - - - - - 6.4 - Frm - - - - - 6.4 - Frm - - - - - 5.1 - Frm ' - - - - - 5.1 - Frm -0.6 - 2.2 - 2.2 -2.7 - Frm 0.9 - -2.0 - -2.0 -3.7 - Frm -1.1 - - - - -1.4 Fret 0 3 - - - - -2.4 - Frm - - - 0.8 - Frm - - - - - 6.4 - Frm - - - - - 5.1 - A Frm -0.1 - 0.1 - 0.1 - 0 Frm - - - - 0.4 Fern 0.1 - -0.1 - -0.1 - Fnn - - - - - -0.4 - Brc 1.0 - - 1.5 - -5.0 - Brc 1.0 - - - - -0.1 - Bre 0.4 - - 1.5 - -3.7 - Ore 0.4 - - - - 1.2 Brc 1.0 - - 1.5 - -5.1 - Brc 10 - - - -0.4 - Brc 0.4 - - 1.5 - -3.8 Brc 0.4 - - - - 0.9 Brc 1.3 -2.7 Brc - - - - - 2.6 - Wall: 4 at: 89/0/0 Frame ID LBeam Values shown arc resisting forces of the foundation. Reactions - Unfnctored Load Type at Frame Cross Section: $ File: Fast -Track DI i Frame Post & Bann Date: 7/14/2009 Time: 1:48:29 PM Page; 25 of 26 Version: 7.1f X -Loc Grid Ha left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mrs) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 0/0/0 1.1 13 1.0 45 - - - 0.4 50 C — O N C c0 a0 nj 22 - - - - 10/0/0 - - - - 2.0 12 2.2 11 2.7 15 1 - - - - 35/0/0 ca - 1.5 45 2.0 12 2,2 11 4.1 62 1 - - - - 45/0/0 2.5 49 1.1 14 - - - - 3.4 66 53 - - - - VP.:IiiJ1tt]IkJii , Maximo, t Combined Reactions Summery with Factored Loot s - Framing Note: All reactions based on 2nd order structura analysis using the Direct Analysis Method Bracin DLR 09 -9024 Date: 7/14/2009 Time: 1:48:29 PM Page: 26 of 26 a X -Loc 35/0/0 45/0/0 Grid Description 5 -B Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. S A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions, File: Fast -Track Version: 7.1f Dodds Consulting Engineers Prepared by: Approved by: Date: DCE Project: REVIEWED FOR CODE COMPLIANCE APPROVED JUN 17 2010 City of Tukwila B UILDING nIVISInN TECHNICAL INFORMATION REPORT FOR CUTTING SPECIALISTS TUKWILA INDUSTRIAL BUILDING SE 1/4, SECTION 14, TWP 23N, R4E, WM CITY OF TUKWILA, WASHINGTON CITY OF TUKWLA APR 0 9 2010 PERMIT CENTER Bruce J. Dodds Bruce J. Dodds, P.E., P.L.S. November 2009, Revised April, 2010 20903 4205 -148th Avenue N.E. Suite 104 Bellevue, WA 98001 Tel. 425.861.4928 FILE COPY RECEIVED Af✓ l 13 [010 TUKWILA PUBLIC WORKS Fax. 4 .881.5966 O R R C T I O N 1 TRH I. PROJECT OVERVIEW II. PRELIMINARY CONDITIONS SUMMARY III. OFF -SITE ANALYSIS AND DRAINAGE COMPLAINTS IV. RETENTION /DETENTION /WATER QUALITY ANALYSIS AND DESIGN V. CONVEYANCE SYSTEMS ANALYSIS AND DESIGN (Not Applicable) VI. SPECIAL REPORTS AND STUDIES Soils Report. VII. OTHER PERMITS (Not applicable) TABLE OF CONTENTS VIII. ESC ANALYSIS AND DESIGN (Not Applicable) IX. BOND QUANTITIES WORKSHEET, RETENTION /DETENTION FACILITY. SUMMARY SHEET AND SKETCH (Not included in initial application submission) X. MAINTENANCE AND OPERATIONS MANUAL. (Not Applicable) I. PROJECT OVERVIEW SITE LOCATION This project is situated on a 7500 square foot (0.17 acres) parcel lying north of S 143" Place. A vicinity map, site photo, 8 -1/2 x 17 pre - construction topography survey, and a TIR worksheet follow this page. SITE DRAINAGE CHARACTERISTICS Drainage from this site flows south to the surface of S. 143`' Place where it travels over the road surface to the west to vacated Maul Avenue then southerly to a catch basin situated just north of S. 144 Street. From the catch basin, the flows enter an 8" pipe discharging into a manhole 10 feet to the south. This manhole is an angle point for a 36" concrete pipe that extends to a flap valve approximately 600 feet to the east at the Duwamish River. The site currently contains in excess of 2750 sq. ft. of impervious asphaltic concrete pavement. Within the previous year, a residence on the site was demolished and the debris from the demolition removed from the site leaving bare soil. The house footprint (visible in the photo) was in excess of 2000 sq. ft., leaving 2,750 sq. ft. at most of pervious surface on the site which is also the most new impervious surface that could be added to the site. Since the proposed building will occupy approximately 3800 sq. ft., this project is exempt from both detention and water quality requirements of the KC 1998 SWMM in that less than 5000 new impervious surface will be added to the site and less than 5000 sq. ft. of pollution generating surface or adjacent pollution generating surfaces drain to and/or from the site. The site does qualify for drainage review however, in that a 12" diameter culvert is proposed for the street improvements. STREET IMPROVEMENT NOTE: The plans recommend that curb, gutter and sidewalk improvements be constructed in conjunction with those planned for Tukwila Project No. D08 -182. The reason for this is that without the extension of the D08 -182 street drainage system, construction of these improvements contemporaneous with the subject project would necessarily create pockets of "undrainable" areas on both the east and west ends of the gutter because of the existing street grades which must be matched with the roadway east and west of the project. For example, observe that the centerline grade on the west side of the project is 24.59 and at the east end of the project is approximately the same within a couple of hundredths of a foot. The existing grades opposite those points at the proposed gutter lines are either equal or as much as 0.3 feet higher. To build a crown into the road would require the grades at those points to be .3 foot lower assuming one holds the existing centerline grade resulting in points that could not drain to a depth of over a half a foot. Raising the centerline by a half a foot does not solve the problem because the existing road surfaces to both east and west of the project would need to be rebuilt causing drainage problems to the east of the site. II. PRELIMINARY CONDITIONS & REQUIREMENTS SUMMARY There are no preliminary conditions for this project except those standard requirements in the 1998 SWM Manual. SEMI RIM 23.42 COG SE -NW l :.l E 6'CP N 11.6 E 8'CP E 18.• E RCP ESE 11 5 ! I P `0 O NET BOLT BE ' NL8ER & 'VILE 1 ELEV. - 26.3N y I ! I ! GRAVEL I I 1 ) I - I , s-I, p 12) I --j1-' Opp I I / BLOCK 1/7 1 , -7 ' N ILLIV AN'S SEATTLE 'IsARDEN T3AC T S / ' ") L. 1 1, ",f . 24/ 4 I I • A\ I ,, 53,9 I I I I I L= 47.2C' \ ( R= 2936.33' I I G= O'S5'i6'� I / I t I GRAVEL ART SEINER- \ PER REC / \ \ 0210001488 / 3 87 \ 1060.00' / G= 717'26; L !TED R CU C 1 \\\ G\ FOUND DU DI MONUMENT N MONUMENT en /ps I - 4- _I_ _ + I GRAPHIC SCALE -NI • I♦%MI ( IN FEET ) 1RP6 4 20 TL ,a I —{24)_ I RE I� + :P 351x' S ' 81'23'2" El 60 .00. AN CTOH A n. -(-e6+ _ THE , JMP 1 e d Z '14 .a V SE 1/4 SEC 14, TWP 23N, RGE 4E, W.M. A/C ( STORY MEIIAL SHOP A ' FE 5.6 FFE I 1 0,1 010 25.17 I I I I ! I 1 I I I DOTE BENCHMARK - G' ry �l I SET RR SPIKE IN W _I -- - —_ I SCE UTILITY POLE ELEV - 26.20 - _ = • VICINITY MAP LEGEND NO SCALE (ARAN) ABANDONED A/C ASPHALTIC CONCRETE _______ T_^_ EDGE OF ASPHALTIC CONCRETE ADS PLASTIC PIPE BUILDING LINE 22 CATCH BASIN CI CAST IRON CC CONCRETE CURB CC&C CONCRETE CURB & CUTTER CP CONCRETE PIPE CAP CORRUGATED METAL PIPE - CONCRETE SURFACE CON CONIFEROUS TREE DEC DECIDUOUS TREE DI DUCTILE IRON EC ELECTRICAL CONDUIT (BURIED) EEC EXTRUDED CONCRETE CURB ET ELECTRICAL TRANSFORMER EV ELECTRICAL VAULT B FOUND SURVEY MONUMENT 0 O o 0 FENCE UNE (CHAIN LINK) c P o o FENCE UNE (W000) d FIRE HYDRANT FDC FIRE DEPT. CONNECTION FFE FINISHED FLOOR ELEVATION FO FIBER OPTICS (BURIED) FOUR FIBER OPTICS MANHOLE G GAS MAIN ▪ GAS METER O OAS VALVE ▪ GUARD POST & HANDICAPPED PARKING IP IRON PIPE B AINCTON BOB LIGHT POLE D/H OVERHEAD (P) PAINTED P S. PARNING SPACES RVC POLYVINYL CHLORIDE • POST INDICATOR VALVE (R) RECORD DATA RFE ROOF ELEVATION S5 SANITARY SEWER 9 SANITARY SEWER MANHOLE SIGN SD STORM DRAIN Q STORM DRAIN MANHOLE STEW STEEL WRAPPED TE T ELEPHONE CONDUT (BURIED) TMH TELEPHONE MANHOLE TRAFFIC FLOW - UTIUTY POLE W WATER MAIN ® WATER MANHOLE B WATER METER N WATER VALVE SITE NOTES SITE ADDRESS: 6238 SOUTH 143RD PLACE TUKAILA, WA 98168 TAX ACCOUNT NO.: 336590- 1700 -05 ZONING: C/1 ZONE ZONING AGENCY- CITY OF TUKWILA DEPARTMENT DF COMMUNITY DEVELOPMENT 6300 SOUTH CENTER BOULEVARD TUKRALA, WA 98188 (206) 431 -3870 FAA: (206) 431 -3665 SE TBACK5: CURRENT SETBACK REQUIREMENTS SUBJECT TO SITE PLAN RENEW. CURRENT SETBACKS NAY DIFFER FROM THOSE IN EFFECT DURING DESIGN/CONSTRUCTOR OF EXISTING IMPROA AIENTS. FLOOD ZONE: TWO SITE ARREARS ON NATIONAL FLOOD INSURANCE RATE MAP. DATED MAY 16, 1995, COMMUNITY PANEL NO. 53033C0957F. AND IS SITUATED IN ZONES 'A AND "ACT ZONE 'X' IS AREAS OUTSIDE THE 500 -YEAR FLOODPLAIN. ZONE 'AE IS A SPEDAL FLOOD HAZARD AREA INUNDATED BY THE 100 -YEAR FLOOD WITH A BASE FLOOD ELEVATION OF 18 FEET. HORIZONTAL DATUM: NORTH AMERICAN DATUM OF 1963/91 (MAD 83/91) AS PUBLISHED BY THE CITY OF SEATTLE. WASHINGTON COORDINATE SYSTEM - NORTH ZONE COORDINATES ARE GRID. COMBINED FACTOR - 1.00000978 VERTICAL DATUM: NORTH AMERICAN VERTICAL DATUM Or 1988 (NAND 88) AS PUBLISHED BY THE CITY OF SEATTLE ;RAPID STATIC GLOBAL POSITIONING IECHNIOUE). VERTICAL DATUM EQUATION: I. ADD 345 FEET TO EQUAL OLD CITY OF TUKWILA DATUM (CITY OF TUKWILA BENCHMARK D3). 2. 'CHISELED 50UARE ON SOUTHEAST CORNER OF CONCRETE BASE OF LIGHT STANDARD 50 FEET +/- 501)114 OF SOUTH 144TH STREET ON EAST SIDE OF INTERURBAN AVENUE SOUTH' (23.3 FEET). 3. ADO 343 FEET TO EQUAL NATIONAL GEODETIC VERTICAL DATUM OF 1929 AS PUBLISHED BY METRO - MUNICIPALITY OF METROPOLITAN SEATTLE SEWER PROJECT - 'SOUTHERN TRANSFER/INTERURBAN PROJECT'. AREA: SITE AS SHOOT CONTAINS 7,500 SQUARE FEET DR 0.172 ACRES. MORE OR LESS. PARKING SPACE 'COUNT. PARKING SPACES TOTAL 0 INCLUDING 0 HANDICAP ACCESSIBLE SPACES. SUFIS ' BURIED UTUTES ARE SHOWN AS INDICATED CN RECORDS MAPS FURNISHED BY OTHERS AND VERIFIED WHERE POSSIBLE BY FEATURES LOCATED IN THE HELD. WE ASSUME ND UABIUTY FOR THE ACCURACY OF THOSE RECORDS. FOP THE FINAL LOCATION OF EXISTING UTILITIES IN AREAS CRITICAL TO DESIGN CONTACT THE UTILITY OWNER /AGENCY. TELECOMMUNICATONS/F1BER ODIC DISCLAIMER: RECORDS OF UNDERGROUND TELECOMMUNICATIONS AND /OR FIBER OPTIC LINES ARE NOT ALWAYS AVAILABLE TO THE PUBUC. BRH HAS NOT CONTACTED EACH OF THE MANY COMPANIES, IN THE COURSE OF THIS SURVEY, WHICH COULD HAVE UNDERGROUND LINES WTHW ADJACENT RIGHTS -OF -WAY. THEREFORE. BRH DOES NOT ACCEPT RESPONSIBILITY FOR TOE EXISTENCE OF UNDERGROUND TELECOMMUNICATIONS / 1BER OPTIC USES WHICH ARE NOT MADE PUBUC RECORD WITH THE LOCAL .A/RISDICTIUN. AS ALWAYS. CALL 1 -B00 -424 -5555 BEFORE 'CONSTRUCTION. UTUTY PROVIDERS: SANITARY AND STORM SEWERS: CITY OF TUKYILA PUBLIC WORKS DEPARTMENT 6300 SOUTH CENTER BOULEVARD TUN VALA, WA 98168 (206) 433 -0179 WATER: air OF TUKWILA WATER DEPARTMENT 600 MINKLER BOULEVARD TUKWILA, WA 98188 (206) 433 -0179 GAS AND POWER: PUGET SOUND ENERGY 350 1 AVENUE NE BELLFATE, WA 98004 (206) 4 25 -2000 (B88) 225 -5773 TELEPHONE: QWE5T LOA GROUP PO BOX 625001 UTTLETON. CO 80 (B00) 526 -3557 DESCRIPTION: PIE SOUTHWESTERLY HALF OF LOT B AND THE WESTERLY 20 FEET Or THE SOUTHWESTERLY HALF OF LOT 9, BLOCK 17. HILLMAN'S SEATTLE GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 11 OF PLATS. PAGE 24, IN KING COUNTY, WASHINGTON. TILE REPORT REDT_R£NCE: THIS SURVEY WAS CONDUCTED ACCORDING TO THE DESCRIPTION SHOWN, FURNISHED BY CHICAGO TITLE INSURANCE COMPANY, COMMITMENT NO, 1294831, DATED SEPTEMBER 22, 2009. THE EASEMENTS SHOWN OR NOTED HEREON RELATE TO THIS COMMITMENT. NOTE: EASEMENTS CREATED OR RESCINDED AFTER TY'S DATE ARE NOT SHOWN OR NOTED HEREON. TITLE REPORT SCHEDULE B EXCEPTIONS: NONE NOTED CR SHOWN. CERTIFICATION: SURVEY IDENTFICA PON N0: REGISTERED LAND SURVEYOR NO.: 28072 SURVEYOR'S ADDRESS 4 COMPANY: 2006137.04 BUSH. ROED & HITCHINGS. INC. 2009 MINOR AVENUE EAST SEATTLE. WA 98102 -3513 TELEPHONE: (208) 323 -4144 U z xoa,= CC YOnJ O nn I o > eW NOO z .. j . Q F w w Z w LL1 _Z g C.J z J 2 3 N = 1 � U N o,<im N W 41•040 by JAL K 1 " =20' oN.AAAp Ay JJM 10/09 PR ro. 2006137.04 ' U :LLDDL20081371dAwU(SSUR- R7.TIwp, 1028!2009 11:32.37 AM ARY SEWER PER REC 02.000 3.57' \ \\ /R= '060.00' \_y / 3, =1'17'26'; ED R CUR GRAVEL 4- 0 I 1 i t I 1 I I n4. I 4-1 I 3 10 1 N + A RE c NI IN ■45E O W. 3. PER - R EC M0. 655763 x+ ( DIP' GRASS + 1 1 1 I I I I 1 I I 1 I \ I I I 1 .� I L= 47.20' 1 \ ( R =2936 33' / A=0"55 \ < \ � `�� ry- / 1' \ 4 \\ N 7 � CT'V N s A• A' - 1 ' I I I L I 1 LOCK 1i7 i Ni'LLMA SrATTLE HARDEN TRACTS , ; ,, , \\ l l ' 'L. 11, IP. 24�,��' 1 1 y I 1 1 ) �--------- 4 �ARCEL��B \ ,. FOUND PU +' • 1h BRASS DI ON*[ MONUMENT I 5;,. M 8/ \\ TY \ - \\ Y 'P )17 0.6 7 \--051TE TOP - .A_BER 1 ti +�T ELEV. - i Z GRAPHIC SCALE ( IN FEET ) 1 inch •• 20 (1. - SE 1/4 SEC 14, TWP 23N, RGE 4E, W.M. P 1 co 0, RFE 3 818 35.1 + I S 81.23' E I I ml 010 I 1 /I 1-STORY ET/Al 5802 6 0.00; COVERED STORAG I I '7' •/C 1 7 FE 5.6±1 FFE 25.17 11 e iE BENCHMARK SET PR SPIKE IN _ _ 1 SIDE UTLTY PaE 1 (ABAN) ABANDONED A/C ASPHALTIC CONCRETE TZET.4_,M EDGE OF ASPHALTIC CONCRETE ADS LEGEND EiD C 0000 CP GNP CON DEC DI EC EGG ET EV B VICINITY MAP NO SCALE PLASTIC PIPE BUILDING UNE CATCH BASIN CAST IRON CONCRETE CURB CONCRETE CURB & GUTTER CONCRETE PIPE CORRUGATED METAL PIPE CONCRETE SURFACE CONIFEROUS TREE DECIDUOUS TREE DUCTILE IRON ELECTRICAL CONDUIT (BURIED) EXTRUDED CONCRETE CURB ELECTRICAL TRANSFORMER ELECTRICAL VAULT FOUND SURVEY MONUMENT •� -�:.�• FENCE LINE (CHAIN UN() FENCE LINE (W000) r} FIRE HYDRANT FOC FIRE DEPT. CONNECTION FFE FINISHED FLOOR ELEVATION FO FIBER OPTICS (BURIED) FOMH FIBER OPTICS MANHOLE O GAS MAIN • GAS NETER 10 GAS VALVE GUARD POST HANDICAPPED PARKING IP IRON PIPE ® JUNCTION BOX LIGHT POLE 0/H OVERHEAD (P) PAINTED PARKING SPACES PVC POLYVINYL CHLORIDE • POST INDICATOR VALVE (R) RECORD DATA REF ROOF ELEVATION SS SOOT AR7 SEWER 0) SANITARY SEWER MANHOLE SON SD STORM DRAIN m STORM DRAIN MANHOLE STW STEEL WRAPPED TC TELEPHONE CONDUIT (BURIED) TMH TELEPHONE MANHOLE - TRAFFIC FLOW ▪ UTIUTY POLE W WATER MAW O WATER MANHOLE 8R WATER METER WATER VALVE SITE NOTES SITE ADDRESS: 8238 SOUTH 143RD PLACE TUKWILA, WA 68188 TAX ACCOUNT NO.: 336590- 1700 -05 ZONING: C/1 ZONE ZONING AGENCY: CI11 OF 108841A DEPARTMENT Of COM4UNITY DEVELOPMENT 6300 SOUTH CENTER BOULEVARD TUKWILA. WA 96158 (206) 431 -3670 FAX: (206) 831 -3665 SETBACKS: CURRENT SETBACK REQUIREMENTS SUB,CT TO SITE PLAN RENEW. CURRENT SETBACKS 1.4A7 DIFFER FROM THOSE IN EFFECT DURING DESIGN /CONSTRUCTION OF EXISTING 144PRO0EMEN T5. FLOOD ZONE. THIS MI APPEARS ON NATIONAL FLOOD INSURANCE RATE MAP, DATED MAY 16. 1995. COMMUNITY PANEL N0. 53033009577, AND IS SITUATED IN ZONES 'X' AND 'AE'. 20NE 'X' 15 AREAS OUTSIDE THE 500 -YEAR 7100071AIN. ZONE 'AE' IS A SPECIAL FLOOD HAZARD AREA INUNDATED BY THE 100 -YEAR ROOD WITH A BASE FLOOD ELF VA0OR OF 16 FEET. HORIZONTAL DATUM: NORTH AMERICAN DATUM OF 1983/91 (MAD 63/91) AS PUBUSHED 97 THE CITY OF SEATTLE. WASHINGTON COORDINATE SYSTEM - NORTH ZONE COORDINATES ARE GRID. CON81NE0 FACTOR . 1.00000976 VERTICAL DATUM: NORTH AMERICAN VERTICAL DATUM OF 1988 (NAND 88) AS PUBLISHED BY THE CITY OF SEATTLE (RAPID STATIC GLOBAL POSITIONING TECHNIQUE). VERTCAL DATUM MAIM: 1, ADD 345 FEET TO ECU Al. OLD CITY OF 11.1KWILA DATUM (aTY OF TUKWILA BENCHMARK 03). 2. 'CHISELED SQUARE ON SOUTHEAST CORNER OF CONCRETE BASE OF UGHT STANDARD 50 FEET +/- SOUTH OF SOU1N 144TH STREET ON EAST SIDE OF INTERURBAN AVENUE SOUTH' (23.34 FEET) 3. A00 5.43 FEET TO EOU'AL NATIONAL 000DETC VERTICAL DATUM OF 1929 AS PUBUSHED 0' R4E1R0 - MUNIOPAUT+ OF METROPOLITAN SEATTLE SEWER PROJECT - 'SOUTHERN TRANSFER/INTERURBAN 780,0cY. AREA: SITE AS SHOWN CONTAINS 7.500 SCUARE FEET OR 0.172 ACRES. MORE OR LESS. PARKING SPACE COUNT. PARKING SPACES TOTAL 0 INCLUDING 0 HANDICAP ACCESSIBLE SPACES. SUBSTRUCTURES BURIED 000105 ARE 080WN AS INDICATED ON RECORDS MAPS FURNISHED BY OTHERS AND IE.RIFIED 'WHERE P05981E BY FEATURES LOCATED IN THE FIELD. WE ASSUME NO LABILITY FOR THE ACCURACY DP THOSE RECORDS. FOR THE FINAL LOCATION OF EXISTING UTIUTIES IN AREAS CRITICAL TO DESIGN CONTACT THE UTIU TY OWNER /AGENCY. TELECOMMUNICATIONS/FIBER OPTIC DISCLAIMER: RECORDS OF UNDERGROUND TELECOMMUNICATIONS AND /0R FIBER OPTIC ONES ARE NOT ALWAYS AVAILABLE TO THE PUBUC. BRH HAS NOT CONTACTED EACH OF THE MANY COMPANIES, IN THE COURSE OF THIS SURVEY, WHICH COULD HAVE UNDERGROUND UNES WITHIN ADJACENT RICH 1 5 -OF-WAY THEREFORE, BRH DOES NOT ACCEPT RESPONSIBIUTY FOR THE EXISTENCE O UNDERGROUND TELECOMMUNICA DONS/FIBER OPTIC UNES WHICH ARE NOT MADE PUBUC RECORD WITH THE LOCAL JURISDICTION. AS AL NAYS, CALL 1- 800 -424 -5555 BEFORE CONSTRUCTION. UTILITY PROVIDERS SANITARY AND STORM SEWERS: an. OF 1110WILA PUBUC WORKS DEPARTMENT 6300 SOUTH CENTER BOULEVARD TUKWILA. WA 96188 (206) 433 -0179 WATER: 007 07 TUKWILA WA 7ER DEPARTMENT 600 MINKLER BOULEVARD 10601111*. WA 98188 (206) 433 -0179 G AS AND POWER: UGET SOUND ENERGY 355 110TH AVENUE NE BELLEVUE. WA 08004 (206) 425 -2000 (888) 225 -5773 TELEPHONE: OWEST LOA GROUP PO BOX 625001 1100.0TON. CO 80182 (800) 526 -3557 DESCRIPTION: THE SOUTHWESTERLY HALF OF LOT B AND TIE WESERLY 20 FEET OF THE SOUTHWESTERLY HALF OF LOT 9. BLOCK 17, HILLMAN'S SEATTLE GARDEN TRACTS. ACCORDING TO THE PLAT THEREOF. RECORDED IN VOLUME 11 OF PLATS, PAGE 24, IN KING COUNTY, WASHINGTON. OTLE REPORT REFERENCE: THIS SURVEY WAS CONOUCTW ACCORDING 10 THE DESCRIPTION 5NOWN. FURNISHED BY CHICAGO 71012 INSURANCE COMPANY, COP.P1MENI N0. 1294831, DATED SEPTEMBER 22. 2009. THE EASEMENTS SHOWN OR NOTED HEREON RELATE TO THIS COMMITMENT. NOTE: EASEMENTS CREATED OR RESCINDED AFTER THIS DATE ARE NOT SHOWN OR NOTED HEREON. 011E REPORT SCHEDULE 6 EXCEPTIONS: NONE NOTED OR SHOWN. CER771047ON: SURVEY IDEN MCA TION NO.: RE751ERED LAND SURVEYOR NO.: 28072 SURVEYOR'S ADDRESS R COMP ANY: 2006137.04 BUSH, ROED 0 1811CHING5. INC. 2009 MINOR AVENUE EAST SEATTLE, WA 98102 -3513 TELEPHONE. (206) 323 -4 61 (-3 Z WMI M JAL N. A40 9Y JJM wait Awe 1 " =20' 10/09 pe .P. 2006137.0 U :1LDD120081371dwp0CS- SUR- R7.dwp, 10/28/2009 11:32:37 AM Course o O 0.0 ° ° � • ° Golf 4 Black Qu ..�i 1 •0 a 111 . a lava as C -1 a C2) a a a a� ` a © El a a (a ti [IOU r ` VICINITY MAP t 1 +l 11 f ad Toyvers 52 60 180 000 FEET 5' 58 SITE y makes no warranties or . exp Q ress thipbart adiot cu1ac�f. • • - - -_ - af' 'ED the use of sudi Infofmation. mm This dooed'b not for use as a swvey pntdixt. Wing Sh80 not be liable for any general. . incidental. or consequential damages tnctudhig, but not tnfocmalion this '�� by mitte CG of King qty � UIB bIt01TI1 100t1b1} on lhl9 Rte. My sale Of this map cc Cate: 10292009 Source: King County IMAP - Property Information (htlar//www.metrokcgov/GISAMAP) Part 5 ::SITE :; COMMUNITY'AND:DRAINAGEBASIN' Community - 1 V 1 ,4.iJkL- Drainage Basin 5 t∎.> --�` ,�. 1VLR 1 ► ) W A M 151-1 t V6•R 1 1 1 1 1 King County Department of Development and. Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part .t° PROJECT :OWNER; AND PROJECT ENGINEER Project Owner Cul in,5 U Ad ress S . 4- "FL l V r<A (loco 24-� 49 I I oject Engineer Company000,7sScA.ZIW.ENGRS Address/Phon0 * E l - 4928 part 3 TYPE :OF PERMIT :•APPLICATION . Subdivison Short Subdivision Grading ercial Other ' Part 2 PROJECT LOCATION AND DESCRIPTION: Project Na (NG, -JALIC S INQUSTQ)AL- iAszi Location Township 23 N _ Range 4 e , Section 1 4" -Part 4 . .'OTHER :REVIEWS 'AND PERMITS DFW HPA COE 404 DOE Dam Safety FEMA Floodplain COE Wetlands Shoreline Management Rockery Structural Vaults Other Part .6 ' SITE CHARACTERISTICS -_:: f River Stream I z 1 Critical Stream Reach n Depressions /Swales Lake Steep Slopes Floodplain Wetlands Seeps/Springs High Groundwater Table Groundwater Recharge Other Soil Type Slopes Erosion Potential Erosive Velcoties c� kL ?O R1 Additional Sheets Attached Part 8', DEVELOPMENT IMITATIONS REFERENCE Ch: 4 - Downstream Analysis t NE - 1u ^ (2..AS‘o1 - - 3 tJ0 F e Additional Sheets Attached LIMITATION/SITE CONSTRAINT Near ttr-11)f tE7 (c--to o&'rL .-rAi - Mks T E part C: REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION ✓Sedimentation Facilities /Stabilized Construction Entrance a'erimeter Runoff Control Clearing and Graing Restrictions over Practices Construction Sequence Other MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION / Stabilize Exposed Surface /Remove and Restore Temporary ESC Facilities ✓Clean and Remove All Silt and Debris Ensure Operation of Permanent Facilities Flag Limits of SAO and open space preservation areas Other 'Part 10' : SURFACE-WATER SYSTEM. Grass Lined Channel Pipe System Open Channel Dry Pond Wet Pond Tank Vault Energy Dissapator Wetland Stream Infiltration Depression Flow Dispersal Waiver Regional Detention Method of Analysis Compensation/Mitigati on of Eliminated Site Storage Brief Description of System Operation ' ? r r — ot36-- � LG ' "\ --1Aty s.f N6.w t o-AP. SUR P CtS Facility Related Site Limitations Reference Facility Limitation •: Pa .11 =': STRUCTURAL. ANALYSIS _. Cast in Place Vault Retaining Wall Rockery > 4' High Structural on Steep Slope Other :Part I2 ` EASEMENTS/TRACTS' Drainage Easement Access Easement Native Growth Protection Easement Tract Other . P:art: . 13 SIGNATUREOFPROFESSIONALENGINEER evil engi itions as o knowledg I or co er under my supervision my supervision have visited the site. Actual site served were inco • • - • into this worksheet and the attachments. To the best of he information pnuvided here " accurate. Signed/Date 10 - 29- 2000 9 III. LEVEL ONE DOWNSTREAM ANALYSIS The project's discharges into S. 143rd Place then flows on the street surface to its intersection with the now vacated Maule Avenue. From there water flows on the surface approximately 300 feet to a catch basin/inlet located on the north boundary of S. 144th St where it intersects Maule Avenue. This catch basin is connected to a channeled manhole approximately 10 feet south of the catch basin. The manhole serves as an angle point for a 36 -inch concrete pipe that drains Interurban Avenue and other land to the south. From the manhole, the 36 -inch pipe continues approximately 600 feet to the east along S. 144th Street to a flap valve situated on the banks of the Duwamish River. The City of Tukwila staff has indicated that this system has no record of flooding or other distress. IV. RETENTION/DETENTION /WATER QUALITY ANALYSIS AND DESIGN Per the explanation in "Site Drainage Characteristics" above, the site is exempt from both detention and water quality requirements owing to the fact the improvements will not meet the thresholds to trigger these requirements. VI. SPECIAL REPORTS AND STUDIES SOILS REPORT 1 •G%0' GEOTECHNICAL ENGINEERING STUDY PROPOSED PREFABRICATED METAL WAREHOUSE BUILDING 6238 S.W. 143 PLACE TUKWILA, WASHINGTON Creative Engineering Options INC. Geotechnical Engineers 1 1 1 1 1 1 IR I ready A firm practicing in the geosciences PREPARED FOR CHG BUILDING SYSTEMS INC. GEOTECHNICAL ENGINEERING STUDY PROPOSED PREFABRICATED METAL WAREHOUSE BUILDING 6238 S.W. 143 PLACE TUKWILA, WASHINGTON Glen Presid 09 -2899 October 23, 2009 Copyright Creative Engineering Options, Inc. October 23, 2009 ptions INC. A CA October 23, 2009 Mr. Charles Grouws President CHG Building Systems, Inc. 1120 S.W. 16 Street Suite A -4 Renton, Washington 98055 Dear Mr. Grouws: Creative ng eering A firm practicing in the geosciences 09 -2899 We are pleased to submit herewith our report entitled "Geotechnical Engineering Study, Proposed Prefabricated Metal Warehouse Building, 6238 South 143` Place, Tukwila, Washington. The primary purposes of this study were to evaluate and characterize the sites' subsurface soil and groundwater conditions, and to characterize the soils' potential behavior under load. Based on the limited field exploration results we were to develop geotechnical recommendations for any necessary site earthwork operations, and for foundation and floor slab design and construction, We also evaluated the sites' potential risk of liquefaction during an earthquake, and developed the site's 2006 IBC seismic characteristics. We proceeded with our services on the basis of your October 13, 2009 written authorization. It is CRITICAL that you do not rely on this brief summarization of our design recommendations to make any design or construction decision. We recommend that the owner, and each member of the design team, read the report in its entirety before making any design or construction decisions. Failure to do so could result in an unanticipated level of risk related to a design or construction element and an increased cost. It is also the client's responsibility to see that all parties to the project, including the architect, designer, engineer, contractor, subcontractor's, etcetera, are made aware of this report in its entirety, including the Limitations and Additional [Construction Observation] Services sections. Based on the observed and encountered conditions it is our professional opinion that it is geotechnically feasible to develop this property and build the proposed metal warehouse structure essentially as planned. The proposed structure may be supported on conventional spread footing foundations bearing on the carefully and thoroughly redensified in -situ native soils or, where appropriate, on a carefully and thoroughly compacted -in -place granular fill placed over the redensified native soils. We also recommend that the perimeter and interior foundations be structurally interconnected with the floor slab to create a stiff and settlement resistant platform. A concrete slab -on -grade floor is appropriate for the building, but the concrete floor must also be supported on the thoroughly redensified subgrade, or on a pad of compacted fill, crushed rock, or crushed recycled concrete. We alto strongly recommend the floor slab be reinforced with a wire mesh crack control layer and a layer of steel reinforcing bars, and poured monolithically with the perimeter and interior foundations to create an even stiffer settlement resistant platform. We also recommend that all floor slab panels be doweled together to help prevent slab flexing and edge or corner cracking under the passage of fork lift or other traffic. The shallow in -situ soils are fine grained [predominantly fine sandy silt size] soils and are generally firm, competent, and reasonably unyielding in- place. Nevertheless, in our opinion the bulk of the shallow in -situ soils are suitable for re -use as a compacted fill elsewhere on the site, if desired, but will require close and careful control of moisture conditioning. Given the flat and level site grade it also appears that little, or no, fill or backfill material will be required on this project. Based on our visual evaluation and our geotechnical computer analyses, in spite of the apparent lack of an established shallow water level, it appears to us that the site is at moderate to high risk of liquefaction, or the occurrence of liquefaction related settlement, during a relatively severe [Magnitude 7.0, or less] earthquake. Overexcavation and replacement, or controlled redensification, of the surficial two to three feet, and the use of a monolithic floor slab and foundation system should be expected to help reduce the potential for liquefaction related settlements occurring and, if they do, to help "damp out" the differential effects. Based on the reported site conditions, working on the presumption that the recommendations presented herein are closely followed, and from the reasonably positive performance of the existing asphalt pavement, we see no geotechnical reason why a minimum thickness asphalt pavement section cannot be used for the site access driveway and parking lot areas. However, in order to resist pavement damage at any [potential] loading dock area we recommend the pavement consist of a reinforced concrete pavement section. In spite of the [anticipated] generally flat and level nature of the post development site we believe the installation of appropriate drainage control measures will be an important design and construction element at this site. Drainage control measures should include foundation and separate roof down spout drainage control. It will also be necessary to implement temporary erosion control measures during construction. These measures should help prevent any sediment being flushed off the site and onto neighboring properties, or the adjacent streets. We appreciate the opportunity to provide this service and look forward to working with you during the construction phase of this project. Should you have any questions regarding this report, please call. Very truly yours, CREATIVE ENGINEERING OPTIONS, INC. Glen Mann, P.E. President gm /09 -2899 CHG Tukwila Metal Warehouse Geotechnical Report/zipCSD Ioiii'timt Inftrmatimi A6mt Your Geotecbnical' Engineering Report Subsurface problems are a principal cause of construction delays,'ost overruns, claims, and disputes. The- following - information -is provided -to help you-manage-your risks.------ — Geotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one — not even you — should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report Is Based on A Unique Set of Project- Specific Factors Geotechnical engineers consider a number of unique, project- specific fac- tors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when Is changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes—even minor ones —and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineer- ing report whose adequacy may have been affected by: the passage of time; by man -made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ — sometimes significantly — from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual 1 1 TABLE OF CONTENTS 1 09 -2899 PAGE 1 INTRODUCTION 1 I General 1 Project Description 2 Scope of Services 3 1 SITE CONDITIONS 4 I Surface 4 Subsurface 4 - General 4 I - Local Geology 4 - Soil Conditions 5 - Soil Behavior 5 I Groundwater 6 DISCUSSION AND RECOMMENDATIONS 8 I Site Preparation and General Earthwork 8 - General 8 I - Stripping and Clearing 8 - Overexcavation 9 - Redensification 9 I - Structural Fill or Backfill 10 - Fill Placement and Compaction 11 - Fill and Backfill Testing 11 I - Native Subgrade Soil Density Testing 12 - Impacts on Buried Structures 13 1 - Utility Trench Fill 13 - Fill Source Evaluation 15 - Wet Weather Construction 15 Excavations and Slopes 16 1 Conventional Spread Footing Foundations 18 - General 18 1 - Conventional Foundation Design Parameters 98 1 i- 1 - Settlement 20 - Lateral Load Resistance 21 Slab -on -Grade Floor 22 Seismic Performance 24 Liquefaction 26 Minimum Thickness Asphalt Pavements 27 - General 27 - Subgrades 27 - Pavement Sections 28 - Loading Dock Pavement Section 30 - Pavement Base Materials 31 Site Drainage 33 - General 33 - Short Term Drainage Measures 33 - Long Term Drainage Measures 34 - Roof Drainage 36 - Pavement Drainage 36 Temporary Erosion and Sediment Control 36 - Temporary Silt Filter Fence 36 - Site Surface Protection 37 - Crushed Rock entry Apron 38 - Storm Drain Protection 38 CLOSURE 39 Limitations 39 Additional Services 40 - Plan and Specification Review 40 - Construction Observation and Testing 40 - Warning! 40 APPENDIX A - Field Exploration Program APPENDIX B - Geotechnical Laboratory Testing Program APPENDIX C - Use of This Report by Others ii - ILLUSTRATIONS 09 -2899 Plate 1 Vicinity Map Plate 2 Site Plan Plate 3 Local Geology Plate 4 Typical Utility Trench Fill Plate 5 Foundation Support Detail Plate 6 Wall and Footing Drain Detail Plate 7 Typical Filter Fence Detail Plate 8 Legend Plate 9 Test Pit Logs Plates 10 and 11 Gradation Curves 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 General GEOTECHNICAL ENGINEERING STUDY PROPOSED PREFABRICATED METAL WAREHOUSE BUILDING 6238 SOUTH 143 PLACE TUKWILA, WASHINGTON 09 -2899 INTRODUCTION As requested, this report summarizes the results of our limited geotechnical engineering study for the project. To the best of our understanding, the project incorporates the construction of a new high, prefabricated metal warehouse structure occupying the bulk of the site, and construction of the associated asphalt paved access driveways and parking areas. We proceeded with our services on the basis of your October 13, 2009 written authorization. The primary purposes of our study were to explore and characterize the sites' general subsurface soil and groundwater conditions, and to supplement these data with geotechnical and geological information readily available in our library and files at the time of writing this report, including an earlier geoenvironmental report for the property immediately to the northwest of this site by Terracon. Our limited site exploration and data evaluation were used as a basis for characterization of the in- situ soils condition and performance, and for formulation of geotechnical recommendations for the performance of appropriate site earthwork operations, and for the design and construction of building foundations and floor slab, and for development of a minimum thickness asphalt pavement design section. We also evaluated the sites' susceptibility to liquefaction under seismic conditions, assessed the sites' general seismic performance and 2006 IBC design parameters, and developed recommendations for temporary site drainage and erosion control measures. The site is located approximately as shown on the Vicinity Map, Plate 1. The site and the approximate building location is presented on the attached Site Plan, Plate 2. This site plan also shows the identification numbers and approximate locations of our exploratory test pits, as well as the approximate location of a temporary benchmark. .a S 144th St 149th St S 154th PI! �'(td 52 G S 152nd PI Approximate Site 11 .. ._. �� - s , a ------ Nugget casino -- �`S r ? d • ' j { 0th k �51 c?' ' N ` � , . \Grand.Central Siiver % .'did Casino` st Dollat , ■Qi Casino (r.,- q , \/t' 4-1 5 142nd St S ? 43r ` \ �. �, . d S t > �� 9 1 ` 4:"--- t '2. 143rd pl y �c�S j411-ti- T \ ti /.V ( Location \ li `\ I - AR K 00 . Lr,' Q ,S h S 149th S � 4 9t') s .. _.S 1 i -c) E S 1 ; \ D 1 St .7._ S irt •I151stPI >1 1 • - S 153rd St\ w N f St tx) t > �+1 , ; - PA R K � �IKAWA 4 (PARK.! y T U KW I LA' PKWY 111-u RD J 2 Center la i ,,, ,, e t Fani Fun. Fun Centers Reference: Based on. the 2008 edition of the Thomas Brothers King County map number 655, grid H -3. II,— t. C V Creative Engineering Options INC A Firm Practicing in the Geosciences MINE VICINITY MAP Plate 1 1 1 Geotechnical Engineering Study Page 2 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 This report addresses the geotechnical aspects of site development only. It does not address any environmental, wetland, biological or mold related aspects of the site conditions, such as the potential presence of toxic or hazardous conditions or buried tanks, septic systems, or of wetlands or mold. If the environmental aspects of site development need to be addressed, it should be done by a suitably qualified expert under a separate contract. 1 Project Description ' We understand from our discussions with Mr. Grouws and the limited information he provided us that the current intent is to construct a high one - story, prefabricated metal warehouse building roughly centered on the western portion of the site. The 1 structure is to have a footprint of approximately forty -five (45) feet in width by eighty - five (85) feet in length. If feasible, this new structure is to be supported on conventional spread footing foundation bearing either in the generally competent and ' undisturbed native soils, or on a minimum thickness of two feet of compacted granular fill or crushed rock overlying the redensified native soils. The structure is expected to employ a concrete slab -on -grade floor which may also be formed and poured in concert with the foundations as a monolithic pad foundation. The building may also be surrounded by a new asphalt pavement for vehicular parking and material delivery. This pavement is to meet the minimum local thickness requirements. 1 Although no specific design loads are presently available to us for the proposed building, based on our experience with similar commercial construction, we estimate ' that the maximum combined building dead and live loads are not likely to exceed the following. 1 • Continuous perimeter footing loads = 2 to 3 kips per linear foot • Perimeter and interior column loads = 75 kips p ' [where applicable] • Concrete slab -on -grade floor load = 250 psf 1 1 1 Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Scope of Services Page 3 It appears that only a minimal amount of overexcavation for new building foundation construction will be required. Any such excavation is not expected to exceed about four feet in maximum depth. At this point little or no fill or backfill is anticipated on this project. Our scope of services, developed from the information provided by Mr. Grouws of CHG Building Systems, Inc., and from our review of in house geotechnical data and visual site and other available data, is designed to develop as much subsurface information from the site as possible within the imposed access, time and budgetary constraints. More specifically, our services have been performed in general accordance with the scope of services outlined in our October 12, 2009 proposal. This report has been prepared for specific application to the design and construction of the proposed new prefabricated metal warehouse facility [as described in the Project Description section of this report] project at 6238 South 143r Place in Tukwila, King County, Washington, only. It is for the exclusive use of CHG Building Systems, Inc., and their other representatives, consultants, and contractors. No warranty, expressed or implied, is made. We recommend that this report, in its entirety, be made readily available for the contractor(s) information and estimating purposes. However, this report should not be considered the sole source of geotechnical data, and provision of this report should not relieve the contractor from the responsibility for making his own site study. Our recommendations, based on our data review, site observations, and engineering analyses, are presented following the discussion of site conditions. More detailed field exploration data developed during our limited site exploration and data review, along with copies of the test pit logs, are included as Appendix A. We have also provided a brief description of the laboratory tests performed for this project and have provided copies of the pertinent laboratory test data sheets as Appendix B to this report. Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Surface SITE CONDITIONS Page 4 The roughly rectangular site is located on the northern side of South 143r Place, about two hundred (200) feet to the east of the junction with Interurban Avenue South in Tukwila, King County, Washington approximately as shown on the Vicinity Map, Plate 1, attached. The northern perimeter of the site is bounded by an existing chain link fenced asphalt paved warehouse storage yard area. To the west the site is bounded by an existing single family residence, and to the east by an asphalt paved access driveway to the above - mentioned storage yard and, beyond this, by a metal commercial warehouse building. Across the street to the south is an existing concrete warehouse structure. The site is presently unoccupied, a previously existing single family residence having been recently demolished and removed. The property is essentially flat and level and the surface is covered with either a thin layer of crushed rock or a thin vegetative cover. We found no evidence of any surficial or standing water at the time of our field study. Subsurface General: In order to more accurately evaluate the sites' in -place soil and groundwater conditions we excavated two exploratory test pits which extended to a maximum depth of about thirteen (13) feet below the existing grade. The identification numbers and approximate test pit locations are shown on the Site Plan, Plate 2. More detailed descriptions of the materials encountered at each of our test pit locations are presented on the individual test pit logs contained in Appendix A to this report. In addition, we also reviewed four geoenvironmental borings drilled on the site immediately to the west as part of an earlier study by Terracon. The following is a generalized description of the local geology and the subsurface conditions encountered in our limited field exploration. Local Geology: As part of our evaluation of this property we reviewed the local Geologic Map of the area [Geologic Map of Des Moines, Washington; by Timothy J. Walsh ; Washington Division of Geology and Earth Resources. Open File Report 87 -3; 1987] to approximately determine the general geologic nature of the in -situ materials. According to this map the site is located in an area underlain almost .7 ..\\,\)\• Fo site r \ \ a Goff \ • • Course ••• • , „.• • •-.‘ \\\). 11—•.! 7d• \ ILA • \\\ • / I . 1( S••• • ••_ •••••'•••., \•••.:••• ••.,••-• a .••• • •••, 1 t"..:', • i . .--._ • \ • , \,..•,,.:‘•• • ,..• \ -(vylla: , ( . • • P • Qa 0 .. 1 7 , , ‘...,...:\ .:••`-:\ :‘,i,.. .-. ').:,„....\-\ , , ., . ; Q lc .L,-...._..., .. . \ . -, . , i, r -------,. ! :Tel' :( ' \., ., „ 1 - (7 ,. ,..,... , 1, .. ,,..., i 4 l i l' I f f,,... ,, , , • f ' \ \ ',. ' • ., • l \ ' ,. .. , i , ,. . ., ' .. , • -,;y. .........,;,,,, . .'' --- .!1 !.. • ( .-i- , ; ii• , . . -• 00,..,■,„ • ; i \ ' ' ' - . \ 4. .".'••:::,-,, • '- \ ,. : I I —; r \ \ - • — - - • ... , • ' ' ' ---.1 V ''' -- `: t ., • 1 - •\ • • • \ or ' \ •-- t • : ' t . ' \ 1 •\ .3 . S, , .,. ' lix**- '••;•• . • . ''t,' t 1 4 '•' .)) •-•. • • , , ' "•••„, ■tr' - ". '• i f / ' el . '1. .,. N . ' • • '''' • \ ;'?' "" ', i\ \ • '. :S .._ . •..• '._,, , ..... ,, , , l f7 ?- 7 , .___'''''..----- " c 2' ''''-•:-`'.' •-:• Reference: Geology of the Des Moines Quadrangle, Washington; by Howard H. Waldron; U.S.G.S.; 1962. Creative Engineering Options INC itr. An. IiiiilliZINIMUMMICIMMIlar h Firm Practicing i/ rre Geosciences LOCAL GEOLOGY Plate 3 Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 5 entirely by the Vashon Drift Deposits [Qdv]. These soils are described as "an undifferentiated, stratified, recessional outwash sand and gravel, though locally containing silt and clay." This description is in general accordance with that developed from the soils encountered during our exploration of the site. For informational purposes we have provided a pictorial depiction of the local geology on Plate 3. Soil Conditions: Or exploratory test pits encountered roughly similar conditions. The site surface was typically covered with either about four inches of sod [grass, root matter, and organic silty sand topsoil] or four inches of approximately 5/8 -inch minus crushed recycled concrete material. Beneath this, and generally extending to the depths explored, our pits typically encountered a Tight brown to gray- brown, moist, medium dense to loose, fine sandy silt. These materials are typically classified by the Unified Soil Classification System [USCS] as a ML. Soil Behavior: Based on the exploratory data it is evident that the bulk of the in -situ soils, though predominantly fine grained in size, are granular in nature and are generally firm, competent and reasonably unyielding in -place at relatively shallow depth. They are generally considered capable of supporting the anticipated building loads without undue detriment, particularly if the new foundations and floor slab are formed and poured as a single monolithic unit. These typically medium dense sandy silt soils are considered suitable for Toad bearing purposes. Their competency may also be enhanced by controlled redensification. Based on the general grain size analysis results it appears that virtually all of the soils likely to be exposed by site clearing and /or construction contain a large amount of silt size particles. As a result these materials should be considered to be highly moisture sensitive when wet. In wet weather these soils may prove difficult to work and compact, and they could easily deteriorate rapidly under even light pedestrian traffic. Because of the granular and relatively fine grained nature of most of the site soils these in -situ materials are generally considered to be of low permeability. In our opinion, the great majority of these in -situ soils do not lend themselves to use as an infiltration medium. Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Groundwater Page 6 We found no evidence of a well established "permanent" groundwater level, or of any groundwater seepage, in either of our test pit excavations which extended to a maximum depth of roughly twelve (12) feet below the existing site grade at the time of our field exploration. However, we noted that the soils were described as being "saturated" at depths of between about twelve (12) and sixteen (16) feet in the borings drilled by Terracon on the adjacent property to the west in February 2008. In spite of this Terracon did not describe this as a "water level." Given the elevation and location of this property, and given the nearby presence of the Green River, we estimate that the regional groundwater level is typically no more than about fifteen (15) feet below the existing site grade. Thus the recorded "saturation" levels are, in our opinion, roughly reflective of a local water level. However, the water level appears to be far enough below the maximum potential depth of foundation excavation as to pose no "significant" threat to construction or foundation performance. It is important to recognize, however, that it has also been our experience that groundwater and seepage levels should not be considered static. Typically, fluctuations in the levels and rates of flow can, and often do, occur on a seasonal basis, after periods of heavy or sustained precipitation, or from surface flow from elsewhere on the property or its surroundings. In spite of this, it is or professional opinion that, providing appropriate protective measures are taken during construction, neither groundwater nor seepage should have any significant detrimental impact or affect on the proposed construction, or on the completed structure, particularly after installation of the recommended drainage control measures under normal circumstances. In the event that the nearby river were to rise significantly and overtop its banks the area will almost certainly flood. Then the local water level will be at, or above, the existing site grade and the performance of the in -situ soils and the structure cannot be accurately determined or guaranteed in any way. Any earthwork [or general] contractor should be aware of the potential for the presence of shallow "perched" water [temporary or otherwise] or seepage beneath the general building areas of this site [particularly during the wetter winter months of October through May], and the risks usually associated with the presence of Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 ' Page 7 water. He should take appropriate measures in his bid by including a contingency in his budget and schedule to accommodate the possible need to deal with groundwater and /or seepage inflow during construction Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabficated Metal Warehouse October 23, 2008 DISCUSSION AND RECOMMENDATIONS Site Preparation and General Earthwork Page 8 General: Based on our understanding of the proposed site development it appears that there is a requirement for only a small amount of earthwork to achieve the final design grade and to install the new building foundations and floor slab, and for any new utility trenches. The utility trench excavations are estimated to be up to about ten (10) feet deep, but the ultimate utility excavation depth will be field determined based on the depths of the feeder utilities in the nearby streets. In order to achieve the desired final site [foundation] grade we estimate that as much as roughly four feet of excavation may be necessary. If the foundation alignment is overexcavated, one option discussed later in this report, then up to about two feet of crushed rock or recycled concrete will be required to backfill and create a stiff and settlement resistant bridge over the redensified subgrade. The following paragraphs outline the earthwork measures likely to be involved in site development. Stripping and Clearing: The property should be stripped and cleared of all vegetation, topsoil, landscaping materials, trees, buried stumps, debris, old asphalt paving, and any other deleterious material that might detrimentally impact site excavation, utility installation, foundation, floor slab, or pavement support. Based on the limited information generated by the exploratory test pit excavations and our visual site observations we estimate that an average stripping depth of about four inches is likely to be required on this site. The owner should also be aware that a substantial portion of the property was not subject to direct in -place exploration. Consequently it is likely that greater thicknesses of unsuitable material will probably exist in some locations on the site. Because of this, we recommend that the owner provide a contingency in the budget and schedule to accommodate the risk of, and need for, additional stripping and removal of unsuitable surficial soils and deleterious materials, and their disposal. Unless desired for later landscaping purposes the stripped materials should be removed from the site and disposed in accordance with the applicable local regulations. If you wish to reuse the stripped materials they may be stockpiled on -site, but at least twenty (20) feet from any excavation of construction area. Any stockpile should be protected against the elements with a sandbagged or staked -in- Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 9 place plastic sheeting. We suggest that the perimeter of any stockpile also be provided with a pinned -in -place row of straw bales to help prevent any sediment being flushed off the stockpile and onto the site or the surroundings. Overexcavation: It currently appears that only a small amount of excavation of material is likely to be required to install the proposed new building's foundations and floor slab. We anticipate that the minimum foundation excavation depth is likely to be about eighteen (18) inches in depth, and the maximum depth to be about four feet. Utility trenches could extend to depths of as much as ten (10) feet, or even more, depending on the location and elevation of the feeder utilities in the adjacent street rights -of way. In any excavation in excess of four feet in depth that is not temporarily shored the excavation side slopes must be laid back at an appropriate gradient in conformance with the current local and OSHA safety standards (discussed later in this report). This should be expected to increase the amount of material that must be excavated, stockpiled and either replaced or reused as backfill. Excavated soils may be temporarily stockpiled away from the construction area, if desired, or they should be removed from the site and disposed in accordance with the applicable regulations. We recommend any and all stockpiles be set back at least twenty (20) feet from the top of any excavation. Stockpiled material should, wherever possible, be protected against the elements. This can be accomplished by covering the stockpile(s) with a pegged or sandbagged in -place visqueen sheeting. Only the reusable soils should be stockpiled. Any unsuitable soils should be removed from the site and disposed in accordance with the appropriate local regulations. We also recommend the installation of a straw bale or straw filled coir roll filter fence along the downgrade perimeters of the stockpiles to help prevent surface flow from the stockpiles transporting soil fines to the excavated building areas of the site, or beyond. Redensification: As mentioned earlier in this report, we recommend that all load supporting [foundation and floor slab] subgrade soils be carefully and thoroughly redensified. Redensification may be achieved by having the compaction equipment, preferably no smaller than a Bomag BPR45 /55D vibratory steel plate compactor, or an equivalently sized compactor, make a minimum of four passes. [One pass is considered to be a passage of the compactor in each direction, forwards and backwards, over the same strip of subgrade.] On this site, this redensification Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 10 process should be carried out over the whole of the "at grade" floor and the building foundation subgrade areas [the native fine sandy silt subgrade exposed by overexcavation]. If conducted under control this process should help enhance the degree of in -situ density within the upper approximately two to three feet of underlying soil. Care must be exercised so that if this process causes moisture to be "pumped up" to the subgrade surface, redensification must be halted. Structural Fill or Backfill: Although it is likely that no structural fill or backfill will be required on this project, for informational purposes, structural fill is defined as any fill placed under buildings, pavements, slabs, or any other load- bearing areas. Structural backfill is generally material placed into an excavated space, typically between a foundation, stem, retaining, or buried vault wall, and the cut soil. Ideally, but particularly for wet weather construction, structural fills and backfills should consist of a free - draining granular material with a maximum size of three inches. The material should have about 75% passing the number 4 mesh sieve and no more than 5 percent fines (silt and clay sized material passing the No. 200 mesh sieve). During dry weather any organic -free, compactible material meeting the above maximum size criterion is acceptable for this purpose. From our field observations it is our professional opinion that the great majority of the in -situ shallow fine grained though predominantly granular soils (the bulk of those materials likely to be excavated for foundations) are in a generally suitable condition for reuse as a structural fill. However, these in -situ soils are, because of their grain size and composition considered to be highly moisture sensitive. Thus, it is important that any fill source material be kept within about two points of the wet side of the materials' Modified Proctor optimum moisture content to avoid the potential reaction likely in "moisture sensitive" soils. In the event that a coarse granular "bridge" is to be developed on the redensified subgrade, the material should comprise a two to four inch minus sized crushed rock or crushed recycled concrete containing Tess than 5% silt and clay sized fines. The initial lift of this granular material should be placed over the carefully and thoroughly tamped -in -place subgrade. This tamping should be expected to "force" some of the coarse granular material down into the underlying subgrade and this is also likely to require some additional material be placed to compensate for this loss into the subgrade. Provided this process is carried out correctly this should be expected. Subsequent lifts of the coarser, angular, crushed material should then be installed and firmly tamped -in -place or compacted with a vibratory steel wheel compactor. Geotechnical Engineering Study Page 11 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Fill Placement and Compaction: Although neither structural fill nor backfill appear to be required for this project, for informational purposes it is important to understand that any Structural fill under floor slabs and footings, in utility trenches, or in pavement area subgrades should be placed in thin horizontal lifts not exceeding ten (10) inches in loose thickness for heavy compactors and four inches for hand held and operated compaction equipment [such as vibratory steel plate compactors]. Each lift should be compacted to a minimum of 95 percent of the materials' maximum Modified Proctor dry density, or to the applicable minimum City standard, whichever is the more conservative. Non Toad bearing foundation and stem wall backfill may be compacted to a lesser standard, typically to between 90% and 92% of the materials' maximum Modified Proctor dry density. As indicated above, to facilitate the earthwork and compaction process should it be required, the earthwork contractor should place and compact fill materials at, or near (typically within about two points of the wet side), the materials' optimum Modified Proctor moisture content. This should help enhance the compactibility of the materials and avoid the risks involved with wet, "moisture sensitive" soils. If fill materials are more than about three points on the wet side of optimum they will need to be dried to within about two points of the Modified Proctor optimum moisture content. This can be accomplished relatively inexpensively by periodic windrowing and aeration. Alternatively, drying can be achieved by intermixing the fill materials with ordinary portland cement powder to absorb excess moisture. In this latter case we have found that the hydration of the cement not only results in water absorption, but also develops some "concrete -like" strength within the soil and cement matrix. In our experience the soil cement matrix can sometimes generate a compressive strength in excess of two thousand (2,000) psi. If this option is selected, we recommend that the cement powder be intermixed at a rate of about 3% by weight of the soil. [This form of soil treatment is NOT suitable for any material to be used as a free - draining backfill.] Fill and Backfill Testing: Although there is only one soil on -site, should filling or backfilling be required additional materials may need be imported to the site. In this event we recommend that any field technician employed to monitor and test the degree of in -place compaction being achieved plot each and every Modified Proctor laboratory curve on a single "master" sheet so they form a "family" of curves. Then, each field density test should be plotted against this family to determine which of the Geotechnical Engineering Study Page 12 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 curves is applicable to the tested soil. This family of curves will also quickly indicate if there is a different material being tested so that an additional laboratory curve can be generated. This step is crucial for fill compaction control and helps to generate an economical fill placement and compaction operation. As a precautionary measures, in the event that any fill or backfill is placed and compacted on this project, we recommend that any and all structural fill and /or load bearing backfill be tested to verify that the appropriate degree of compaction is being achieved. We recommend that a minimum of one test be conducted in every one hundred (100) cubic yards of fill or backfill, or one test per one hundred (100) square feet of compacted fill or backfill surface, whichever generates the greater number of tests. Where a fill or backfill is placed in more than one layer of thickness it is crucial that each layer of the fill or backfill be tested. We recommend that in utility trenches the frequency of testing should be the same as described above. Whilst this testing program sounds onerous the reality is that the owner will be employing an accredited testing agency to observe the fill placement and compaction process and to perform these in -situ tests. Typical practice is for the testing agency to bill the owner for a minimum amount of time, generally two to four hours, regardless of the time actually spent on the site. In our experience each in- place density test with a nuclear density gauge takes a maximum of about three to five minutes to complete. Even if the field technician will be on -site for only one to two hours it should not be difficult to have him [or her] perform between eight and fifteen (15) tests during each site visit. We recommend that the owners' contract with the testing agency make it clear than a potentially significant number of in -place density tests will be required. We also strongly recommend that each in -situ density test be approximately located horizontally and vertically with respect to a "fixed" and relocatable point on the site, such as the existing street edge or an existing manhole structure. In this manner it should be possible to show with a reasonable degree of accuracy the comprehensiveness of the fill or backfill testing, and to depict a "density profile" through the backfill. This can be an important element in the event there is a problem with the fill or backfill performance and any subsequent litigation. Native Subgrade Soil Density Testing: It is important that the owner recognize that in -place density testing of the subgrade created in the "native" [undisturbed] Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 13 fine sandy silt soil is unnecessary and inappropriate. If the native soil is tested it is virtually certain that the results will indicate a "failing" degree of compaction. This does not mean the native soil is unacceptable for load bearing purposes, only that it is not behaving in the same manner as a compacted structural fill. Instead of performing in -situ density tests in the native soil it is usually preferable to have the geotechnical engineer probe the subgrade with a small diameter steel rod. The magnitude of rod penetration, coupled with the engineers' visual evaluation of the nature and condition of the exposed subgrade soil, his observation of the compaction process, and his experience and engineering judgement, is a reasonably accurate determinator of the subgrade soils' competency. Impacts on Buried Structures: It is also important that no large or heavy compaction equipment be used within about five feet of either a foundation stem or retaining wall, or any utility manhole or catch basin structure. If large equipment is used in these areas there is a risk that excessive lateral pressures could be developed and applied to the structure by the equipment. This could lead to deformation of or damage to, if not failure of, the structure. We recommend that a small walk- behind vibratory steel plate compactor be used in these areas, and that the fill be placed in loose lifts of no more than four inches in thickness. Larger compaction equipment may be used beyond the five foot delineation point. Utility Trench Fill: The proposed redevelopment of this property may involve new utility lines being extended onto, or around, the new building area. It is our current understanding that several "live" utility lines may exist beneath parts of this site. We recommend that any and all existing utilities [such as street stub outs, existing phone, electric, sewer, water lines, and septic systems] be located and identified before any work is performed in an effort to avoid potential risk of damage during construction. If utility pipes are encountered during construction, they should be plugged or removed so that they do not provide a conduit for water and cause soil saturation and stability problems. We recommend that the owner attempt to bring any new utility line into the site by the shortest possible route available. Phone and power are available by means of overhead pole supply, but could be reinstalled as buried underground lines. However, the majority of the utilities, such as water, gas, septic /sewer, and storm drainage will most likely be underground. Cables are significantly less susceptible to settlement activity or distortion in installation. Pipes are normally more sensitive Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 because they can change shape due to inadequate support or excessive overhead loading. To avoid this possibility, we recommend that the contractor(s) make sure that each utility line is set on a suitable bedding material in accordance with the manufacturers' recommendations. Once set in- place, it is critical that adequate fill support is provided beneath the pipe haunches to help prevent pipe distortion under load, and that the fill cover within about one foot of the crown of the pipe be adequately compacted with hand operated compaction equipment. In our experience utility trench fill has been the source of the majority of post construction fill settlement problems, particularly in pavement areas. Many utility contractors do not expend any effort in placing trench backfill in thin layers, as described above, or in compacting each layer of backfill to the recommended degree. As a result, over a relatively short period the trench backfill has a tendency to settle thereby leaving a hollow or depression along its alignment. We strongly recommend that all utility trench backfill be placed and compacted in the same manner as described for structural fill above. We also recommend that the project specifications include specific mention of the need to compact the utility trench fill to the degree specified in the Fill Placement and Compaction section of this text. For informational purposes we have provided a pictorial rendition of the appropriate trench backfill requirements on Plate 4, attached. We also strongly recommend that the project specifications include the following specifics: • All utility trench fill must, at a minimum, be compacted to the degree specified in the Fill Placement and Compaction section of this text, and as reiterated on the project plans and specifications. • All utility trench backfill must be monitored and regularly tested with a nuclear density testing gauge or a sand cone device to verify that the appropriate degree of in- situ compaction has been achieved in the field. • All of the in -place density test data should be provided to the geotechnical engineer of record for the project for his review as quickly after its performance as is possible. Page 14 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LEGEND Backfill Bedding Non - Roadway Floor Slab or Areas Roadway Areas Asphalt/Concrete Pavement/Concrete Floor Slab Base Material /Slab Base Rock Backfill; compacted on -site soil or imported select fill material varies 2 feet varies varies Bedding material; material type depends on type of pipe and laying conditions. Bedding should conform to the manufacturers recommendations for the type of pipe selected. 90 Minimum percentage of maximum laboratory dry density as determined by ASTM Test Method D 1557 -78 (Modified Proctor). acv Creative Engineering Options INC. A Firm Practicing in the Geosciences TYPICAL UTILITY TRENCH DETAIL Plate 4 1 ' '1 '• _. r`Y t l � � .r� � � i • PIPE ' Ju J ^ FC. - t J Sti,:'. i •' n' 'i,� t r r ,' ' �;r + 7i:... f ,.F ° r ,1• � r r t � ^v ' j " ,t� 7 =:s,��LU,, y. J:S , �v > SYT,' .1' 1 .f V5,.. u 5 . : ":- �., r f r. 7c3� >fS,i, '<a �1^�r -;rte r z 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LEGEND Backfill Bedding Non - Roadway Floor Slab or Areas Roadway Areas Asphalt/Concrete Pavement/Concrete Floor Slab Base Material /Slab Base Rock Backfill; compacted on -site soil or imported select fill material varies 2 feet varies varies Bedding material; material type depends on type of pipe and laying conditions. Bedding should conform to the manufacturers recommendations for the type of pipe selected. 90 Minimum percentage of maximum laboratory dry density as determined by ASTM Test Method D 1557 -78 (Modified Proctor). acv Creative Engineering Options INC. A Firm Practicing in the Geosciences TYPICAL UTILITY TRENCH DETAIL Plate 4 Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 15 We also recommend that the owner insist on the performance of in -situ density testing of all trench backfills. As indicated above, this will allow for verification of the degree of in -place fill compaction achieved in the field, and should point out areas where problems might exist. When performing in -situ trench backfill density tests it is critical that the nuclear testing gauge be calibrated in the trench. If the testing technician fails to calibrate the gauge in the trench the density readings obtained are likely to be worthless. Based on recent experience, we also recommend that, if not specifically directed by the owner, all prudent utility trench contractors take it upon themselves to make sure that some form of backfill compaction verification is performed during the project. Failure to do so can result in problems with trench backfill settlement and, often, this leads to litigation. The owner might also consider including a section in the project specifications that requires the utility contractor to make good all trench backfill settlement at his cost. This should prove to be somewhat of an incentive to achieve a reasonable degree of trench backfill compaction. Fill Source Evaluation: In the event that on -site soils are to be reused as a fill, or materials are to be imported to the site, it will be necessary to evaluate the potential fill source before any material is removed and used. We recommend that the geotechnical engineer [or the accredited testing agency] be required to visit each and every potential fill source to obtain randomly selected representative samples of the potential source materials. These samples will then be submitted for laboratory testing to determine the material's maximum dry density and optimum moisture content. The source materials should be tested in general accordance with the Modified Proctor test methodology. The Maximum density and the optimum moisture content are then used in the field as a gauge to determine the approximate degree of fill compaction being achieved by the earthwork contractor. Depending on the general composition of the source materials, a gradational analysis may be appropriate to determine both the gravel and fines content. Wet Weather Construction: As indicated earlier, virtually all of the shallow in- place soils are generally fine grained though predominantly granular in nature. Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 16 Because of their high silt [fines] content, these soils are typically considered likely to be "highly moisture sensitive" in nature. There is sufficient silt content within the soil matrix that, in the event they become wet, they are likely to prove difficult to work or compact. In this case, they should be expected to deteriorate rapidly under even Tight pedestrian construction activity. To help reduce the potential negative impacts wet weather might have on these soils we recommend that earthwork during wet weather be performed in relatively small areas to minimize the exposure of the soils. All excavation and /or removal of materials should be rapidly followed by the placement and compaction of new non moisture sensitive backfill materials. It should also prove helpful for the contractor to "roller seal" any exposed surfaces to help reduce the potential for wetting and infiltration of surface water into the shallow soils. It might also prove helpful if the size and type of construction equipment be limited to help prevent soil disturbance. In our experience site disturbance can be significantly limited by the use of a trackhoe for earthwork operations. An adequately sized trackhoe can be set in one location to excavate materials and to place them into trucks without moving from its original location. This helps to minimize the amount of equipment traffic across the site as well as limiting the truck traffic activity. We also recommend that in wet weather construction all prepared foundation or floor slab subgrades be protected against the elements. This may be readily accomplished by placing a thin layer of pea gravel, crushed rock or recycled concrete, crushed railroad ballast, or even a cement and sand "mud mat" over the exposed surface. This protective layer need only be about one to two inches thick since it is primarily to prevent subgrade disturbance by the workmens' foot traffic. Excavations and Slopes As indicated earlier, site development appears unlikely to involve excavations of a depth of more than about three to four feet for foundation and floor slab installation. In spite of this we recommend both the owner and the earthwork contractor should be aware that in no case should slope heights or excavation depths, including utility trenches, exceed those specified in local, state and federal government safety regulations, particularly the OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, dated October 31, 1989. Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 17 We understand that these regulations are being strictly enforced and, if they are not closely followed, both the owner and the earthwork contractor could be liable for substantial fines. We also recommend that the owner's and contractor's attention be directed to the following local and state regulations. WSDOT Section 2- 09.3(3)B, and Washington Industrial Safety and Health Act, Chapter 49.17 RCW. Based on the observed generally granular soil conditions, and in consideration of the subsurface data generated by our study we believe that the bulk of the shallow granular fill soils may be classified as Type "C" soils in general accordance with current OSHA regulations. Thus, excavations extending down to depths of greater than four feet into the shallow fine grained and granular soils should be sloped back at a gradient of 1.5H:1 V, or flatter. Modification of these excavation slope gradients may be possible, but will be strictly dependant on the nature and condition of the materials exposed at the time of construction. Given the space available at this site, the generally competent nature of the shallow in -place soils, and the need for only shallow foundation excavations, it appears that open and sloped excavations can be safely generated. Therefore, we see no geotechnical need at this time for any temporary shoring system. If utility trench excavations are to extend to a greater depth than four feet, the utility contractor MUST legally employ a steel trench box while installing utility lines. This will help preserve the integrity of the excavation and provide a relatively safe working environment for his workmen. Failure to use a trench box could result in trench sloughing or collapse and development of a significant threat to his workers health and safety. We recommend that any buried utility installation be carried out in approximately "pipe length" segments to reduce, if not entirely avoid, the risk of trench sloughing or failure. The trench should be excavated for slightly longer than a given pipe segment and shored, the pipe installed and, as the trench excavation for the next segment is started the backfilling of the initial segment should also begin. As the shoring box is moved forwards the trench behind should be backfilled. The earthwork contractor should request that all excavations be observed by our representative to verify that conditions are as anticipated. If warranted, supplementary recommendations can then be developed to enhance stability. Such recommendations should include, but not necessarily be limited to, flattening of slopes or installation of surface or subsurface drains. Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 18 It is also critical that all exposed cut, fill or trench slope faces be protected against erosion. This can typically be managed by covering the exposed face with a sandbagged or pegged -in -place impermeable plastic sheeting. In addition, we recommend that a shallow swale or ditch be dug along the toe of any excavated slope to collect the surface water runoff. The collected water should be directed to a positive and permanent discharge, such as a nearby storm drain. Conventional Spread Footing Foundations General: As indicated earlier, it is our professional opinion that the proposed new warehouse building can be supported on conventional spread footings. These footings should either bear in the carefully and thoroughly redensified in -situ native fine sandy silt soils found at relatively shallow depth. Alternatively, and preferably, the footings should bear on at least two feet of compacted structural fill, crushed rock, or crushed recycled concrete, placed over the satisfactorily redensified in -place "native" soil. Where compacted structural fill, crushed rock, or crushed recycled concrete is used to support a structure it should extend for a minimum distance beyond the proposed building foundation perimeters equal to, or greater than, the thickness of the fill beneath the footing. Thus, if the fill is to be two feet thick, it should extend for a minimum distance of two feet beyond each foundation perimeter. This helps to avoid the risk of a lateral shear failure occurring beneath the footings. As mentioned earlier, we strongly recommend that all exposed foundation and floor area subgrades be carefully and thoroughly redensified by at least four complete passages of a vibratory steel plate or steel wheel compactor. (One passage is considered to be a pass of the compactor in each direction, forward and backwards, over the same strip of subgrade.) Conventional Foundation Design Parameters: For the proposed warehouse structure we recommend that the following geotechnical parameters should be used in design and construction of this conventional spread footing system. Maximum recommended allowable soil = 1,500 psf bearing pressure for footing with minimum Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 width of 18 inches and a burial depth of 18 inches below the final exterior grade on a redensified native subgrade, or on a compacted structural fill crushed rock or recycled concrete on a redensified in -situ soil subgrade • Maximum recommended allowable soil = 2,000 psf bearing pressure for footing with minimum width of 18 inches and a burial depth of 24 inches below the final exterior grade on a redensified in -situ native soil subgrade, or on a compacted structural fill, crushed rock or recycled concrete on a redensified in -situ soil subgrade • Minimum recommended width of continuous perimeter footings • Minimum recommended depth of burial of perimeter footings below final exterior grade • Minimum recommended lateral dimension = of column footing supporting a vertical load of < 25 kips (excluding deck loads) • Minimum recommended lateral dimension = of column footing supporting a vertical load of >25 kips = 18 inches 24 inches • Minimum recommended depth of burial = 18 inches of base of interior footings below the base of the floor slab 3.5 feet 5 feet Page 19 Because of the generally firm and competent nature of the redensified in -situ native fine sandy silt soils, given the slowly but generally increasing density with depth, and LEGEND NOTE Schematic Only - Not to Scale (Dimensions as indicated) Typical "Stiffened" Floor Slab I 1 1 r r 11 1 1 1 1 '1 I1 II 11 .I I��I I, '1 1111 11 I I L J1 1 L J 1 r 1 1 r 1 1 11 1 — l r 'I 1111 11 11 1 #4 bars --____4, 'I 1 11 I-1 L J 1 1 L _ J I I 1 4- 1 #4 bars @24" c -c both ways Typical Floor Slab Detail oopo 4o a :: 000z ao0 ° II�ooc� Q�oDao�ovoo�DodDo;4 D1) ' Redensified It 2 X #4 bars ' 'I . I °0 3u C7 :ad`' b 000 p p t0:'.O:r0.;3..(..:..:C //,,)•6<\ Subgrade • Minimum thickness of floor slab, t • Minimum depth of thickened edge, d • Minimum width of thickened edge, b • Minimum depth of central footing, h • Minimum width of central footing, c �'.�.j o: Minimum thickness of coarse, angular, crushed rock firmly tamped into redensified subgrade 2 X #4 bars • Structural Engineer to verify size, type, location of reinforcing steel and notify sizes. 1/2-inch sand layer Visqueen Vapor • ►��7p:o Barrier „6.6 b•i'C7•v: Q. = 6 inches = 18 inches = 18 inches = 12 inches = 18 inches = 24 inches Creative Engineering Options INC. A Firm Practicing ih the Geosciences "MAT" FOUNDATION DETAIL Plate 5 Geotechnical Engineering Study 09 -2899 South 143rd Place PrefalNicated Metal Warehouse October 23, 2008 Page 20 working on the presumption that all subgrade soils will be carefully and thoroughly redensified [and /or comprise a compacted structural fill, crushed rock, or crushed recycled concrete], it is acceptable to use a one -third increase in the above allowable soil bearing pressure when considering short term transitory wind and seismic loads in design. We also recommend that all perimeter and continuous interior foundations contain top and bottom reinforcing steel to help stiffen the footing and to help resist the detrimental impacts of any potential future localized soil compression and resulting differential settlement. This is of particular importance where any footing crosses a cut -to -fill transition. In our experience a minimum of three #4 or #5 reinforcing bars in the tops and bottoms of the footings are usually adequate for this purpose. We also recommend that the perimeter and interior footings be structurally interconnected as well as being formed into the concrete floor slab to form a stiff, monolithic settlement resistant platform. This form of foundation will not prevent settlement from occurring, but it will help to damp out the potentially detrimental impacts of differential movement. For informational purposes we have provided a pictorial depiction of this form of foundation support on Plate 5. If for any reason an individual column footing not integrated into the entire "monolithic" foundation system is located in a cut -to -fill transition, or is in a contact between two varying materials, and is not formed into a monolithic platform we recommend the foundation subgrade be further overexcavated until firm, competent material is exposed. The footing may then be set on this competent subgrade, or the excavation may be backfilled up to the minimum bearing elevation with compacted structural fill, crushed rock, crushed recycled concrete or a controlled density fill or lean concrete. We strongly recommend that you have the project structural engineer review and verify or modify the above foundation design recommendations. He should determine the need for, number, size and location of all reinforcement. In the event of a conflict between the above recommendations and the structural engineers recommendations the structural engineer shall govern. Settlement: On the basis of the observed site soil conditions and our engineering analyses, and working on the presumption that the foundations will bear on either the carefully and thoroughly redensified in -situ fine sandy silt soils or, alternatively, they may be supported on a compacted structural fill, crushed rock, or crushed Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 recycled concrete placed on a firm and competent [redensified] native soil, our analysis developed an estimate of the potential Toad related settlement beneath the proposed structures. In our professional opinion, based on the above, the maximum potential magnitude of settlement under the proposed combined building dead and live loads is likely to be within the building's tolerable limits. We estimate that the maximum potential settlement is likely to be of the following order: ■ Maximum estimated settlement under = < 1 inch applied building dead and live Toad for footing supported on redensified native fine sandy silt soil o Maximum estimated settlement under = < 3/4 inch applied building dead and live load for footing supported on a compacted fill, crushed rock, or crushed recycled concrete fill over the redensified in situ native subgrade • Maximum estimated differential settlement = <' /Z inch across half building length for footing supported on redensified native fine sandy silt soil or a compacted fill, crushed rock, or crushed recycled concrete fill Page 21 The owner should understand that the majority of these magnitudes of total and differential settlement should be expected to occur as the dead Toads are applied during the construction of the structures. The remainder should be expected to occur over several months after construction is completed. Providing the subgrades are prepared as recommended herein the risk of long term creep related settlements should be expected to be low to negligible. Lateral Load Resistance: Lateral loads can be resisted by a combination of passive pressures acting on the buried portions of the building foundations, or Geotechnical Engineering Study Page 22 09 - 2899 South 143rd Place Prefabricated Metal Warehouse I October 23, 2008 friction between the concrete elements of the foundations and floor slab and the underlying subgrade. For the former, the concrete must be placed neat against competent native soil or compacted structural fill. We recommend the following parameters be used in design. I • Estimated passive pressure developed = 220 pcf in soil and acting against the buried foundation element including 1.5 factor of safety for shallow foundations (neglect I upper 12 inches in design) • Estimated Coefficient of frictional = 0.24 I resistance for dense "native" silty sand soil (including 1.5 factor of safety) • Estimated Coefficient of frictional = 0.35 resistance for dense crushed rock or recycled concrete over redensified "native" silty sand soil (including 1.5 I factor of safety) As indicated above, we also recommend that, at a minimum, the upper one foot of passive pressure be neglected in design unless the soil is overlain with either a floor slab or paving. Slab - on - Grade Floor A concrete slab -on -grade floor supported on the carefully and thoroughly redensified in -place soil, or preferably on a new compacted structural fill [or crushed rock or recycled concrete] pad placed over the redensified, firm and unyielding underlying native material is acceptable for the proposed warehouse structure. Any soft, loose or disturbed soils should be carefully redensified [as described earlier] before constructing the slab. 1 1 i 1 1 1 1 1 1 Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 For the above reasons, and because of the moderately high floor slab loads, we also believe that the floor slab should be a minimum of six inches thick. We also recommend that the slab include a six by six inch wire mesh reinforcement layer at a depth of two inches from the slab surface for crack control, and that it should be reinforced in both directions. Here we recommend using #4 reinforcing bars at about twelve (12) to fifteen (15) inch centers located at three inches up from the base of the slab. In addition, we also recommend that every panel joint in the floor slab should be doweled so that any fork lift or truck traffic Toads can be easily transferred across the panel joints. Doweling of all panel joints should help prevent flexing, and thus cracking, of the panel edges and corners under the repetitive passage of warehouse traffic. The edges of the floor slab should also either be doweled or formed into the building's perimeter footings. We also recommend that the following parameter be used in floor slab design: Vertical modulus of subgrade reaction for = 100 pci concrete floor slab on redensified in -situ native soil subgrade, or on a compacted fill, or crushed rock or recycled concrete over the redensified native soil subgrade [per Table 2 -3; Floor Slabs on Ground by PCA] Page 23 Because of the potential settlement sensitivity of this floor slab we strongly recommend that the project structural engineer be requested to evaluate the above - described slab reinforcement and to either verify or modify the reinforcement requirements. In the event that there is any conflict between the above recommendations and the structural engineer's recommendations, the structural engineer shall govern. In addition, as described earlier in this report, we also strongly recommend that the floor slab be formed, reinforced and poured in conjunction with the load bearing foundations to form a stiff, monolithic settlement resistant platform. Because of the potential for the presence of underslab moisture over the long term we recommend you consider installing a capillary break beneath the slab to provide Geotechnical Engineering Study 09 -2899 South 143rd Place Prefab,icated Metal Warehouse October 23, 2008 Page 24 space for moisture vapor transmission. This capillary break should consist of at least four inches of clean, free - draining, granular material, such as coarse sand, pea gravel, 1 -1/2 inch minus washed rock, or an equivalent approved in writing by the geotechnical engineer. In any areas where moisture vapor transmission through the slab is undesirable, such as office areas where carpeting or vinyl tiles are used, we recommend an impermeable vapor barrier be installed over the capillary break beneath the slab. A 6 mil plastic membrane is typically adequate for this purpose. This membrane will help prevent moisture vapor transmission up through the slab and the associated moisture - related damage to interior furnishings and salt generation in the surface of concrete slabs. It is very important that all building utilities are installed before the capillary break and visqueen barrier are installed to avoid damaging them. Damage to either element could result in a non - functioning system and that could lead to creation of the problems this system is designed to avoid. As an additional protective measure, the owner should also consider placing two to four inches of damp sand over the membrane. This will help protect the membrane during construction and will help in curing of the concrete slab. It will also help to prevent cement paste bleeding down into the underlying capillary break through joints or tears in the visqueen barrier. Seismic Performance While we did not perform a detailed seismic risk analysis for this project, it is clear that earthquake ground motion response is a particularly important factor and that it should be carefully considered in structural design. Historically, the Puget Sound Region has been subjected to frequent earthquakes of moderate intensity. Two earthquakes that resulted in significant damage occurred in 1949 near Olympia, and in 1965 near Seattle. The April 3, 1949 earthquake is the largest recorded earthquake in the region, reaching a magnitude of 7.1. It was felt over 150,000 square miles, resulting in $25 million in damages, eight (8) deaths and many injuries. The April 29, 1965 earthquake of magnitude 6.5 was felt over 130,000 square miles, and resulted in widespread damage in the Seattle area. The area was also subjected to a Magnitude 5.0 earthquake during 1995, a 5.4 earthquake in May of 1996, and more recently a 5.9 earthquake. In addition, this Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 area was also subjected to a Magnitude 6.8 earthquake on February 28, 2001, and event that apparently generated spectral accelerations on the order of 0.20g, with no visible evidence of any related damage or deterioration. Based on seismic risk analyses we have performed for similar sites in the Puget Sound region, considering the generally firm nature of the majority of the in -situ materials, and using the criteria contained in the 2006 International Building Code [IBC] we estimate that the design horizontal ground accelerations at the site should be considered to be on the order of the following: • 0.2 second Spectral Acceleration with = 1.20g 10% probability of exceedance in 50 years ■ 1 second spectral acceleration with 10% = 0.50g probability of exceedance in 50 years The U.S.G.S. has developed a series . of more accurate spectral accelerations and these can be determined on the basis of the local zip code. For the subject site the U.S.G.S. recommends the following parameters be used in seismic design. ■ 0.2 second Spectral Acceleration with = 1.456g 10% probability of accedence in 50 years • 0.1 second spectral acceleration with = 0.649g 10% probability of accedence in 50 years Page 25 Approximate acceleration levels are only estimatable at this time for the state of practice due to complexities of the area that could include focusing and other complex concepts. 1 1 Geotechnical Engineering Study Page 26 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Based on the exploratory data it is also our professional opinion that the soil within the upper approximately one hundred (100) feet beneath this site generally fall into what the IBC describes as a "stiff soil" profile. This is a material where the Standard Penetration Test N- values are typically between fifteen (15) and fifty (50) blows per foot. Thus, according to Table 1613.5.2 of the 2006 IBC the site is considered to have the following profile designation. 1 • 2003 IBC site profile = p 1 According to Tables 1613.5.3(1) and 1613.5.3(2), respectively, the following seismic design coefficients should also be used: I • Seismic coefficient for short spectral = 1.0 1 response periods [S > 1.25], F • Seismic coefficient for 1.0 second = 1.5 1 period spectral response [S, > 0.5], F„ Liquefaction I Based on our visual observations it is evident that the shallow in -situ soils in which the new structure is to be founded are reasonably firm and competent in -situ, and that the surficial two to three feet are to be enhanced by controlled redensification at the time of construction. These fine grained [silt] soils are predominantly granular in nature, and the in -situ density appears to increase with depth. Although we did not encounter a well established shallow ground water level beneath the site, an earlier environmental study of the site immediately to the northwest found the soils to be "saturated' at a depth of about twelve (12) to sixteen (16) feet. It is possible that, under the correct circumstances, the presence of "water" might result in surging and saturating the shallow overlying soil in this area. Our [computer] analysis indicates that when considering a 0.25g horizontal acceleration factors of safety against liquefaction of 5.0, or greater, apparently exist at shallow depth for a Magnitude 7.0 or lower earthquake. However, where the saturated soils were encountered the factors of safety rapidly drop to less than 1.0 1 Geotechnical Engineering Study Page 27 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 indicating a high risk of liquefaction occurring. Because of this it is our opinion that these soils should be considered to be of moderate to high risk of liquefaction during an earthquake. We also evaluated the potential magnitude of liquefaction related settlement that might be expected to occur during a severe [Magnitude 7.0, or less] earthquake using the Tokimatsu and Seed methodology. Here our analysis indicated that settlement of up to about two and one half inches might be expected to occur on this site during an earthquake of about Magnitude 7.0. A major [Magnitude 8.0, or greater] earthquake is estimated to potentially cause up to about four inches, or possibly more, of liquefaction related settlement though it is difficult to accurately determine the actual performance of the in -situ soils at this Magnitude until after the event. Based on these analytical results it is, therefore, also our professional opinion that the risk of liquefaction related settlement of the "modified" site occurring during a severe [Magnitude 7.0, or Tess] earthquake should be expected to pose a potentially significant threat to the construction process [if the earthquake were to occur during construction], or to the completed warehouse facility. This risk can be mitigated to some degree by constructing the floor slab and foundations as a single monolithic platform as described earlier. Minimum Thickness Asphalt Pavements General: There are several important elements that need to be addressed in site access driveway, parking area, and in any potential loading dock area pavement construction, particularly the competency of the subgrade. The following paragraphs provide information regarding the geotechnical aspects of the pavement design and include our recommendations for a minimum thickness design asphalt pavement section in these areas. Subgrades: The performance of all pavements is strictly related to the condition of the underlying subgrade. If this is inadequate, no matter what pavement section is constructed, settlement or movement of the subgrade will be reflected through the paving. In order to reduce this risk, we recommend the pavement subgrades be treated and prepared as described in the Site Preparation section of this geotechnical report. Geotechnical Engineering Study Page 28 09 -2899 South 143rd Place Prefabrjcated Metal Warehouse October 23, 2008 This means that in addition to all subgrades being thoroughly redensified as described earlier in this report, at a minimum, the top twelve (12) inches of any subgrade fill should be compacted to 95 percent of the maximum Modified Proctor dry density. Below this depth [if a thicker fill is used] compaction to 90 percent of the materials maximum dry density should be acceptable. The time of construction (winter as opposed to summer) is likely to dictate if some localized, and perhaps extensive, areas of soft, wet or unstable subgrade may still exist after the redensification process. If so, overexcavation of the unsuitable materials and their replacement with a compacted structural fill (described earlier in this report), crushed rock, or quarry spalls, or "fines free" crushed recycled concrete may prove appropriate. Typically, overexcavation and removal of between about two and three feet of material is adequate for this purpose. Depending on the nature of the prepared subgrade at the time of construction, it may also be appropriate to use a geotextile to separate fresh and competent pavement base materials from the underlying subgrade soils and to help strengthen the pavement section. We recommend that contingencies be provided in both the construction budget and schedule to accommodate this potential need. In the event that a geotextile is needed for use in separating the structural fill from the driveway alignment subgrade, we recommend that a Mirafi 500X, or an equivalent approved in writing by the geotechnical engineer, be used. To achieve the benefits and maximize the geotextile's capabilities, it is also critical that the selected geotextile be installed in strict accordance with the manufacturer's specifications and guidelines. If there should be a conflict between the manufacturer's specifications and the recommendations in this report, the specifications should govern. Pavement Sections: We understand that for conceptual design purposes pavement sections are to meet the requirements of the local minimum roadway standards. We have also developed two alternative recommendations for minimum asphalt pavement sections for the proposed access drives and parking areas, one using a crushed rock base and one using an asphalt treated base. For design purposes, although this prefabricated metal warehouse would ordinarily be considered as an "industrial" facility, the "heavy" vehicular traffic usage is likely to be relatively limited in nature. Therefore, for pavement design purposes this site is being considered as a "Parking Lot" supporting between eighty -five (85) and five hundred (500) vehicles per day, of which a moderate number of the vehicles are trucks. In developing these pavement sections we have made some, we believe, Geotechnical Engineering Study Page 29 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 reasonably conservative assumptions regarding the use and lifetime of the pavement. Firstly, we assumed the "reasonable" pavement lifetime to be twenty (20) years and, based on the observed fine grained site soil conditions, we considered the subgrade condition [particularly after controlled redensification] only to be "fair." Using these assumptions we then used the Design and Specifications Manual for Pavements and Bases by the Asphalt Paving Association of Washington, 1995, to determine the appropriate minimum design pavement sections for a Residential Street. From our evaluation, and our experience on numerous similar projects, we recommend the following minimum design pavement section, and that it be constructed over an appropriately treated and prepared subgrade: ■ Three inches of Class "B" Asphalt Concrete surfacing (AC), over four inches of Crushed Rock Base (CRB) material on a fully prepared and competent [redensified] subgrade, or • Two inches of Class "B" AC surfacing over three inches of Asphalt Treated Base (ATB) material on a fully prepared and competent [ redensified] subgrade. If the pavements are to be subject to heavier truck traffic, particularly during the construction phase of the project, or if construction is to occur during the wetter winter months, we strongly recommend that the ATB base material be used. The construction traffic, which is likely to consist of concrete trucks, dump trucks and trailers, and building materials delivery trucks (timber, steel, and sheetrock) which can cause severe damage to a lightweight roadway pavement. This is of particular concern where utility trenches are located along, or across, the pavement. [This is yet another reason for making sure that all trench backfill is placed and compacted under control.] The owner should understand that the construction traffic WILL damage the ATB. This is anticipated! It is a relatively simple matter to clean up the potholes or damaged areas of the ATB and to backfill either with Asphalt or crushed rock before the final Class "B" asphalt pavement layer is installed. Material and Sieve Size Percentage of Material Passing 1 -1/4 inch 100 5/8 inch 50 - 80 1/4 inch 30 - 50 #40 mesh 3 - 18 #200 mesh 7.5 max. % Fracture 75 Sand Equivalent 40 Min Geotechnical Engineering Study Page 30 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 We also strongly recommend that you provide us with the appropriate heavy truck traffic data so that we can verify, or modify, this minimum pavement section in any of the potential traffic areas. According to the Paving Manual the CRB materials should meet the specifications for Base Course in Table 5, Requirements for Grading and Quality which is as follows: Loading Dock Pavement Section: Although there does not appear to be a loading dock for this structure, it should be understood that the loads applied to the pavement in any loading dock area will be substantially higher than in the surrounding pavement areas. This will be of particular concern if the loading dock is partially depressed and the pavement is sloped upwards from the dock, or if the loading dock traffic is to support multi axle trucks or, of even more concern, semi trailer traffic. For these conditions the pavement will be subject to high braking [shear] Toads, high tractive [shearing] Toads when truck clutches are released and the vehicles pull away from the dock [tire spin], and concentrated point loads when loaded semi trailers are set in the dock for unloading. These vehicular wheel loadings will all tend to cause damage to an asphalt pavement in the form of rutting and tearing, particularly if the asphalt becomes warm to hot in -place [as is likely in the summer months]. With a thin and /or warm asphalt pavement the semi trailer legs can easily punch through the pavement creating a "hole ", and this can even result in a trailer rolling over. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Geotechnical Engineering Study Page 31 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 In order to avoid the potential for asphalt pavement damage we recommend that the loading dock pavement consist of a reinforced concrete slab rather than an asphalt pavement. The concrete slab should extend for the full length of the loading dock and should reach out at least five feet beyond the point where truck driving axles, when the trucks begin to move, might be capable of shearing the pavement. For the loading dock pavement we recommend the following minimum concrete pavement section be used. • Six inches of Concrete with a 28 -day compressive strength of no Tess than 4,000 psi over six inches of Crushed Rock Base (CRB) material on a fully prepared and competent [redensified] subgrade. We also recommend that the concrete include a layer of six inch square steel wire mesh reinforcement set at a depth of two inches from the slab surface, and #4 reinforcing bars at fifteen (15) inch centers in both directions located at three inches up from the base of the slab. Also, if the slab is poured in more than one panel, the connections between panels must be carefully doweled to allow for load transfer across the panel joint without allowing the panel edges to deflect. The dowels should comprise a minimum of 1 -inch diameter steel bar, and each dowel should extend for a distance of at least ten (10) inches into the slab each side of the panel connection. One end of the dowel should be grouted -in -place [fixed end] and the other should be set in a sleeve to allow for [temperature and slab related] movement. Also, we recommend the dowels be set at a maximum center -to- center spacing along the interconnecting panel edges of two feet. As an additional measure you might also consider adding fiberglass thread reinforcement to the concrete mix. Please consult the project structural engineer to verify, or modify, these recommendations. Pavement Base Materials: In our opinion, assuming that the site preparation recommendations contained in this report are closely followed, either base material is acceptable. However, if construction is to be conducted in the wetter winter months (typically October through May) we recommend using the ATB option. This will not only provide a competent "blacktop" surface that will help protect the site from construction activity, but will also provide a clean, dry and competent surface on which to store and protect construction materials. It has also been our Geotechnical Engineering Study Page 32 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 experience that in spite of its slightly higher initial cost, this form of surfacing requires considerably less maintenance either during or after a winter construction period. If there is a need to use a geosynthetic mat over the subgrade, it will be appropriate to provide a thin protective layer of sand over the geotextile. This should help to avoid the potential for burning the fabric when the ATB is placed as the ATB is usually placed at a relatively high temperature. In the event that a geotextile is needed for use in separating the structural fill from the roadway alignment subgrade, as we recommended earlier, a Mirafi 500X, or an equivalent approved in writing by the geotechnical engineer, should be used. Also as indicated earlier, to achieve the benefits and maximize the geotextile's capabilities, it is also critical that the selected geotextile be installed in strict accordance with the manufacturer's specifications and guidelines. If there should be a conflict between the manufacturer's specifications and the recommendations in this report, the specifications should govern. While the use of CRB offers little advantage over the ATB from the structural viewpoint, it is significantly more susceptible to deterioration and expensive maintenance during winter use. In numerous instances the replacement of the CRB has been necessary before paving could be accomplished because construction traffic forced the CRB down into the underlying subgrade. Although the use of a geotextile can help prevent such separation and contamination of the CRB, it must be paved over before the buildings can be opened for occupation. With the ATB, it is possible to stripe and mark the material and to use it as the "pavement" so the building can be used. The ATB can be left undisturbed in -place for one or more seasons, if desired, until the great majority of any settlement - related movement has an opportunity to occur. Then, any necessary maintenance can be performed and the final AC surfacing installed. This should reduce, or avoid, the need for any significant future pavement surfacing maintenance. It is critical that the owner, or his or her designer, contact us if the site usage and traffic assumptions are inappropriate so that we can make any necessary modifications to the minimum design sections developed for this project. If we are not afforded this opportunity and the pavements are subsequently damaged we cannot accept any responsibility whatsoever. It is also crucial that the final Class "B" asphalt pavement surface NOT be installed until after the heavy construction Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabricated Metal Warehouse Site Drainage Page 33 October 23, 2008 traffic has ceased using the site. In this manner it should be possible to avoid the risk of damaging, if not destroying, the final pavement, an event that will require a costly replacement operation. General: As mentioned earlier, within the depths of our exploratory test pits we did not observe any evidence of a well established groundwater level beneath the site at the time of our field exploration. However, the earlier Terracon Environmental study of the adjacent property to the northwest did encounter what appears to be "saturated" soil conditions at a depth of between about twelve (12) and sixteen (16) feet beneath the site grade. This soil "saturation" may well be an expression of the local water level resulting from the presence of the nearby Green River. However, this "saturation" level appears to be well below the potential foundation elevations for the new warehouse building. From the encountered in -situ conditions it appears to us that neither groundwater nor groundwater seepage is likely to pose a significant threat to construction of the proposed warehouse building or the supplementary asphalt pavement areas. Regardless, we believe it is prudent and practical to install both short and long- term drainage control measures as part of project design and construction to help alleviate, if not eliminate, the potential for any long term groundwater or seepage [water] related problems. Short Term Drainage Measures: Over the short term, we recommend that the earthwork and /or general contractor be prepared to install several shallow sump pits to collect water [seepage] in utility or foundation excavations. All collected water [seepage] should be pumped to a positive and permanent discharge. [A positive and permanent discharge might consist of a nearby storm drain catch basin.] It is essential that all surface runoff be directed away from the crest line of all excavations, including utility trenches, and not be allowed to sheet flow over the exposed faces. Thus the site surface adjacent to a trench or the foundation excavation crest line should be graded so that surface water is directed away from that feature and off the construction area of the site. Water should not be allowed to stand in any area where a building or floor slab is to be constructed, on a subgrade where additional fill is to be placed and compacted, or where a pavement is to be installed. During construction, the earthwork Geotechnical Engineering Study Page 34 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 contractor should roller seal all loose surfaces at night or at the beginning of a weekend to reduce the potential for moisture infiltration into the subgrade soils. Site grades should allow for drainage away from building foundations. We suggest that the ground be sloped at a gradient of three percent for a distance of at least ten (10) feet away from a building or driveway alignment, except in areas that are to be paved where there should be sufficient gradient to initiate gravity flow away from the structure. Any excavation, including utility trench excavations, should be protected against the elements during construction. This can be accomplished by overlaying the exposed slope surface with a sandbagged or pegged -in -place visqueen barrier. Temporary site grading should be performed to create site grades that direct water away from the excavation. Long Term Drainage Measures: In the long term, perhaps the most critical element of drainage control is to install a footing drain around the buildings' perimeter foundations. This drain should consist of a perforated, rigid, smooth - walled, plastic pipe bedded on and surrounded by a free - draining granular material. The drain pipe, which should have a minimum diameter of four inches, should be placed at, or just below, the invert elevation of the foundation with the perforations facing downwards. The drain pipe should be bedded on, surrounded by, and covered with, a clean, free - draining granular backfill, such as pea gravel or a washed rock, and should have sufficient gradient to initiate gravity flow. The drain pipe must be tightlined to discharge under control into a permanent system, such as a nearby storm drain catch basin or manhole structure. Typical footing drain details are provided for informational purposes only on Plate 6, attached. We also suggest that subsurface drain line locations, if appropriate, be established during the earthwork phase of the project by our representative when seepage areas and conditions may be more clearly defined. All areas to receive these drain lines should be observed by the geotechnical engineer. Where the immigration of fines from the native soil into the above- referenced drainage material may compromise the drain, the gravel backfill should be protected by a geotextile filter cloth. We recommend the use of a Mirafi 180N, or an equivalent approved in writing by the geotechnical engineer, be used for this purpose. It is also critical that the geotextile material be installed in strict LEGEND ./ n D Slope to Drain Material and Sieve Size 3 inch 1 -1/2 inch 3/4 inch 1/4 inch #10 mesh #50 mesh #100 mesh #200 mesh Schematic Only - Not to Scale — Exterior Wall Percentage of Material Passing 100 80 - 100 60 - 90 50 - 80 35 - 65 25 - 45 10- 15 0 -3 Surface seal of native soil or other low permeability material. (Can be separated from underlying free - draining by building paper, visqueen or geotextile, at owner's discretion. Free - draining, granular backfill material meeting the gradation specification presented below. 6 -inch minimum diameter, perforated or slotted rigid concrete, metal, or plastic pipe with tight joints, with a positive gradient sufficient to generate gravity flow and provided with accessible cleanouts at regular intervals. Perforations (3/16 to 1/4 inch diameter) to be in lower half of pipe, with lower quarter segment unperforated to facilitate water flow. Slotted pipe to have 1/8 -inch maximum width slots. Must NOT be tied to roof downspout or perimeter footing drain lines. Alternative geotextile drainage fabric attached to wall after the wall has been damp - proofed. Capillary break placed beneath floor slab consisting of clean pea - gravel, 1/2 -inch minimum washed rock, or clean sand, with a minimum thckness, t, of 4 inches. Capillary break to be separated from floor slab by impermeable plastic membrane. NOTES • Minimum depth of footing burial, D = 18 inches. • Estimated thickness of impermable surface layer, S, = 6 to 12 inches. • Capillary drainage material beneath floor slab should be hydraulically connected to perimeter subdrain pipe. (Use of 2 -inch minimum diameter weep holes, as shown above, is one option of achieving this end.) • Any backfill within 18- inches of wall should be compacted with hand - operated compaction equipment only. Heavy compaction equipment should not be used within 5 feet of wall to help avoid imposition of additional lateral load on that wall which could cause wall damage. • All wall backfill should be placed and compacted in accordance with the recommendations contained in the Fill Placement and Compaction section of the attached CEO, Inc. report. • Wall drainage and backfill material should meet the following gradation requirements, unless otherwise recommended by the geotechnical engineer: 1 1.. G V Creative Engineering Options INC A Firm Practicing in the Geosciences WALL AND FOOTING DRAIN DETAIL Plate 6 Material and Sieve Size Percentage of Material Passing 4 inch 100 1/4 inch 75 - 70 #4 mesh 22 - 66 #200 mesh 5 max. Dust Ratio 2/3 max. Sand Equivalent 60 min. Geotechnical Engineering Study Page 35 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 accordance with the manufacturers' specifications. Failure to do so can result in a "failure" of the system and a voiding of any warranty or guarantee. Any buried or other [vault] retaining wall should also be provided with a drainage system similar to that described above for conventional footings. The drainage materials should extend up the full height of the buried portion of the wall to help avoid the potential for hydrostatic pressure buildup. We also recommend that the free- draining material meet the requirements of the 2006 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction, Section 9- 03.12(2) Gravel Backfill for Walls, as follows. As an alternative to a free- draining backfill, the owner may wish to consider the use of a composite drainage fabric, such as Miradrain, Delta- Drain, "J" Drain, or an equivalent approved in writing by the geotechnical engineer. This composite should be placed directly against the face of the foundation stem, or vault retaining wall (once the wall has been suitably waterproofed with bitumastic paint or other waterproofing agent) with the filter cloth facing the soil surface. The geotextile fabric "tail" of the composite should be wrapped over the basal drain line and its surrounding free - draining gravel to make a clean and direct connection. Backfill is then placed against the geocomposite covered stem or vault wall, and is compacted as it is raised back to design site elevation. This option also allows for the reuse of previously excavated on -site soil rather than an imported free - draining material and, thus, offers a small cost savings. A typical pictorial depiction of these wall drainage system elements is also provided on Plate 6. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Geotechnical Engineering Study Page 36 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Roof Drainage: Under no circumstances should any building roof down spout lines be connected to the footing drains. Although it is sometimes considered acceptable to allow roof down spouts to discharge directly onto a pavement surface in this case we recommend that all roof down spouts must be separately tight Tined to a controlled discharge. We also recommend the installation of sufficient cleanouts to allow for easy and periodic down spout drain line flushing and maintenance. It has been our experience that the most functional cleanout spacing is for one to be installed at any bend or corner in a drain system and at a spacing of about thirty -five (35) feet in straight pipe runs. This will help to keep the potential extent of drain line clogging to a small segment of pipe that can be cleared with relative ease. Pavement Drainage: One of the most critical concerns on this project will be the need to keep moisture out from beneath the asphalt pavement. Providing the asphalt pavement is of a suitable mix design and is placed correctly and adequately compacted it should present an essentially impermeable surface. This should manage to keep virtually all surface water off the underlying subgrade. As an additional measure we recommend providing some degree of slope to the asphalt pavement surface [either by "crowning" or by "superelevation "] to direct surface water flow to storm drainage control measure such as a catch basin structure. Asphalt curbing along the edges of the pavement should also help in containing water on the impermeable pavement surface and in preventing surface water access to the subgrade soils. Providing the appropriate crushed rock base material [or ATB] is used, presuming this is the final design choice, this layer should have sufficient void space to allow for [slow] cross site seepage flow. In order to promote subgrade seepage flow we recommend the surface be provided with a [crowned or super elevated] gradient towards the pavement perimeters at the time the subgrade is final graded. The roller sealed [compacted] subgrade surface should then allow any seepage to flow out from beneath the pavement section and onto the adjacent "unloaded" areas. In addition, it is also a highly practical measure to install an "edge" drain to collect any underslab seepage and to direct it, under control, to the storm drain catch basin structures. A suitable edge drain is manufactured by Ameridrain. Temporary Erosion and Sediment Control Temporary Silt Filter Fence: It is important that appropriate erosion control measures be implemented in design and construction to avoid the potential for Geotextile filter fabric Newly graded or disturbed site surface Geotextile filter fabric material 60 -inch wide rolls, use rings to attach to wire fabric Staples or wire rings (typical) II I v II II I v li Existing II I I grade I U 1 1 4 1 II _t1I \\ 1 l 2" x 4" Douglas Fir at 6'-0" o.c. No. 1 grade or better, or steel post Schematic Only - Not to Scale r 2'x galva WWFnized I� Supporting WW Su rtin post 12" 6' -0' c - c maximum 61 i 2'-6' 2' x 2" x 14 gauge galvanized welded wire fabric or equivalent 6" 2'-6" •i �• • •M�:1: • MtiAMAA • u — — — 12" 2'-6" 1 H 11 11 { Bury bottom of geotextile erosion fence material in 12' x 8' trench NOTES The filter should be purchased in a continuous roll cut to the length of the barrier to avoid use of joints. When joints are necessary, filter cloth should be spliced together only at a support post, with a minimum six -inch overlap, and both ends securely fastened to the post. The filter fabric fence should be installed to follow the site contours (where feasible). The fence posts should be spaced a maximum of six feet apart and driven securely into the ground (minimum, of 30 inches). A trench should be excavated, roughly eight inches wide and twelve inches deep, upslope and adjacent to the wood post to allow the filter fabric to be buried. When standard strength filter fabric is used, a wire mesh support should be fastened securely to the upslope side of the posts using heavy -duty wire staples at least one inch long, tie wires, of hog rings. The wire should extend into the trench a minimum of four inches and should not extend more than thirty -six inches above the original ground surface. • The standard strength filter fabric should be stapled or wired to the fence, and a minimum of twenty inches of the fabric should be extended into the trench. The fabic should not extend more than thirty -six inches above the original ground surface. Filter fabic should not be stapled to existing trees. ' When extra - strength filter fabic and closer post spacing are used, the wire mesh support fence may be eliminated. In such a case, the filter fabric is stapled or wired directly to the posts. The 12° x 8" trench should be backfilled with 3/4 inch minimum diameter washed gravel. ' Filter fabric fences should be removed when they have served their useful purpose, but not before the upslope area has been permanently stabilized. Filter tabic fences should be inspected immediately after each rainfall and at least daily during prolonged rainfall. Any required repairs should be made immediately by the contractor. Creative Engineering Options INC. A Firm Pracricing in the Geosciences TYPICAL FILTER FENCE DETAIL Plate 7 Geotechnical Engineering Study Page 37 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 flushing soil fines off the construction area of the site and onto adjacent properties or streets. As a minimum measure we recommend that the earthwork contractor erect a silt fence along the "downgrade" perimeters of the construction area of the site. These fences should be set sufficiently far from the edge of any excavation to allow for free passage for the workmen. They should, however, be upgrade of any drainage control swale or berm. The silt fence should consist of a geotextile fabric produced for this purpose and suitable for erosion control, such as a Mirafi Envirofence or an equivalent approved in writing by the geotechnical engineer. It should be supported on "Hog Wire" attached to steel or wooden stakes driven into the ground at relatively close center to center spacings. Approximately the bottom twelve (12) inches of the geotextile should be buried into the site subgrade to help avoid the risk of water flowing out through, or beneath, the fence also transporting any sediment off the construction area. A typical pictorial depiction of this form of filter fence is presented on Plate 7, attached. Alternatively, a minimum of one row of straw bales which, once set in- place, the should be "staked" with a steel pin or wooden stake to help prevent their movement. Once set in -place the spaces between the bales should be stuffed with additional straw, by hand, to help seal up the bale -to -bale connections and help prevent sediment loss between the bales. We also suggest placing a geotextile wrapped "berm" of soil along the base of the inside [construction area] of the straw bales to act as an additional "filter." Site Surface Protection: Where the site excavation process exposes the in -situ soils they will be subject to all of the erosive forces of the elements, such as wind, rain, freeze, thaw and drying (by the sun). As a result they should be expected to deteriorate rapidly if not adequately protected. To achieve protection against the elements we recommend that all such areas be either revegetated or repaved as quickly after construction as possible. If any areas of exposed soil are generated by the construction process, and these are allowed to remain "open" for more than ten (10) calender days, they must be covered with a protective layer of straw mulch. If the soils remain exposed and "undisturbed" for thirty (30) days, or more, then the straw mulch should also be hydro seeded. Depending on the time of year when such revegetation occurs it might be helpful to use an erosion control blanket to help keep the seed and mulch in -place until the Geotechnical Engineering Study Page 38 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 root mat has an opportunity to germinate and take hold. In this case we recommend the use of a North American Green C -125 Erosion Control Blanket, or an equivalent approved by the geotechnical engineer. This blanket not only helps keep the seed and mulch in -place but also provides a protective thermal blanket over the seed and mulch mixture. According to the manufacturer, this blanket also reduces the water flow velocity by up to 77 %, and reduces the soil loss by up to about 98 %. These values are dependant on the blanket being installed in strict adherence with the manufacturers specifications. Crushed Rock Entry Apron: Another important element in site erosion control will be the installation of a coarse crushed rock entry apron. The apron should comprise coarse, angular crushed rock of approximately two to six inches in size and the rock should be separated from the underlying subgrade by a layer of geotextile, such as Mirafi 500X or an equivalent approved in writing by the geotechnical engineer. This apron must be of at least fifteen (15) feet in width and should extend onto the site for a distance of about fifty (50) feet, or more. The corners where the rock apron meets the existing street edge should be radiused in accordance with the requirements of the local BMP's. The rock apron should be at least fifteen (15) inches in thickness and MUST be maintained during construction. This apron provides an area where trucks can be "brushed" down and loose materials removed from between the truck or trailer tires. This helps prevent materials being transported onto the nearby local streets. Storm Drain Protection: We also recommend that the contractor install pre - manufactured silt sacks in all nearby storm drain catch basins located in adjacent or downgrade roadways or pavement areas. This should help prevent any sediment that might wash off the site from filling and clogging any of the existing functioning drain system. However, it is CRITICAL that the contractor recognize that these silt sacks are a maintenance item and that they will require periodic cleaning during construction to remove debris and collected sediment. Failure to perform this periodic maintenance is likely to result in clogged storm drains and local flooding during periods of precipitation, particularly in the winter months. 1 0 1 1 Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Limitations CLOSURE Page 39 The above information is being provided solely as a service to our client. Under no circumstances should the above information be interpreted to mean that Creative Engineering Options, Inc., is assuming any responsibility for construction site safety, measurements or dimensions, or the contractors, subcontractors, or other engineers activities, means or measures. Such a responsibility is not being implied and should not be inferred, but remains with the owner and his contractor or other engineers. Furthermore, it should be clearly understood that CEO, Inc., does not in any way "direct" or "supervise" the contractor, his staff or his subcontractors and their employees, or any other engineer during construction. This responsibility also remains solely with the owner and his or her general contractor. Our recommendations and conclusions are based on the site materials observed, the subsurface data generated from our limited field study, our engineering analyses, the design information provided, and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care, skill and competence ordinarily exercised by other members of the profession in good standing currently practicing under similar conditions in this area only. No warranty, express or implied, is made. The recommendations submitted in this report are based upon our site observations and current exploratory data, and our experience in the general proximity of the site. These data pertain to the times and locations where they were obtained or observed only, but are assumed to be reasonably representative of the conditions beneath the majority of the area explored or observed. Soil and groundwater conditions between exploratory locations may vary from those encountered. The nature and extent of variations between the exploratory locations may not become evident until construction. If variations do appear, the geotechnical engineer should be requested to re- evaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabkicated Metal Warehouse October 23, 2008 Additional Services Page 40 Plan and Specification Review: We recommend that CEO, Inc. be retained to perform a general review of the final design plans and specifications. This will allow us to verify the earthwork and foundation recommendations have been properly interpreted and implemented in the design plans and construction specifications. Construction Observation and Testing: For continuity, and as typically requested by most public jurisdictions, we also recommend that CEO be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow for rapid design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. This allows us, on behalf of the owner, to monitor the stability of any open foundation [or building pad] excavations and to verify the satisfactory redensification of exposed subgrades and to verify that adequate soil bearing is available in foundation and floor area locations, that any fills are appropriately compacted [or that the crushed . rock or recycled concrete is adequately tamped -in- place], that the building foundation drainage system is properly installed, and that foundation and utility trench backfill is adequately compacted. [CEO, Inc., does not perform the in -situ density testing but can observe the tests performance and evaluate the data developed by the accredited testing agency selected for these services on the project.] It also allows us to periodically verify that the temporary and long term erosion and sediment control [TESC] measures are adequately implemented and that they remain functional throughout construction. We do not accept any responsibility whatsoever for the performance of the foundations, earthwork, pavements, or any other geotechnical aspect of the project. WARNING! It is CRITICAL that the owners, their architect, the structural engineer and the contractor read the ENTIRE report. Do NOT base any design or construction decisions on any portion of the brief summary letter or of the report text taken out of context. If decisions are based on only a part of the recommendations there is a significant risk that the decisions could result in an impractical or uneconomic design or construction procedure, could add significant risk to the project, and /or could result in damage to, or even failure of, the design element. APPENDIX A 09 -2899 FIELD EXPLORATION PROGRAM Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 42 APPENDIX A 09 -2899 Field Exploration Program Our field exploration was performed on October 16, 2009 and comprised two exploratory test pit excavations. These test pits extended to a maximum depth of approximately thirteen (13) feet below the existing site grade. The field exploration was performed using a rubber tired backhoe provided and operated by your, the client's, subcontractor. Each test pit excavation was backfilled with previously excavated material on completion. Ourfield exploration was continuously monitored by an engineer from our firm who maintained a log of each test pit. Our representative classified the soil encountered in the test pit excavations, obtained representative soil samples, and observed pertinent site features. Soils were classified visually in the field in general accordance with the Unified Soil Classification System (USCS) which is summarized on Plate 8, Legend. Test Pit locations were approximately determined by paced measure from the southwestern corner of the adjacent warehouse building to the east of the site. Because there was no topographical data available the test pit elevations were approximately determined by eye with respect to a temporary benchmark, the asphalt pavement surface at the southwestern corner of the adjacent warehouse building to the east, at an assumed elevation of one hundred (100) feet. The locations and elevations of the test pits should be considered accurate only to the degree implied by the methods used. The identification number and approximate location of each of the test pit excavations are shown on the Site Plan, Plate 2. The final test pit logs, presented on Plate 9, represent our interpretation of the field logs and selective laboratory testing of representative soil samples. The stratification lines on the logs represent the approximate boundary between soil types. In actuality, the transition may be more gradual or more severe. Representative soil samples from our test pits excavations were placed in closed moisture proof containers and returned to our Redmond office for further examination, review and selective laboratory testing. COHESIONLESS SOILS la/ COHESIVE SOILS (b) Density (CI N. blows/ft.'q Relative Density (%) Consistency N. Dblows/ft. (c) Undrained Sheaf Str (psf) 111 Very Loose Loose Compact Dense Very Dense 0 to 4 4 to 10 10 to 30 30 to 50 over 50 0 - 15 1 - 35 35 - 65 65 - 85 >85 Very soft Soft Firm Stiff Very 51115 Hard 0 to 2 2 M4 4 to 6 8 to 15 15 to 30 Over 30 <250 250 - 500 500 - 1000 1000 - 2000 2000 - 4000 >4000 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Unified Soil Classification System MAJOR DMSIONS SOIL CLASSIFICATION - GENERALIZED GROUP DESCRIPTIONS Coarse Grained Soils More than 50% Material Larger than NO 200 Sieve Size Fine Grained Soils More than 50% Material Smaller than No. 200 Sieve Size H Gravel And Gravelly Soils More than 50% Coarse Fraction Retained on No. 4 Sieve Sand Ana Sandy Soils More than 50% Coarse Fraction Passing No. 9 Sieve ighly Organic Soils Clean Gravels (little or no fines) Gravels with Fines (appreciable amount of fines( or Clean Sand (little •'. or no fines) g;-:' Sanas with Fines 5 r > 's O. z 'appreciable - �• >; amount of fines) .} / 101 / f f Silts and Liquid Limit Less Clays than 50 Silts and Liquid Limit Clays Greater than 50 of J I GW GP GM GC SW SP Clayey Gravels. Gravels - Sand - Clay Mixtures Well - Graded Sanas, Gravelly Sand, Little or No Fines SM SC ML CL OL MH CH OH PT Well-Graded Gravels, Gravel - Sand Mixtures. Little OT No Fines Poorly- Graded Gravels. Gravel • Sand Mixtures. Little or No Fines Silty Gravels. Gravel - Sand - Slit Mixtures Poorly - Graded Sands, Gravelly Sands. Little or No Silty Sand, Sand - Silty Mixtures Clayey Sands. Sand - Silt Mixtures Inorganic Silts 0. Very Fine Sanas, Rock Flour. Silty- Clayey Fine Sands, Clayey Silts w /Slight Plasticity Inorganic Clays of Low to Medium Plasticity. Gravelly Clays, Sandy Clays. Siltys Clays. Lean Organic Silts and Organic Silty Clay of Low Plasticity Inorganic Silts, Micaceous or Diatomaceous Fine Sand or Silty Soils Inorganic Clays of High Plasticity. Fat Clay Organic Clays of Medium to High Plasticity. Organic Silts Peat. Humus, Swamp Soils with High Organic Contents Topsoil Fill Humus and Duff Layer Highly Variable Constituents Notes: Dual symbols are used to indicate borderline soil classification. Upper case letter symbols designate sample classifications based upon laboratory testing. lower case letter symbols designate not verified by laboratory testing. Relative Density or Consistency Utilizing Standard Penetration Test Values )a) Soils consisting of gravel, sand, and s It, either separately or in combination, possessing no characteristics of plasticity. and exhibiting drained behavior. )b) Soils possessing the characteristics of plasticity, and exnrbiting undrained behavior. (c) Refer to text of ASTM D 1586 -84 of a definition of N, in normally consolidated cohesionless soil. Relative Density terms are based on N values corrected for overburden pressures. Id) Undrained shear strength = 1/2 inconfined compression strength. The Discussion In The Text Of This Report Is Necessary For A Proper Understanding Of The Nature Of The Material Presented In The Attached Logs Component Definitions by Gradation COMPONENTS Boulders Cobbles Gravel Coarse gravel Fine gravel Sand Coarse sand Medium sand Fine sand Silt and Clay SIZE RANGE Above 12 in. 3 In. to 12 in. 3 in. to No. 4 (4.65mm] 3 in. to 3/4 in. 3/4 in. to No. 4 (4.76mm) No. 4 (4.76mm) to No. 200 (0.074mm) No. 4 (4.76mm) to No. 10 (2.0mm) No. 10 (2.0mm) to No. 40 (0.42mm) No. 40 (40.42mm) to No. 200 (0.O7mm) Smaller than 0. 200 (0.07mm) Descriptive Terminology Denoting Component Proportions DESCRIPTIVE TERMS Trace Little Some or Adjective (a) And RANGE OF PROPORTION 0 - 5% 5. 12% 12 -30% 30 - 50% Samples SS HD SH PIT e C P Sampler Pushed Sample Not Recovered SPT Sampler (2.0' OD) Heavy Duty Split Spoon Shelby Tube Pitcher Sampler Bulk Cored Notes • WATER LEVEL (DATE) 1 WATER OBSERVATION WELL qc TORVANE READING, tsf qu PENETROMETER READING, tsf W MOISTURE, percent of dry weight pcf DRY DENSITY, pounds per cubic ft. LL LIQUID LIMIT, percent PI PLASTIC INDEX Creative Engineering Options INC A Firm Practicing in the Geosciences LEGEND Plate 8 _Depth [feet] • Soil Description Moisture Content ( %) USCS Symbol 0 - 0.3 4" crushed rock surfacing GP 0.3 - 13.0 Light brown to gray- brown, fine sandy SILT, moist, medium dense, occasional oxidation staining 20.1 ML Depth [feet] Soil Description Moisture Content ( %) USCS Symbol 0 - 0.3 Dark brown silty fine SAND, moist, loose, sod OL /ML 0.3 - 12.0 Light brown, fine sandy SILT, moist, medium dense, 23.3 ML 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Logged By: GM Date: Logged By: GM Date: 10/16/09 10/16/09 TEST PIT 1 Note: No groundwater or seepage encountered. TEST PIT 2 NOTE: No groundwater or seepage encountered. Elev: 100 feet + /- * Elev: 100 feet +/- Subsurface conditions depicted represent our observations at the time and the location of the exploratory excavation, modified by engineering tests, analysis, and our judgement and experience. They are not necessarily representative of other times and locations. We cannot accept any responsibility whatsoever for the use or interpretation of the presented data, or for the ramifications of any such interpretation or use. Such responsibility remains solely with the user. * Test pit elevations approximately determined by eye with respect to a Temporary Benchmark, the asphalt pavement at the southwestern corner of the existing warehouse to the east, at an assumed elevation of 100 feet. ,-1 #-, L L V Creative Engineering Options INC. A Firm Practicing in the Geosiiences TEST PIT LOGS Plate 9 APPENDIX B 09 -2899 GEOTECHNICAL LABORATORY TESTING PROGRAM Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 General Soil Classification Moisture Content APPENDIX B 09 -2899 Laboratory Testing Program Page 44 We conducted a series of selective laboratory tests on carefully selected representative soil samples. The results were used to help verify or modify the field classification of the soils encountered and to help evaluate the soil's geotechnical behavior. A brief description of each of the tests performed for this study is provided below. The results of laboratory tests performed on specific samples are provided at the appropriate sample depth on the test pit logs, or on test data sheets attached to this Appendix. Please understand that test results may not accurately represent the overall, in -situ soil conditions. Results must be interpreted. Our recommendations are based on our interpretation of test results, along with other information available to us. Test results help guide our engineering judgement. We are not responsible for the interpretation or use of these data, or for the ramifications of any such interpretation or use, by others. All soil samples were visually examined in the field by our engineer at the time they were obtained. They were subsequently packaged in moisture -proof containers and returned to our Redmond office where they were re- examined and the original description was verified or modified, as necessary. With the help of the information obtained from classification tests, the samples were described in general accordance with the qualitative USCS. The resulting descriptions were included at the appropriate sample location on the individual test pit log. A brief summarization of the USCS system is provided on the attached Legend, Plate 8. Moisture content tests were performed on several representative samples obtained from the exploratory test pit excavations. The purpose of this test is to approximately ascertain the materials' in -situ moisture content. The information Geotechnical Engineering Study Page 45 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 obtained assists us by providing a qualitative correlation with soil strength and compressibility. The results of these tests are included at the appropriate sample depth on the test pit Togs. Grain Size Distribution Detailed grain size analyses were conducted on two of the retrieved samples to help more accurately determine the overall distribution of the soil's particles. The information gained from these analyses help to provide a detailed description and classification of the in -place materials. In turn, this information helps us to understand how the in -place materials will react to construction activity, groundwater seepage and foundation loading. The results are presented on Plates 10 and 11, Gradation Curves. Classification symbols are also provided as part of the appropriate individual sample descriptions on the test pit log. NM — IIIII • MN E I I • MI • MI • NM • MI nn 0 t-r m 5 ' rD rD 5 ' 0 Z7 '-r O ' z n SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE OF OPENING IN INCHES 1 NUMBER OF MESH PER INCH, U.S. STANDARD 1 GRAIN SIZE IN MM N 100 90 80 70 60 50 40 30 20 10 0 co O O O N O V CO O O O O °0 CO 0 0 V CO O N OD 10 co 0 00 CO V O CO 0 • N O O 0 0 O O CO V 10 (D O ,- V CO N . °0 (O V C') N GRAIN SIZE IN MILLIMETERS O CO •0 0 0 (D to 'Cr (`0 N 0 0 0 0 0 0 CO N 0 0 _ 00 CD LO CO 0 0 0 0 0 0 0 O O O O r O O 0 0 0 0 0 V CO 0 0 0 0 N O N 0 0 O O COBBLES COARSE FINE GRAVEL COARSE 1 MEDIUM 1 FINE SAND FINES 10 20 30 40 50 60 70 80 90 100 O O KEY Boring or Test Pit No. TP -1 DEPTH (FT.) 12' -0" USCS ML DESCRIPTION Fine sandy SILT Moisture Content ( %) 23.3% LL PI MO INN I= • UM • • • • • I•11 I= MI MI • SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE OF OPENING IN INCHES 1 NUMBER OF MESH PER INCH, U.S. STANDARD GRAIN SIZE IN MM 100 90 80 70 60 50 40 30 20 10 0 0 0 0 0 CO C‘.1 CO •-• CN.1 000 0 0 0 0 CO CO •ct OD N .1 OD N CO if) (0 C3 CO CO - CO CO OD 0 N 0 0 0 00 00 CO 1.0 CD CO 1— co ' \.! GRAIN SIZE IN MILLIMETERS 1— OD CD (D 0 CD 0 0 CO CO lf) 'Tr CO 0 0 0 0 0 C 0 CD 0 0 . . . . . f 1 11 r •z• • 0 0 0 CO CV 0 0 1— CO (D 0 0 0 0 0 . CO 0 0 0 0 COBBLES COARSE 1 FINE GRAVEL COARSE MEDIUM 1 FINE SAND FINES cS 0 10 20 30 40 50 60 70 80 90 100 KEY —4111— Boring or Test Pit No. TP DEPTH (FT) 3' US CS ML DESCRIPTION Fine sandy SILT Moisture Content (%) 20.1% LL PI APPENDIX C 09 -2899 USE OF THIS REPORT BY OTHERS APPLICATION FOR AUTHORIZATION TO USE REPORT ENTITLED: Geotechnical Engineering Study Proposed Prefabricated Metal Warehouse Building 6238 South 143r Place Tukwila, Washington by CEO, Inc., 09 -2899, dated October 23, 2009 To: Creative Engineering Options, Inc. 5418 159 Place NE Redmond, Washington 98052 Applicant herewith applies for permission to use the referenced report to (please indicate how you intend to use the report and why you wish to do so): Applicant understands that the referenced report is an instrument of professional service produced by Creative Engineering Options, Incorporated (CEO) and that express written authorization from Glen Mann and the afore mentioned corporation is required to use or in any way rely upon this report or any of the information contained within, or to duplicate, otherwise reproduce or copy, excerpt from, reference or quote from this report. Applicant understands that any unauthorized use of or reliance upon this report, or any unauthorized duplication , other reproduction or copying, reference to or excerption or quotation of this report is strictly prohibited, and will subject the violator to all legal remedies available to CEO. Applicant recognizes that CEO may, at its sole discretion, withhold authorization, or grant such authorization contingent upon applicant's acceptance of terms and conditions established by CEO to address issues arising out of the use of the report by the Applicant not contemplated by CEO at the time CEO initiated its services with CHG Building Systems, Inc., which included preparation of this report. APPLICANT: Name of Firm Address of Firm Telephone Number Contact Person Name Date of Application Contact Person Title 4 Copies 1 Copy DISTRIBUTION 09 -2899 Mr. Charles Grouws President CHG Building Systems, Inc. 1120 S.W. 16 Street Suite A -4 Renton, Washington 98055 RJN Associates, Inc. 1220 South 356 Street Suite A -3 Federal Way, Washington 98003 Attention: Mr. Roddy J. Nolten gm/09 -2899 CHG Tukwila Metal Warehouse Geotechnical ReporVZipCSD IX. BOND QUANTITY WORKSHEET (Not included in initial application submission) s F Ow\c&ct1-I\S STRUCTURAL ENGINEERING PROJECT NAME: CUTTING SPECIALISTS, Inc. — 6238 S. 143rd Place Number: 08007 Tukwila, WA 98168 CLIENT: CHG Building Systems, Inc. Chuck Grouws, Contact 1120 SW 16th, Suite A-4 Renton, WA 98057 CALCULATIONS JURISDICTION: city of Tukwila Building Department RJN & ASSOCIATES ARCH -ENGR DESIGN GROUP A multi discipline company 1 220 South 356th Street, suite A -3 Federal Way, WA 98003 bo92L, i FILE COPY Permit No. REVIEWED FOR CODE COMPLIANCE APP- :OVE JUN 17 2010 City of Tukwila BUILDING DIVISION RECEIVED NOV 12 2009 PERMIT CENTER iu.....ow,r. Project name: SEISMIC DESIGN::_ SIMPLIFIED ANALYSIS IBC 2006 Section 1613:5.6.2 1 Assumed design parameters: RJN & ASSOCIATES 1220 South 356th Street, suite A -3 Federal Way, WA 980038 (253) 874 -9323 Fax (253)874 -9323 Cutting Specialists, Inc. 6238 S. 143rd Place Tukwilla, WA 98168 Building category: 11 Seismic use group: 1 Lateral resist - system: brg- walls.K RMC [R]: 6.5 Site class (unknown): D Mapped Sa: (Use 2% value for PE) From zipcode map, - or Figure 1615(1) enter Determine Site coefficients: S S1(1.Osec)= 153.0% 52.8% Prepared by Roddy Nolten 10/5/2009 Page 1 From figure 615(1 (2): 5% damping: - 1615.1:3 Ss S1 Fa Fv SMe SDI Sips SDI 1.53 0.53 1.0 1.7 1.53 0.90 1.02 0.60 iu.....ow,r. Project name: SEISMIC DESIGN::_ SIMPLIFIED ANALYSIS IBC 2006 Section 1613:5.6.2 1 Assumed design parameters: RJN & ASSOCIATES 1220 South 356th Street, suite A -3 Federal Way, WA 980038 (253) 874 -9323 Fax (253)874 -9323 Cutting Specialists, Inc. 6238 S. 143rd Place Tukwilla, WA 98168 Building category: 11 Seismic use group: 1 Lateral resist - system: brg- walls.K RMC [R]: 6.5 Site class (unknown): D Mapped Sa: (Use 2% value for PE) From zipcode map, - or Figure 1615(1) enter Determine Site coefficients: S S1(1.Osec)= 153.0% 52.8% Prepared by Roddy Nolten 10/5/2009 Page 1 Shape Overall Width Overall Length Floor Area (sq. f1.) Wall Area (sq. ft.) Roof Area (sq. ft.) Max. Eave Height Mn. Eave Height2 Max. Roof Pitch Min. Roof Pitch Peak Height Fast -Track 45/0/0 90/0/0 4050 5442 4054 20/0/0 20/0/0 `0.500:12 0.500:12 20/11/4 • Overall Build! na Description Overall escr ll Sh Description Roof 1 Roof 2 A B From Grid 1 -A To Grid 1 -D Width 45/0/0 Length 90/0/0 Eave Ht. 20/0/0 Eave Ht. 2 20/0/0 Pitch 0.500:12 Pitch 2 0.500:12 Dist. to Ridge 22/6/0 Peak Height 20/11/4 71 ?1'.H" DLR 09 -9024 ar-cr n.x File: Fast -Track Version: 7.1f Date: 7/14/2009 Time: 1:48:29 PM Page: 11 of 26 tr 7 FOUNDATION DESIGN (CUTTING SPECIALTIES, Inc. WAREHOUSE, TUKWILA ,WA) 8' conc. slab w/#5 016" o.c. as shown b, Section 1 on qoproyed chairs on 10" lit • FOUNDATION PLAN WALE • WV • NV 8f 6 0 1 , g 61 L RJN & ASSOCIATES 1220 South 356th Street Suite A -3 FEDERAL WAY, WASHINGTON 98003 Telephone & Fax (253) 874 -9323 - g,iq ,Pi 0 /7l; 1 � 4 y x/ 3 0 3 412,)o2i .. - P E 325 7 r eV D . 4 o' : * ... a 4 /I 00 4 s /J Y / x � � /Vy JOB -/ -w. a I i / "a�Kw. /j,•//� SHEET NO / I OF eD c O o .7 CALCULATED BY �� DATE / CHECKED BY DATE SCALE P ae.y (#. 0 9 - dc44 2.; s/2 2 4003 1# 7 CO3 23�pif w Ar N • Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method Hrz Right (Hx) (k) X -Loc 0 /0 /0 45/0/0 Grid 41]= Hrz left 1 Load ( -Hx) Case (k) 3.3 11 6.1 I 6.1 3.3 Load Case 1 12 Hrz In ( -Hz) (k) Load Case Hrz Out 1 Load (Hz) Case (k) 4.2 86 4.7 86 Uplift ( (k) 7.4� 7.6 Load Case 44 60 Vrt Down (Vy) (k) 15.6 _ 15.61 Load Mom cw Case ( -Mzz) (in -k) 1 Load Case Mom ccw (M2z) (in-k) Load Case Bracing X -Loc I Grid 0 /0 /0 4-D 45/0/0 4-A g d c YipPi , c¢- File: Fast -Track DLR 09 -9024 Description Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Version: 7.1f Date: 7/14/2009 Time: 1:48:29 PM Page: 22 of 26 RJN & ASSOCIATES 1220 South 356th Street Suite A -3 FEDERAL WAY, WASHINGTON 98003 Telephone & Fax (253) 874 -9323 tD 7 I ) 62ZK 1 4 7 2 im:s4' 2.s p, c / : � r I'vJ C /g "I t. sled 3 'IA 3 J ;d� �xlSb N _ /Rb c, 4 JOB � - T C 1 J r� SHEET NO f . - OF °Sus 7 CALCULATED BY X J ^' DATE CHECKED BY DATE SCALE ��L L _ 1.2 -� f uJ X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mu) Case (k) (k) (k) (k) (k) (k) (in (m 0/0/0 1.1 13 1.0 45 - - - - O N n 46 0.5 22 - - - - 10/0/0 - - 2.0 12 2.2 11 15 8.1 1 - - - - 35/0/0 co & 53 - 2.0 12 2.2 11 62 ® 59 - - - 45/0/0 1.0 45 ,.� `— C / S,Z • - - - 66 3.2 53 - - - - X -Loc Grid Description 35/0/0 1 -B Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 45/0/0 _I -A� Diagonal bracingat base is attached to column RcggionsA included with fran reactions. • • Maximum Combined Reacdona Summary with Factored Loads - Framing • w ❑ .. L....�A .._ 7_A ...Ae. wnl o e�., ., �tia nirPrt n,,. vv c.41 s 1K vc DLR 09 -9024 File: Fast -Track Version: 7.1f Date: 7/14/2009 Time:1:48:29 PM Page: 15 of 26 X -Loc Grid Hrzleft Load HrzRight Load HrzIn Load HrzOut Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Casa (Hz) Case ( -Vy) Case (Vy) Case (-Mn) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in -k) 0/0/0 OUm¢ N A Vl V 1.1 13 1.0 45 - - - - 0.4 50 0.4 22 - - - - 10/0/0 - - 2.0 12 2.2 1 I 2.7 15 (0) 1 35/0/0 - 15 45 2.0 12 2.2 11 62 8.0 1 - - - - 45/0/0 6`2 5 49 1 :1 14 - - - - 3.4 66 3.2 53 - - - - X -Loc Grid Description 35/0/0 5-B Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 45/0/0 5 -A Piagonal bracing at base is attached to column. Reactions ARE included with frame reactions • �'P pt nLlliDlC�ti Hraci Ibt V„ 4 , iK File: Fast -Track DLR 09 -9024 Maximum Combined Reactions Summary wi h Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Anh Version: 7.1f Date: 7/14/2009 Time:1:48:29 PM Page: 26 of 26 • • DESIGN OF ANCHOR BOLTS (CUTTING SPECIALTIES, Inc. WAREHOUSE, TUKWILA ,WA) Based on ACI 318 -5, appendix °D° Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 2 -D 8 x 13 0 -375 4 - 0.750 100' -0' Exterior Column 45/0/0 2 -A 8 x 13 0 -375 4 - 0.750 100' -0' Load Hrz Right Load Load Type Devc. Hx Vy Hx Vy Vrt Down Load Mom cw Load Mom ccw b 4D Oh O' O. 0' `O VI 'O O' Ch rl M m m b m ^ N N rn N 1.7 -0.6 1.7 - - - ( -Hz) Case 1.5 -0 6 1.5 - - - ( -Mzz) Case 12.4 -4.9 12.4 - - (k) 12.4 -4.9 12.4 - - - (k) 9.9 -3.9 9.9 - - - 3.3 6.1 11 1 9.9 -3.9 9.9 - - - 5.1 5.1 40 56 -6.8 -0.6 -3.5 - - - -3.5 3.9 -6.8 - - - -4.2 -0.5 -0.9 - - - -0.9 4.0 -4.2 - - - 1.5 -0.6 1.5 - - - 12.4 -4.9 12.4 - - - 9.9 -3.9 9.9 - - - u7 -1.1 -1.3 1.1 - - - 0.7 -0.3 0.7 - - - 1.1 1.3 -1.1 - - - -0.7 0.3 -0.7 - - - -7.1 0.7 -6.2 - - - -4.3 -0.3 -3 -9 - - _ -4.5 0.7 -3.7 - - - -1.7 -0.2 -1.4 - - - -6.2 0.6 -7.1 - - - -3.9 -0.3 -4.3 - - _ -3.7 0.7 -4.5 - - - -1.4 -0.2 -1.7 - _ - X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case . ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 45/0/0 2 -D 2 -A 3.3 6.1 11 1 6.1 3.3 1 12 - - - - - - - 5.1 5.1 40 56 15.6 15.6 - - - - - - - Frame at: 22/6/0 Frame I Frame •2 a. Values shown are resisting forces of the foundation. Reactions - Unatctered Loed Type at Prams Cross Section: 2 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method File: Fast -Track DLR 09 -9024 AD M Frame Type:Rigid Frame Version: 7.1f Date: 7/14/2009 Time:1:48:29 PM Page: 18 of 26 Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Q y/Diam. (in.) Column Base Elev. Exterior Column 0 /0 /0 3 -D 8 x 13 0.375 4 - 0.750 100 -' Exterior Column 45/0/0 3 -A 8 x 13 0.375 4 - 0.750 100' -0' Load Type Desc. Hx Hz Vy Hx Hz Vy Q C7n an�� � �UW6a 3 <R,EWEW Q- v v� 3 3 a n �' ��� Lx , v 3 �3v m W3 333333 W''' j Frm (0.6 j - 1.8 -0.6) - : 1.82; - - - Frm 0.6 - 1.5 -0.6 - 1.5 - - - Frm 5.0 - 12.7 -5.0 - 12.7 - _ Frm 0 - 12.7 -5.0 - 12.7 - - - Frm 4.0 10.1\ 4. t'r�.t� - - Frm 4. - 10. 4 - fr Fnn -3.8 - ■ 73 -0.6 - 5 - - - Frm 0.6 - - -3.5 ' 3.8 - . -6.7 - - Frm -19 - -4 1 VS' - -0 - _ Frm 0.5 - -0.9 3.9 - -4.1 - - _ Frrn 0.6 - 1.5 -0.6 - 1.5 - - - Frm 5.0 - 12.7 -5.0 - 12.7 - - _ Frm 4.0 - 10.1 -4.0 - 10.1 - - - Frm -1.3 - -1.1 -1.3 - 1.1 - - - Frm 03. - 0.8 -0.3 - 0.8 - - - Frm 1.3 - 1.1 1.3 - -1.1 - _ _ Fnn -0.3 - -0.8 0.3 - -0.8 - - - Brc -0.1 -2.5 -8.0 0.1 -2.5 -7.4 - - Brc -0.2 - -3.6 0.3 - -3.0 - Brc -0.2 -2.5 -5.5 0.2 -2.5 -4.8 - - _ Brc -0.3 - -1.0 0.3 - -0.4 - Brc -0.1 -2.2 -7.2 0.1 -2.8 -8.3 - - - Brc -0.3 - -3.2 0.2 - -3.3 - - - Brc -0.2 -2.2 -4.6 0.2 -2.8 -5.7 . - - - Brc -0.3 - -0.6 0.3 - -0.7 - - Brc 0.1 -4.7 -4.1 -0.1 -5.2 -4.6 - - - Brc -0.1 - 4.1 0.1 - 4.6 - - - • Wall: 4, Frame at: 45/0/0 Frame ID:Rigid Frame Values shown are resisting forces of the foundation. Reactions - Unihetored Load Type at Frame Cross Section: 3 File: Fast -Track DLR 09 -9024 Frame Type:Rigid Frame Version: 7.1f Date: 7/14/2009 Time: 1:48:29 PM Page: 19 of 26 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 4 -D 8 x 13 0.375 4 - 0.750 100' -0" Exterior Column 45/0/0 4 -A 8 x 13 0.375 4 - 0.750 100' -0" Load Type Dew. Hx Hz Vy Hx Hz Vy Frm - 1.7 4 ? 4? O. 0 ! 0 ? 0 ? 4 ? Cn .1 0 4 ? 0? Mel en en el v) el el .D N C? / / en en c? 9 ,f 9 •er en -7 c? -4 e5 c? 6 9 6 9 6 c? 6 6 9 - 1.7 - - Frm - 1.5 - 1.5 - - - Frm - 12.4 - 12.4 - - - Frm - 12.4 - 12.4 - - - Frm - 9.9 - 9.9 - - Frm - 9.9 - 9.9 - Frm - -6.8 - -3.5 - - - Frm - -3.5 - -6.8 - - - Frm - -4.2 - -0.9 - - - Frm - -0.9 - -4.2 - - _ Frm - 1.5 - 1.5 - - - Frm - 12.4 - 12.4 - - - Frm - 9.9 - 9.9 - - _ Frm - -1.1 - 1.1 - - - Frm - 0.7 - 0.7 - - Frm. - 1.1 - -1.1 - - - • Frm - -0.7 - -0.7 - - - Brc - -2.0 - -1.7 - - - Bro 2.5 -9.3 2.5 -8.4 - - - Brc - 0.5 - 0.8 - _ - Brc 2.5 -6.8 2.5 -5.9 - - Brc - -1.9 - -1.8 - - - Brc 2.2 -8.2 2.8 -9.6 - - - Brc - 0.6 , - 0.7 Brc 2.2 -5.7 2.8 -7.0 - _ - Brc - 4.1 - 4.6 - - - Brc 4.7 4.2 5.2 -4.6 - - - • Wa Frame at: 67 Fran gid Frame Q Values shown are resisting forces of the foundation. Reactions - Unthctored Load Type at Frame Cross Section: 4 DLR 09 -9024 Frame Type:Rigid Frame Date: 7/14/2009 Time:1:48:29 PM Page: 21 of 26 File: Fast -Track Version: 7.1f A -BOLT GROUP B I 21 Nem I 1 'Nam 8 (4)3/4" Dia. A36 A.Roda P lato VOWS" L -1' -1" l mvatioa•100' -0" s • RJN & ASSOCIATES 1220 South 356th Street Suite A -3 FEDERAL WAY, WASHINGTON 98003 Telephone & Fax (253) 874 -9323 /,; 3 0.-1p4,* A. 4 /4 14 -3 C �� q r-a. L, d - c i , t ^1 e 2' w /i- .- - /41-+- -s „ SHEET NO A 4 c(4 • CALCULATED BY CHECKED BY JOB SCALE J V � v7V 14 /' ' OF DATE 0 DATE • co l 310, - -a 10 ; V /74 K USD LOAD COMBINATIONS FOR A•BOLT DESIGN Project: e Sr r- ...a•f ,' - a 4 1 1 -tic - Ve.V..�r Number: vcFo , H.....- s It-: / ; kL F-. -.�._ Combination: Formula: Column #:39 Column #:3/4 Hor. Vert. Hor. Vert. 1 1.4*(D + F) /.4- A o •6'41- •(F4- /.q 4.6 ' Z i 2 " 2,‘Z--- 2 1.2 * (D +F +T) +1.6* H)+0.5 *(L�or5arR) /ZA (o�- f�17cx�o) 2 72 2.7z- .t4 / , )tC0 s 7 7 �1 3 1.2 *D+ 1.6 *(L or R) + (L or 0 .8*W) /2 /,tx4.0).6)x3.91 4,0 iaL 2,(iv .tx 0.11-4-(d.c.:s,y ( _ (12:-C--.:1- j.-, }tr.b . i+(ex/.- - 4 1.2 *D +1.6 *W+ +0.5 *(LrorSorR) i. a ,� ( (1 ,�, b ) , -/ 4 ) 3 36S r. 5 (1.2+0.2 *S *D +2.5 *Q +)+ 0.2*S /.2 1(, oco )x .(,,14..tA ! /3 4k3trc 407 4:89 0 z- lc to, i) 7.21 cl ‘i - ic/e 17.1'40 6 0.9 *D + 1.6 *W + 1. H .L. l• 1 bic -3. - S.70 �' 570 "7xte 4,6 A- .1) -°11 -`fil 7 (0.9-0.2 *S *D +2.5 *Q 1.6 t. E+ , '0g— �Zxl.o2.f] +2.5 /.3,J 2- Oa 2. C Note: Omega = 2.5 in comb. 5 & 7 • co l 310, - -a 10 ; V /74 K Anchor arrangement Number of anchors = 4 Number of rows = 2 with spacing = 5 in. Number of columns = 2 with spacing = 5 in. Cright = 21.5 in., c left = 21.5 in., C = 21.5 in., cw = 21.5 in. Concrete depth, h = 24 in. Anchor properties Anchor used: Headed Bolt of ASTM F 1554 Grade 36 steel fu = 58000 psi Anchor material is ductile Anchor diameter, d = 0.75 in. Anchor effective cis area, A = 0.334 in. Bearing area of anchor head, Abre = 0.654 in. Anchor embedment depth, h, = 10 in. Concrete properties f = 3000 psi Concrete is cracked under service load. Supplementary reinforcement for tension: Provided Supplementary reinforcement for shear: Reinforcement of No.4 or higher bar, enclosed in stirrups at a spacing of 4 in. or Tess, is provided. Grout pad provided 41 Document used Code used: ACI 318-08 Load combination to compute demand: ACI 318 Section 9.2 Strength reduction factor, 4) 4) for steel failure in tension = 0.75 4) for steel failure in shear = 0.65 4) for concrete breakout or side -face blowout in tension = 0.75 4) for concrete breakout in shear = 0.75 4) for anchor pullout in tension = 0.7 4) for anchor pryout in shear= 0.7 Miscellaneous information Seismic Design Category is C or higher Eccentricities of tension load: e'N,x = 0 in. and e' = 0 in. Eccentricities of shear: e' = 0 in. and e'v, = 0 in. Direction of X- shear: Automatic Direction of Y- shear: Automatic 1. STEEL STRENGTH OF ANCHOR IN TENSION, (ON.: 1 • Design strength of a single anchor: 4 N = 4) A L = 0.75 A = 0.334in2 L = 58000 psi 4)N = 14.53 Kips Because Toad eccentricities are zero, total strength of the group = n4)N = 58.12 Kips 2. CONCRETE BREAKOUT STRENGTH IN TENSION, (Nog: 4)Ncbp = 4 / Anco) I f ir ee,N Z ed,N 7 c,N ''cp,N Nb c,i = 21.5 in. c left = 21.5 in. c =21.5 in. c =21.5 in. A =1225in2 A = 900 in? A„ cannot be more than nA„ , = 3600 in . Satisfied Nb = 24 (t)a (hef) s = 41.57 Kips Tec.Nx = 1 /(1 + 2e / 3he,) = 1.00 1 � eC = 1 1(1 + / 3h, = 1.00 r ec,N = f ec,Nx 7 ec.Ny = 1 Ca,min = 21.5 When c is greater or equal to 1.5h T = 1 Because concrete is cracked under service Toad, T = 1.00 For cast -in place anchors, T cp = 1.0 = 0.75 Because the Seismic Design Category of the structure is C or above, a factor of 0.75 is applied as per ACI 318 -08 Section D.3.3.3 4)Ncbg = 4)(Anc / Anco) iec,N P ed , N 7 c tPcp,N Nb = 31.83 Kips Note: This strength relates to the whole anchor group and needs to be checked against the total tension demand on the whole group ACI 318 -08 Section D.5.2.9 allows substituting the concrete breakout strength as calculated above by the design strength of anchor reinforcement where the anchor reinforcement is developed in accordance with Chapter 12 on both sides of the breakout surface. A strength reduction factor of 0.75 shall be used in the design of the anchor reinforcement. This feature is NOT implemented in this program 3. PULLOUT STRENGTH OF ANCHOR IN TENSION, 4)Np „: For a single headed bolt or stud, 4)N = 4 ` Vc,P 8 Abwo fie = 0.7 Because the Seismic Design Category of the structure is C or above, a factor of 0.75 Is applied as per ACI 318 -08 Section D.3.3.3 When concrete is cracked under service load, TO = 1 Abre = 0.654 in . f = 3000 psi 4)N, = 8.24 Kips Because Toad eccentricities are zero, total strength of the group = n4)N = 32.96 Kips 4. STRENGTH IN CONCRETE SIDE FACE BLOWOUT FOR HEADED ANCHOR IN TENSION, 4N: Concrete side -face blowout does not apply for C >= 0.4h 5. STEEL STRENGTH OF ANCHOR IN SHEAR, O For a single headed bolt, (W = 4) 0.6 A futa = 0.65 A = 0.334 in . f„ = 58000 psi Because grout pad is provided, a factor of 0.8 is applied as per ACI 318-08 Section D.6.1.3 4)V = 6.04 Kips (in X- as well as in Y -direction) Because eccentricity of shear in X- direction is zero, total strength of the group in X -direction = nr¢V = 24.18 Kips Because eccentricity of shear in Y- direction is zero, total strength of the group in Y- direction = n4)V = 24.18 Kips 6. CONCRETE BREAKOUT STRENGTH IN SHEAR, 0 Shear in X- Direction Mode 1: Concrete failure starts at the bolt column#1 from the governing edge 4)Vcb = 4)(Av / Aveo) Wec,v Ted,V Tc,V T cp.v Ph,V Vb = 0.75 Because the Seismic Design Category of the structure is C or above, a factor of 0.75 is applied as per ACI 318 -08 Section D.3.3.3 Concrete breakout in this mode is subjected to 0.50 times the total shear demand on the whole bolt formation. The strength calculated from the above equation needs to be divided by 0.50 to compute the total strength. Governing edge distance in the direction of shear, c = 21.5 in. • c, =21.5 in. CbotEom = 21.5 in. h =24in. 3 edge distances are Tess than 1.5c As a result, in accordance with ACI 318-08 Section D.6.2.4, c is reduced to = 16.00 in. Width of projected breakout area = [C /c distance between outer bolts] + [Smaller of c,, , and 1.5c + [Smaller of cbeCom and 1.5c = 48 in. Depth of projected breakout area = [Smaller of h and 1.5c = 24 in. Projected breakout area = 1152 in . Projected breakout area for a single anchor = A = 4.5(c = 1152 in . Vb = 7 (lld de0.5 fo 0 61 1 5 l = Min. ofh and 8d =bin. Vb = 32.21 Kips 'Y = 1 /(1 + 2e' / 3c = 1.00 iY v = 1.0 for cat >= 1.5c iY V = 0.7 + 0.3[c for c < 1.5c c = 21.5 in. — >'Y v = 0.96875 For cracked concrete at service Toad, with suppl. reinf. of No.4 bar or greater enclosed within stirrups spaced at 4 in. or less, `Y = 1.4 Th,v = 1, for h >= 1.5c Thy = (1.5c for h < 1.5c h = 24in. —> `F = 1.00 Design strength in X- direction in Mode 1 = 49.15 Kips Mode 2: Concrete failure starts at the bolt column#2 from the governing edge 4 Vcbg = CAW / Avco) r eo 7 ed 7 c,V 7 cp,V'h,V Vb (1)= 0.75 Because the Seismic Design Category of the structure is C or above, a factor of 0.75 is applied as per ACI 318 -08 Section D.3.3.3 Concrete breakout in this mode is subjected to 1.00 times the total shear demand on the whole bolt formation. Governing edge distance In the direction of shear, c = 26.5 in. c =21.5 in. cbottom = 21.5 in. h =24in. 3 edge distances are less than 1.5c As a result, in accordance with ACI 318-08 Section D.6.2.4, co is reduced to = 16.00 in. • Width of projected breakout area = [C /c distance between outer bolts] + [Smaller of c toP and 1.5c + [Smaller of cbomo„ and 1.5c = 48 in. Depth of projected breakout area = [Smaller of h and 1.5c = 24 in. Projected breakout area = 1152 in. Projected breakout area for a single anchor = Ave, = 4.5(c = 1152 in. V = 7 (1e/da)o. d f C l = Min. of h and 8d = 6 In. Vb = 32.21 Kips Y' v = 1 1(1 + 2e' / 3c = 1.00 T ed = 1.0 for cat f1 = 0.7 + 0.3[c for cat < 1.5c c = 21.5 in. —> Teo/ = 0.96875 For cracked concrete at service Toad, with suppl. reinf. of No.4 bar or greater enclosed within stirrups spaced at 4 in. or less, tli = 1.4 Th,v = 1, for h >= 1.5C 7 h,v = (1.5C for h < 1.5C h = 24in. —> T = 1.00 Design strength in X -direction in Mode 2 = 24.57 Kips Design strength of the present bolt formation in X- direction is the minimum of the shear strengths calculated from all modes = 24.57 Kips ACI 318-08 Section D.6.2.9 allows substituting the concrete breakout strength as calculated above by the design strength of anchor reinforcement where the anchor reinforcement is either developed in accordance with Chapter 12 on both sides of the breakout surface, or encloses the anchor and is developed beyond the breakout surface. A strength reduction factor of 0.75 shall be used in the design of the anchor reinforcement. This feature is NOT implemented in this program Shear in le-Direction Mode 1: Concrete failure starts at anchor row#1 from the governing edge 4Vcg = 4(A vc / Avco) � �,v eav � v k l i cv.v tPh Vb = 0.75 Because the Seismic Design Category of the structure is C or above, a factor of 0.75 is applied as per ACI 318-08 Section D.3.3.3 Concrete breakout in this mode is subjected to 0.50 times the total shear demand on the whole bolt formation. The strength calculated from the above equation needs to be divided by 0.50 to compute the total strength. Governing edge distance in the direction of shear, c = 21.5 in. cright = 21.5 in. c left = 21.5 in. h =24 in. 3 edge distances are Tess than 1.5c As a result, in accordance with ACI 318-08 = 16.00 in. Width of projected breakout area = [C /c distance between outer bolts] + [Smaller c left and 1.5c = 48 in. Depth of projected breakout area = [Smaller of h and 1.5c = 24 in. Projected breakout area = 1152 in. Projected breakout area for a single anchor = A = 4.5(c = 1152 in . Vb = 7 (Ie/da)0.2 d f ° 5 0011.5 l = Min. of h and 84, = 6 in. Vb = 32.21 Kips t f ec,V = 1 /(1 + 2e'v.x / 3C = 1.00 Two/ = 1.0 for c >= 1.5c T wily = 0.7 + 0.3[c for c < 1.5c c = 21.5 in. -> t lled,V = 0.96875 For cracked concrete at service Toad, with suppl. reinf. of No.4 bar or greater enclosed within stirrups spaced at 4 in. or Tess, T c,V = 1.4 ,V = 1, for h >= 1.5o0 ti T = (1.5C for h < 1.5C h = 241n. -> tif = 1.00 Design strength in Y- direction in Mode 1 = 49.15 Kips Mode 2: Concrete failure starts at anchor row#2 from the governing edge 4Vcbg = 4(A Vc / AVco) 7 ec,V 7 ed,V t Y cV 7 cp r h Vb Governing edge distance in the direction of shear, c = 26.5 in. Crighc = 21.5 in. c left = 21.5 in. h = 24 in. Section D.6.2.4, c is reduced to of c right and 1.5c + [Smaller of =0.75 Because the Seismic Design Category of the structure is C or above, a factor of 0.75 is applied as per ACI 318 -08 Section D.3.3.3 Concrete breakout in this mode is subjected to 1.00 times the total shear demand on the whole bolt formation. • 3 edge distances are less than 1.5c As a result, in accordance with ACI 318 -08 Section D.6.2.4, c is reduced to = 16.00 in. Width of projected breakout area = [C /c distance between outer bolts] + [Smaller of cright and 1.5c + [Smaller of c left and 1.5c = 48 in. Depth of projected breakout area = [Smaller of h and 1.5c = 24 in. Projected breakout area = 1152 in. Projected breakout area for a single anchor = A = 4.5(c = 1152 in? V = 7 odd Jo.2 d p ; l = Min. of her and 8d = 6 in. Vb = 32.21 IGps `P v = 1 /(1 + 2e' / 3c = 1.00 kPed,v = 1.0 for cat >= 1.5c ` Ped.v = 0.7 + 0.3[c for c < 1.5c cat= 21.5 in. —> `Y = 0.96875 For cracked concrete at service Toad, with suppl. reinf. of No.4 bar or greater enclosed within stirrups spaced at 4 in. or less, " = 1.4 Thy = 1, for h >= 1.5c Thy = (1.5c for h < 1.5;, h = 24in. —> LY v = 1.00 Design strength in Y- direction in Mode 2 = 24.57 Kips Design strength of the present bolt formation in Y- direction is the minimum of the shear strengths calculated from all modes = 24.57 Kips ACI 318 -08 Section D.6.2.9 allows substituting the concrete breakout strength as calculated above by the design strength of anchor reinforcement where the anchor reinforcement is either developed in accordance with Chapter 12 on both sides of the breakout surface, or encloses the anchor and is developed beyond the breakout surface. A strength reduction factor of 0.75 shall be used in the design of the anchor reinforcement This feature is NOT implemented in this program 7. CONCRETE PRYOUT STRENGTH OF ANCHOR IN SHEAR, 0, 4 Vc = (I) k Nang = 0.7 Because the Seismic Design Category of the structure is C or above, a factor of 0.75 is applied as per ACI 318-08 Section D.3.3.3 h >= 2.5 in. —> k = 2.0 N. = 56.58 Klps 110 4 v cpg = 59.41 Kips (in X- as well as in Y- direction) Note: This strength relates to the whole anchor group and needs to be checked against the total shear demand on the whole group SUMMARY QE STRENGTH CALCULATIONS OF THE GROUP: Tensi : 31.83 kips.... Brittle failure - see note below. Shear in X- directio Shear in Y- direction: 24.18 kips Ductile failure - suitable for SDC C or above. Ductile failure - suitable for SDC C or above. Note: Strength governed by brittle failure is not permitted in structures in SDC C or higher unless any of the following is satisfied: 1. ACI 318-05 Section D.3.3.5 2.2006 IBC (incl. 2007 Supplement) Section 1908.1.16 modification to ACI 318-05 Section D.3.3.4 3.2006 IBC (incl. 2007 Supplement) Section 1908.1.16 modification to ACI 318-05 Section D.3.3.5 4. ACI 318-08 Section D.3.3.5 or D.3.3.6 Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 1 -D 8 x 11 0.375 2 - 0 -750 100' -0' Interior Column 10 /0 /0 1 -C 8 x 12 0.375 2 - 0.750 100 -0' Interior Column 35/0/0 l -B 8 x 10 0.375 2 - 0.750 100' -0' Exterior Column 45/0/0 I -A 8 x 10 0.375 2 - 0.750 100 -0' Load Type Devc. Hx Vy Hx Hz Vy Hx . Hz Vy Hx Vy - - - [O O VD , O vt vi M N f4 O 46 p' O M N N O M -7 -7 O - - 0.9 - 0.2 - - - - - - 0.8 - 0.0 - . - - - - 6.4 - 0.2 - - - - - - 6.4 - 0.2 - - - - - - 5.1 - 0.2 - - - - - 5.1 - 0.2 - -0.6 - 2.2 - 2.2 -2.7 -0.9 0.0 - 0.9 - -2.0 - -2.0 -3.7 0.6 -0.2 - -1.1 - - - - -1.4 -0 -3 0.1 - 0.3 - - - - -2.4 1.1 -0.2 - - _ - - - 0.8 - 0.0 - - - - - - 6.4 - 0.2 - - - - - 5.1 - 0.2 - V] W -0.1 - 0.1 - 0.1 - -0.1 - - - - - 0.4 - 0.0 - 0.1 - -0.1 - -0.1 - 0.1 - - - - - - -0.4 - -0.0 - 1.0 - - -1.5 - -6.2 -1.0 2.9 - 1.0 - - - - 1.0 1.9 -3.1 - 0.4 - -1.5 - -4.9 -0.4 3.0 - 0.4 - - - - 2.3 2_5 -3.0 - 1.0 - - -1.5 - -6.4 -1.0 2.6 - 1.0 - - - - 0.9 1.9 -3.2 - 0.4 - - -1.5 - -5.1 -0.4 2.6 - 0.4 - - - - 2.2 2_5 -3.2 - - - - -1.3 - -2.7 - 2.7 - - - - - 2.6 1.2 -2.6 - s Wall: 4, Fra 1/0 Frame ID :LEWPost Values shown are resisting forces of the foundation. File: Fast -Track DLR 09 -9024 Frame Type:Post & Beam Version: 7.1f Date: 7/14/2009 Time:1:48:29 PM Page: 14 of 26 1' -0" g " am 'I f 1 Z " 6� rt . D6 (2)3/4" Dia. A36 A.Rods Plate W=8" L=10" Elevation =100' -0" • CORNER A -BOLT GROUP A Plate (2)3/4" Dia. A36 A.Rods Plate W =8" L=11" levation= 100' -0" a e NMI Z� 1 1 I Z m " I' -0" 306mm 2 1/2" 64mm 1 'V+ D vi m 4 .Z 64mm I D 2 (2)3/4" Dia. A36 A.Rods Plate W=8" L=10" Rlevation= 100' -0" RJN & ASSOCIATES 1220 South 356th Street Suite A -3 FEDERAL WAY, WASHINGTON 98003 Telephone & Fax (253) 874 -9323 •p D¢. 6./4, L CALCULATED BY J N JOB SHEET NO v 6 7 OF DATE CHECKED BY DATE SCALE PIS. L 0 6 a / �- i , r • a►' V a-C. o VP o �. ___ } ? +1 7 /1 , o 9 /2..Z ►., r.� z -7 -� -T ',.k/' '�`� � ;, /0 ~4 .(( w "v `^- 4-v( ��'--` ; d�- T - ► • c,L 1 r. 4 Lt.;__ 0,— fL a 4 .- t t-. —o. -- - � �(»- � -c„_- • , 1 -w...G e.�.^' — / L 1ti r•... w. �—_� ' r O °`�^^M . ��-t- C� C/� t Anchor arrangement 0 I Z 4 Number of anchors = 2 4 Number of rows =1 Number of columns = 2 with spacing = 5 in. C, = 15.5 in., c left = 15.5 in., s top = 17 in., Cbomom = 19 in. Concrete depth, h = 24 in. Anchor properties Anchor used: Headed Bolt of ASTM F 1554 Grade 36 steel f„ = 58000 psi Anchor material is ductile Anchor diameter, d = 0.75 in. Anchor effective cis area, A., = 0.334 in . Bearing area of anchor head, A = 0.654 in? Anchor embedment depth, h = 10 in. Concrete properties fc' = 3000 psi Concrete is cracked under service load. Supplementary reinforcement for tension: Provided Supplementary reinforcement for shear: Reinforcement of No.4 or higher bar, enclosed in stirrups at a spacing of 4 in. or less, is provided. Grout pad provided Document used Code used: AC1318 -08 Load combination to compute demand: ACI 318 Section 9.2 Strength reduction factor, 4) di for steel failure in tension = 0.75 di for steel failure in shear = 0.65 for concrete breakout or side -face blowout in tension = 0.75 di for concrete breakout in shear = 0.75 4) for anchor pullout in tension = 0.7 (I) for anchor pryout in shear= 0.7 Miscellaneous information Seismic Design Category is C or higher Eccentricities of tension load: e' = 0 in. and e' = 0 in. Eccentricities of shear: e' = 0 in. and e',,, = 0 in. Direction of X- shear: Automatic Direction of Y- shear: Automatic 1. STEEL STRENGTH OF ANCHOR IN TENSION, (Oki: =0.75 A = 0.334 in. f„ = 58000 psi 1111 Design strength of a single anchor: 4)N = 4) A f,,, 4)N = 14.53 Kips Because Toad eccentricities are zero, total strength of the group = n4)N = 29.06 Kips 2. CONCRETE BREAKOUT STRENGTH IN TENSION, 4)N `VNcb9 = 4 / Anco) T ee,N T ed.N T c,N � cp , N Nb C n9M = 15.5 in. c left = 15.5 in. c =17in. c,,„,,, = 19 in. A = 1050 in. A nna = 900 in? A cannot be more than nA = 1800 in. Satisfied Nb = 24 (f (h = 41.57 Kips L Yec,ib, = 1 1(1 + 2e / 3h,,) = 1.00 T eC , Ny = 1 /(1 + 2e' / 3h = 1.00 T ea,N = T ec,Nx Tec.N = 1.00 Ca,min = 15.5 When ca,min is greater or equal to 1.5h Palm = 1 Because concrete is cracked under service Toad, T N = 1.00 For cast -in place anchors, L Yap,N = 1.0 = 0.75 Because the Seismic Design Category of the structure is C or above, a factor of 0.75 is applied as per ACI 318-08 Section D.3.3.3 ( INcbp = 4)(Anc / Anco) Fec,N Ted,N c Tcp,N Nb = 27.28 Kips Note: This strength relates to the whole anchor group and needs to be checked against the total tension demand on the whole group AC1318 -08 Section D.5.2.9 allows substituting the concrete breakout strength as calculated above by the design strength of anchor reinforcement where the anchor reinforcement is developed in accordance with Chapter 12 on both sides of the breakout surface. A strength reduction factor of 0.75 shall be used in the design of the anchor reinforcement. This feature is NOT implemented in this program 3. PULLOUT STRENGTH OF ANCHOR IN TENSION, •Np,,: =0.7 • For a single headed bolt or stud, 4)N = `Y 8 Abro f� Because the Seismic Design Category of the structure is C or above, a factor of 0.75 is applied as per ACI 318-08 Section D.3.3.3 When concrete is cracked under service Toad, 'P = 1 Abro = 0.654 in? r = 3000 psi 4N = 8.24 Kips Because Toad eccentricities are zero, total strength of the group = n4)N, = 16.48 Kips 4. STRENGTH IN CONCRETE SIDE FACE BLOWOUT FOR HEADED ANCHOR IN TENSION, 4,N, Concrete side -face blowout does not apply for C >= 0.4h 5. STEEL STRENGTH OF ANCHOR IN SHEAR, 4V, For a single headed bolt, 4)Vsa = 4 0.6 Ase f� r$ = 0.65 Aso = 0.334 in? f„ = 58000 psi Because grout pad is provided, a factor of 0.8 is applied as per ACI 318-08 Section D.8.1.3 (W = 6.04 Kips (in X- as well as in Y- direction) Because eccentricity of shear in X- direction is zero, total strength of the group in X- direction = n4)V = 12.09 Kips Because eccentricity of shear in Y- direction is zero, total strength of the group in Y- direction = n4)V = 12.09 Kips 6. CONCRETE BREAKOUT STRENGTH IN SHEAR, 4)Vebo: Shear in X- Direction Mode 1: Concrete failure starts at the bolt column#1 from the governing edge 4)Vcbe = 4)(Avc / Avg) • ee,v ed.v � o . v � �Pv n Vb = 0.75 Because the Seismic Design Category of the structure is C or above, a factor of 0.75 is applied as per ACI 318-08 Section D.3.3.3 Concrete breakout in this mode is subjected to 0.50 times the total shear demand on the whole bolt formation. The strength calculated from the above equation needs to be divided by 0.50 to compute the total strength. Governing edge distance in the direction of shear, c = 15.5 in. • c = 17 in. c om =19 in. h = 24 in. Width of projected breakout area = [C /c distance between outer bolts] + [Smaller of chop and 1.5c + [Smaller of c and 1.5c = 36 in. Depth of projected breakout area = [Smaller of h and 1.5c = 23.25 in. Projected breakout area = 837 in Projected breakout area for a single anchor = Avco = 4.5(C = 1081.125 in . Vb = 7 (l d pc0.5 Ca,,.5 l = Min. of h and 8d = 6 in. Vb = 30.71 Kips Tec.v = 1 1(1 + 2e' / 3C = 1.00 Ted,v = 1.0 for cat >= 1.5c Teo/ = 0.7 + 0.3[c 11 for cat < 1.5c c = 17 in. —> ¶ = 0.919354838709677 For cracked concrete at service Toad, with suppl. reinf. of No.4 bar or greater enclosed within stirrups spaced at 4 in. or less, T c,v = 1.4 T = 1, for h >= 1.5c T = (1.5C for h < 1.5c h = 24in. —> Thy = 1.00 Design strength in X- direction in Mode 1 = 34.43 Kips Mode 2: Concrete failure starts at the bolt column#2 from the governing edge 4Vcbg = (I)(Avo / Avco) T ee Z ed,V WO/ 7 cp,v 7 h,V Vb 4)= 0.75 Because the Seismic Design Category of the structure is C or above, a factor of 0.75 is applied as per ACI 318-08 Section D.3.3.3 Concrete breakout in this mode is subjected to 1.00 times the total shear demand on the whole bolt formation. Governing edge distance in the direction of shear, c = 20.5 in. c = 17 in. c = 19 in. h = 24 in. 3 edge distances are less than 1.5c As a result, in accordance with ACI 318-08 Section D.6.2.4, c is reduced to = 16.00 in. Width of projected breakout area = [C /c distance between outer bolts] + [Smaller of c, and 1.5c + [Smaller of cbottam and 1.5c = 36 in. Depth of projected breakout area = [Smaller of h and 1.5c = 24 in. Projected breakout area = 864 in . Projected breakout area for a single anchor = A vaa = 4.5(c = 1152 in . Vb = 7 (IJda)o.2 d p c l = Min. of her and 8d = 6 in. Vb = 32.21 Kips 7 eay = 1 /(1 + 2e' / 3c = 1.00 ' Yed.v = 1.0 for Cat >= 1.5c T ed,v = 0.7 + 0.3[c for Cat < 1.5c c = 17 in. —> LY V = 0.9125 For cracked concrete at service Toad, with suppl. reinf. of No.4 bar or greater enclosed within stirrups spaced at 4 in. or less, '1 = 1.4 Thy = 1, for h >= 1.5c ' Yh,V = (1.5C for h < 1.5c h = 24in. —> Thy = 1.00 Design strength in X- direction in Mode 2 = 17.36 Kips 4111 Design strength of the present bolt formation in X- direction is the minimum of the shear strengths calculated from all modes = 17.36 Kips ACI 318 -08 Section D.6.2.9 allows substituting the concrete breakout strength as calculated above by the design strength of anchor reinforcement where the anchor reinforcement is either developed in acdordance with Chapter 12 on both sides of the breakout surface, or encloses the anchor and is developed beyond the breakout surface. A strength reduction factor of 0.75 shall be used in the design of the anchor reinforcement. This feature is NOT implemented in this program Shear in Y- Direction WVcbg = ( I ) (AVc / AVeo) 7 ed,V Tc,V f cp 7 h Vb = 0.75 Because the Seismic Design Category of the structure is C or above, a factor of 0.75 is applied as per ACI 318-08 Section D.3.3.3 Governing edge distance in the direction of shear, c = 17 in. c = 15.5 in. c left = 15.5 in. h =24 in. 3 edge distances are Tess than 1.5c As a result, in accordance with ACI 318 -08 Section D.6.2.4, C is reduced to = 16.00 in. 4411 • Width of projected breakout area = [C /c distance between outer bolts] + [Smaller of c, and 1.5c + [Smaller of c, and 1.5c = 38 in. Depth of projected breakout area = [Smaller of h and 1.5c = 24 in. Projected breakout area = 864 in. Projected breakout area for a single anchor = Avao = 4.5(c = 1152 in. Vb = 7 (le/da)° 2 d f° 5 C s l = Min. of h and 84, = 6 In. Vb = 32.21 Kips Teo/ = 1 1(1 + 2e' / 3c = 1.00 t Y e d,v = 1.0 for c >= 1.5c 7 ed,v = 0.7 + 0.3[c for c < 1.5c c = 15.5 in. —> `P = 0.89375 For cracked concrete at service Toad, with suppl. reinf. of No.4 bar or greater enclosed within stirrups spaced at 4 in. or less, YJ = 1.4 � v = 1, for h >= 1.5; t Pb . v = (1.5cai/h for h < 1.5; h = 24in. —> `Yh,v = 1.00 Design strength in Y- direction = 17.00 Kips ACI 318-08 Section D.6.2.9 allows substituting the concrete breakout strength as calculated above by the design strength of anchor reinforcement where the anchor reinforcement is either developed in accordance with Chapter 12 on both sides of the breakout surface, or encloses the anchor and is developed beyond the breakout surface. A strength reduction factor of 0.75 shall be used in the design of the anchor reinforcement. This feature is NOT implemented in this program 7. CONCRETE PRYOUT STRENGTH OF ANCHOR IN SHEAR, (Mpg: (Mpg = k o , N cbg = 0.7 Because the Seismic Design Category of the structure is C or above, a factor of 0.75 is applied as per ACI 318-08 Section D.3.3.3 h >= 2.5 in. —> k = 2.0 Neb = 48.50 Kips 4 V = 50.92 Kips (in X- as well as in Y- direction) Note: This strength relates to the whole anchor group and needs to be checked against the total shear demand on the whole group SUMMARY OF STRENGTH CALCULATIONS OF THE GROUP: D 1 r) Z c� I) (i Tension: 16.48 kips..... Brittle failure - see note below. Shear in - directioyt'12.09 kips....,; Ductile failure - suitable for SDC C or above. Shear in Y- direction: 12.09 kips Ductile failure - suitable for SDC C or above. Note: Strength governed by brittle failure is not permitted in structures in SDC C or higher unless any of the following is satisfied: 1. ACI 318-05 Section D.3.3.5 2.2006 IBC (incl. 2007 Supplement) Section 1908.1.16 modification to ACI 318-05 Section D.3.3.4 3.2008 IBC (incl. 2007 Supplement) Section 1908.1.16 modification to ACI 318-05 Section D.3.3.5 4. ACI 318-08 Section D.3.3.5 or D.3.3.6 Type X -Loc Grid! - Grid2 BasePlateWxL(in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column BaseElev. Exterior Column 0/0/0 5 -D Sx10 0. 375 2 - 0.750 100' -0• Interior Column 10/0 /0 5 -C 8x12 0.375 2 - 0.750 100' -0' Interior Column 35/0/0 5 -B 8x10 0.375 2 - 0.750 I00' -0• Exterior Column 45/0/0 5 -A 8x10 0.375 _ 2 - 0.750 100' -0' Load Type Desc. Hx Vy Hx Hz 1 Vy Hx Hz Vy Hx Vy Frm - - - O O .6 O b h O O N e` O N— r ;l O 7' � - - 0.9 - 0.2 - Frm - - - - - 0.8 - 0.0 - Frm - - - - - 6.4 - 0.2 - Frm - - - - - 6.4 - 0.2 - Frm - - - - - 5.1 - 0.2 - Frrn - - - - - 5.1 - 0.2 - Frm -0.6 - 2.2 - 2.2 -2.7 -0.9 0.0 Frm 0.9 - -2.0 - -2.0 -3.7 0.6 -0.2 - Frm -1.1 - - - - -1.4 -0.3 0.1 - Frm 0.3 - - - - -2.4 1.1 -0.2 - Frm - - - - - 0.8 - 0.0 - Frm - - - - - 6.4 - 0.2 - Frm - - - - - 5.1 - 0.2 - W Frm -0.1 - 0.1 - 0.1 - -0.1 - - Frm . - - - - - 0.4 - 0.0 - Frm 0.1 - -0.1 -0.1 - 0.1 - - Frm - - - - - -0.4 - -0.0 - Bre 1.0 - - 1.5 - -5.0 -1.0 2.9 - Brc 1.0 - - - - -0.1 -2.5 -3.2 - Brc 0.4 - - 1.5 - -3.7 -0.4 3.0 - Brc 0.4 - - - - 1.2 -2.0 -3.1 - Brc 1.0 - - 1.5 - -5.1 -1.0 2.8 - Brc 1.0 - - - - -0.4 -2.5 -3.5 - Brc , 0.4 - - 1.5 - -3.8 -0.4 2.9 - Brc 0.4 - - - - 0.9 -2.0 -3.4 - Brc - - - 1.3 - -2.7 - 2.7 Brc - - - - - 2.6 -1.3 -2.6 - Irr Wall: 4, Fr 9/0/0 Frame ID:REN Pest & Beam Values shown are resisting forces of the foundation. Reactions - Unfhctored Load Type at Frame Cross Seetlo File: Fast-Track DLR 09 -9024 Frame Type:Post & Beam Version: 7.1f Date: 7/14/2009 Time: 1:48:29 PM Page: 25 of 26 A-BOLT GROUP C 305mm D 3 (2)3/4" Dia. A36 A.Roda Plate 7 =8" L =1' -0" E levation=100' - 0" E z • Anchor arrangement it 3 Number of anchors = 2 Number of rows = 2 with spacing = 5 in. Number of columns = 1 c, = 19 in., c left = 17 in., c = 15.5 in., c = 15.5 in. Concrete depth, h = 24 in. Anchor properties Anchor used: Headed Bolt of ASTM F 1554 Grade 36 steel f„, = 58000 psi Anchor material is ductile Anchor diameter, d = 0.75 in. Anchor effective c/s area, A = 0.334 in. Bearing area of anchor head, A = 0.654 in. Anchor embedment depth, h = 10 in. Concrete properties fc = 3000 psi Concrete is cracked under service Toad. Supplementary reinforcement for tension: Provided Supplementary reinforcement for shear: Reinforcement of No.4 or higher bar, enclosed in stirrups at a spacing of 4 in. or less, is provided. Grout pad provided 41 Document used Code used: ACI 318 -08 Load combination to compute demand: ACI 318 Section 9.2 Strength reduction factor, 4) 4) for steel failure in tension = 0.75 4) for steel failure in shear = 0.65 4) for concrete breakout or side -face blowout in tension = 0.75 4) for concrete breakout in shear = 0.75 4) for anchor pullout in tension = 0.7 4) for anchor pryout in shear= 0.7 Miscellaneous information Seismic Design Category is C or higher Eccentricities of tension Toad: e' = 0 in. and e' = 0 in. Eccentricities of shear: e',,, = 0 in. and e',,, = 0 in. Direction of X- shear: Automatic Direction of Y- shear: Automatic 1. STEEL STRENGTH OF ANCHOR IN TENSION, 0N6: • Design strength of a single anchor: 4,Nea = 4, A f„ = 0.75 A = 0.334 in. fuse = 58000 psi 4,N = 14.53 Kips Because Toad eccentricities are zero, total strength of the group = n4,N = 29.06 Kips 2. CONCRETE BREAKOUT STRENGTH IN TENSION, 4,Nebg: (Wa = CA= / Anco) Pec T edN T c,N 4/go Nb c, = 19 in. c raft = 17 in. cp = 15.51n. c battom = 15.5 in. A = 1050 in. An„ = 900 in 2 A cannot be more than nA = 1800 in. Satisfied Nb = 24 (t) (h,,)' b = 41.57 Kips T eok = 1 1(1 + 2e' x / 3h = 1.00 t T ec,N = 1 /(1 + 2e' / 3h = 1.00 I Fec.N = �ec r ecN = 1.00 Ca min = 15.5 When c is greater or equal to 1.5h T N = 1 Because concrete is cracked under service Ioad,'Y N = 1.00 For cast -in place anchors, T = 1.0 = 0.75 Because the Seismic Design Category of the structure is C or above, a factor of 0.75 is applied as per ACI 318-08 Section D.3.3.3 4,•cb = 4'(Ar,c / Anco) 7 eo 7 ed T c Pcp,N Nb = 27.28 Kips Note: This strength relates to the whole anchor group and needs to be checked against the total tension demand on the whole group ACI 318-08 Section D.5.2.9 allows substituting the concrete breakout strength as calculated above by the design strength of anchor reinforcement where the anchor reinforcement is developed in accordance with Chapter 12 on both sides of the breakout surface. A strength reduction factor of 0.75 shall be used in the design of the anchor reinforcement. This feature is NOT implemented in this program 3. PULLOUT STRENGTH OF ANCHOR IN TENSION, 4,Npn: For a single headed bolt or stud, 4 N = 4) `Y 8 A brg f = 0.7 Because the Seismic Design Category of the structure is C or above, a factor of 0.75 is applied as per ACI 318-08 Section D.3.3.3 When concrete is cracked under service Toad, T = 1 = 0.654in? = 3000 psi 4N = 8.24 Kips Because load eccentricities are zero, total strength of the group = n4)N„ = 16.48 IGps 4. STRENGTH IN CONCRETE SIDE FACE BLOWOUT FOR HEADED ANCHOR IN TENSION, 4)N,: Concrete side -face blowout does not apply for C >= 0.4h,, 5. STEEL STRENGTH OF ANCHOR IN SHEAR, O For a single headed bolt, 4V„ = 4, 0.6 A„ f ub3 = 0.65 A =0.334in2 f„ = 58000 psi Because grout pad is provided, a factor of 0.8 is applied as per ACI 318-08 Section D.6.1.3 4)V„ = 6.04 Kips (in X- as well as in Y -direction) Because eccentricity of shear in X- direction is zero, total strength of the group in X- direction = n4V = 12.09 Kips Because eccentricity of shear in Y- direction is zero, total strength of the group in Y- direction = n4)V = 12.09 Kips 6. CONCRETE BREAKOUT STRENGTH IN SHEAR, 4,14 Shear in X- Direction Ocb = 4)(AVc / Avco) 7 ec , V 'ed,V 7 o,v cp,V 1 h,V Vb 4)= 0.75 Because the Seismic Design Category of the structure is C or above, a factor of 0.75 is applied as per ACI 318-08 Section D.3.3.3 Governing edge distance in the direction of shear, c = 17 in. c 15.5in. Cb = 15.5 in. h, =24 in. 3 edge distances are Tess than 1.5c,,. As a result, in accordance with ACI 318-08 Section D.6.2.4, c,, is reduced to • = 16.00 in. Width of projected breakout area = [C /c distance between outer bolts] + [Smaller of c and 1.5c + [Smaller of c and 1.5c = 36 in. Depth of projected breakout area = [Smaller of h and 1.5c = 24 in. Projected breakout area = 864 in. Projected breakout area for a single anchor = A = 4.5(c, 1152 in. Vb = 7 (Ie/da)° 2 de" p2 ca1 l = Min. of h and 84, = 6 in. Vb = 32.21 Kips Tec,V = 1 1(1 + 2e'V / 3ca1) = 1.00 t i f ed,V = 1.0 for c �ed,v = 0.7 + 0.3[c for c < 1.5c c = 15.5 in. - -> 'ed,v = 0.89375 For cracked concrete at service Toad, with suppl. reinf. of No.4 bar or greater enclosed within stirrups spaced at 4 in. or less, YJ = 1.4 ' Yh,v = 1, for h >= 1.5c � v = (1.5c for h < 1.5C h = 24in. —> `Y v = 1.00 Design strength in X- direction = 17.00 Kips ACI 318-08 Section D.6.2.9 allows substituting the concrete breakout strength as calculated above by the design strength of anchor reinforcement where the anchor reinforcement is either developed in accordance with Chapter 12 on both sides of the breakout surface, or encloses the anchor and is developed beyond the breakout surface. A strength reduction factor of 0.75 shall be used in the design of the anchor reinforcement. This feature is NOT implemented in this program Shear in Y- Direction Mode 1: Concrete failure starts at anchor row#1 from the governing edge Ocbg = 4)(AVc / Avca) 7 ec,V 7 ed,V 7 c , V 7 ep Th,V Vb = 0.75 Because the Seismic Design Category of the structure is C or above, a factor of 0.75 is applied as per ACI 318-08 Section D.3.3.3 Concrete breakout in this mode is subjected to 0.50 times the total shear demand on the whole bolt formation. The strength calculated from the above equation needs to be divided by 0.50 to compute the total strength. Goveming edge distance in the direction of shear, c = 15.5 in. cegM = 19 in. c left = 17 in. h =24in. Width of projected breakout area = [C /c distance between outer bolts] + [Smaller of ChgM and 1.5c + [Smaller of c 1eR and 1.5c = 36 in. Depth of projected breakout area = [Smaller of h and 1.5c = 23.25 in. Projected breakout area = 837 in. Projected breakout area for a single anchor = Aw = 4.5(c = 1081.125 in . Vb = 7 (le/da) °.2 d p Col l = Min. of h and 8d = 6 in. Vb = 30.71 Kips Teo,V = 1 /(1 + 2e' / 3c = 1.00 Ted,/ = 1.0 for cat >= 1.5c 11ed,v = 0.7 + 0.3[C for c < 1.5c c = 17 in. —> T = 0.919354838709677 For cracked concrete at service Toad, with suppl. reinf. of No.4 bar or greater enclosed within stirrups spaced at 4 in. or less, 'P = 1.4 Fh,v = 1, for h >= 1.5c Thy = (1.5ce1/he) for h < 1.5c h = 24in. —> T = 1.00 Design strength in Y- direction in Mode 1 = 34.43 Kips Mode 2: Concrete failure starts at anchor row#2 from the goveming edge (1)Vebg = 4(A Vc / AVco) T ec,V 7 ed,V T 7 cp,V 7 h,V Vb 4 = 0.75 Because the Seismic Design Category of the structure is C or above, a factor of 0.75 is applied as per ACI 318-08 Section D.3.3.3 Concrete breakout in this mode is subjected to 1.00 times the total shear demand on the whole bolt formation. Governing edge distance in the direction of shear, c = 20.5 in. c ngM = 19 in. c left = 17 in. h = 24 in. 3 edge distances are Tess than 1.5c As a result, in accordance with ACI 318 -08 Section D.6.2.4, c is reduced to = 16.00 in. Width of projected breakout area = [C /c distance between outer bolts] + [Smaller of c ngM and 1.5c + [Smaller of • c left and 1.5c = 36 in. Depth of projected breakout area = [Smaller of h and 1.5c = 24 in. Projected breakout area = 864 in. Projected breakout area for a single anchor = Avo = 4.5(c = 1152 in . Vb = 7 (Lida)" d fao.s C 5 l = Min. of h and 8d = 6 in. Vb = 32.21 Kips Yf v = 1 /(1 + 2e' / 3C = 1.00 Ted.v = 1.0 for C >= 1.5C �ed,v = 0.7 + 0.3[c for c < 1.5c c = 17 in. —> Too = 0.9125 For cracked concrete at service Toad, with suppl. reinf. of No.4 bar or greater enclosed within stirrups spaced at 4 in. or Tess, Yf = 1.4 Fh,v = 1, for h >= 1.5c Thy = (1.5c for h < 1.5c h = 24in. —> gri = 1.00 Design strength in Y- direction in Mode 2 = 17.36 Kips Design strength of the present bolt formation in Y- direction is the minimum of the shear strengths calculated from all modes = 17.36 Kips ACI 318-08 Section D.6.2.9 allows substituting the concrete breakout strength as calculated above by the design strength of anchor reinforcement where the anchor reinforcement is either developed in accordance with Chapter 12 on both sides of the breakout surface, or encloses the anchor and is developed beyond the breakout surface. A strength reduction factor of 0.75 shall be used in the design of the anchor reinforcement. This feature is NOT implemented in this program 7. CONCRETE PRYOUT STRENGTH OF ANCHOR IN SHEAR, O 4 V cae = kcp Ncbg = 0.7 Because the Seismic Design Category of the structure is C or above, a factor of 0.75 is applied as per ACI 318-08 Section D.3.3.3 h >= 2.5 in. —> k, = 2.0 N aag = 48.50 Kips 4 V�� = 50.92 Kips (in X- as well as in Y- direction) Note: This strength relates to the whole anchor group and needs to be checked against the total shear demand on • the whole group • 4 • i� SUMMARY OF STRENGTH CALCULATIONS OF THE GROUP: Tension: 16.48 kips Brittle failure - see note below. Shear in X- direction: 12.09 kips Ductile failure - suitable for SDC C or above. Shear in Y- direction: 12.09 kips Ductile failure - suitable for SDC C or above. Note: Strength governed by brittle failure is not permitted in structures in SDC C or higher unless any of the following is satisfied: 1. ACI 318-05 Section D.3.3.5 2.2006 IBC (incl. 2007 Supplement) Section 1908.1.16 modification to ACI 318-05 Section D.3.3.4 3.2006 IBC (incl. 2007 Supplement) Section 1908.1.16 modification to ACI 318-05 Section D.3.3.5 4. ACI 318-08 Section D.3.3.5 or 0.3.3.6 Creative Engineering e'le A firm practicing in the geosciences PREPARED FOR CHG BUILDING SYSTEMS INC. GEOTECHNICAL ENGINEERING STUDY PROPOSED PREFABRICATED METAL WAREHOUSE BUILDING 6238 S.W. 143 PLACE TUKWILA, WASHINGTON Glen Ma Presiden REVIEWED FOR CODE COMPLIANCE 09 -2899 October 23, 2009 og - z Copyright Creative Engineering Options, Inc. October 23, 2009 pti®ns INC. FILE COPY A PROVE JUN 17 2010 City of Tukwila BUILDING DIVISION RECEIVED NOV 12 2009 PERMIT CENTER 5418 - 159th Place NE Redmond, WA 98052 (425) 883 -6889 FAX (425) 867 -9664 www.ceogeo.org Creative Engineering dr A firm practicing in the geosciences ptions INC. October 23, 2009 Mr. Charles Grouws President CHG Building Systems, Inc. 1120 S.W. 16 Street Suite A -4 Renton, Washington 98055 Dear Mr. Grouws: 09 -2899 We are pleased to submit herewith our report entitled "Geotechnical Engineering Study, Proposed Prefabricated Metal Warehouse Building, 6238 South 143' Place, Tukwila, Washington. The primary purposes of this study were to evaluate and characterize the sites' subsurface soil and groundwater conditions, and to characterize the soils' potential behavior under load. Based on the limited field exploration results we were to develop geotechnical recommendations for any necessary site earthwork operations, and for foundation and floor slab design and construction, We also evaluated the sites' potential risk of liquefaction during an earthquake, and developed the site's 2006 IBC seismic characteristics. We proceeded with our services on the basis of your October 13, 2009 written authorization. It is CRITICAL that you do not rely on this brief summarization of our design recommendations to make any design or construction decision. We recommend that the owner, and each member of the design team, read the report in its entirety before making any design or construction decisions. Failure to do so could result in an unanticipated level of risk related to a design or construction element and an increased cost. It is also the client's responsibility to see that all parties to the project, including the architect, designer, engineer, contractor, subcontractor's, etcetera, are made aware of this report in its entirety, including the Limitations and Additional [Construction Observation] Services sections. Based on the observed and encountered conditions it is our professional opinion that it is geotechnically feasible to develop this property and build the proposed metal warehouse structure essentially as planned. The proposed structure may be supported on conventional spread footing foundations bearing on the carefully and thoroughly redensified in -situ native soils or, where appropriate, on a carefully and thoroughly compacted -in -place granular fill placed over the redensified native soils. We also recommend that the perimeter and interior foundations be structurally interconnected with the floor slab to create a stiff and settlement resistant platform. 5418 - 159th Place NE • Redmond, WA 98052 • (425) 883 -6889 • FAX (425) 867 -9664 • www.ccogeo.org A concrete slab -on -grade floor is appropriate for the building, but the concrete floor must also be supported on the thoroughly redensified subgrade, or on a pad of compacted fill, crushed rock, or crushed recycled concrete. We also strongly recommend the floor slab be reinforced with a wire mesh crack control layer and a layer of steel reinforcing bars, and poured monolithically with the perimeter and interior foundations to create an even stiffer settlement resistant platform. We also recommend that all floor slab panels be doweled together to help prevent slab flexing and edge or corner cracking under the passage of fork lift or other traffic. The shallow in -situ soils are fine grained [predominantly fine sandy silt size] soils and are generally firm, competent, and reasonably unyielding in- place. Nevertheless, in our opinion the bulk of the shallow in -situ soils are suitable for re -use as a compacted fill elsewhere on the site, if desired, but will require close and careful control of moisture conditioning. Given the flat and level site grade it also appears that little, or no, fill or backfill material will be required on this project. Based on our visual evaluation and our geotechnical computer analyses, in spite of the apparent lack of an established shallow water level, it appears to us that the site is at moderate to high risk of liquefaction, or the occurrence of liquefaction related settlement, during a relatively severe [Magnitude 7.0, or Tess] earthquake. Overexcavation and replacement, or controlled redensification, of the surficial two to three feet, and the use of a monolithic floor slab and foundation system should be expected to help reduce the potential for liquefaction related settlements occurring and, if they do, to help "damp out" the differential effects. Based on the reported site conditions, working on the presumption that the recommendations presented herein are closely followed, and from the reasonably positive performance of the existing asphalt pavement, we see no geotechnical reason why a minimum thickness asphalt pavement section cannot be used for the site access driveway and parking lot areas. However, in order to resist pavement damage at any [potential] loading dock area we recommend the pavement consist of a reinforced concrete pavement section. In spite of the [anticipated] generally flat and level nature of the post development site we believe the installation of appropriate drainage control measures will be an important design and construction element at this site. Drainage control measures should include foundation and separate roof down spout drainage control. It will also be necessary to implement temporary erosion control measures during construction. These measures should help prevent any sediment being flushed off the site and onto neighboring properties, or the adjacent streets. We appreciate the opportunity to provide this service and look forward to working with you during the construction phase of this project. Should you have any questions regarding this report, please call. Very truly yours, CREATIVE ENGINEERING OPTIONS, INC. Glen Mann, P.E. President gm/09 -2899 CHG Tukwila Metal Warehouse Geotechnical ReporthipCSD 1 Important Information About Your Geotechnical Engineering Report Subsurface problems are a principal cause of constr,'uction delays, cost overruns, claims, and disputes. The following information is provided toihelp you manage your risks. Geotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one — not even you — should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report Is Based on A Unique Set of Project - Specific Factors Geotechnical engineers consider a number of unique, project- specific fac- tors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: •• the function of the proposed structure, as when its changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes —even minor ones —and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineer- ing reportwhose adequacy may have been affected by: the passage of time; by man -made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ--sometimes significantly — from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and /or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled 'limitations" many of these provisions indicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenviron- mental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoen- vironmental information, ask your geotechnical consultant for risk man- agement guidance. Do not rely on an environmental report prepared for someone else. Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in-this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services per- formed in connection with the geotechnical engineer's study were designed or conducted for the purpose of mold preven- tion. Proper implementation of the recommendations conveyed in this report will not of itself he sufficient to prevent mold from growing in or on the structure involved. Rely, on Your ASFE- Member Geotechncial Engineer for Additional Assistance Membership in ASFE/The Best People on Earth exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with you ASFE- member geotechnical engineer for more information. ASFE The heel People on larlh 8811 Colesville Road /Suite G106, Silver Spring, MD 20910 Telephone: 301 /565 -2733 Facsimile: 301 /589 -2017 e -mail: info@asfe.org . www.asfe.org Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes of scholarly research or book review. only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, individual, or other entity that so uses this document without being an ASFE member could be committing negligent or intentional (fraudulent) misrepresentation. IIGEA06045.OM TABLE OF CONTENTS 09 -2899 PAGE INTRODUCTION 1 General 1 Project Description 2 Scope of Services 3 SITE CONDITIONS 4 Surface 4 Subsurface 4 - General 4 - Local Geology 4 - Soil Conditions 5 - Soil Behavior 5 Groundwater 6 DISCUSSION AND RECOMMENDATIONS 8 Site Preparation and General Earthwork 8 - General 8 - Stripping and Clearing 8 - Overexcavation 9 - Redensification 9 - Structural Fill or Backfill 10 - Fill Placement and Compaction 11 - Fill and Backfill Testing 11 - Native Subgrade Soil Density Testing 12 - Impacts on Buried Structures 13 - Utility Trench Fill 13 - Fill Source Evaluation 15 - Wet Weather Construction 15 Excavations and Slopes 16 Conventional Spread Footing Foundations 18 - General 18 - Conventional Foundation Design Parameters 18 - Settlement 20 - Lateral Load Resistance 21 Slab -on -Grade Floor 22 Seismic Performance 24 Liquefaction 26 Minimum Thickness Asphalt Pavements 27 - General 27 - Subgrades 27 - Pavement Sections 28 - Loading Dock Pavement Section 30 - Pavement Base Materials 31 Site Drainage 33 - General 33 - Short Term Drainage Measures 33 - Long Term Drainage Measures 34 - Roof Drainage 36 - Pavement Drainage 36 Temporary Erosion and Sediment Control 36 - Temporary Silt Filter Fence 36 - Site Surface Protection 37 - Crushed Rock entry Apron 38 - Storm Drain Protection 38 CLOSURE 39 Limitations 39 Additional Services 40 - Plan and Specification Review 40 - Construction Observation and Testing 40 - Warning! 40 APPENDIX A - Field Exploration Program APPENDIX B - Geotechnical Laboratory Testing Program APPENDIX C - Use of This Report by Others ILLUSTRATIONS 09 -2899 Plate 1 Vicinity Map Plate 2 Site Plan Plate 3 Local Geology Plate 4 Typical Utility Trench Fill Plate 5 Foundation Support Detail Plate 6 Wall and Footing Drain Detail Plate 7 Typical Filter Fence Detail Plate 8 Legend Plate 9 Test Pit Logs Plates 10 and 11 Gradation Curves General GEOTECHNICAL ENGINEERING STUDY PROPOSED PREFABRICATED METAL WAREHOUSE BUILDING 6238 SOUTH 143 PLACE TUKWILA, WASHINGTON 09 -2899 INTRODUCTION As requested, this report summarizes the results of our limited geotechnical engineering study for the project. To the best of our understanding, the project incorporates the construction of a new high, prefabricated metal warehouse structure occupying the bulk of the site, and construction of the associated asphalt paved access driveways and parking areas. We proceeded with our services on the basis of your October 13, 2009 written authorization. The primary purposes of our study were to explore and characterize the sites' general subsurface soil and groundwater conditions, and to supplement these data with geotechnical and geological information readily available in our library and files at the time of writing this report, including an earlier geoenvironmental report for the property immediately to the northwest of this site by Terracon. Our limited site exploration and data evaluation were used as a basis for characterization of the in- situ soils condition and performance, and for formulation of geotechnical recommendations for the performance of appropriate site earthwork operations, and for the design and construction of building foundations and floor slab, and for development of a minimum thickness asphalt pavement design section. We also evaluated the sites' susceptibility to liquefaction under seismic conditions, assessed the sites' general seismic performance and 2006 IBC design parameters, and developed recommendations for temporary site drainage and erosion control measures. The site is located approximately as shown on the Vicinity Map, Plate 1. The site and the approximate building location is presented on the attached Site Plan, Plate 2. This site plan also shows the identification numbers and approximate locations of our exploratory test pits, as well as the approximate location of a temporary benchmark. N ugget c:asmo S S1 4oth h� a 0 Grand.Central .\ Silver - Casino st Dollar C S 142 St ► � 149th St I 5 15Qth PI "I �l S 152nd o I S 144th St • '1 Approximate Site Location 5. 47t1 5 149th S t\ a tV 's4, 1 1st 23 i "' S ;)'ritf st � 15is S ?43rd St \-9 .► 143rd PI a - PI -c 1 S 5 St S - - s 4th w ° i a l 3rd . mss' \TUKWILA G�. PARK A ® IKAWA � i PARK t FORT - DENT PARK ro PKWY • a � Farrl Fun Fun Centers Center Wy •I Reference: Based on the 2008 edition of the Thomas Brothers King County map number 655, grid H -3. } c L G V Creative Engineering Options INC. A Firm Practicing In the Geosciences VICINITY MAP Plate 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LEGEND s ♦ NTS [For informational purposes only.] ANN TP -2 Denotes identification number and approximate location of exploratory test pit excavation A TBM Denotes approximate location of temporary benchmark B -4 Denotes identification number and approximate location of 2008 exploratory boring by Terracon. r "1 Denotes approximate footprint of proposed metal warehouse .. building Nk. Construction Equipment and Materials Storage Yard Content South 143rd Street Antifreeze Unknown Storage Trailer Wooden Shed Hydrauli a ) Fluid Wooden Shed Trailer Parking Lot kA� B. vs. � • Paved Parking Lot uckets and Tire Trailer South 143rd Place U Residence (6234) ` GV Sttorag4RUilding [ TP -1 [Demolished] Residences (623$) TP - �- I Air Flow System (6265) A Firm Practicing in the Geosdences Paved Parking Lot 85' 25' setback Creative Engineering Options INC. Cuffing Specialists (6400) TBM Paved Parking Lot Single - Family Residences Precision Autobody, Inc. (6411) Site Plan Plate 2 Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 This report addresses the geotechnical aspects of site development only. It does not address any environmental, wetland, biological or mold related aspects of the site conditions, such as the potential presence of toxic or hazardous conditions or buried tanks, septic systems, or of wetlands or mold. If the environmental aspects of site development need to be addressed, it should be done by a suitably qualified expert under a separate contract. Project Description t We understand from our discussions with Mr. Grouws and the limited information he provided us that the current intent is to construct a high one - story, prefabricated metal warehouse building roughly centered on the western portion of the site. The structure is to have a footprint of approximately forty -five (45) feet in width by eighty - five (85) feet in length. If feasible, this new structure is to be supported on conventional spread footing foundation bearing either in the generally competent and undisturbed native soils, or on a minimum thickness of two feet of compacted granular fill or crushed rock overlying the redensified native soils. The structure is expected to employ a concrete slab -on -grade floor which may also be formed and poured in concert with the foundations as a monolithic pad foundation. The building may also be surrounded by a new asphalt pavement for vehicular parking and material delivery. This pavement is to meet the minimum local thickness requirements. Although no specific design loads are presently available to us for the proposed building, based on our experience with similar commercial construction, we estimate that the maximum combined building dead and live loads are not likely to exceed the following. m Continuous perimeter footing loads = 2 to 3 kips per linear foot 1 E l Perimeter and interior column loads = 75 kips [where applicable] 11 • Concrete slab -on -grade floor load 1 1 1 250 psf Page 2 Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 3 It appears that only a minimal amount of overexcavation for new building foundation construction will be required. Any such excavation is not expected to exceed about four feet in maximum depth. At this point little or no fill or backfill is anticipated on this project. Scope of Services Our scope of services, developed from the information provided by Mr. Grouws of CHG Building Systems, Inc., and from our review of in house geotechnical data and visual site and other available data, is designed to develop as much subsurface information from the site as possible within the imposed access, time and budgetary constraints. More specifically, our services have been performed in general accordance with the scope of services outlined in our October 12, 2009 proposal. This report has been prepared for specific application to the design and construction of the proposed new prefabricated metal warehouse facility [as described in the Project Description section of this report] project at 6238 South 143 Place in Tukwila, King County, Washington, only. It is for the exclusive use of CHG Building Systems, Inc., and their other representatives, consultants, and contractors. No warranty, expressed or implied, is made. We recommend that this report, in its entirety, be made readily available for the contractor(s) information and estimating purposes. However, this report should not be considered the sole source of geotechnical data, and provision of this report should not relieve the contractor from the responsibility for making his own site study. Our recommendations, based on our data review, site observations, and engineering analyses, are presented following the discussion of site conditions. More detailed field exploration data developed during our limited site exploration and data review, along with copies of the test pit logs, are included as Appendix A. We have also provided a brief description of the laboratory tests performed for this project and have provided copies of the pertinent laboratory test data sheets as Appendix B to this report. 111 Geotechnical Engineering Study Page 4 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 SITE CONDITIONS 1 Surface L The roughly rectangular site is located on the northern side of South 143 Place, about two hundred (200) feet to the east of the junction with Interurban Avenue South in Tukwila, King County, Washington approximately as shown on the Vicinity Map, Plate 1, attached. The northern perimeter of the site is bounded by an existing chain link fenced asphalt paved warehouse storage yard area. To the west the site Il is bounded by an existing single family residence, and to the east by an asphalt paved access driveway to the above - mentioned storage yard and, beyond this, by a metal commercial warehouse building. Across the street to the south is an II existing concrete warehouse structure. The site is presently unoccupied, a previously existing single family residence having been recently demolished and removed. The property is essentially flat and level and the surface is covered with either a thin layer of crushed rock or a thin vegetative cover. I We found no evidence of any surficial or standing water at the time of our field study. 1 Subsurface General: In order to more accurately evaluate the sites' in -place soil and 1 groundwater conditions we excavated two exploratory test pits which extended to a maximum depth of about thirteen (13) feet below the existing grade. The I identification numbers and approximate test pit locations are shown on the Site Plan, Plate 2. More detailed descriptions of the materials encountered at each of our test pit locations are presented on the individual test pit logs contained in I Appendix A to this report. In addition, we also reviewed four geoenvironmental borings drilled on the site immediately to the west as part of an earlier study by Terracon. The following is a generalized description of the local geology and the 1 subsurface conditions encountered in our limited field exploration. I Local Geology: As part of our evaluation of this property we reviewed the local Geologic Map of the area [Geologic Map of Des Moines, Washington; by Timothy J. Walsh ; Washington Division of Geology and Earth Resources. Open File Report I 87 -3; 1987] to approximately determine the general geologic nature of the in -situ materials. According to this map the site is located in an area underlain almost 1 • L>> • l I • /_„/ / 0 Foster N.% Golf Course r . r • ra �... Qa \. ♦ • a • • „ u • M Reference: Geology of the Des Moines Quadrangle, Washington; by Howard H. Waldron; U.S.G.S.; 1962. Creative Engineering Options INC. A Firm Practicing Ih the Geosciences LOCAL GEOLOGY Plate 3 Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 5 entirely by the Vashon Drift Deposits [Qdv]. These soils are described as "an undifferentiated, stratified, recessional outwash sand and gravel, though locally containing silt and clay." This description is in general accordance with that developed from the soils encountered during our exploration of the site. For informational purposes we have provided a pictorial depiction of the local geology on Plate 3. Soil Conditions: Or exploratory test pits encountered roughly similar conditions. The site surface was typically covered with either about four inches of sod [grass, root matter, and organic silty sand topsoil] or four inches of approximately 5/8 -inch minus crushed recycled concrete material. Beneath this, and generally extending to the depths explored, our pits typically encountered a light brown to gray- brown, moist, medium dense to loose, fine sandy silt. These materials are typically classified by the Unified Soil Classification System [USCS] as a ML. Soil Behavior: Based on the exploratory data it is evident that the bulk of the in -situ soils, though predominantly fine grained in size, are granular in nature and are generally firm, competent and reasonably unyielding in -place at relatively shallow depth. They are generally considered capable of supporting the anticipated building loads without undue detriment, particularly if the new foundations and floor slab are formed and poured as a single monolithic unit. These typically medium dense sandy silt soils are considered suitable for Toad bearing purposes. Their competency may also be enhanced by controlled redensification. Based on the general grain size analysis results it appears that virtually all of the soils likely to be exposed by site clearing and /or construction contain a large amount of silt size particles. As a result these materials should be considered to be highly moisture sensitive when wet. In wet weather these soils may prove difficult to work and compact, and they could easily deteriorate rapidly under even light pedestrian traffic. Because of the granular and relatively fine grained nature of most of the site soils these in -situ materials are generally considered to be of low permeability. In our opinion, the great majority of these in -situ soils do not lend themselves to use as an infiltration medium. Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Groundwater Page 6 We found no evidence of a well established "permanent" groundwater level, or of any groundwater seepage, in either of our test pit excavations which extended to a maximum depth of roughly twelve (12) feet below the existing site grade at the time of our field exploration. However, we noted that the soils were described as being "saturated" at depths of between about twelve (12) and sixteen (16) feet in the borings drilled by Terracon on the adjacent property to the west in February 2008. In spite of this Terracon did not describe this as a "water level." Given the elevation and location of this property, and given the nearby presence of the Green River, we estimate that the regional groundwater level is typically no more than about fifteen (15) feet below the existing site grade. Thus the recorded "saturation" levels are, in our opinion, roughly reflective of a local water level. However, the water level appears to be far enough below the maximum potential depth of foundation excavation as to pose no "significant" threat to construction or foundation performance. It is important to recognize, however, that it has also been our experience that groundwater and seepage levels should not be considered static. Typically, fluctuations in the levels and rates of flow can, and often do, occur on a seasonal basis, after periods of heavy or sustained precipitation, or from surface flow from elsewhere on the property or its surroundings. In spite of this, it is or professional opinion that, providing appropriate protective measures are taken during construction, neither groundwater nor seepage should have any significant detrimental impact or affect on the proposed construction, or on the completed structure, particularly after installation of the recommended drainage control measures under normal circumstances. In the event that the nearby river were to rise significantly and overtop its banks the area will almost certainly flood. Then the local water level will be at, or above, the existing site grade and the performance of the in -situ soils and the structure cannot be accurately determined or guaranteed in any way. Any earthwork [or general] contractor should be aware of the potential for the presence of shallow "perched" water [temporary or otherwise] or seepage beneath the general building areas of this site [particularly during the wetter winter months of October through May], and the risks usually associated with the presence of Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 7 water. He should take appropriate measures in his bid by including a contingency in his budget and schedule to accommodate the possible need to deal with groundwater and /or seepage inflow during construction Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 DISCUSSION AND RECOMMENDATIONS Site Preparation and General Earthwork Page 8 General: Based on our understanding of the proposed site development it appears that there is a requirement for only a small amount of earthwork to achieve the final design grade and to install the new building foundations and floor slab, and for any new utility trenches. The utility trench excavations are estimated to be up to about ten (10) feet deep, but the ultimate utility excavation depth will be field determined based on the depths of the feeder utilities in the nearby streets. In order to achieve the desired final site [foundation] grade we estimate that as much as roughly four feet of excavation may be necessary. If the foundation alignment is overexcavated, one option discussed later in this report, then up to about two feet of crushed rock or recycled concrete will be required to backfill and create a stiff and settlement resistant bridge over the redensified subgrade. The following paragraphs outline the earthwork measures likely to be involved in site development. Stripping and Clearing: The property should be stripped and cleared of all vegetation, topsoil, landscaping materials, trees, buried stumps, debris, old asphalt paving, and any other deleterious material that might detrimentally impact site excavation, utility installation, foundation, floor slab, or pavement support. Based on the limited information generated by the exploratory test pit excavations and our visual site observations we estimate that an average stripping depth of about four inches is likely to be required on this site. The owner should also be aware that a substantial portion of the property was not subject to direct in -place exploration. Consequently it is likely that greater thicknesses of unsuitable material will probably exist in some locations on the site. Because of this, we recommend that the owner provide a contingency in the budget and schedule to accommodate the risk of, and need for, additional stripping and removal of unsuitable surficial soils and deleterious materials, and their disposal. Unless desired for later landscaping purposes the stripped materials should be removed from the site and disposed in accordance with the applicable local regulations. If you wish to reuse the stripped materials they may be stockpiled on -site, but at least twenty (20) feet from any excavation of construction area. Any stockpile should be protected against the elements with a sandbagged or staked -in- 1 Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 9 place plastic sheeting. We suggest that the perimeter of any stockpile also be provided with a pinned -in -place row of straw bales to help prevent any sediment being flushed off the stockpile and onto the site or the surroundings. Overexcavation: It currently appears that only a small amount of excavation of material is likely to be required to install the proposed new building's foundations and floor slab. We anticipate that the minimum foundation excavation depth is likely to be about eighteen (18) inches in depth, and the maximum depth to be about four feet. Utility trenches could extend to depths of as much as ten (10) feet, or even more, depending on the location and elevation of the feeder utilities in the adjacent street rights -of way. In any excavation in excess of four feet in depth that is not temporarily shored the excavation side slopes must be laid back at an appropriate gradient in conformance with the current local and OSHA safety standards (discussed later in this report). This should be expected to increase the amount of material that must be excavated, stockpiled and either replaced or reused as backfill. Excavated soils may be temporarily stockpiled away from the construction area, if desired, or they should be removed from the site and disposed in accordance with the applicable regulations. We recommend any and all stockpiles be set back at least twenty (20) feet from the top of any excavation. Stockpiled material should, wherever possible, be protected against the elements. This can be accomplished by covering the stockpile(s) with a pegged or sandbagged in -place visqueen sheeting. Only the reusable soils should be stockpiled. Any unsuitable soils should be removed from the site and disposed in accordance with the appropriate local regulations. We also recommend the installation of a straw bale or straw filled coir roll filter fence along the downgrade perimeters of the stockpiles to help prevent surface flow from the stockpiles transporting soil fines to the excavated building areas of the site, or beyond. Redensification: As mentioned earlier in this report, we recommend that all load supporting [foundation and floor slab] subgrade soils be carefully and thoroughly redensified. Redensification may be achieved by having the compaction equipment, preferably no smaller than a Bomag BPR45/55D vibratory steel plate compactor, or an equivalently sized compactor, make a minimum of four passes. [One pass is considered to be a passage of the compactor in each direction, forwards and backwards, over the same strip of subgrade.] On this site, this redensification Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 10 process should be carried out over the whole of the "at grade" floor and the building foundation subgrade areas [the native fine sandy silt subgrade exposed by overexcavation]. If conducted under control this process should help enhance the degree of in -situ density within the upper approximately two to three feet of underlying soil. Care must be exercised so that if this process causes moisture to be "pumped up" to the subgrade surface, redensification must be halted. Structural Fill or Backfill: Although it is likely that no structural fill or backfill will be required on this project, for informational purposes, structural fill is defined as any fill placed under buildings, pavements, slabs, or any other Toad- bearing areas. Structural backfill is generally material placed into an excavated space, typically between a foundation, stem, retaining, or buried vault wall, and the cut soil. Ideally, but particularly for wet weather construction, structural fills and backfills should consist of a free - draining granular material with a maximum size of three inches. The material should have about 75% passing the number 4 mesh sieve and no more than 5 percent fines (silt and clay sized material passing the No. 200 mesh sieve). During dry weather any organic -free, compactible material meeting the above maximum size criterion is acceptable for this purpose. From our field observations it is our professional opinion that the great majority of the in -situ shallow fine grained though predominantly granular soils (the bulk of those materials likely to be excavated for foundations) are in a generally suitable condition for reuse as a structural fill. However, these in -situ soils are, because of their grain size and composition considered to be highly moisture sensitive. Thus, it is important that any fill source material be kept within about two points of the wet side of the materials' Modified Proctor optimum moisture content to avoid the potential reaction likely in "moisture sensitive" soils. In the event that a coarse granular "bridge" is to be developed on the redensified subgrade, the material should comprise a two to four inch minus sized crushed rock or crushed recycled concrete containing Tess than 5% silt and clay sized fines. The initial lift of this granular material should be placed over the carefully and thoroughly tamped -in -place subgrade. This tamping should be expected to "force" some of the coarse granular material down into the underlying subgrade and this is also likely to require some additional material be placed to compensate for this loss into the subgrade. Provided this process is carried out correctly this should be expected. Subsequent lifts of the coarser, angular, crushed material should then be installed and firmly tamped -in -place or compacted with a vibratory steel wheel compactor. Geotechnical Engineering Study Page 11 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Fill Placement and Compaction: Although neither structural fill nor backfill appear to be required for this project, for informational purposes it is important to understand that any Structural fill under floor slabs and footings, in utility trenches, or in pavement area subgrades should be placed in thin horizontal lifts not exceeding ten (10) inches in loose thickness for heavy compactors and four inches for hand held and operated compaction equipment [such as vibratory steel plate compactors]. Each lift should be compacted to a minimum of 95 percent of the materials' maximum Modified Proctor dry density, or to the applicable minimum City standard, whichever is the more conservative. Non load bearing foundation and stem wall backfill may be compacted to a lesser standard, typically to between 90% and 92% of the materials' maximum Modified Proctor dry density. As indicated above, to facilitate the earthwork and compaction process should it be required, the earthwork contractor should place and compact fill materials at, or near (typically within about two points of the wet side), the materials' optimum Modified Proctor moisture content. This should help enhance the compactibility of the materials and avoid the risks involved with wet, "moisture sensitive" soils. If fill materials are more than about three points on the wet side of optimum they will need to be dried to within about two points of the Modified Proctor optimum moisture content. This can be accomplished relatively inexpensively by periodic windrowing and aeration. Alternatively, drying can be achieved by intermixing the fill materials with ordinary portland cement powder to absorb excess moisture. In this latter case we have found that the hydration of the cement not only results in water absorption, but also develops some "concrete -like" strength within the soil and cement matrix. In our experience the soil cement matrix can sometimes generate a compressive strength in excess of two thousand (2,000) psi. If this option is selected, we recommend that the cement powder be intermixed at a rate of about 3% by weight of the soil. [This form of soil treatment is NOT suitable for any material to be used as a free - draining backfill.] Fill and Backfill Testing: Although there is only one soil on -site, should filling or backfilling be required additional materials may need be imported to the site. In this event we recommend that any field technician employed to monitor and test the degree of in -place compaction being achieved plot each and every Modified Proctor laboratory curve on a single "master" sheet so they form a "family" of curves. Then, each field density test should be plotted against this family to determine which of the Geotechnical Engineering Study Page 12 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 curves is applicable to the tested soil. This family of curves will also quickly indicate if there is a different material being tested so that an additional laboratory curve can be generated. This step is crucial for fill compaction control and helps to generate an economical fill placement and compaction operation. As a precautionary measures, in the event that any fill or backfill is placed and compacted on this project, we recommend that any and all structural fill and /or load bearing backfill be tested to verify that the appropriate degree of compaction is being achieved. We recommend that a minimum of one test be conducted in every one hundred (100) cubic yards of fill or backfill, or one test per one hundred (100) square feet of compacted fill or backfill surface, whichever generates the greater number of tests. Where a fill or backfill is placed in more than one layer of thickness it is crucial that each layer of the fill or backfill be tested. We recommend that in utility trenches the frequency of testing should be the same as described above. Whilst this testing program sounds onerous the reality is that the owner will be employing an accredited testing agency to observe the fill placement and compaction process and to perform these in -situ tests. Typical practice is for the testing agency to bill the owner for a minimum amount of time, generally two to four hours, regardless of the time actually spent on the site. In our experience each in- place density test with a nuclear density gauge takes a maximum of about three to five minutes to complete. Even if the field technician will be on -site for only one to two hours it should not be difficult to have him [or her] perform between eight and fifteen (15) tests during each site visit. We recommend that the owners' contract with the testing agency make it clear than a potentially significant number of in -place density tests will be required. We also strongly recommend that each in -situ density test be approximately located horizontally and vertically with respect to a "fixed" and relocatable point on the site, such as the existing street edge or an existing manhole structure. In this manner it should be possible to show with a reasonable degree of accuracy the comprehensiveness of the fill or backfill testing, and to depict a "density profile" through the backfill. This can be an important element in the event there is a problem with the fill or backfill performance and any subsequent litigation. Native Subgrade Soil Density Testing: It is important that the owner recognize that in -place density testing of the subgrade created in the "native" [undisturbed] Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 13 fine sandy silt soil is unnecessary and inappropriate. If the native soil is tested it is virtually certain that the results will indicate a "failing" degree of compaction. This does not mean the native soil is unacceptable for load bearing purposes, only that it is not behaving in the same manner as a compacted structural fill. Instead of performing in -situ density tests in the native soil it is usually preferable to have the geotechnical engineer probe the subgrade with a small diameter steel rod. The magnitude of rod penetration, coupled with the engineers' visual evaluation of the nature and condition of the exposed subgrade soil, his observation of the compaction process, and his experience and engineering judgement, is a reasonably accurate determinator of the subgrade soils' competency. Impacts on Buried Structures: It is also important that no large or heavy compaction equipment be used within about five feet of either a foundation stem or retaining wall, or any utility manhole or catch basin structure. If large equipment is used in these areas there is a risk that excessive lateral pressures could be developed and applied to the structure by the equipment. This could lead to deformation of or damage to, if not failure of, the structure. We recommend that a small walk- behind vibratory steel plate compactor be used in these areas, and that the fill be placed in loose lifts of no more than four inches in thickness. Larger compaction equipment may be used beyond the five foot delineation point. Utility Trench Fill: The proposed redevelopment of this property may involve new utility lines being extended onto, or around, the new building area. It is our current understanding that several "live" utility lines may exist beneath parts of this site. We recommend that any and all existing utilities [such as street stub outs, existing phone, electric, sewer, water lines, and septic systems] be located and identified before any work is performed in an effort to avoid potential risk of damage during construction. If utility pipes are encountered during construction, they should be plugged or removed so that they do not provide a conduit for water and cause soil saturation and stability problems. We recommend that the owner attempt to bring any new utility line into the site by the shortest possible route available. Phone and power are available by means of overhead pole supply, but could be reinstalled as buried underground lines. However, the majority of the utilities, such as water, gas, septic /sewer, and storm drainage will most likely be underground. Cables are significantly less susceptible to settlement activity or distortion in installation. Pipes are normally more sensitive Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 because they can change shape due to inadequate support or excessive overhead loading. To avoid this possibility, we recommend that the contractor(s) make sure that each utility line is set on a suitable bedding material in accordance with the manufacturers' recommendations. Once set in- place, it is critical that adequate fill support is provided beneath the pipe haunches to help prevent pipe distortion under load, and that the fill cover within about one foot of the crown of the pipe be adequately compacted with hand operated compaction equipment. In our experience utility trench fill has been the source of the majority of post construction fill settlement problems, particularly in pavement areas. Many utility contractors do not expend any effort in placing trench backfill in thin layers, as described above, or in compacting each layer of backfill to the recommended degree. As a result, over a relatively short period the trench backfill has a tendency to settle thereby leaving a hollow or depression along its alignment. We strongly recommend that all utility trench backfill be placed and compacted in the same manner as described for structural fill above. We also recommend that the project specifications include specific mention of the need to compact the utility trench fill to the degree specified in the Fill Placement and Compaction section of this text. For informational purposes we have provided a pictorial rendition of the appropriate trench backfill requirements on Plate 4, attached. We also strongly recommend that the project specifications include the following specifics: • All utility trench fill must, at a minimum, be compacted to the degree specified in the Fill Placement and Compaction section of this text, and as reiterated on the project plans and specifications. • All utility trench backfill must be monitored and regularly tested with a nuclear density testing gauge or a sand cone device to verify that the appropriate degree of in- situ compaction has been achieved in the field. ■ All of the in -place density test data should be provided to the geotechnical engineer of record for the project for his review as quickly after its performance as is possible. Page 14 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t 1 1 1 1 LEGEND Backfill Bedding Non - Roadway Floor Slab or Areas Roadway Areas Asphalt/Concrete Pavement/Concrete Floor Slab Base Material /Slab Base Rock Backfill; compacted on -site soil or imported select fill material varies 2 feet varies varies Bedding material; material type depends on type of pipe and laying conditions. Bedding should conform to the manufacturers recommendations for the type of pipe selected. 90 Minimum percentage of maximum laboratory dry density as determined by ASTM Test Method D 1557 -78 (Modified Proctor). I' IC \.GV Creative Engineering Options INC A Firm Practicing in the Geosciences TYPICAL UTILITY TRENCH DETAIL Plate 4 • 85 � • • fi r` c t l` ® r. 95 80 90 PIPE E] t�` h r �` { . ' ai ,_ ,, Mr .` :t• ` J L r ,_ L ' �L ? t. "'i - f *. u 4 ")7 -:. 4i =.. 4 ]1 -.. : (. C 4 i?'. . •T; r-aC7i; r« ..... 'p ..r ;v1. -• :,- n 7 G • .Y 21j .:�):'::fG?'7!.._1G�Si�,��vir ��'FJ.i�k� � : r " � : C ?fT !` 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t 1 1 1 1 LEGEND Backfill Bedding Non - Roadway Floor Slab or Areas Roadway Areas Asphalt/Concrete Pavement/Concrete Floor Slab Base Material /Slab Base Rock Backfill; compacted on -site soil or imported select fill material varies 2 feet varies varies Bedding material; material type depends on type of pipe and laying conditions. Bedding should conform to the manufacturers recommendations for the type of pipe selected. 90 Minimum percentage of maximum laboratory dry density as determined by ASTM Test Method D 1557 -78 (Modified Proctor). I' IC \.GV Creative Engineering Options INC A Firm Practicing in the Geosciences TYPICAL UTILITY TRENCH DETAIL Plate 4 Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 15 We also recommend that the owner insist on the performance of in -situ density testing of all trench backfills. As indicated above, this will allow for verification of the degree of in -place fill compaction achieved in the field, and should point out areas where problems might exist. When performing in -situ trench backfill density tests it is critical that the nuclear testing gauge be calibrated in the trench. If the testing technician fails to calibrate the gauge in the trench the density readings obtained are likely to be worthless. Based on recent experience, we also recommend that, if not specifically directed by the owner, all prudent utility trench contractors take it upon themselves to make sure that some form of backfill compaction verification is performed during the project. Failure to do so can result in problems with trench backfill settlement and, often, this leads to litigation. The owner might also consider including a section in the project specifications that requires the utility contractor to make good all trench backfill settlement at his cost. This should prove to be somewhat of an incentive to achieve a reasonable degree of trench backfill compaction. Fill Source Evaluation: In the event that on -site soils are to be reused as a fill, or materials are to be imported to the site, it will be necessary to evaluate the potential fill source before any material is removed and used. We recommend that the geotechnical engineer [or the accredited testing agency] be required to visit each and every potential fill source to obtain randomly selected representative samples of the potential source materials. These samples will then be submitted for laboratory testing to determine the material's maximum dry density and optimum moisture content. The source materials should be tested in general accordance with the Modified Proctor test methodology. The Maximum density and the optimum moisture content are then used in the field as a gauge to determine the approximate degree of fill compaction being achieved by the earthwork contractor. Depending on the general composition of the source materials, a gradational analysis may be appropriate to determine both the gravel and fines content. Wet Weather Construction: As indicated earlier, virtually all of the shallow in- place soils are generally fine grained though predominantly granular in nature. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 16 Because of their high silt [fines] content, these soils are typically considered likely to be "highly moisture sensitive" in nature. There is sufficient silt content within the soil matrix that, in the event they become wet, they are likely to prove difficult to work or compact. In this case, they should be expected to deteriorate rapidly under even light pedestrian construction activity. To help reduce the potential negative impacts wet weather might have on these soils we recommend that earthwork during wet weather be performed in relatively small areas to minimize the exposure of the soils. All excavation and /or removal of materials should be rapidly followed by the placement and compaction of new non moisture sensitive backfill materials. It should also prove helpful for the contractor to "roller seal" any exposed surfaces to help reduce the potential for wetting and infiltration of surface water into the shallow soils. It might also prove helpful if the size and type of construction equipment be limited to help prevent soil disturbance. In our experience site disturbance can be significantly limited by the use of a trackhoe for earthwork operations. An adequately sized trackhoe can be set in one location to excavate materials and to place them into trucks without moving from its original location. This helps to minimize the amount of equipment traffic across the site as well as limiting the truck traffic activity. We also recommend that in wet weather construction all prepared foundation or floor slab subgrades be protected against the elements. This may be readily accomplished by placing a thin layer of pea gravel, crushed rock or recycled concrete, crushed railroad ballast, or even a cement and sand "mud mat" over the exposed surface. This protective layer need only be about one to two inches thick since it is primarily to prevent subgrade disturbance by the workmens' foot traffic. Excavations and Slopes As indicated earlier, site development appears unlikely to involve excavations of a depth of more than about three to four feet for foundation and floor slab installation. In spite of this we recommend both the owner and the earthwork contractor should be aware that in no case should slope heights or excavation depths, including utility trenches, exceed those specified in local, state and federal government safety regulations, particularly the OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, dated October 31, 1989. Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 17 We understand that these regulations are being strictly enforced and, if they are not closely followed, both the owner and the earthwork contractor could be liable for substantial fines. We also recommend that the owner's and contractor's attention be directed to the following local and state regulations. WSDOT Section 2- 09.3(3)B, and Washington Industrial Safety and Health Act, Chapter 49.17 RCW. Based on the observed generally granular soil conditions, and in consideration of the subsurface data generated by our study we believe that the bulk of the shallow granular fill soils may be classified as Type "C" soils in general accordance with current OSHA regulations. Thus, excavations extending down to depths of greater than four feet into the shallow fine grained and granular soils should be sloped back at a gradient of 1.5H:1 V, or flatter. Modification of these excavation slope gradients may be possible, but will be strictly dependant on the nature and condition of the materials exposed at the time of construction. Given the space available at this site, the generally competent nature of the shallow in -place soils, and the need for only shallow foundation excavations, it appears that open and sloped excavations can be safely generated. Therefore, we see no geotechnical need at this time for any temporary shoring system. If utility trench excavations are to extend to a greater depth than four feet, the utility contractor MUST legally employ a steel trench box while installing utility lines. This will help preserve the integrity of the excavation and provide a relatively safe working environment for his workmen. Failure to use a trench box could result in trench sloughing or collapse and development of a significant threat to his workers health and safety. We recommend that any buried utility installation be carried out in approximately "pipe length" segments to reduce, if not entirely avoid, the risk of trench sloughing or failure. The trench should be excavated for slightly longer than a given pipe segment and shored, the pipe installed and, as the trench excavation for the next segment is started the backfilling of the initial segment should also begin. As the shoring box is moved forwards the trench behind should be backfilled. The earthwork contractor should request that all excavations be observed by our representative to verify that conditions are as anticipated. If warranted, supplementary recommendations can then be developed to enhance stability. Such recommendations should include, but not necessarily be limited to, flattening of slopes or installation of surface or subsurface drains. Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 18 It is also critical that all exposed cut, fill or trench slope faces be protected against erosion. This can typically be managed by covering the exposed face with a sandbagged or pegged -in -place impermeable plastic sheeting. In addition, we recommend that a shallow swale or ditch be dug along the toe of any excavated slope to collect the surface water runoff. The collected water should be directed to a positive and permanent discharge, such as a nearby storm drain. Conventional Spread Footing Foundations General: As indicated earlier, it is our professional opinion that the proposed new warehouse building can be supported on conventional spread footings. These footings should either bear in the carefully and thoroughly redensified in -situ native fine sandy silt soils found at relatively shallow depth. Alternatively, and preferably, the footings should bear on at least two feet of compacted structural fill, crushed rock, or crushed recycled concrete, placed over the satisfactorily redensified in -place "native" soil. Where compacted structural fill, crushed rock, or crushed recycled concrete is used to support a structure it should extend for a minimum distance beyond the proposed building foundation perimeters equal to, or greater than, the thickness of the fill beneath the footing. Thus, if the fill is to be two feet thick, it should extend for a minimum distance of two feet beyond each foundation perimeter. This helps to avoid the risk of a lateral shear failure occurring beneath the footings. As mentioned earlier, we strongly recommend that all exposed foundation and floor area subgrades be carefully and thoroughly redensified by at least four complete passages of a vibratory steel plate or steel wheel compactor. (One passage is considered to be a pass of the compactor in each direction, forward and backwards, over the same strip of subgrade.) Conventional Foundation Design Parameters: For the proposed warehouse structure we recommend that the following geotechnical parameters should be used in design and construction of this conventional spread footing system. • Maximum recommended allowable soil = 1,500 psf bearing pressure for footing with minimum Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 width of 18 inches and a burial depth of 18 inches below the final exterior grade on a redensified native subgrade, or on a compacted structural fill crushed rock or recycled concrete on a redensified in -situ soil subgrade • Maximum recommended allowable soil - 2,000 psf bearing pressure for footing with minimum width of 18 inches and a burial depth of 24 inches below the final exterior grade on a redensified in -situ native soil subgrade, or on a compacted structural fill, crushed rock or recycled concrete on a redensified in -situ soil subgrade • Minimum recommended width of continuous perimeter footings • Minimum recommended depth of burial of perimeter footings below final exterior grade • Minimum recommended lateral dimension = of column footing supporting a vertical Toad of < 25 kips (excluding deck loads) • Minimum recommended lateral dimension = of column footing supporting a vertical load of >25 kips 18 inches 24 inches • Minimum recommended depth of burial = 18 inches of base of interior footings below the base of the floor slab 3.5 feet 5 feet Page 19 Because of the generally firm and competent nature of the redensified in -situ native fine sandy silt soils, given the slowly but generally increasing density with depth, and 2 X #4 bars LEGEND • • • • • :h: Typical Floor Slab Detail Schematic Only - Not to Scale (Dimensions as indicated) NOTE Typical "Stiffened" Floor Slab 11 t� �P 1 1 11 1 1 1 l 11 it 1 1 11 1 1 I L J I I L ( 1 1 1 1 1 I I 11 1 r 11 1 11 11 I I I 2X #4 bars -- .j 1 1 1 11 ►I J 1 I _ J I H I I 1- J I 1 t 1 1 rl 11. #4 bars @24" c -c both ways • I • - ° • 9 QQ o 40Aa h • �� 04 D o D � o oc3. o ti4oll9 oca do 9 c /( iO 0 .04 0 . 0 Q•rJ:OgOP'(; /i . c.., "ia .0:: ro •M (l n O O• clo g'm1 —,.r) i •0.'0:C3 1... "• Redensified Ivor Subgrade Minimum thickness of floor slab, t Minimum depth of thickened edge, d Minimum width of thickened edge, b Minimum depth of central footing, h Minimum width of central footing, c Minimum thickness of coarse, angular, crushed rock firmly tamped into redensified subgrade 2 X #4 bars = 6 inches = 18 inches = 18 inches = 12 inches = 18 inches = 24 inches • Structural Engineer to verify size, type, location of reinforcing steel and notify sizes. 1/2 -inch sand layer Visqueen Vapor Barrier Creative Engineering Options INC. A Arm Pracoang ih the Geosciences "MAT" FOUNDATION DETAIL Plate 5 Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 20 working on the presumption that all subgrade soils will be carefully and thoroughly redensified [and /or comprise a compacted structural fill, crushed rock, or crushed recycled concrete], it is acceptable to use a one -third increase in the above allowable soil bearing pressure when considering short term transitory wind and seismic loads in design. We also recommend that all perimeter and continuous interior foundations contain top and bottom reinforcing steel to help stiffen the footing and to help resist the detrimental impacts of any potential future localized soil compression and resulting differential settlement. This is of particular importance where any footing crosses a cut -to -fill transition. In our experience a minimum of three #4 or #5 reinforcing bars in the tops and bottoms of the footings are usually adequate for this purpose. We also recommend that the perimeter and interior footings be structurally interconnected as well as being formed into the concrete floor slab to form a stiff, monolithic settlement resistant platform. This form of foundation will not prevent settlement from occurring, but it will help to damp out the potentially detrimental impacts of differential movement. For informational purposes we have provided a pictorial depiction of this form of foundation support on Plate 5. If for any reason an individual column footing not integrated into the entire "monolithic" foundation system is located in a cut -to -fill transition, or is in a contact between two varying materials, and is not formed into a monolithic platform we recommend the foundation subgrade be further overexcavated until firm, competent material is exposed. The footing may then be set on this competent subgrade, or the excavation may be backfilled up to the minimum bearing elevation with compacted structural fill, crushed rock, crushed recycled concrete or a controlled density fill or lean concrete. We strongly recommend that you have the project structural engineer review and verify or modify the above foundation design recommendations. He should determine the need for, number, size and location of all reinforcement. In the event of a conflict between the above recommendations and the structural engineers recommendations the structural engineer shall govern. Settlement: On the basis of the observed site soil conditions and our engineering analyses, and working on the presumption that the foundations will bear on either the carefully and thoroughly redensified in -situ fine sandy silt soils or, alternatively, they may be supported on a compacted structural fill, crushed rock, or crushed Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 recycled concrete placed on a firm and competent [redensified] native soil, our analysis developed an estimate of the potential load related settlement beneath the proposed structures. In our professional opinion, based on the above, the maximum potential magnitude of settlement under the proposed combined building dead and live loads is likely to be within the building's tolerable limits. We estimate that the maximum potential settlement is likely to be of the following order: ▪ Maximum estimated settlement under = < 1 inch applied building dead and live load for footing supported on redensified native fine sandy silt soil ▪ Maximum estimated settlement under = < 3/4 inch applied building dead and live Toad for footing supported on a compacted fill, crushed rock, or crushed recycled concrete fill over the redensified in situ native subgrade ▪ Maximum estimated differential settlement = < 1 /2 inch across half building length for footing supported on redensified native fine sandy silt soil or a compacted fill, crushed rock, or crushed recycled concrete fill Page 21 The owner should understand that the majority of these magnitudes of total and differential settlement should be expected to occur as the dead Toads are applied during the construction of the structures. The remainder should be expected to occur over several months after construction is completed. Providing the subgrades are prepared as recommended herein the risk of long term creep related settlements should be expected to be low to negligible. Lateral Load Resistance: Lateral loads can be resisted by a combination of passive pressures acting on the buried portions of the building foundations, or Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 friction between the concrete elements of the foundations and floor slab and the underlying subgrade. For the former, the concrete must be placed neat against competent native soil or compacted structural fill. We recommend the following parameters be used in design. • Estimated passive pressure developed = 220 pcf in soil and acting against the buried foundation element including 1.5 factor of safety for shallow foundations (neglect upper 12 inches in design) • Estimated Coefficient of frictional = 0.24 resistance for dense "native" silty sand soil (including 1.5 factor of safety) • Estimated Coefficient of frictional = 0.35 resistance for dense crushed rock or recycled concrete over redensified "native" silty sand soil (including 1.5 factor of safety) As indicated above, we also recommend that, at a minimum, the upper one foot of passive pressure be neglected in design unless the soil is overlain with either a floor slab or paving. Slab -on -Grade Floor Page 22 A concrete slab -on -grade floor supported on the carefully and thoroughly redensified in -place soil, or preferably on a new compacted structural fill [or crushed rock or recycled concrete] pad placed over the redensified, firm and unyielding underlying native material is acceptable for the proposed warehouse structure. Any soft, loose or disturbed soils should be carefully redensified [as described earlier] before constructing the slab. Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Page 23 For the above reasons, and because of the moderately high floor slab loads, we also believe that the floor slab should be a minimum of six inches thick. We also recommend that the slab include a six by six inch wire mesh reinforcement layer at a depth of two inches from the slab surface for crack control, and that it should be reinforced in both directions. Here we recommend using #4 reinforcing bars at about twelve (12) to fifteen (15) inch centers located at three inches up from the base of the slab. In addition, we also recommend that every panel joint in the floor slab should be doweled so that any fork lift or truck traffic loads can be easily transferred across the panel joints. Doweling of all panel joints should help prevent flexing, and thus cracking, of the panel edges and corners under the repetitive passage of warehouse traffic. The edges of the floor slab should also either be doweled or formed into the building's perimeter footings. We also recommend that the following parameter be used in floor slab design: n Vertical modulus of subgrade reaction for = 100 pci concrete floor slab on redensified in -situ native soil subgrade, or on a compacted fill, or crushed rock or recycled concrete over the redensified native soil subgrade [per Table 2 -3; Floor Slabs on Ground by PCA] Because of the potential settlement sensitivity of this floor slab we strongly recommend that the project structural engineer be requested to evaluate the above - described slab reinforcement and to either verify or modify the reinforcement requirements. In the event that there is any conflict between the above recommendations and the structural engineer's recommendations, the structural engineer shall govern. In addition, as described earlier in this report, we also strongly recommend that the floor slab be formed, reinforced and poured in conjunction with the load bearing foundations to form a stiff, monolithic settlement resistant platform. Because of the potential for the presence of underslab moisture over the long term we recommend you consider installing a capillary break beneath the slab to provide Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 space for moisture vapor transmission. This capillary break should consist of at least four inches of clean, free - draining, granular material, such as coarse sand, pea gravel, 1 -1/2 inch minus washed rock, or an equivalent approved in writing by the geotechnical engineer. In any areas where moisture vapor transmission through the slab is undesirable, such as office areas where carpeting or vinyl tiles are used, we recommend an impermeable vapor barrier be installed over the capillary break beneath the slab. A 6 mil plastic membrane is typically adequate for this purpose. This membrane will help prevent moisture vapor transmission up through the slab and the associated moisture - related damage to interior furnishings and salt generation in the surface of concrete slabs. It is very important that all building utilities are installed before the capillary break and visqueen barrier are installed to avoid damaging them. Damage to either element could result in a non - functioning system and that could lead to creation of the problems this system is designed to avoid. As an additional protective measure, the owner should also consider placing two to four inches of damp sand over the membrane. This will help protect the membrane during construction and will help in curing of the concrete slab. It will also help to prevent cement paste bleeding down into the underlying capillary break through joints or tears in the visqueen barrier. Seismic Performance Page 24 While we did not perform a detailed seismic risk analysis for this project, it is clear that earthquake ground motion response is a particularly important factor and that it should be carefully considered in structural design. Historically, the Puget Sound Region has been subjected to frequent earthquakes of moderate intensity. Two earthquakes that resulted in significant damage occurred in 1949 near Olympia, and in 1965 near Seattle. The April 3, 1949 earthquake is the largest recorded earthquake in the region, reaching a magnitude of 7.1. It was felt over 150,000 square miles, resulting in $25 million in damages, eight (8) deaths and many injuries. The April 29, 1965 earthquake of magnitude 6.5 was felt over 130,000 square miles, and resulted in widespread damage in the Seattle area. The area was also subjected to a Magnitude 5.0 earthquake during 1995, a 5.4 earthquake in May of 1996, and more recently a 5.9 earthquake. In addition, this Geotechnical Engineering Study 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 area was also subjected to a Magnitude 6.8 earthquake on February 28, 2001, and event that apparently generated spectral accelerations on the order of 0.20g, with no visible evidence of any related damage or deterioration. Based on seismic risk analyses we have performed for similar sites in the Puget Sound region, considering the generally firm nature of the majority of the in -situ materials, and using the criteria contained in the 2006 International Building Code [IBC] we estimate that the design horizontal ground accelerations at the site should be considered to be on the order of the following: • 0.2 second Spectral Acceleration with = 1.20g 10% probability of exceedance in 50 years • 1 second spectral acceleration with 10% = 0.50g probability of exceedance in 50 years The U.S.G.S. has developed a series of more accurate spectral accelerations and these can be determined on the basis of the local zip code. For the subject site the U.S.G.S. recommends the following parameters be used in seismic design. • 0.2 second Spectral Acceleration with = 1.456g 10% probability of accedence in 50 years • 0.1 second spectral acceleration with = 0.649g 10% probability of accedence in 50 years Page 25 Approximate acceleration levels are only estimatable at this time for the state of practice due to complexities of the area that could include focusing and other complex concepts. Geotechnical Engineering Study Page 26 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Based on the exploratory data it is also our professional opinion that the soil within the upper approximately one hundred (100) feet beneath this site generally fall into what the IBC describes as a "stiff soil" profile. This is a material where the Standard Penetration Test N- values are typically between fifteen (15) and fifty (50) blows per foot. Thus, according to Table 1613.5.2 of the 2006 IBC the site is considered to have the following profile designation. Liquefaction ■ 2003 IBC site profile D According to Tables 1613.5.3(1) and 1613.5.3(2), respectively, the following seismic design coefficients should also be used: • Seismic coefficient for short spectral = 1.0 response periods [S > 1.25], F • Seismic coefficient for 1.0 second = 1.5 period spectral response [S, > 0.5], F Based on our visual observations it is evident that the shallow in -situ soils in which the new structure is to be founded are reasonably firm and competent in -situ, and that the surficial two to three feet are to be enhanced by controlled redensification at the time of construction. These fine grained [silt] soils are predominantly granular in nature, and the in -situ density appears to increase with depth. Although we did not encounter a well established shallow ground water level beneath the site, an earlier environmental study of the site immediately to the northwest found the soils to be "saturated' at a depth of about twelve (12) to sixteen (16) feet. It is possible that, under the correct circumstances, the presence of "water" might result in surging and saturating the shallow overlying soil in this area. Our [computer] analysis indicates that when considering a 0.25g horizontal acceleration factors of safety against liquefaction of 5.0, or greater, apparently exist at shallow depth for a Magnitude 7.0 or lower earthquake. However, where the saturated soils were encountered the factors of safety rapidly drop to Tess than 1.0 1 1 Geotechnical Engineering Study Page 27 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 indicating a high risk of liquefaction occurring. Because of this it is our opinion that these soils should be considered to be of moderate to high risk of liquefaction during an earthquake. We also evaluated the potential magnitude of liquefaction related settlement that might be expected to occur during a severe [Magnitude 7.0, or Tess] earthquake using the Tokimatsu and Seed methodology. Here our analysis indicated that settlement of up to about two and one half inches might be expected to occur on this site during an earthquake of about Magnitude 7.0. A major [Magnitude 8.0, or greater] earthquake is estimated to potentially cause up to about four inches, or possibly more, of liquefaction related settlement though it is difficult to accurately determine the actual performance of the in -situ soils at this Magnitude until after the event. Based on these analytical results it is, therefore, also our professional opinion that the risk of liquefaction related settlement of the "modified" site occurring during a severe [Magnitude 7.0, or less] earthquake should be expected to pose a potentially significant threat to the construction process [if the earthquake were to occur during construction], or to the completed warehouse facility. This risk can be mitigated to some degree by constructing the floor slab and foundations as a single monolithic platform as described earlier. Minimum Thickness Asphalt Pavements General: There are several important elements that need to be addressed in site access driveway, parking area, and in any potential loading dock area pavement construction, particularly the competency of the subgrade. The following paragraphs provide information regarding the geotechnical aspects of the pavement design and include our recommendations for a minimum thickness design asphalt pavement section in these areas. Subgrades: The performance of all pavements is strictly related to the condition of the underlying subgrade. If this is inadequate, no matter what pavement section is constructed, settlement or movement of the subgrade will be reflected through the paving. In order to reduce this risk, we recommend the pavement subgrades be treated and prepared as described in the Site Preparation section of this geotechnical report. Geotechnical Engineering Study Page 28 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 This means that in addition to all subgrades being thoroughly redensified as described earlier in this report, at a minimum, the top twelve (12) inches of any subgrade fill should be compacted to 95 percent of the maximum Modified Proctor dry density. Below this depth [if a thicker fill is used] compaction to 90 percent of the materials maximum dry density should be acceptable. The time of construction (winter as opposed to summer) is likely to dictate if some localized, and perhaps extensive, areas of soft, wet or unstable subgrade may still exist after the redensification process. If so, overexcavation of the unsuitable materials and their replacement with a compacted structural fill (described earlier in this report), crushed rock, or quarry spalls, or "fines free" crushed recycled concrete may prove appropriate. Typically, overexcavation and removal of between about two and three feet of material is adequate for this purpose. Depending on the nature of the prepared subgrade at the time of construction, it may also be appropriate to use a geotextile to separate fresh and competent pavement base materials from the underlying subgrade soils and to help strengthen the pavement section. We recommend that contingencies be provided in both the construction budget and schedule to accommodate this potential need. In the event that a geotextile is needed for use in separating the structural fill from the driveway alignment subgrade, we recommend that a Mirafi 500X, or an equivalent approved in writing by the geotechnical engineer, be used. To achieve the benefits and maximize the geotextile's capabilities, it is also critical that the selected geotextile be installed in strict accordance with the manufacturer's specifications and guidelines. If there should be a conflict between the manufacturer's specifications and the recommendations in this report, the specifications should govern. Pavement Sections: We understand that for conceptual design purposes pavement sections are to meet the requirements of the local minimum roadway standards. We have also developed two alternative recommendations for minimum asphalt pavement sections for the proposed access drives and parking areas, one using a crushed rock base and one using an asphalt treated base. For design purposes, although this prefabricated metal warehouse would ordinarily be considered as an "industrial" facility, the "heavy" vehicular traffic usage is likely to be relatively limited in nature. Therefore, for pavement design purposes this site is being considered as a "Parking Lot" supporting between eighty -five (85) and five hundred (500) vehicles per day, of which a moderate number of the vehicles are trucks. In developing these pavement sections we have made some, we believe, Geotechnical Engineering Study Page 29 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 reasonably conservative assumptions regarding the use and lifetime of the pavement. Firstly, we assumed the "reasonable" pavement lifetime to be twenty (20) years and, based on the observed fine grained site soil conditions, we considered the subgrade condition [particularly after controlled redensification] only to be "fair." Using these assumptions we then used the Design and Specifications Manual for Pavements and Bases by the Asphalt Paving Association of Washington, 1995, to determine the appropriate minimum design pavement sections for a Residential Street. From our evaluation, and our experience on numerous similar projects, we recommend the following minimum design pavement section, and that it be constructed over an appropriately treated and prepared subgrade: • Three inches of Class "B" Asphalt Concrete surfacing (AC), over four inches of Crushed Rock Base (CRB) material on a fully prepared and competent [redensified] subgrade, or • Two inches of Class "B" AC surfacing over three inches of Asphalt Treated Base (ATB) material on a fully prepared and competent [redensified] subgrade. If the pavements are to be subject to heavier truck traffic, particularly during the construction phase of the project, or if construction is to occur during the wetter winter months, we strongly recommend that the ATB base material be used. The construction traffic, which is likely to consist of concrete trucks, dump trucks and trailers, and building materials delivery trucks (timber, steel, and sheetrock) which can cause severe damage to a lightweight roadway pavement. This is of particular concern where utility trenches are located along, or across, the pavement. [This is yet another reason for making sure that all trench backfill is placed and compacted under control.] The owner should understand that the construction traffic WILL damage the ATB. This is anticipated! It is a relatively simple matter to clean up the potholes or damaged areas of the ATB and to backfill either with Asphalt or crushed rock before the final Class "B" asphalt pavement layer is installed. Material and Sieve Size Percentage of Material Passing 1 -1/4 inch 100 5/8 inch 50 - 80 1/4 inch 30 - 50 #40 mesh 3 -18 #200 mesh 7.5 max. Fracture 75 Sand Equivalent 40 Min Geotechnical Engineering Study Page 30 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 We also strongly recommend that you provide us with the appropriate heavy truck traffic data so that we can verify, or modify, this minimum pavement section in any of the potential traffic areas. According to the Paving Manual the CRB materials should meet the specifications for Base Course in Table 5, Requirements for Grading and Quality which is as follows: Loading Dock Pavement Section: Although there does not appear to be a loading dock for this structure, it should be understood that the loads applied to the pavement in any loading dock area will be substantially higher than in the surrounding pavement areas. This will be of particular concern if the loading dock is partially depressed and the pavement is sloped upwards from the dock, or if the loading dock traffic is to support multi axle trucks or, of even more concern, semi trailer traffic. For these conditions the pavement will be subject to high braking [shear] loads, high tractive [shearing] loads when truck clutches are released and the vehicles pull away from the dock [tire spin], and concentrated point loads when loaded semi trailers are set in the dock for unloading. These vehicular wheel loadings will all tend to cause damage to an asphalt pavement in the form of rutting and tearing, particularly if the asphalt becomes warm to hot in -place [as is likely in the summer months]. With a thin and /or warm asphalt pavement the semi trailer legs can easily punch through the pavement creating a "hole ", and this can even result in a trailer rolling over. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Geotechnical Engineering Study Page 31 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 I n order to avoid the potential for asphalt pavement damage we recommend that the loading dock pavement consist of a reinforced concrete slab rather than an asphalt pavement. The concrete slab should extend for the full length of the loading dock and should reach out at least five feet beyond the point where truck driving axles, when the trucks begin to move, might be capable of shearing the pavement. For the loading dock pavement we recommend the following minimum concrete pavement section be used. • Six inches of Concrete with a 28 -day compressive strength of no less than 4,000 psi over six inches of Crushed Rock Base (CRB) material on a fully prepared and competent [redensified] subgrade. We also recommend that the concrete include a layer of six inch square steel wire mesh reinforcement set at a depth of two inches from the slab surface, and #4 reinforcing bars at fifteen (15) inch centers in both directions located at three inches up from the base of the slab. Also, if the slab is poured in more than one panel, the connections between panels must be carefully doweled to allow for load transfer across the panel joint without allowing the panel edges to deflect. The dowels should comprise a minimum of 1 -inch diameter steel bar, and each dowel should extend for a distance of at least ten (10) inches into the slab each side of the panel connection. One end of the dowel should be grouted -in -place [fixed end] and the other should be set in a sleeve to allow for [temperature and slab related] movement. Also, we recommend the dowels be set at a maximum center -to- center spacing along the interconnecting panel edges of two feet. As an additional measure you might also consider adding fiberglass thread reinforcement to the concrete mix. Please consult the project structural engineer to verify, or modify, these recommendations. Pavement Base Materials: In our opinion, assuming that the site preparation recommendations contained in this report are closely followed, either base material is acceptable. However, if construction is to be conducted in the wetter winter months (typically October through May) we recommend using the ATB option. This will not only provide a competent "blacktop" surface that will help protect the site from construction activity, but will also provide a clean, dry and competent surface on which to store and protect construction materials. It has also been our Geotechnical Engineering Study Page 32 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 experience that in spite of its slightly higher initial cost, this form of surfacing requires considerably less maintenance either during or after a winter construction period. If there is a need to use a geosynthetic mat over the subgrade, it will be appropriate to provide a thin protective layer of sand over the geotextile. This should help to avoid the potential for burning the fabric when the ATB is placed as the ATB is usually placed at a relatively high temperature. In the event that a geotextile is needed for use in separating the structural fill from the roadway alignment subgrade, as we recommended earlier, a Mirafi 500X, or an equivalent approved in writing by the geotechnical engineer, should be used. Also as indicated earlier, to achieve the benefits and maximize the geotextile's capabilities, it is also critical that the selected geotextile be installed in strict accordance with the manufacturer's specifications and guidelines. If there should be a conflict between the manufacturer's specifications and the recommendations in this report, the specifications should govern. While the use of CRB offers little advantage over the ATB from the structural viewpoint, it is significantly more susceptible to deterioration and expensive maintenance during winter use. In numerous instances the replacement of the CRB has been necessary before paving could be accomplished because construction traffic forced the CRB down into the underlying subgrade. Although the use of a geotextile can help prevent such separation and contamination of the CRB, it must be paved over before the buildings can be opened for occupation. With the ATB, it is possible to stripe and mark the material and to use it as the "pavement" so the building can be used. The ATB can be left undisturbed in -place for one or more seasons, if desired, until the great majority of any settlement - related movement has an opportunity to occur. Then, any necessary maintenance can be performed and the final AC surfacing installed. This should reduce, or avoid, the need for any significant future pavement surfacing maintenance. It is critical that the owner, or his or her designer, contact us if the site usage and traffic assumptions are inappropriate so that we can make any necessary modifications to the minimum design sections developed for this project. If we are not afforded this opportunity and the pavements are subsequently damaged we cannot accept any responsibility whatsoever. It is also crucial that the final Class "B" asphalt pavement surface NOT be installed until after the heavy construction Geotechnical Engineering Study Page 33 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 traffic has ceased using the site. In this manner it should be possible to avoid the risk of damaging, if not destroying, the final pavement, an event that will require a costly replacement operation. Site Drainage General: As mentioned earlier, within the depths of our exploratory test pits we did not observe any evidence of a well established groundwater level beneath the site at the time of our field exploration. However, the earlier Terracon Environmental study of the adjacent property to the northwest did encounter what appears to be "saturated" soil conditions at a depth of between about twelve (12) and sixteen (16) feet beneath the site grade. This soil "saturation" may well be an expression of the local water level resulting from the presence of the nearby Green River. However, this "saturation" level appears to be well below the potential foundation elevations for the new warehouse building. From the encountered in -situ conditions it appears to us that neither groundwater nor groundwater seepage is likely to pose a significant threat to construction of the proposed warehouse building or the supplementary asphalt pavement areas. Regardless, we believe it is prudent and practical to install both short and long- term drainage control measures as part of project design and construction to help alleviate, if not eliminate, the potential for any long term groundwater or seepage [water] related problems. Short Term Drainage Measures: Over the short term, we recommend that the earthwork and /or general contractor be prepared to install several shallow sump pits to collect water [seepage] in utility or foundation excavations. All collected water [seepage] should be pumped to a positive and permanent discharge. [A positive and permanent discharge might consist of a nearby storm drain catch basin.] It is essential that all surface runoff be directed away from the crest line of all excavations, including utility trenches, and not be allowed to sheet flow over the exposed faces. Thus the site surface adjacent to a trench or the foundation excavation crest line should be graded so that surface water is directed away from that feature and off the construction area of the site. Water should not be allowed to stand in any area where a building or floor slab is to be constructed, on a subgrade where additional fill is to be placed and compacted, or where a pavement is to be installed. During construction, the earthwork Geotechnical Engineering Study Page 34 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 contractor should, roller seal all loose surfaces at night or at the beginning of a weekend to reduce the potential for moisture infiltration into the subgrade soils. Site grades should allow for drainage away from building foundations. We suggest that the ground be sloped at a gradient of three percent for a distance of at least ten (10) feet away from a building or driveway alignment, except in areas that are to be paved where there should be sufficient gradient to initiate gravity flow away from the structure. Any excavation, including utility trench excavations, should be protected against the elements during construction. This can be accomplished by overlaying the exposed slope surface with a sandbagged or pegged -in -place visqueen barrier. Temporary site grading should be performed to create site grades that direct water away from the excavation. Long Term Drainage Measures: In the long term, perhaps the most critical element of drainage control is to install a footing drain around the buildings' perimeter foundations. This drain should consist of a perforated, rigid, smooth - walled, plastic pipe bedded on and surrounded by a free- draining granular material. The drain pipe, which should have a minimum diameter of four inches, should be placed at, or just below, the invert elevation of the foundation with the perforations facing downwards. The drain pipe should be bedded on, surrounded by, and covered with, a clean, free - draining granular backfill, such as pea gravel or a washed rock, and should have sufficient gradient to initiate gravity flow. The drain pipe must be tightlined to discharge under control into a permanent system, such as a nearby storm drain catch basin or manhole structure. Typical footing drain details are provided for informational purposes only on Plate 6, attached. We also suggest that subsurface drain line locations, if appropriate, be established during the earthwork phase of the project by our representative when seepage areas and conditions may be more clearly defined. All areas to receive these drain lines should be observed by the geotechnical engineer. Where the immigration of fines from the native soil into the above - referenced drainage material may compromise the drain, the gravel backfill should be protected by a geotextile filter cloth. We recommend the use of a Mirafi 180N, or an equivalent approved in writing by the geotechnical engineer, be used for this purpose. It is also critical that the geotextile material be installed in strict LEGEND n D NOTES Slope to Drain Schematic Only - Not to Scale o: ;�.o o:II oo• • ff b ••• d • Material and Sieve Size 3 inch 1 -1/2 inch 3/4 inch 1/4 inch #10 mesh #50 mesh #100 mesh #200 mesh — Exterior Wall Percentage of Material Passing 100 80 - 100 60 - 90 50 - 80 35 - 65 25 - 45 10 -15 0 -3 Floor Slab i /,c\\ /N\ Surface seal of native soil or other low permeability material. (Can be separated from underlying free - draining by building paper, visqueen or geotextile, at owner's discretion. Free - draining, granular backfill material meeting the gradation specification presented below. 6 -inch minimum diameter, perforated or slotted rigid concrete, metal, or plastic pipe with tight joints, with a positive gradient sufficient to generate gravity flow and provided with accessible cleanouts at regular intervals. Perforations (3/16 to 1/4 inch diameter) to be in lower half of pipe, with lower quarter segment unperforated to facilitate water flow. Slotted pipe to have 1/8 -inch maximum width slots. Must NOT be tied to roof downspout or perimeter footing drain lines. Alternative geotextile drainage fabric attached to wall after the wall has been damp - proofed. Capillary break placed beneath floor slab consisting of clean pea - gravel, 1/2 -inch minimum washed rock, or clean sand, with a minimum thckness, t, of 4 inches. Capillary break to be separated from floor slab by impermeable plastic membrane. • Minimum depth of footing burial, D = 18 inches. • Estimated thickness of impermable surface layer, S, = 6 to 12 inches. • Capillary drainage material beneath floor slab should be hydraulically connected to perimeter subdrain pipe. (Use of 2 -inch minimum diameter weep holes, as shown above, is one option of achieving this end.) • Any backfill within 18- inches of wall should be compacted with hand - operated compaction equipment only. Heavy compaction equipment should not be used within 5 feet of wall to help avoid imposition of additional lateral load on that wall which could cause wall damage. • All wall backfill should be placed and compacted in accordance with the recommendations contained in the Fill Placement and Compaction section of the attached CEO, Inc. report. • Wall drainage and backfill material should meet the following gradation requirements, unless otherwise recommended by the geotechnical engineer: Creative Engineering Options INC A Firm Practicing in the Geosciences WALL AND FOOTING DRAIN DETAIL Plate 6 Material and Sieve Size Percentage of Material Passing 4 inch 100 1/4 inch 75 -70 #4 mesh 22 - 66 #200 mesh 5 max. Dust Ratio 2/3 max. Sand Equivalent 60 min. Geotechnical Engineering Study Page 35 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 accordance with the manufacturers' specifications. Failure to do so can result in a "failure" of the system and a voiding of any warranty or guarantee. Any buried or other [vault] retaining wall should also be provided with a drainage system similar to that described above for conventional footings. The drainage materials should extend up the full height of the buried portion of the wall to help avoid the potential for hydrostatic pressure buildup. We also recommend that the free - draining material meet the requirements of the 2006 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction, Section 9- 03.12(2) Gravel Backfill for Walls, as follows. As an alternative to a free - draining backfill, the owner may wish to consider the use of a composite drainage fabric, such as Miradrain, Delta- Drain, "J" Drain, or an equivalent approved in writing by the geotechnical engineer. This composite should be placed directly against the face of the foundation stem, or vault retaining wall (once the wall has been suitably waterproofed with bitumastic paint or other waterproofing agent) with the filter cloth facing the soil surface. The geotextile fabric "tail" of the composite should be wrapped over the basal drain line and its surrounding free - draining gravel to make a clean and direct connection. Backfill is then placed against the geocomposite covered stem or vault wall, and is compacted as it is raised back to design site elevation. This option also allows for the reuse of previously excavated on -site soil rather than an imported free - draining material and, thus, offers a small cost savings. A typical pictorial depiction of these wall drainage system elements is also provided on Plate 6. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Geotechnical Engineering Study Page 36 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Roof Drainage: Under no circumstances should any building roof down spout lines be connected to the footing drains. Although it is sometimes considered acceptable to allow roof down spouts to discharge directly onto a pavement surface in this case we recommend that all roof down spouts must be separately tight lined to a controlled discharge. We also recommend the installation of sufficient cleanouts to allow for easy and periodic down spout drain line flushing and maintenance. It has been our experience that the most functional cleanout spacing is for one to be installed at any bend or corner in a drain system and at a spacing of about thirty -five (35) feet in straight pipe runs. This will help to keep the potential extent of drain line clogging to a small segment of pipe that can be cleared with relative ease. Pavement Drainage: One of the most critical concerns on this project will be the need to keep moisture out from beneath the asphalt pavement. Providing the asphalt pavement is of a suitable mix design and is placed correctly and adequately compacted it should present an essentially impermeable surface. This should manage to keep virtually all surface water off the underlying subgrade. As an additional measure we recommend providing some degree of slope to the asphalt pavement surface [either by "crowning" or by "superelevation "] to direct surface water flow to storm drainage control measure such as a catch basin structure. Asphalt curbing along the edges of the pavement should also help in containing water on the impermeable pavement surface and in preventing surface water access to the subgrade soils. Providing the appropriate crushed rock base material [or ATB] is used, presuming this is the final design choice, this layer should have sufficient void space to allow for [slow] cross site seepage flow. In order to promote subgrade seepage flow we recommend the surface be provided with a [crowned or super elevated] gradient towards the pavement perimeters at the time the subgrade is final graded. The roller sealed [compacted] subgrade surface should then allow any seepage to flow out from beneath the pavement section and onto the adjacent "unloaded" areas. In addition, it is also a highly practical measure to install an "edge" drain to collect any underslab seepage and to direct it, under control, to the storm drain catch basin structures. A suitable edge drain is manufactured by Ameridrain. Temporary Erosion and Sediment Control Temporary Silt Filter Fence: It is important that appropriate erosion control measures be implemented in design and construction to avoid the potential for Newly graded or disturbed site surface Geotextile filter fabric Existing grade \\\ Gectextite filter fabric material 60 -inch wide rolls, use rings to attach to wire fabric Staples or wire rings (typical) 2" x 4" Douglas Fir at 6I-0" o.c. No. 1 grade or better, or steel post Schematic Only - Not to Scale 2" x2'x14 galvanized WWF 12" V 6' -0" c-c maximum Supporting 61 I post 2'-6" 2' x 2' x 14 gauge galvanized welded wire fabnc or equivalent 1 Bury bottom of geotextile erosion fence material in 12' x 8' trench 121 6" 2'-0" NOTES • The filter should be purchased in a continuous rot cut to the length of the barrier to avoid use of joints. When joints are necessary, filter cloth should be spliced together only at a support post, with a minimum six -inch overlap, and both ends securely fastened to the post. The filter fabric fence should be installed to follow the site contours (where feasible). The fence posts should be spaced a maximum of six feet apart and driven securely into the ground (minimum, of 30 inches). A trench should be excavated, roughly eight inches wide and twelve inches deep, upslope and adjacent to the wood post to allow the filter fabric to be buried. When standard strength filter fabric is used, a wire mesh support should be fastened securely to the upslope side of the posts using heavy -duty wire staples at least one inch long, tie wires, of hog rings. The wire should extend into the trench a minimum of four Inches and should not extend more than thirty -six inches above the original ground surface. The standard strength filter fabric should be stapled or wired to the fence, and a minimum of twenty inches of the fabric should be extended into the trench. The fabic should not extend more than thirty -six inches above the original ground surface. Filter fabic should not be stapled to existing trees. • When extra - strength filter fabic and closer post spacing are used, the wire mesh support fence may be eliminated. In such a case, the filter fabric is stapled or wired directly to the posts. The 12" x 8" trench should be backfilled with 3/4 inch minimum diameter washed gravel. " Filter fabric fences should be removed when they have served their useful purpose, but not before the upslope area has been permanently stabilized. ' Filter fabic fences should be inspected immediately after each rainfall and at least daily during prolonged rainfall. Any required repairs should be made immediately by the contractor. 1 16 G11.0 Creative Engineering Options INC. A Firm Practicing in the Geoscience5 TYPICAL FILTER FENCE DETAIL Plate 7 Geotechnical Engineering Study Page 37 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 flushing soil fines off the construction area of the site and onto adjacent properties or streets. As a minimum measure we recommend that the earthwork contractor erect a silt fence along the "downgrade" perimeters of the construction area of the site. These fences should be set sufficiently far from the edge of any excavation to allow for free passage for the workmen. They should, however, be upgrade of any drainage control swale or berm. The silt fence should consist of a geotextile fabric produced for this purpose and suitable for erosion control, such as a Mirafi Envirofence or an equivalent approved in writing by the geotechnical engineer. It should be supported on "Hog Wire" attached to steel or wooden stakes driven into the ground at relatively close center to center spacings. Approximately the bottom twelve (12) inches of the geotextile should be buried into the site subgrade to help avoid the risk of water flowing out through, or beneath, the fence also transporting any sediment off the construction area. A typical pictorial depiction of this form of filter fence is presented on Plate 7, attached. Alternatively, a minimum of one row of straw bales which, once set in- place, the should be "staked" with a steel pin or wooden stake to help prevent their movement. Once set in -place the spaces between the bales should be stuffed with additional straw, by hand, to help seal up the bale -to -bale connections and help prevent sediment Toss between the bales. We also suggest placing a geotextile wrapped "berm" of soil along the base of the inside [construction area] of the straw bales to act as an additional "filter." Site Surface Protection: Where the site excavation process exposes the in -situ soils they will be subject to all of the erosive forces of the elements, such as wind, rain, freeze, thaw and drying (by the sun). As a result they should be expected to deteriorate rapidly if not adequately protected. To achieve protection against the elements we recommend that all such areas be either revegetated or repaved as quickly after construction as possible. If any areas of exposed soil are generated by the construction process, and these are allowed to remain "open" for more than ten (10) calender days, they must be covered with a protective layer of straw mulch. If the soils remain exposed and "undisturbed" for thirty (30) days, or more, then the straw mulch should also be hydro seeded. Depending on the time of year when such revegetation occurs it might be helpful to use an erosion control blanket to help keep the seed and mulch in -place until the Geotechnical Engineering Study Page 38 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 root mat has an opportunity to germinate and take hold. In this case we recommend the use of a North American Green C -125 Erosion Control Blanket, or an equivalent approved by the geotechnical engineer. This blanket not only helps keep the seed and mulch in -place but also provides a protective thermal blanket over the seed and mulch mixture. According to the manufacturer, this blanket also reduces the water flow velocity by up to 77 %, and reduces the soil loss by up to about 98 %. These values are dependant on the blanket being installed in strict adherence with the manufacturers specifications. Crushed Rock Entry Apron: Another important element in site erosion control will be the installation of a coarse crushed rock entry apron. The apron should comprise coarse, angular crushed rock of approximately two to six inches in size and the rock should be separated from the underlying subgrade by a layer of geotextile, such as Mirafi 500X or an equivalent approved in writing by the geotechnical engineer. This apron must be of at least fifteen (15) feet in width and should extend onto the site for a distance of about fifty (50) feet, or more. The corners where the rock apron meets the existing street edge should be radiused in accordance with the requirements of the local BMP's. The rock apron should be at least fifteen (15) inches in thickness and MUST be maintained during construction. This apron provides an area where trucks can be "brushed" down and loose materials removed from between the truck or trailer tires. This helps prevent materials being transported onto the nearby local streets. Storm Drain Protection: We also recommend that the contractor install pre - manufactured silt sacks in all nearby storm drain catch basins located in adjacent or downgrade roadways or pavement areas. This should help prevent any sediment that might wash off the site from filling and clogging any of the existing functioning drain system. However, it is CRITICAL that the contractor recognize that these silt sacks are a maintenance item and that they will require periodic cleaning during construction to remove debris and collected sediment. Failure to perform this periodic maintenance is likely to result in clogged storm drains and local flooding during periods of precipitation, particularly in the winter months. Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Limitations CLOSURE Page 39 The above information is being provided solely as a service to our client. Under no circumstances should the above information be interpreted to mean that Creative Engineering Options, Inc., is assuming any responsibility for construction site safety, measurements or dimensions, or the contractors, subcontractors, or other engineers activities, means or measures. Such a responsibility is not being implied and should not be inferred, but remains with the owner and his contractor or other engineers. Furthermore, it should be clearly understood that CEO, Inc., does not in any way "direct" or "supervise" the contractor, his staff or his subcontractors and their employees, or any other engineer during construction. This responsibility also remains solely with the owner and his or her general contractor. Our recommendations and conclusions are based on the site materials observed, the subsurface data generated from our limited field study, our engineering analyses, the design information provided, and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care, skill and competence ordinarily exercised by other members of the profession in good standing currently practicing under similar conditions in this area only. No warranty, express or implied, is made. The recommendations submitted in this report are based upon our site observations and current exploratory data, and our experience in the general proximity of the site. These data pertain to the times and locations where they were obtained or observed only, but are assumed to be reasonably representative of the conditions beneath the majority of the area explored or observed. Soil and groundwater conditions between exploratory locations may vary from those encountered. The nature and extent of variations between the exploratory locations may not become evident until construction. If variations do appear, the geotechnical engineer should be requested to re- evaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 Additional Services Page 40 Plan and Specification Review: We recommend that CEO, Inc. be retained to perform a general review of the final design plans and specifications. This will allow us to verify the earthwork and foundation recommendations have been properly interpreted and implemented in the design plans and construction specifications. Construction Observation and Testing: For continuity, and as typically requested by most public jurisdictions, we also recommend that CEO be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow for rapid design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. This allows us, on behalf of the owner, to monitor the stability of any open foundation [or building pad] excavations and to verify the satisfactory redensification of exposed subgrades and to verify that adequate soil bearing is available in foundation and floor area locations, that any fills are appropriately compacted [or that the crushed rock or recycled concrete is adequately tamped -in- place], that the building foundation drainage system is properly installed, and that foundation and utility trench backfill is adequately compacted. [CEO, Inc., does not perform the in -situ density testing but can observe the tests performance and evaluate the data developed by the accredited testing agency selected for these services on the project.] It also allows us to periodically verify that the temporary and long term erosion and sediment control [TESC] measures are adequately implemented and that they remain functional throughout construction. We do not accept any responsibility whatsoever for the performance of the foundations, earthwork, pavements, or any other geotechnical aspect of the project. WARNING! It is CRITICAL that the owners, their architect, the structural engineer and the contractor read the ENTIRE report. Do NOT base any design or construction decisions on any portion of the brief summary letter or of the report text taken out of context. If decisions are based on only a part of the recommendations there is a significant risk that the decisions could result in an impractical or uneconomic design or construction procedure, could add significant risk to the project, and /or could result in damage to, or even failure of, the design element. Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 APPENDIX A 09 -2899 Field Exploration Program Page 42 Our field exploration was performed on October 16, 2009 and comprised two exploratory test pit excavations. These test pits extended to a maximum depth of approximately thirteen (13) feet below the existing site grade. The field exploration was performed using a rubber tired backhoe provided and operated by your, the client's, subcontractor. Each test pit excavation was backfilled with previously excavated material on completion. Our field exploration was continuously monitored by an engineer from our firm who maintained a log of each test pit. Our representative classified the soil encountered in the test pit excavations, obtained representative soil samples, and observed pertinent site features. Soils were classified visually in the field in general accordance with the Unified Soil Classification System (USCS) which is summarized on Plate 8, Legend. Test Pit locations were approximately determined by paced measure from the southwestern corner of the adjacent warehouse building to the east of the site. Because there was no topographical data available the test pit elevations were approximately determined by eye with respect to a temporary benchmark, the asphalt pavement surface at the southwestern corner of the adjacent warehouse building to the east, at an assumed elevation of one hundred (100) feet. The locations and elevations of the test pits should be considered accurate only to the degree implied by the methods used. The identification number and approximate location of each of the test pit excavations are shown on the Site Plan, Plate 2. The final test pit logs, presented on Plate 9, represent our interpretation of the field logs and selective laboratory testing of representative soil samples. The stratification lines on the logs represent the approximate boundary between soil types. In actuality, the transition may be more gradual or more severe. Representative soil samples from our test pits excavations were placed in closed moisture proof containers and returned to our Redmond office for further examination, review and selective laboratory testing. COHESIONLESS SOILS l COHESIVE SOILS (bl Density l N. blows /ft. IA Relative Density ( %) Consistency N blows /ft. ICI Undrained ShQ0 Strength 050 I 1 Very Loose 0 to 4 0 - 15 Very soft 0 to 2 <250 Loose 4 1 0 1 0 15 - 35 Soft 2 to 4 250 - 500 Compact 10 to 30 35 - 65 Firm 4 to 6 500 - 1 000 Dense 30 to 50 65 - 85 Stiff 8 to 15 1000 - 2000 Very Dense over 50 >85 Very Stiff 15 to 30 ' 2000 - 4000 Hard Over 30 >4000 1 1 1 1 1 e 1 1 1 1 1 1 1 1 1 1 Unified Soil Classification System MAJOR DIVISIONS SOIL CLASSIFICATION - GENERALIZED GROUP DESCRIPTIONS Coarse Grained Soils More than 50% Material Larger than No. 200 Sieve Size Fine Grained Soils More than 50% Material Smaller than No. 200 Sieve Size H Gravel And Gravelly Soils More than 50% Coarse Fraction Retained on No. 4 Sieve Sand And Sandy Soils More than 50% Coarse Fraction Passing No. 4 Sieve Sands with Fines (appreciable amount of fines) SM SC Clean Gravels (little or no fines) Gravels with Fines (appreciable amount of fines) Clean Sand (little or no fines) Silts and Liquid Limit Less Clays than 50 Silts and Liquid Limit Clays Greater than 50 ghly Organic Soils GW GP GM GC SW SP ML CL OL MH CH OH PT Well- Graded Gravels. Gravel - Sand Mixtures, Little or No Fines Poorly-Graded Gravels, Gravel - Sand Mixtures. Little or No Fines Silty Gravels, Gravel - Sand - Silt Mixtures Clayey Gravels, Gravels - Sand - Clay Mixtures Well - Graded Sands, Gravelly Sand, Little or No Fines pp - Graded Sands. Gravelly Sands, Little or No Silty Sand, Sand - Silty Mixtures Clayey Sands. Sand - Silt Mixtures Inorganic Silts & Very Fine Sands, Rock Flour, Silty- Clayey Fine Sanas, Clayey Silts w /SIight Plasticity Inorganic Clays of Low to Medium Plasticity, Gravelly Clays, Sandy Clays, Siltys Clays, Lean Organic Silts and Organic Silty Clay of Low Plasticity Inorganic Silts. Micaceous or Diatomaceous Fine Sand or Silty Soils Inorganic Clays of High Plasticity, Fat Clay Organic Clays of Medium to High Plasticity, Organic Silts Peat, Humus, Swamp Soils with High Organic Contents Topsoil Fill Humus and Duff Layer Highly Variable Constituents Notes: Dual symbols are used to indicate borderline soil classification. Upper case letter symbols designate sample classifications based upon laboratory testing, lower case letter symbols designate not verified by laboratory testing. Relative Density or Consistency Utilizing Standard Penetration Test Values (a) Soils consisting of gravel. sand, and 5It. either separately or in combination, possessing no characteristics of plasticity, and LL exhibiting drained behavior. (b) Soils possessing the Characteristics Of plasticity, and exhibiting undrained behavior. PI )c) Refer to text of ASTM D 1586 -84 of a definition of N, in normally consolidated cohesionless soil. Relative Density terms are based on N values corrected for overburden pressures. (d) Undrained shear strength = 1/2 inconfined compression strength. The Discussion In The Text Of This Report Is Necessary For A Proper Understanding Of The Nature Of The Material Presented In The Attached Logs Component Definitions by Gradation COMPONENTS Boulders Cobbles Gravel Coarse gravel Fine gravel Sand Coarse sand Medium sand Fine sand Silt and Clay SIZE RANGE Above 12 in. 3 in. to 12 in. 3 in. to No. 4 (4.65mmJ 3 in. to 3/4 in. 3/4 in. to No. 4 (4.76mm) No. 4 (4.76mm) to No. 200 (0.074mm) No. 4 (4.76mm) to No. 10 (2.0mm) No. 10 (2.0mm) to No. 40 (0.42mm( No. 40 (40.42mm) to No. 200 (0.07mm) Smaller than 0. 200 /0.O7mm) Descriptive Terminology Denoting Component Proportions DESCRIPTIVE TERMS Trace Little Some or Adjective (a) And RANGE OF PROPORTION 0 -5% 5 - 12% 12 -30% 30 -50% Samples P • SS HD SH PIT B C Sampler Pushed Sample Not Recovered SPT Sampler (2.0" OD) Heavy Duty Split Spoon Shelby Tube Pitcher Sampler Bulk . Cored Notes WATER LEVEL (DATE) 1 WATER OBSERVATION WELL qc TORVANE READING, tsf qu PENETROMETER READING, tsf W MOISTURE, percent of dry weight pcf DRY DENSITY, pounds per cubic ft. LIQUID LIMIT, percent PLASTIC INDEX Creative Engineering Options INC A Firm Practicing in the Geosciences LEGEND Plate 8 Depth [feet] Soil Description Moisture Content ( %) USCS Symbol 0 - 0.3 Dark brown silty fine SAND, moist, loose, sod OL /ML 0.3 - 12.0 Light brown, fine sandy SILT, moist, medium dense, 23.3 ML Depth [feet] Soil Description Moisture Content ( %) USCS Symbol 0 - 0.3 4" crushed rock surfacing GP 0.3 - 13.0 Light brown to gray- brown, fine sandy SILT, moist, medium dense, occasional oxidation staining 20.1 ML 1 111 1 1 1 1 1 1 1 1 1 1 1 1 Logged By: GM Date: 10/16/09 TEST PIT 1 Elev: 100 feet + /- * Note: No groundwater or seepage encountered. Logged By: GM Date: 10/16/09 TEST PIT 2 Elev: 100 feet +/- NOTE: No groundwater or seepage encountered. Subsurface conditions depicted represent our observations at the time and the location of the exploratory excavation, modified by engineering tests, analysis, and our judgement and experience. They are not necessarily representative of other times and locations. We cannot accept any responsibility whatsoever for the use or interpretation of the presented data, or for the ramifications of any such interpretation or use. Such responsibility remains solely with the user. * Test pit elevations approximately determined by eye with respect to a Temporary Benchmark, the asphalt pavement at the southwestern corner of the existing warehouse to the east, at an assumed elevation of 100 feet. r rcI t. G Creative Engineering Options INC. A Firm Practicing in the Geosc ences TEST PIT LOGS Plate 9 APPENDIX B 09 -2899 GEOTECHNICAL LABORATORY TESTING PROGRAM i 1 11 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 Geotechnical Engineering Study 09 - 2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 General APPENDIX B 09 -2899 Laboratory Testing Program Page 44 We conducted a series of selective laboratory tests on carefully selected representative soil samples. The results were used to help verify or modify the field classification of the soils encountered and to help evaluate the soil's geotechnical behavior. A brief description of each of the tests performed for this study is provided below. The results of laboratory tests performed on specific samples are provided at the appropriate sample depth on the test pit logs, or on test data sheets attached to this Appendix. Please understand that test results may not accurately represent the overall, in -situ soil conditions. Results must be interpreted. Our recommendations are based on our interpretation of test results, along with other information available to us. Test results help guide our engineering judgement. We are not responsible for the interpretation or use of these data, or for the ramifications of any such interpretation or use, by others. Soil Classification All soil samples were visually examined in the field by our engineer at the time they were obtained. They were subsequently packaged in moisture -proof containers and returned to our Redmond office where they were re- examined and the original description was verified or modified, as necessary. With the help of the information obtained from classification tests, the samples were described in general accordance with the qualitative USCS. The resulting descriptions were included at the appropriate sample location on the individual test pit log. A brief summarization of the USCS system is provided on the attached Legend, Plate 8. Moisture Content Moisture content tests were performed on several representative samples obtained from the exploratory test pit excavations. The purpose of this test is to approximately ascertain the materials' in -situ moisture content. The information Geotechnical Engineering Study Page 45 09 -2899 South 143rd Place Prefabricated Metal Warehouse October 23, 2008 obtained assists us by providing a qualitative correlation with soil strength and compressibility. The results of these tests are included at the appropriate sample depth on the test pit Togs. Grain Size Distribution Detailed grain size analyses were conducted on two of the retrieved samples to help more accurately determine the overall distribution of the soil's particles. The information gained from these analyses help to provide a detailed description and classification of the in -place materials. In turn, this information helps us to understand how the in -place materials will react to construction activity, groundwater seepage and foundation loading. The results are presented on Plates 10 and 11, Gradation Curves. Classification symbols are also provided as part of the appropriate individual sample descriptions on the test pit log. • I • • = • ® In MI MEI MIN NISEB ISM SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE OF OPENING IN INCHES 1 NUMBER OF MESH PER INCH, U.S. STANDARD 1 GRAIN SIZE IN MM 100 90 80 70 60 50 40 30 20 10 N ":1' N CO 0 0 0 C7 O O Co V co N r r .- CO (() . N r O 0 0 O CO CO 0 0 - C�) O N 0 CO CO V CO O CO O 0 0 0 r N (h d" 0 0 (f) CO O 0 0 N 1- CO CO d CO N T O CO CD GRAIN SIZE IN MILLIMETERS O CO u) C C) N N O O O O O O CO O CO CO In 'Cr CO N 0 0 0 0 0 0 O O O O 0 O 0 . O • O 0 I "1 - "f1 I I 1 " "•1 1 1 1 l - - r O CD V' CO N 0 0 0 O 0 0 0 0 0 O O COBBLES COARSE FINE GRAVEL COARSE MEDIUM 1 FINE SAND FINES 10 20 30 40 50 60 70 80 90 100 O 0 . KEY -11— Boring or Test Pit No. TP -1 DEPTH (FT.) 12' -0" USCS ML DESCRIPTION Fine sandy SILT Moisture Content ( %) 23.3% LL PI MIN MI MI MEI MO =111 EMI !MI MI @MI 511 ME MI rri 0 rri m Pr; rD (i) (.0 0 - 13 5 z 3 - o SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE OF OPENING IN INCHES 1 NUMBER OF MESH PER INCH, U.S. STANDARD 1 GRAIN SIZE IN MM 100 90 80 70 60 50 40 30 20 10 0 0 •cl CO N CD 0 CD 00 CO oo N CO 0 0 0 '4' CO 0 co co CD OD CD 1 Cr •O• CO OD 0 0 0 00 0 CO d• LID CD c0 0 C) 'cf OD CV 0 0 0 0 0 OD 0 0 . cr CO CV 0 000 CD 0 CD C) C> CD C3 C3 CD . . . . . . .1 I --- ...... • ..... f I Cr 0 CV CO 0 •ct CO N . . . . . c0 0 . 0 . GRAIN SIZE IN MILLIMETERS CO CV 0 0 •ct CO 0 0 0 0 0 00 CO CD °. 0. COBBLES COARSE 1 FINE GRAVEL COARSE MEDIUM 1 FINE SAND FINES 10 20 30 40 50 60 70 80 90 100 KEY -4Io- Boring or Test Pit No. TP-2 DEPTH (FT.) 3'-6" USCS ML DESCRIPTION Fine sandy SILT Moisture Content (%) 20.1% LL PI APPENDIX C 09 -2899 USE OF THIS REPORT BY OTHERS REPORT ENTITLED: APPLICATION FOR AUTHORIZATION TO USE To: Creative Engineering Options, Inc. 5418 159 Place NE Redmond, Washington 98052 Geotechnical Engineering Study Proposed Prefabricated Metal Warehouse Building 6238 South 143' Place Tukwila, Washington by CEO, Inc., 09 -2899, dated October 23, 2009 Applicant herewith applies for permission to use the referenced report to (please indicate how you intend to use the report and why you wish to do so): Applicant understands that the referenced report is an instrument of professional service produced by Creative Engineering Options, Incorporated (CEO) and that express written authorization from Glen Mann and the afore mentioned corporation is required to use or in any way rely upon this report or any of the information contained within, or to duplicate, otherwise reproduce or copy, excerpt from, reference or quote from this report. Applicant understands that any unauthorized use of or reliance upon this report, or any unauthorized duplication , other reproduction or copying, reference to or excerption or quotation of this report is strictly prohibited, and will subject the violator to all legal remedies available to CEO. Applicant recognizes that CEO may, at its sole discretion, withhold authorization, or grant such authorization contingent upon applicant's acceptance of terms and conditions established by CEO to address issues arising out of the use of the report by the Applicant not contemplated by CEO at the time CEO initiated its services with CHG Building Systems, Inc., which included preparation of this report. APPLICANT: Name of Firm Address of Firm Telephone Number Contact Person Name Date of Application Contact Person Title 4 Copies 1 Copy DISTRIBUTION 09 -2899 Mr. Charles Grouws President CHG Building Systems, Inc. 1120 S.W. 16 Street Suite A -4 Renton, Washington 98055 RJN Associates, Inc. 1220 South 356 Street Suite A -3 Federal Way, Washington 98003 Attention: Mr. Roddy J. Nolten gm/09 -2899 CHG Tukwila Metal Warehouse Geotechnical Report/zipCSD - 04 -01 -2011 MIKE ENGSTROM 6400 S 143 PL TUKWILA WA 98168 RE: Permit No. D09 -241 6238 S 143 PL TUKW Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 05/18/2011. Based on the above, you are hereby advised to: Sincerely, 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, , provided the inspection shows progress. -or- City of Tukwila 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. C De artment o Communi Develo ment Jack Pace Director p f � p The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and /or receive an extension prior to 05/18/2011, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Bill Rambo Permit Technician File: Permit File No. D09 -241 Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 May 14, 2010 Mike Engstrom Cutting Specialists Inc. 6400 S 143 PI Tukwila, WA 98168 Dear Mr. Engstrom, • Ciiv t of Tu , 'lla Department of Community Development RE: Request for Application Extension Development Application Number D09 -241 Cutting Specialists — 6238 S 143 P1 This letter is in response to your written request for extension to Permit Application Number D09 -241. The Building Official has reviewed your letter and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration date an additional 180 days, through November 7, 2010. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, ifer Marshall it Technician File: Permit No. D09 -241 W:\Permit Center\Extension Letters\Applications\2009\D09 -241 Application Extension.doc Jim Haggerton, Mayor Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 RECEIVED • ® 12 2010 ... APR ::. �uurruAin �n 0.0.0 0.0.0 ����u C ALISTSINC �M(�N; 6400 So. 143rd PL. Tu kwila, WA 98168 (206) 246 -4911 FAX (206) A N : - e-r-PA 1- Z W O k" L N‘4e_ N Ac-w j cog- c M.') The_ C 3,c - e- 4 zn v uu�i�r ��c W w ∎A � l CA � D , bo- �� Cr k: c-c-S o n 1 \ ki^ 01.0 10 . I Arm CAS� O c- o- e,)CVei S.o►J n -t.e e� �� �- My trnn S NOT b -te--"D > 'tvz-j-'' ‘)?°N) b `J ar �/Z /era eM)- 2. f)-4f OCIit loo 03 -31 -2010 MIKE ENGSTROM 6400 S 143 PL TUKWILA WA 98168 RE: Permit Application No. D09 -241 6238 S 143 PL TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 11/12/2009, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 05/11/2010. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D09 -241 City of Tukwila W.P f Jinn 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 1804 136th Pl. N.E. Suite 1 Bellevue, WA 98005 Phone: (425) 644 -1446 Fax: (425) 644 -1921 office @gmsarch.com May 24, 2010 City of Tukwila Bill Rambo, Permits Technician 6300 South Center Blvd. Suite # 100 Tukwila, WA 98188 Subject: Cutting Specialists, D09 -241 RE: Comment Memo, April 16, 2010 Dear Mr. Rambo: • This letter is in response to the corrections memo from Allen Johannessen, dated 4/16/10, which addressed issues regarding our development permit. We have enclosed the itemized responses to each item by comment and revised plans as applicable. Our response is shown below the question in bold. 1. No response necessary. 2. No response necessary. 3. No response necessary. 4. Show the door on the north wall to be 3 /4 hour door to meet code for unprotected openings with the 5 foot set back Architecture • Design • Planning Member of the American Institute of Architects The building door located on the north wall of the building has been relocated to be a distance greater than 5' -0" from the north property line. The exterior wall area is 945 SF. IBC -2006, Tbl. 704.8 allows unprotected openings to be not greater than 10% of the area of exterior wall, which would allow approximately 94.5 SF of allowed unprotected openings. Therefore, the proposed swing door is a 3'6" x 6' -8 ", or approximately 23.33 SF. This door will be non - rated. CORRECTION RECEIVED MAY 26 2010 PERMIT CENTER May 24, 2010 Bill Rambo Page 2 • The east elevation contains approximately 1,800 SF in area. Per IBC -2006, Tbl 704.8, the allowed unprotected opening would be 180 SF. The overhead 12' ft x 14' ft door area is 168 SF and the swing door area is 23.33 SF, which, added together, equals 191.33 SF of area. Therefore, the swing door will be made to be a 45 minute door; and so noted on the plans: The roll -up door will remain an unprotected door. The south elevation contains one swing door and is similar to the area of the north wall which was is allowed to be unprotected when the opening is Tess than 10% of the wall area, per Tbl 704.8. Therefore, the south swing door will be unprotected. The rollup door on the south elevation has been removed from the plans. 5. Provide a quality control inspection table specifying "Special Inspections" required for this project. (IBC Chapter 17) Please see new Sheet A -4.1 for the "special inspections" requirements. 6. The new building is indicated to be a semi heated space. Please provide specific notes to show the type of heating appliances The energy notes on the coversheet and the floor plan notes have been updated to comply with a semi - heated space per the 2006 WSEC, Section 1310:2: 7. The bathroom shown on the plans shall be provided with a method of protecting the pipes from freezing a. The Toilet room will be a heated space. See Sheet A -3.1 for all details, materials, and construction. The door will have a closer with weather stripping. The concrete floor will be R -10 rigid insulated with a slab edge thermal break with rigid insulation placed under the slab. The walls and ceiling will be insulated R -21 and R -38 per 2006 IBC and WSEC. b. The heating and thermostat notes have been added to the cover sheet and floor plan as requested. c. All the toilet room walls will be insulated per code. All exposed water supply pipes will be insulated. An additional toilet room (heater) has been added with a programmable thermostat. The heat source will be an in -wall electric radiant heater with a fan. We acknowledge that a separate plumbing and electric permit will be required. 8. No additional response required. GMS Architectural Group AIA. P S. 1804 136' Pl. NE Suite 1 Bellevue, WA 98005 P1'cura. (425) 644• ;446 Fax (425) 544 -1921 E -Mail: officeibyrnrsarch :•orrm May 24, 2010 Bill Rambo Page 3 9. No additional response required. The Public Work Comments: (via e-mail) 1. The bulletin A2, TTPEC Permit Fee Estimate worksheet is provided, as requested. Respectfully, cBride, AIA, Principal GMS Architectural Group, AIA, P.S. cc: Cutting Specialists Bruce Dodds, PE Charles Grouws Bruce Lane • GMS Architectural Group. AIA. P.S. 1804 136'' Pi NE Suite 1 Bellevue. WA 98005 Phone (425) 644 -1446 Fax: (425) 644 -1921 E -Mail: office frnsarch corn 1 May 25, 2010 Mike Engstrom 6400 S 143 Place Tukwila, WA 98178 Bill Rambo Permit Technician encl File No. D09 -241 City of Tu ila Department of Community Development RE: CORRECTION LETTER #2 Development Permit Application Number D09 -241 Cutting Specialists — 6238 S 143 PI Dear Mr. Engstrom, 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 Building, Fire and Planning Departments. At this time the Fire Department has no comments. Building Department: Allen Johannessen at 206 433 -1763 if you have questions regarding the attached memo. Planning Department: Jaimie Reavis at 206 - 431 -3659 if you have questions regarding the attached memo. Public Works Department: David 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) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, D D R•0^4- W:Wermit Center\ Correction Letters\2009\D09 -241 Correction Letter #2.DOC Jim Haggerton, Mayor Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo Date: April 16, 2010 Project Name: Cutting Specialist Permit #: D09 -241 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) • All information requested in the previous memo shall be shown or noted on the plans by the engineer or architect. Faxes and print outs on 8x11 sheet shall not be acceptable. All documents provided shall be stamped /signed by the registered design professional providing those documents (see general note above). The following are some items from the previous memo that shall require additional information with details and documentation: 1. No response necessary. 2. No response necessary. 3. No response necessary. 4. Show the door on the north wall to be 3/4 hour door to meet code for unprotected openings within the 5 foot set back. (IBC 704.8, Table 704.8 & Table 715.4) Your response shall be provided on the plans in a table with notes keyed to the doors shown on the plan. The documents provided for the over head door did not show the rating for that door. Please identify the rating for that door. 5. Provide a quality control inspection table specifying "Special Inspections" required for this project. (IBC Chapter 17) This information shall be provided on or with the engineered drawings or notes, wet stamped and signed by the engineer. 6. The new building is indicated to be a semi heated space. Please provide specific notes to show the type of heating appliances with notes to indicate compliance as specified in the Washington State Energy code section 1310.2. Also identify on the plans where the heating equipment shall be installed (separate mechanical and gas piping permit required). (2006 WSEC 1310.2) This information shall be provided on the cover sheet. The added notes and calculations from your response could not be found on the plans under the cover page "Energy Notes ". The energy notes on the cover page have references referring to this as a heated building to maintain 70 degrees. If this is to be an unheated or semi heated building all references shall indicate this in the energy notes and other note information deleted or changed. In addition, identify the type of fire protection intended for the building, Sprinkled or Non Sprinkled with fire alarm, under 1 • "Project Statistics ". (Separate mechanical and gas piping permit required for the installation of the heating appliances). 7. The bathroom shown on the plans shall be provided with a method of protecting the pipes from freezing. Indicate on the plans provisions for a source of heat or method to protect pipes from freezing (Separate plumbing permit required). a. Provide elevation details and notes to show the wall and ceiling details. Identify the size and type of all materials and show method of anchoring all framing members. If the bathroom is to become a heated space, the door shall have a closer and be provided with weather striping. The Concrete floor shall require R -10 insulation below the concrete with a thermal break up to the insulated wall framing. Walls shall have R -21, ceiling R -38. b. Since the intent is to make this building a "semi heated space ", notes shall be shown on the floor plan and cover sheet. Provide a note on the plans to indicate "Heating system shall be controlled by a thermostat with a maximum set point capacity of 45 deg. F, mounted no lower than the heating unit ". c. Since the heat inside the building shall be set at 45 deg. at the ceiling, the concern is for the protection of the plumbing pipes and fixtures at the bathroom level where the ceiling heat may not sufficient for protecting pipes from freezing. Buy insulating the walls at the level of the pipes will only trap the cold within the walls without some source of heat from a warm side. Therefore provide additional information to show how the pipes shall be protected from potential freezing and what that heat source shall be. Please show all details and notes on the plans (2006 WSEC 1310.2 & 2006 UPC 313.6 Washington State Amendments) (Separate plumbing and permit required). 8. No response necessary. 9. No response necessary. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. APPLICANT: Mike Engstrom RE: D09 -241, L09 -060 ADDRESS: 6238 S 143 Place cc. Patrick McBride, GMS Architectural Group PLANNING DIVISION COMMENTS DATE: May 25, 2010 Comments based on a review of materials submitted for both the building permit and administrative design review application are listed below. Please review the following comments 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 building permit shall not be issued until after the Administrative Design Review approval has been issued under permit number L09 -060. The staff report on the design review decision is complete, and the decision is expected to be issued in the coming days. CITY OF TUKWILA PUBLIC WORKS DEPARTMENT / REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards DATE: May 7, 2010 PROJECT: Cutting Specialists, Inc. 6238 S. 143 PL TL no. 336590 -1700 Review Comment BUILDING PERMIT NO: D09 -241 PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions /comments regarding the following comments. 1. Provide completed Public Works permit fee estimate sheets — Bulletin A2. (See enclosed.) 1804 136th PI. N.E. Suite 1 Bellevue, WA 98005 Phone: (425) 644 -1446 Fax: (425) 644 -1921 office @gmsarch.com April 6, 2010 City of Tukwila Bill Rambo, Permits Technician 6300 South Center Blvd. Suite # 100 Tukwila, WA 98188 Subject: Cutting Specialists, D09 -241 RE: Comment Letter, February 10, 2010 Dear Mr. Rambo: This letter is in response to the corrections letter which addressed issues regarding our development permit. We have enclosed the itemized responses to each item by comment and revised plans as applicable. Our response is shown below the question in bold. 1. Comment: The building is identified as "S -2" occupancy. Please provide additional information to identify the proposed use and operation of this building. Indicate the type of equipment that hall be installed and show where it will be located. The intent of the new building is for storage of (S -2) materials for the primary business of Cutting Specialist's located in the adjacent building. The character of the business performs various cutting jobs on all types of materials daily. The variable nature of the day -to -day operations requires the need to store these materials in sufficient quantity to be competitive. There are no plans for a standardized storage system or racks. The floor plan of the new building is open to allow for the variable character, size, shape, and length of materials related to each job. 2. Since the north and west side of the building is only 5 feet...the exterior wall shall be required to be one -hour construction. In addition a parapet shall be required Please provide details of the exterior wall and roof construction that identified all elements of wall and roof construction to show compliance with the one -hour separation. (IBC 704.5 with Table 602, 704.22 & 705.6) Architecture • Design • Planning Member of the American Institute of Architects April 6, 2010 Bill Rambo Page 2 • • The property set -backs are as noted on the prepared site plan. The exterior walls have been updated to conform to be one -hour construction. The construction is planned to be all metal, Type V -B, non = combustible and the exterior doors along the north side will be 3/4 —hour doors. There are no openings planned along the west elevation: The east elevation with an eight foot side yard has an over -head door and a swing door that will remain non- rated. The parapet will not be necessary due to the proposed construction compliance with UBC Section 705.6 Vertical Continuity, exception 3.; where the non - combustible walls will be terminated at the underside of the non- combustible roof sheathing. Both roofs are metal and will comply with not less than a Class "B" roof covering. See details sheets: UL- assembly approval. 3. Provide specifications for all exterior doors....See Specification sheets provided. 4. Show the door on the north wall to be 3 /4 hour door to meet code for unprotected openings with the 5 foot set back..... The exterior doors specifications for the north wall OHD is provided on separate sheets. 5. Provide a quality control inspection table specifying "Special Inspections" required for this project. (IBC Chapter 17) The quality control inspection will be performed as specified in table 1704.3 for the steel fabrication and table. 1704.4 for the concrete work. 6. The new building is indicated to be a semi heated space. Please provide specific notes to show the type of heating appliances The plans now contain the notes and energy calculations per 2006 WSEC. 1310.2. 7. The bathroom shown on the plans shall be provided with a method of protecting the pipes from freezing The toilet room plan has been updated to comply with the ADA Accessibility requirements as outlined in 2006 Chapter 11. The plumbing has been located on an interior- insulated wall. 8. Show the bathroom as an ADA compliant unisex bathroom. Provide all details for bathroom fixtures and components The toilet room will be designated on the plans as a Unisex toilet facility. GARS Architectural Group. AIA. P.S. 1804 136"' Pl. NE Suite 1 Bellevue. WA 98005 Phone (425) 644 -1446 Fax. (425) 644 -1921 E -Mail: office aagmsarrh.eom April 6, 2010 Bill Rambo Page 3 • • 9. Show an accessible van parking space with specifications for markings, dimensions or parking with off - loading area and signage.... An accessible van parking stall has been located on the site, with dimensions and signage as required. The remainder of this page is blank intentionally. Planning Division Comments follow on Page 4. GMS Architectural Group, AIA. P.S. 1804 136 PL NE Suite 1 Bellevue. WA 98005 Phone. (425) 644 -1446 Fax: (425) 644 -1921 E- Mail :: office@gmsarch.cont April 6, 2010 Bill Rambo Page 4 • Planning Division Comments: 1. Please revise civil plans to reflect the latest landscaping plan. The bulding The Civil plans have been updated to match the updated landscape plans 2. Plans (elevations and Site Plan 6 — revision 12/07/09) show a pedestrian entrance on the south side of the building... The building elevations have been coordinated with the building plans. 3. Make sure to coordinate the location of trees and other plantings on the landscaping plan with local utilities. Trees should The landscaping plan has not been coordinated with the utility plans. 4. Include on site plan the location of the proposed 6' perimeter fence: Provide colors . The perimeter fence has been removed from the plans. 5. Indicate on elevations which colors will be used on the different areas of the building, including doors. The elevations now indicate the areas of color as well as the exterior doors. The building colors have been updated to be "Regal Blue" on all exterior walls with "Cool Regal White" doors and trim. The roof will be "Unpainted Galvalume" which will weather a medium buff grey. The original color scheme proposed two - color exterior walls, but has been revised to be a one -color exterior color. 6. Include on plans the design and location of garbage and recycling containers. See TMS section.... There is no on -site garbage or recycling planned to be conducted on site. The building is to be used for storage of materials: 7. The building permit shall not be issued until after the Administrative Design Review approval has been issued.... We understand the sequence of Administrative Design Review and the. subsequent issuance of the building permit after design review is completed. 8. The square footage of landscape areas, and number of trees and shrubs are adequate to meet the landscaping requirements.... We have adjusted the square footage areas of landscape due to the van - accessibility stall being added to the site plan. GMS Architectural Group. AIA. P.S. 1804 136 P1. NE Suite 1 Bellevue, WA 98005 Phone: (425) 644 -1446 Fax: (425) 644 -1921 E -Mail: office @gmsarch.com April 6, 2010 Bill Rambo Page 5 • 9. ...Use of the current project site is not allowed as a permitted use in the C /LI zone... We have proposed use of the building as a "Permitted Use" of storage of materials. We understand that cutting metal activities are not a current permitted use. The remainder of this page is blank intentionally. Public Works Department comments follow on Page 6. GMS Architectural Group. AlA. P.S. 1804 136'" Pl. NE Suite 1 Bellevue. WA 98005 Phnne. (425) 644 -1446 Fax: (425) 644 -1921 E -Mail: ofceegmsarch.corrm April 6, 2010 Bill Rambo Page 6 • Public Works Department Comments: PWD Ltr, Page 1. Reviewer: David McPherson Sheet A -1.1 Revise Sheet Index as applicable. Sheet: A -1.1 The Cover Sheet has been amended. A -2.1 Overall site plan, revised per planning. A -2.2 Area calculations revised per Planning Dept. A -3.1 Revised per Building Dept. 1.1 Survey — no comments "A" Elevation & Cross Section. Details added per Building Dept. C1 of 2 Pending Public Works decision on half -sheet improvements. See Civil Sheets C1 & C2. PWD Ltr, Page 2. 1. Revise plan sheet to match most current layout. Plan is revised per Planning Dept. 2. Show cut and fill quantities on plan sheet. Cut & fill quantities have been added. See Bulletin A2 provided. (55 CY excavation; 85 CY fill volume). 3. A Reduced Pressure Principle assembly...shall be installed immediately downstream of the permanent domestic water meter. Installation at another location... RPPA detail added per example. See Sheet C1. See addition under storm drainage notes. 4. Show & label (RPPA) on Civil plan sheet C1 or 2 for domestic water meter. Provide... RPPA illustrated on Civil sheet, with size, make, model, and cut sheet. See Sheets C1 & C2. 6. Approved backflow devices are listed... Approved back flow devices listed with USC. See Sheets C1 & C2. GMS Architectural Group. AIA. P.S. 1804 136 P1 NE Suite 1 Bellevue. WA 98005 Phone: (425) 644.1446 Fax 1425) 644 -1921 fn -Mail: office @gmsarch.com April 6, 2010 Bill Rambo Page 7 • 7. Show & label Deduct water meter, including size; on Civil plan sheet... Deduct water meter Shown & labeled with size on Civil plans and on irrigation sheet. See Sheet C1 and notes under Grading. 8. Provide note on Civil plan sheet that "Project shall comply... Note added to Civil plans "Project shall comply with the Geotechnical Engineering Study, by Creative Eng." Options, Inc. 10/23/09. PWD Ltr, Page 3. L1.2. Irrigation Plan — Verify size and location of (Irrigation Deduct Meter... Point of connection has been coordinated with the Civil plans. Reuse of 3 /a" diameter meter, moved to coordinate with landscaping. Miscellaneous Comments 1. Provide completed Public Works permit fee estimate sheets.... Public Works permit fee estimate sheet; Bulletin A -2, returned. 2. Complete and provide a Non- Residential Sewer Use Certificate Non- residential Sewer Use Certification form completed and returned. 3. A Transportation Impact Fee applies to this Building permit Fee is calculated... The Transportation Impact fee ($3,442.50) will be paid as requested. 4. Owner /Applicant to complete Traffic Concurrency Certificate Application. Traffic Concurrency Certificate application has been completed and accompanies this letter. 5. Dedication of Public Right -of -Way, is to be part of a turnover process and on City of Tukwila forms, together with an Excise Tax Affidavit... We have taken note of your request for the Right -of -Way dedication and are proceeding to prepare the required turnover documents. 6. Street infrastructure within Public Right -of -Way, is to be part of a turnover process and City of Tukwila forms.... Information on the street infrastructure turnover is so noted. GMS Architectural Group. AIA. P.S. 1804 136 PL NE Suite 1 Bellevue, WA 98005 Phone: (425) 644 -1446 Fax: (425) 649 -1921 E -Mail: ofce @gmsarch.com April 6, 2010 Bill Rambo Page 8 7. All utilities including power are required to be underground... All utilities will be underground. A "Revision Submittal Sheet, the required four sets of revised plans, and the Traffic Concurrency Certificate application, accompany this letter /submittal. Respectfully, W. (!L ide, AIA, Principal GMS Architectural Group, AIA, P.S. cc: Cutting Specialists Bruce Dodds, PE Charles Grouws Bruce Lane GMS Architectural Group AIA. P. S. 1804 136 PL NE Suite 1 Bellevue. WA 98005 Phone. (425) 644 -1446 Fax: (425) 644 -1921 E -Mail: office@g+nsarch.coni February 10, 2010 Mike Engstrom 6400 S 143 Place Tukwila, WA 98178 Bill Rambo Permit Technician encl File No. D09 -241 City ofT Jim Haggerton, Mayor epartment of Community Development Jack Pace, Director RE: CORRECTION LETTER #1 Development Permit Application Number D09 -241 Cutting Specialists — 6238 S 143 PI Dear Mr. Engstrom, 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 Building, Fire and Planning Departments. At this time the Fire Department has no comments. Building Department: Allen Johannessen at 206 433 -1763 if you have questions regarding the attached memo. Planning Department: Jaimie Reavis at 206 - 431 -3659 if you have questions regarding the attached memo. Public Works Department: David 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) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, W:\Permit Center \Correction Letters\2009\D09 -241 Correction Letter #1.DOC 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 a Phone: 206 - 431 -3670 o Fax: 206 - 431 -3665 • Building Division Review Memo • • Date: January 8, 2010 Project Name: Cutting Specialist Permit #: D09 -241 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The building is identified as "S -2" occupancy. Please provide additional information to identify the proposed use and operation of this building. Indicate the type of equipment that shall be installed and show where it will be located. 2. Since the north and west side of the building is only 5 feet from the property line, the exterior wall shall be required to be one -hour construction. In addition a parapet shall be required on that same wall unless other methods of fire resistance ratings are provided in the wall construction as listed in IBC Section 704.11 & 705.6. Please provide details of the exterior wall and roof construction that identifies all elements of wall and roof construction to show compliance with the one -hour separation. (IBC 704.5 with Table 602, 704.11 & 705.6) 3. Provide specifications for all exterior doors. Exterior doors shall meet 2006 WSEC and meet the standards specified in the building envelope summary. 4. Show the door on the north wall to be 3/4 hour door to meet code for unprotected openings within the 5 foot set back. (IBC 704.8, Table 704.8 & Table 715.4) 5. Provide a quality control inspection table specifying "Special Inspections" required for this project. (IBC Chapter 17) 6. The new building is indicated to be a semi heated space. Please provide specific notes to show the type of heating appliances with notes to indicate compliance as specified in the Washington State Energy code section 1310.2. Also identify on the plans where the heating equipment shall be installed (separate mechanical and gas piping permit required). (2006 WSEC 1310.2) 7. The bathroom shown on the plans shall be provided with a method of protecting the pipes from freezing. Indicate on the plans provisions for a source of heat or method to protect pipes from freezing (Separate plumbing permit required). 8. Show the bathroom as an ADA compliant unisex bathroom. Provide all details for bathroom fixtures and components to show the bathroom meets accessible barrier free requirements. (2003 ANSI Chapter 6) • • 9. Show an accessible van parking space with specifications for markings, dimensions of parking with off - loading area and signage. (2003 ANSI Chapter 5) Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. • • PLANNING DIVISION COMMENTS DATE: February 8, 2010 APPLICANT: Mike Engstrom RE: D09 -241, L09 -060 ADDRESS: 6238 S 143 Place Comments based on a review of materials submitted for both the building permit and administrative design review application are listed below. Please review the following comments 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. Please revise civil plans to reflect the latest landscaping plan. The building permit resubmittal needs to include the most recent version of all plans under review for both the building permit and the Administrative Design Review permit (file number L09 -060). 2. Plans (elevations and Site Plan 6 — revision 12/07/09) show a pedestrian entrance on the south side of the building in addition to the entrance provided by the large overhead door. There is no pedestrian entrance shown on the elevations for the north elevation, but there is a pedestrian entrance shown on the north side of the building on other plan sheets. Please be sure that the information on all plan sheets is consistent and correctly reflects the proposal. On the south side of the building, there is an area of landscaping shown on the landscaping plan directly in front of this pedestrian entrance. If there will be a pedestrian entrance on the south side of the building, please revise plans (by removing the landscaping located directly in front of the door and replacing with concrete or other material) so that pedestrians will not have to walk through a landscape area to enter the building. Also - see building department comments related to accessibility requirements. 3. Make sure to coordinate the location of trees and other plantings on the landscaping plan with location of utilities. Trees should not be planted within 10 feet of underground water, sewer, or storm drainage pipes (TMC 18.52.040.1, Utility Easements) 4. Include on site plan the location of the proposed 6' perimeter fence. Provide colors and materials, as well an elevation of the proposed perimeter fence. Note that all fences shall be placed on the interior side of any required perimeter landscaping, and fences over 6 feet in height require a building permit. 5. Indicate on elevations which colors will be used on the different areas of the building, including doors. 6. Include on plans the design and location of garbage and recycling containers. See TMC section 18.52.080 and 18.52.090 for requirements related to the size, location, and design of collection points and containers for garbage and recycling. Note that collection points shall not be located in any required setback or landscape area. • • 7. The building permit shall not be issued until after the Administrative Design Review approval has been issued under permit number L09 -060. 8. The square footage of landscape areas, and number of trees and shrubs are adequate to meet the landscaping requirements of the TMC. Suggested changes to the types of plantings, spacing and details and specifications are as shown on redlined plan sheets L1.1 and L1.2. 9. Current use of the property adjacent to this site on the east and north sides involves cutting metals, is nonconforming, as cutting metal is not a permitted use in the CUI zone. Preexisting uses which were lawful at the time the City of Tukwila adopted its current codes, may be continued as a nonconforming use (TMC Chapter 18.06), so long as that use remains lawful, and subject to additional conditions as listed under 18.70.040, including the following: 1) No such nonconforming use shall be enlarged, intensified, increased or extended to occupy a greater use of the land, structure or combination of the two, than was occupied at the effective date of adoption of this title; 2) No nonconforming use shall be moved or extended in whole or in part to any other portion of the lot or parcel occupied by such use at the effective date of adoption or amendment of this title; Use of the current project site is not allowed as a permitted use in the C /LI zone, but it is allowed as a Conditional Use upon issuance of a Conditional Use Permit. If the site will be used for cutting metal, a Conditional Use Permit must be obtained from the City of Tukwila. cc. Patrick McBride, GMS Architectural Group 1 CITY OF TUKWILA PUBLIC WORKS DEPARTMENT / REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards DATE: February 10, 2010 PROJECT: Cutting Specialists, Inc. 6238 S. 143 PL TL no. 336590 -1700 Review Comments BUILDING PERMIT NO: D09 -241 PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions /comments regarding the following comments. Revise and provide plan sheets A -1.1 thru S2 & additional information, per the following comments and as applicable. A1.1 - Cover Sheet (Rev. 12/21/09) — Revise Sheet Index as applicable — No other comment(s) for Public Works. A2.1 - Overall Site Plan (Rev. 1/6/10) — No comment(s) for Public Works. A2.2 - Site Plan 6 w/Landscape Area Calc. (Rev. 1/06/10) - No comment(s) for Public Works. A3.1 - Floor Plan Elec. Plan — No comment(s) for Public Works. 1 of 1— Boundary & Topographic Survey — No comment(s) for Public Works. A — Elevations & Cross Sections — No comment(s) for Public Works. C1 of 2 — Grading and Utility Plans • • NOTE : PUBLIC WORKS DIRECTOR TO DETERMINE IF BOND IN -LIEU OF CONSTRUCTION OF HALF - STREET WITHIN S. 143" PLACE IS TO BE ALLOWED. 1. Revise plan sheet to match most current layout. 2. Show cut and fill quantities on plan sheet. 3. A Reduced Pressure Principle assembly (RPPA), previously called a Reduced Pressure Backflow Assembly (RPBA), shall be installed immediately downstream of the permanent domestic water meter. Installation at another location requires the Public Works Director's approval. The RPPA shall be installed in a Hot Box/Hot Rock or equal freeze protection enclosure anchored to a minimum 4" thick concrete pad. Public Works strongly recommends a power supply for the freeze protection enclosure. 4. Show & label (RPPA) on Civil plan sheet C 1 of 2 for domestic water meter. Provide (size, brand, etc. with specifications — including Hot Box). Please specify on your plan size, make and model number of proposed RPPA and submit a backflow cut sheet. (See sample DRA plan sheet C2.0 — enclosed for information.) 6. Approved backflow devices are listed with 'USC" at the following web -site - www.usc.edu!Uccchr Contact is Patrick Sylvester patrick.sylvester @usc.edu Foundation for Cross - Connection Control and Hydraulic Research University of Southern California Hot Box information is available on -line at http: / /www.hot- box.com/ 7. Show & label Deduct water meter, including size; on Civil plan sheet and on an Irrigation plan sheet. (See sample DRA plan sheet C2.0 — enclosed for information.) 8. Provide note on Civil plan sheet that "Project shall comply with the Geotechnical Engineering Study, by Creative Engineering Options, Inc., dated October 23, 2009; and subsequent geotechnical reports /evaluations. C2 of 2 — Erosion Control Plan (ESC) — Revise plan sheet to match most current layout. • • L1.1 Landscape Plan — No comment(s) for Public Works. L1.2 Irrigation Plan — Verify size & location of (Irrigation Deduct Meter w/backfow device) and coordinate with Civil Plan Sht. Cl of 2. L1.3 Irrigation Details — Verify that (Point of Connection Schematic) detail matches with Civil Plan Sht. Cl of 2. S1 General Notes — No comment(s) for Public Works. S2 Foundation Plan Sections & Details — No comment(s) for Public Works. Miscellaneous Comments 1. Provide completed Public Works permit fee estimate sheets — Bulletin A2. (See enclosed.) 2. Complete and provide a Non - Residential Sewer Use Certificate - see form enclosed. 3. A Transportation Impact Fee applies to this Building permit. See Public Works Pavement Mitigation and Transportation Impact Fees Bulletin A3 — enclosed. Fee is calculated to be $0.90 x 3,825 s.f. = $3,442.50 4. Owner /Applicant to complete Traffic Concurrency Certificate Application. Transportation Concurrency Test Fee applies to this Building Permit. (See enclosed.) 5. Dedication of Public Right -of -Way, is to be part of a turnover process and on City of Tukwila forms, together with an Excise Tax Affidavit. Public Works will prepare forms, for the Owner(s) signature. The dedication should be executed at the Owner(s) earliest convenience, as the City Council must review and accept turnover of public right -of -way. 6. Street infrastructure within Public Right -of -Way, is to be part of a turnover process and on City of Tukwila forms. Public Works will prepare forms, for the Owner(s) signature. 7. All utilities including power are required to be underground, per City of Tukwila ordinance. r December 22, 2009 Mike Engstrom 6400 S 143 Place Tukwila WA 98178 0 City f Department of Community Development RE: Letter of Incomplete Application # 2 Development Permit Application D09 -241 Cutting Specialists - 6238 S 143 P1 Dear Mr. Engstrom, This letter is to inform you that your permit application received at the City of Tukwila Permit Center on November 12, 2009 is determined to be incomplete. Before your application can continue the plan review process the attached items from the following departments need to be addressed: Fire Department: Al Metzler at 206 -575 -4407 if you have questions concerning the attached comments. Planning Department: Stacy MacGregor at 206 433 -7166 if you have questions concerning the attached comments. Please address the comments above in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, ' e 1 a C - — Za A / i 1 - Bill Rambo Permit Technician File: D09 -241 W: \Permit Center \Incomplete Letters\2009\D09 -241 Incomplete Ltr #2.DOC • L i Jim Haggerton, Mayor Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 o Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Fire Prevention Bureau Review Memo Date: November 25, 2009 Project Name: Cutting Specialists Address: 6238 143 P1 Permit #: D09 -241 Plan Reviewer: Al Metzler, Fire Project Coordinator 1. Show on the site plan the location of the nearest fire hydrant. Tuk Vila Fire Prevention Btu-ean Al Metzler; Fire Project Coordinat or The Fire Prevention Bureau conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. Should there be questions concerning the above requirements, contact the Fire Prevention Bureau at 206 -575- 4407. No further comments at this time. APPLICANT: Cutting Specialists RE: D09 -241 ADDRESS: 6238 S 143` Place • • PLANNING DIVISION COMMENTS DATE: December 22, 2009 The plans as submitted are not complete. Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Stacy MacGregor reviewed the file and can be reached at 206 - 433 -7166. 1. Administrative Design Review needs to be completed prior to reviewing this permit. When Design Review is completed, these plans will need to be revised to reflect the plans approved in the design review decision. November 17, 2009 Mike Engstrom 6400 S 143 Place Tukwila WA 98178 RE: Letter of Incomplete Application # 1 Development Permit Application D09 -241 Cutting Specialists — 6238 S 143 P1 Dear Mr. Engstrom, Sincerely, Mar all fer ermiit Technician 0 City of Tu ;`j r ila FiIi .D69 -241 W:\Permit Center \Incomplete Letters\2009\D09- 241 Incomplete Ltr # 1.DOC Department of Community Development This letter is to inform you that your permit application received at the City of Tukwila Permit Center on November 12, 2009 is determined to be incomplete. Before your application can continue the plan review process the attached items from the following departments need to be addressed: Jim Haggerton, Mayor Jack Pace, Director Planning Department: Jaimie Reavis at 206 431 -3659 if you have questions concerning the following comment. 1. Administrative Design Review is required for this building. Please submit application along with fee and required materials for submittal (see application packet). Please note that both the Design Review and Building Permit applications can be reviewed simultaneously — with the building permit issuance being contingent upon approval of Design Review. When submitting the application for Design Review to the Planning Department, also submit the Revision Submittal form (attached) stating that Design Review has been submitted to Planning. At that point both will be routed for review accordingly. 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. 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 o Phone: 206 - 431 -3670 a Fax: 206 - 431 -3665 DEPARTMENTS: d gii ofd t-D I vlslon Wic A icirt0 Complete Documents /routing slip.doc 2 -28 -02 • tt 1 PY PLAN REVIEW /ROUTING SLIP APPROVALS OR CORRECTIONS: Approved Approved with Conditions Notation: REVIEWER'S INITIALS: Fire Prevention Structural Incomplete ACTIVITY NUMBER: D09 -241 DATE: 05 -26 -10 PROJECT NAME: CUTTING SPECIALISTS SITE ADDRESS: 6238 S 143 PL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 Revision # After Permit Issued DETERMINATION OF COMPLETENESS: (Tues., Thurs.) 0) Airsit ? ❑ Planning Division Permit Coordinator DUE DATE: 05-27 -10 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route ' Structural Review Required n No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 06-24 -10 Not Approved (attach comments) DATE: n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEP RTME TS: IVI I n W c Wor Sir° Documents/routing slip.doc 2 -28 -02 •PER1T COORD COPY • PLAN REVIEW /ROUTING SLIP APPROVALS OR CORRECTIONS: ACTIVITY NUMBER: D09 - 241 PROJECT NAME: CUTTING SPECILISTS SITE ADDRESS: 6238 S 143 P L Original Plan Submittal X Response to Correction Letter # 1 DATE: 04/09/10 Response to Incomplete Letter # Revision # after Permit Issued Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete N lia Comments: Incomplete Li $ - r 0 n Permit Coordinator ❑ DUE DATE: 04/13/10 Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Building Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S I ITIALS: DATE: DUE DATE: 05/11/10 Approved ❑ Approved with Conditions u Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: 'v� Irr Planning Division Not Applicable ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: )- '0 Bld Fire ❑ PIngrtr PW Staff Initials: ACTIVITY NUMBER: D09 -241 DATE: 01 -06 -10 PROJECT NAME: CUTTING SPECIALISTS SITE ADDRESS: 6238 S 143 PL Original Plan Submittal X Response to Incomplete Letter # 2 Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: , A • Sivisisn Fire Prevention tanning Division ublic or W -1° Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete APPROVALS OR CORRECTIONS: Documents /routing slip.doc 2 -28 -02 • 41 T °COPY PLAN REVIEW /ROUTING SLIP Incomplete ❑ Permit Coordinator DUE DATE: 01 -07 -10 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: n No further Review Required DATE: n DUE DATE: 02 -04 -10 Approved n Approved with Conditions ❑ Not Approved (attach comments) El Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: tO 10 Departments issued corrections: Bldg Fire ❑ PI PW Staff Initials: ��. • PE :�= IL, - •it'i PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D09 -241 DATE: 12 -21 -09 PROJECT NAME: CUTTING SPECIALISTS SITE ADDRESS: 6238 S 143 PL Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural SM c v1140( 14= - Oq Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 12 -22 -09 Complete Comments: Incomplete Permit Center Use Only INCOMPLETE LETTER MAILED: 1?--s l LETTER OF COMPLETENESS MAILED: PW Staff Departments determined incomplete: Bldg ❑ Fire PIng� PW ❑ Staff Initials: vv ,/ TUES /THURS ROUTING: Please Route n Structural Review Required n No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Notation: Documents /routing slip.doc 2 -28 -02 txt Not Applicable DUE DATE: 01 -19-10 n Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: Building Division Public Works Complete PLAN ACTIVITY NUMBER: D09 -241 PROJECT NAME: CUTTING SPECIALISTS SITE ADDRESS: 6238 S 143 PL X Original Plan Submittal Response to Correction Letter # DATE: 11 -12 -09 Response to Incomplete Letter # Revision # After Permit Issued DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 11 -17 -09 Comments: Permit Center Use Only t INCOMPLETE LETTER MAILED: it Lht,D'I / � Departments determined incomplete: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route n Structural Review Required APPROVALS OR CORRECTIONS: Documents /routing slip.doc 2 -28 -02 Fire Prevention Structural Incomplete • DOPY /ROUTING SLIP LETTER OF COMPLETENESS MAILED: 1 - 1 L. Planning Divi ion d t 11'11, Permit Coordinator Not Applicable No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE: 12- 155 -09 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: REVIS siuB1VIT Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ❑ Response to Incomplete Letter # ® Response to Correction Letter City of Tukwila ❑ Revision # after Permit is Issued Department of Comtpunity 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: D09 -241 ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Cutting Specialists Project Address: 6238 S 143 P1 Contact Person: al/41C W. M yhone Number: 49 • 644- 1 Summary of Revision: Cow% 4 plie./ IA& y £• MM4 /f I It. t to K I M E 4 % : -1.1 L 5I41.a.k A•2.1 S e. tlaM A-3.1 flobv / 4.t u t.. ► 1114 a s, ue G 5144 tits ec � i Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision ` Received at the City of Tukwila Permit Center by: Entered in Permits Plus on \applications \forms - applications on Tine \revision submittal Created: 8 -13 -2004 Revised: Steven M Mullet, Mayor Steve Lancaster, Director ECEVVED MAY 26 2010 PERMIT CENTER 1s; 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: ❑ 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: Cutting Specialists Project Address: 6238 S 143 P1 Contact Person: Phone Number• • � s 4� S r .1 1 Summary of Revision:•` l V✓ � ' � • ` 606v A•2.2 54 Aggais 111U4l s.) A-3.1 1iattig fl -6/acct./eat • v1. Mt pogo vie. , Dystiked ( +utirAw r g •4vdtwi e4* ( 0 50,4, Rev f e s t ot a 4 45 h vo' WAG( UL • 1 t1 wAU to Gw i itcwy 1 omtc lie IA 0 pit, Ow - Fisitde 50Akftlise Sheet Number(s): 1.4AAcS a 96.A - "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: O/`- Entered in Permits Plus on \applications \forms - applications on line \revision submittal Created: 8 -13 -2004 Revised: 1 Plan Check/Permit Number: D09 -241 Steven M. Mullet, Mayor Steve Lancaster, Director Cf1Y ) AP R 0 9 2010' PERkwr CENTER 01/04/2010 14:55 Date: /4 Ito 2062462036 tapp (cations forms - applications on Inelrcvls,on submittal Created: 8- 0.2014 Revised: City of Tukwila CUTTING SPECIALIS• Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Pax: 2 06 - 431 -3665 Web site: 12lip://www.cLiukwiia.wa,us Plan Check/Permit Number: D09 -241 El Response to incomplete Letter # 2 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: CUttill S eci Project Address: 6238 S 143 P1 Contact Person:ei i 4e— /. Phone Number: 42 44 4- - `c Summar of Revision: to " • Qf 1.1.■9141INISt 3 221M111./. Sheet Number(s): "Cloud" or highlight all areas of revision including date of revis'o Received at the City of Tukwila Permit Center by: 5i in .Permits Plus on = �p PAGE 01 Steven M Mullet, Mayor Sieve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. EIVED CITY OF TUKWILA 06 2010 PERMIT CENTER REVISION SUBMITTAL Revision submittals must he submitted in person at the Permit Center. Revisions Hill not be accepted through the mail, fax, etc. Date: ® Response to Incomplete Letter _ 1 ❑ Response to Connection Letter ❑ Revision 4 __ after Permit is issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Cutting Specialists Project Address: 6238 S 143 PI Contact Person: Summary of Revision: - itoaz. �II� -(" - � r,� 5e c P�wa . (,d r ies � W St... Sheet Number(s): "Cloud" or highlight all areas of revision including ilale of revisioi Received at the City of l ukw ila Permit Center b% 1,11 'rr:uid A -i I \ 1>rd `r-Entered ill Permits Plus on City of Tukwila Department of Coltlmu Development 6.1111 Southcenter Boulevard. Suite 100 I uloN ila. \1'ashineton 98188 Phone: 206-431-3670 FaN 206 - 431 -3665 Well site. htlp..:ttw„ .ci.irrkirihl. t lnti 1;\i i tI'nnnal Plan Cheek /Permit Number: D09 -24 1 Phone Number: 4 I4 Lt 1 J1 \v RECEIVED I DEC .RplliT CENTER .etJ VV V11 f Work Location: Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D09 -241 Grantor: CUTTING SPECIALISTS, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Within South 143 PL and adjacent to 6238 South 143 PL. Abbreviated Work Description: Work within the City Right -of -Way, including driveway access, paving, utilities, undergrounding of power, and storm drainage. 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. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this ir day of , 2010. Property Owne Authorized Signature STATE OF WASHINGTON) )ss. County of King ) L I I certify that I know or have satisfactory evidence that 1 ,r 1 , k • - S+ vKY/ is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute theAnstrument and acknowledged it as the b PA"L- of L t. 11-1.f S 7(C c- ckA, i S"rS a corporation, to be the free and vo1unta act df such party for the uses and purposes mentioned i this i strument. Dated L¢ /g / )0 s uts,, Notary Public in and for the State of Washington residing at My appointment expires C.a 1'° i 9ra°ll DATED this C day of Jc.J `" , 2010. GRANTEE: CITY of TUKWI A By: -6 l,' At Print Name: Bob Giberson Its: Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: ttc,f.t a a)J -4-4 1 )iWCIPr/r NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: /(... X0 . 1 I& B4. Map /Panel Number 85. Suffix B6. FIRM Index B7. FIRM Panel 88. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 53033C095F Sept. 29, 1989 May 16, 1995 AE, X 18.0 U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program Al. Building Owner's Name Cutting Specialists A2. Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. 6238 S. 143"' Place City Tukwila State WA ZIP Code 98168 ELEVATION CERTIFICATE Important: Read the instructions on pages 1 -8. A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Tax parcels 336590- 1700-05, SE1 /4 Section 14, Twp 23 N., Rng 4E, W.M. A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc.) A5. Latitude/Longitude: Lat. 47.4750 Long. 122.2550 A6. Attach at least 2 photographs of the building if the Certificate is being used t A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide a) Square footage of crawl space or enclosure(s) sq ft b) No. of permanent flood openings in the crawl space or enclosure(s) walls within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b SECTION A - PROPERTY INFORMATION spin Non - Residential (Commercial). Commercial Horizontal Datum: ❑ o obtain flood insurance. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION OMB No. 1660 -0008 Expires February 28. 2009 For Insurance Company Use: Policy Number Company NAIC Number NAD 1927 x NAD 1983/91 A9. For a building with an attached garage, provide: a) Square footage of attached garage sq ft b) No. of permanent flood openings in the attached garage walls within 1.0 foot above adjacent grade c) Total net area of flood openings in A9.b sq in B1. NFIP Community Name & Community Number City of Tukwila, 530091 B2. County Name King B3. State Washington B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile x FIRM ❑ Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item B9: x NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Elves x No Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: x Construction Drawings* ❑ Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1 -A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark Utilized Chisled sq. on SE cor of conc block tight std 50 ft. +/- so. S144 St. East side Interurban Vertical Datum NAVD88 Conversion/Comments Add 3.45 feet to NAVD88 elevations to obtain NGVD29 a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ 25.50 b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building 25.50 (Describe type of equipment in Comments) Lowest adjacent (finished) grade (LAG) Highest adjacent (finished) grade (HAG) f) g) ❑ Check here if comments are provided on back of form. 22.0 25.3 Check the measurement used. x feet ❑ feet ❑ feet ❑ feet x feet x feet x feet SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) Certifier's Name Bruce J. Dodds, PE, PLS License Number 14830 Title President Company Name Dodds Consulting Engineers, Inc. State WA ZIP Code 98007 Address - i - • 8"' Avenue N City Bellevue Signs�1111111,+,e 29 Oct 2007 Telephone 425 861 4928 NOV EP 1)0 12 2009 c+ Z9 1 PERMIT CENTE Parcel No.: 3365901700 Address: 6238 S 143 PL TUKW Suite No: Applicant: CUTTING SPECIALISTS Work Order Number: City oI'ukwila Department of Public Works 6300 SouthcenterBoulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us WATER METER INFORMATION • Permit Number: D09 -241 Issue Date: 06/18/2010 Permit Expires On: 12/15/2010 DESCRIPTION OF WORK: CONSTRUCT NEW 3825 SQ FT FREE STANDING METAL BUILDING WITH SLAB ON GRADE FLOOR. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, WATER SERVICE LINE, DOMESTIC WATER METER W /BACKFLOW (RPPA IN HOT BOX), DEDUCT METER W /BACKFLOW (DCVA), SANITARY SIDE SEWER, STORM DRAINAGE, DRIVEWAY ACCESS, CURB /GUTTER/SIDEWALK, ASPHALT REMOVAL & STREET PAVEMENT, AND UNDERGROUNDING OF POWER. TRAFFIC CONCURRENCY. TRAFFIC IMPACT FEE. FLOOD ZONE CERTIFICATE. STREET USE. DEDICATION OF ROW & TURNOVER OF ROW INFRASTRUCTURE. METER #1 Water Meter Size: 0.75 0.75 Quantity: 1 1 Water Meter Type: PERM DED METER #2 METER #3 0 0 Connection Charge: N $0.00 $0.00 $0.00 Installation: N $0.00 $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: $50.00 $0.00 $0.00 Cascade Water Alliance (RCFC): N $0.00 TOTAL WATER FEES: $50.00 doc: WTRMTR $0.00 $0.00 D09 -241 Printed: 06 -18 -2010 Parcel No.: 3365901700 Address: 6238 5 143 PL TUKW Suite No: Applicant: CUTTING SPECIALISTS 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 TRAFFIC CONCURRENCY. TRAFFIC IMPACT FEE. FLOOD ZONE CERTIFICATE. STREET USE. DEDICATION OF ROW & TURNOVER OF ROW INFRASTRUCTURE. Subtotal: doc: WTRMTR Work Order Number: Connection Charge: N Installation: N Additional Install Deposit: Plan Check Fee: Y Inspection Fee: Y Turn On Fee: Y TOTAL WATER FEES: $50.00 City ofkukwila WATER METER INFORMATION DESCRIPTION OF WORK: CONSTRUCT NEW 3825 SQ FT FREE STANDING METAL BUILDING WITH SLAB ON GRADE FLOOR. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, WATER SERVICE LINE, DOMESTIC WATER METER W /BACKFLOW (RPPA IN HOT BOX), DEDUCT METER W /BACKFLOW (DCVA), SANITARY SIDE SEWER, STORM DRAINAGE, DRIVEWAY ACCESS, CURB /GUTTER/SIDEWALK, ASPHALT REMOVAL & STREET PAVEMENT, AND UNDERGROUNDING OF POWER. METER #1 Water Meter Size: 0.75 0.75 0 Quantity: 1 1 0 Water Meter Type: PERM DED $0.00 $0.00 $0.00 $10.00 $15.00 $25.00 $50.00 Cascade Water Alliance (RCFC): N $0.00 Permit Number: D09 -241 Issue Date: 06/18/2010 Permit Expires On: 12/15/2010 METER #2 METER #3 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 D09 -241 Printed: 06 -18 -2010 Kind of Fixture Fixture Units No. of Fixtures Total Fixture Units Public Private Public Private Bathtub and Shower 4 4 Shower, per head 2 2 Dishwasher 2 2 Drinking fountain (each head) 1 .5 Hose bibb (interior) 2.5 2.5 1 Z j Clotheswasher or laundry tub 4 2 Sink, bar or lavatory 2 1 1 1a 0 Sink, Clinic flushing 8 8 Sink, kitchen 3 2 Sink, other (service) 3 1.5 Sink, wash fountain, circle spray 4 3 Urinal, flush valve, 1 GPF 5 2 Urinal, flush valve, >1 GPF 6 2 Urinal, waterless 0 0 Water closet, tank or valve, 1.6 GPF 6 3 0 3 Water closet, tank or valve, >1.6 GPF 8 4 La King County Department of Natural Resources and Parks Wastewater Treatment Division Non- Residential Sewer Use Certification • To be completed for all new sewer connections, reconnections or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Pri t or Type Property Street Address City State ZIP W i iivCti l l�L.I��S F Oz » _t) e.r; Subdivision NameSt'.}■Mi&r Cj(kKtaiiP I^Jz1l+s Lot # `cl;'") Subdiv. # Block # (1 Building Name t"; (if applicable) 4V PL, Owner's Name AO, 10 tupo S Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Owner's Mailing Address G' -a : 1ck 's'tAs • t 1.1 tcL.0 .> i � ' , W "/ C.3 4 .:D ? A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Units Total Fixture Units Residential Customer Equivalent (RCE) 20 fixture units equal 1.0 RCE Total No. of Fixture Units 20 RCE Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the King County Council at a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County's Wastewater Treatment Division at 206 - 684 -1740. I certify that the information given is : ct. I underst. s • that the capacity charge levied will be based on this information and any deviation will require resubmission of _rected data or d- - rmination of a revised capacity charge. Property Tax ID # G47 a t1OC) Party to be Billed (if different from owner) C N ca_ City or Sewer District Date of Connection Side Sewer Permit # Please report any demolitions of pre - existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre- existing building? `Yes ❑ No Was building on Sanitary Sewer? Yes ❑ No Was Sewer connected before 2/1/90? N kes ❑ No Sewer disconnect date: Type of building demolished? 5..t"; 1(6 i .96PC:a Request to apply demolition credit to multiple buildings? ❑ Yes ❑ No B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) CITY OF jLA APR u 9 ZU10 Type of Facility /Process: Estimated Wastewater Discharge: Gallons /dayr CENTER Residential Customer Equivalents (RCE): 187 gallons per day equals 1.0 RCE Total Discharge (gal /day) _ A B d.0 RCE 187 C. Total Residential Customer Equivalents: (add A & B) Signature of Owner/Representative -e • 1 t t Date S "Zvk Print Name of Owner /Representative iZJ(i • ▪ C RCE CORRECTION LT R# bob -2N License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status MACDOD'122B0 Macdonald Direct Construction Contractor General Unused 1/20/1988 1/8/1989 Archived METALBR135KE Metal Building Repair Inc Construction Contractor General Unused 5/5/1987 8/1/1988 Archived METALBR154NA Metal Building Repair Inc Construction Contractor Siding Gutters /Downspouts8 /1/1985 8/1/1987 Archived Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 5 First National Insurance Company of America 6575712 06/01/2009 Until Cancelled $6,000.00 8/25/1994 $12,000.0005/28 /2009 4 MERCHANTS BONDING CO WA11255 06/01/2004 Until Cancelled 07/03/2009 $12,000.0005/21 /2004 Savings Assignment of Savings Account Number Effective Date Release Date Assignment Type Impaired Date Amount Received Date 2 12/5/1990 Until Released Bond 4/25/2002 $6,000.00 Name Role Effective Date Expiration Date Grouws, Charles H &Nbsp; 01/01/1980 Amount Grouws, Ellen L &Nbsp; 01/01/1980 GLA399988303 Grouws, Steven C &Nbsp; 01/01/1980 Grouws, Ryan Albert &Nbsp; 01/01/1980 Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 21 ZURICH AMERICAN INS CO GLA399988303 06/15/2010 06/15/2011 $1,000,000.00 06/14/2010 Contractors or Tradespeople liter Friendly Page 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. Business and Licensing Information Name C H G Building Systems Inc UBI No. 601062303 Phone 4252555747 Status Active Address P 0 Box 78448 License No. CHGBUSI124BH Suite /Apt. License Type Construction Contractor City Seattle Effective Date 1/8/1988 State Wa Expiration Date 7/14/2010 Zip 98178 Suspend Date County King Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses Business Owner Information • Bond Information Page 1 of 2 Assignment of Savings Information Insurance Information https://fortress.wa.gov/lni/bbip/Print.aspx 06/18/2010 NO. PER DATE DESCRIPTION 1 CITY 12 -21 -09 ADMIN. DESIGN REVIEW 1 CITY 3 -12 -10 ADMIN. DESIGN, BLDG 4 PW REVIEW QQ PER CITY 5/14/10 ADD HANDICAP SECTION AND DETAILS TO SET SHEET 43 -1. NEW UL ASSEMBLIES AND MISC SPEC DETAILS ADDED SEE SHEET 44.1 CORRECTION 69,.... 2 iii / Iv PROJECT STATISTICS PARCEL • : LOCATION: SITE AREA: zoNING : OCCUPANCY TYPE: BLDG GROSS AREA: PARKING raEQ: PARKING PROVIDED: 336590 - 1100 -05 6238 SOUTH I43RD PLACE 6,896.49 4/_ 5F. INDUSTRY G /LI COMMERCIAL L IGHT 5- 2 WAREHOUSE 3,825 SF. (45' FT. X 85' FT.) 1 / 2,000 SQ. FT. 2 (TWO) 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: CODE INFORMATION ENERGY NOTES - / \ THE BUILDING IN THIS PROJECT IS DESIGNED TO COMPLY WITH THE WASHINGTON STATE NONRESIDENTIAL ENERGY CODE, 2006, FOR GROUP S -2 OCCUPANCY, CLIMATE ZONE 1. ENVELOPE REQUIREMENTS (PER WSEC SECT. 1310.2) MIN. OUTPUT = 4,050 SF X 3 BTU /H = 12,000 BTU /H MAX. OUTPUT = 4,050 SF X 8 BTU /H = 32,000 BTU /H SEMI - HEATED SPACE W/ THERMOSTAT SET -POINT © MAX. 45 DEG. HEATED SPACE W/ PRGMBLE THERMOSTAT - HEAT SOURCE: GAS FORCE AIR FURNACE. - CODE: WASHINGTON STATE ENERGY CODE, 2006 - MAXIMUM 0.35 CFM /SF OF HEATED ROOM AREA ALLOWABLE AIR INFILTRATION . - HEATING UNITS TO MAINTAIN 45 DEGREES F ® 3' OFF FINISHED FLOOR, PROVIDE SYSTEM WITH DAY /NIGHT THERMOSTAT (WITH SHUT -OFF) CAPABLE OF CONTROLLING HEAT SETTING BETWEEN 55 -70 DEGREES - INSULATE WATER HEATERS WITH R -19 INSULATION OR COMPLY WITH ASHRAE 90F 1980 LISTING AND APPROVAL - SEAL AND CAULKING: SEAL AND CAULK ALL CRACKS BETWEEN DOORS WINDOWS JAMBS AND HEADS WITH CAULKING. SEAL SILL PLATE WITH SILL SEALER. - VAPOR BARRIER: UNDER SLAB AND IN CRAWL SPACE PROVIDE MIN. 10 MIL POLYETHYLENE. IN WALL PROVIDE PVA PRIMER VAPOR BARRIER -WATER HEATER: PROVIDE SHUTOFF VALVE CLOSE TO TANK. PROVIDE RELIEF VALVE. HEATER SHALL MEET ASHRAE STANDARD 90.1 -2004 - WALL HOT WATER LINES SHALL HAVE SNAP ON INSULATION OR EQUIVALENT PER ENERGY CODE. - WINDOWS AND DOORS TO MEET MIN. INFILTRATION REQUIREMENTS PER W.S.E.C. 10 V i... '.v::... . ., • .. ....lei ZONING: OCCUPANCY: SEISMIC ZONE: WIND DESIGN EXPOSURE: SOIL BEARING CAPACITY: CONSTRUCTION TYPE: BUILDING CODE: FIRE CODE: MECH. CODE: ELEC. CODE: C /LI = COMMERCIAL LIGHT INDUSTRY ,,(() S -2 -- 70 25 (�Olt4947,1.r SEE STRUCT. SEE STRUCT. SEE SOILS REPORT TYPE V -B I.B.C. 2006 ED. I.F.C. 2006 ED. I.M.C. 2006 ED. N.E.C. 2006 ED. 4. C T VERIFY ALL GRADES AND THEIR RELATIONSHIP TO BUILDING. OWNER: DONALD & JEANETTE ENGSTROM 6400 SOUTH 143RD PLACE TUKWILA, WA 98168 TELEPHONE: (206) 246 -4911 FAX: (206) 246 -2036 EMAIL: ARCHITECT/ PROJECT MGR: GMS ARCHITECTURAL GROUP 1804 - 136TH PLACE N.E., STE. #1 BELLEVUE, WA 98005 CONTACT: PATRICK W. MCBRIDE, A.I.A. TELEPHONE: (425) 644 -1446 FAX: (425) 644 -1921 EMAIL: OFFICE@GMSARCH.COM STRUCTURAL ENGINEER: RJN & ASSOC. CONSULTING ENGINEERING 1220 SOUTH 356TH STREET, SUITE A -3 FEDERAL WAY, WA 98003 CONTACT: RODDY J NOLTON, P.E. TELEPHONE: (253) 874 -9323 LAND SURVEYORS: BUSH, ROED & HITCHINGS, INC. 2009 MINOR AVE EAST, SEATTLE, WA 98102 -3513 CONTACT: JEFFREY J. MCMANUS TELEPHONE: (206) 323 -4144 FAX: (206) 323 -7135 T UKWILA GENERAL NOTES ALL WORK SHALL COMPLY WITH THE INTERNATIONAL BUILDING CODE (2006 ED.) AND WITH ALL LOCAL CODES AND ORDINANCES ALL ELECTRICAL WORK SHALL COMPLY WITH THE NATIONAL ELECTRIC CODE (2005 ED.) AS AMENDED BY THE LOCAL MUNICIPALITY. DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. NOTIFY THE ARCHITECT OF ANY DISCREPANCIES. IF WORK IS STARTED PRIOR TO NOTIFICATION, THE GENERAL AND SUBCONTRACTOR PROCEED AT THEIR OWN RISK. UNLESS OTHERWISE NOTED, PLAN DIMENSIONS ARE TO NOMINAL SURFACE OF MASONRY, FACE OF STUDS, FACE OF CONCRETE WALLS, CENTERLINES OR COLUMN GRIDS. CONSULT WITH ARCHITECT REGARDING ANY SUSPECTED ERRORS, OMISSIONS, OR CHANGES ON PLANS BEFORE PROCEEDING WITH WORK. VERIFY ALL ROUGH -IN DIMENSIONS FOR WINDOWS, DOORS, PLUMBING, FIXTURES AND APPLIANCES PRIOR TO COMMITMENT OF WORK. NOTIFY BUILDER OF ANY DISCREPANCIES OR DIMENSIONAL TOLERANCES REQUIRED. VERIFY SIZE AND LOCATION AS WELL AS PROVIDE ALL OPENINGS THROUGH FLOORS AND WALLS, FURRING, CURBS, ANCHORS, INSERTS, MACHINE BASES AND ROUGH BUCKS /BACKING FOR SURFACE MOUNTED ITEMS. PROVIDE FURRING AS REQUIRED TO CONCEAL MECHANICAL AND/ OR ELECTRICAL HARDWARE IN FINISHED AREAS. REPETITIVE FEATURES ARE OFTEN DRAWN ONLY ONCE AND SHALL BE COMPLETELY PROVIDED AS IF DRAWN IN FULL. DOORS NOT DIMENSIONALLY LOCATED SHALL BE 3" FROM STUD FACE TO EDGE OF DOOR OPENING OR CENTERED BETWEEN WALLS AS SHOWN. "FLOOR LINE" REFERS TO TOP OF CONCRETE SLAB OR TOP OF WOOD FLOOR, ALL EXTERIOR FRAME WALLS ARE 2x6 ® 16" O.C. AND ALL INTERIOR PARTITIONS ARE 2x4 © 16" O.C. UNLESS OTHERWISE NOTED. VENT ALL BATHROOM FANS TO OUTSIDE ATMOSPHERE PER (2006 IBC 1203). GAS FIREPLACE TO BE INSTALLED PER CODE AND MANUFACTURING SPECIFICATIONS. REFER TO STRUCTURAL, CIVIL, MECHANICAL AND ELECTRICAL DRAWINGS FOR OR ADDITIONAL NOTES, SCHEDULES AND SYMBOLS. ELECTRIC WATER HEATER SHALL COMPLY WITH UL 174 OR UL 1453 (2006 I.M.C. 1002) PROVIDE ANCHORING AND BRACING ® WATER HEATER TO RESIST EARTHQUAKE MOTIONS. (2006 I.P.C. 502.4) SMOKE DETECTORS: (2006 I.B.C. 907.2.1) PER CITY OF TUKWILA ORDINANCES PROVIDE PORTABLE FIRE EXTINGUISHERS AS REQUIRED BY 2006 I.F.C. STANDARD SECTION 906, VERIFY WITH LOCAL JURISDICTION AND INSPECTOR. ALL WORK SUBJECT TO FIELD INSPECTION AND CORRECTIONS. PLUMBING INSTALLATIONS TO BE INSPECTED BY COMPLIANCE OFFICER PRIOR TO COVERING WORK. ACCESSIBLE DRINKING FOUNTAIN PER ICC /ANSI A117.1 -2003 CHAPTER 6, SECTION 601 THRU 602.6 MECHANICAL, PLUMBING & ELECTRICAL TO BE "BIDDER DESIGN" AT SEPARATE PERMIT SITE SERVICES WATER DISTRICT; CITY OF TUKWILA WATER DEPARTMENT 600 MINKLER BOULEVARD TUKWILA, WA 98188 (206) 433 -0179 ELECTRICAL POWER; PUGET SOUND ENERGY 355 110TH AVENUE NE BELLEVUE, WA 98004 (206) 425 -2000 (888) 225 -5773 NATURAL GAS: PUGET SOUND ENERGY 355 110TH AVENUE NE BELLEVUE, WA 98004 (206) 425 -2000 (888) 225 -5773 TELEPHONE: QWEST LDA GROUP PO BOX 625001 LITTLETON, CO 80162 (800) 526 -3557 SEWER DISTRICT: CITY OF TUKWILA PUBLIC WORKS DEPARTMENT 6300 SOUTH CENTER BOULEVARD TUKWILA, WA 98188 (206) 433 -0179 SCHOOL DISTRICT: FIRE DISTRICT: POLICE: TRASH COLLECTION: CABLE: PROJECT TEAM BUILDER/ DESIGNER: CHG BUILDING SYSTEMS, INC. P.O.BOX. 78448 SEATTLE, WA 98178 CONTACT: BEN SESSIONS TELEPHONE: (425) 255 -5747 CIVIL: DODDS CONSULTING ENGINEERS, INC. 4205 148TH AVE NE #104 BELLEVUE, WA 98007 CONTACT: BRUCE J. DODDS TELEPHONE: (425) 861 -4928 FAX: (425) 881 -5966 LANDSCAPE ARCHITECT: BRUCE LANE & ASSOC. INC., ASLA 17226 NE. 134TH PLACE REDMOND, WA 98052 CONTACT: BRUCE LANE TELEPHONE: (425) 885 -2319 EMAIL: LANEASSOCIATES©COMCAST.NET REVISIONS No changes shalt b� to the scope of work without prior approval of Tukwila Building Division. NOTE: levision3 will require a new plan submittc I end may include additional plan review fees. PROVIDE APPROVED NUMBER OR ADDRESS POSI-IONED TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET. THE JOB SUPERINTENDENT SHALL MAINTAIN AT THE JOB SHACK A LIST OF THE CERTIFIED WELDERS PERFORMING WORK ON THE JOB SITE. INCLUDED ON THE LIST WILL BE NAMES, DATE OF EXPIRATION OF CERTIFICATIONS AND THE TYPE OF WELDING THE INDIVIDUAL IS QUALIFIED TO PERFORM. NO BUILDING OR PORTION OF A BUILDING SHALL BE OCCUPIED OR USED FOR STORAGE PRIOR TO THE ISSUANCE OF THE CER-IFICATE OF OCCUPANCY. "NO EXCEPTIONS." APPROVAL FOR OCCUPANCY IS N Y GRANTED AFTER ACCEPTANCE O L E E BY PUBLIC WORKS, PLANNING, FIRE MARSHAL AND BUILDING OFFICIAL. SEPARATE PERMITS ARE REQUIRED FOR PLUMBING, MECHANICAL, ELECTRICAL, SIGNS, FENCES, UNDERGROUND OR ABOVE GROUND STORAGE TANKS, AND DEMOLITIONS. SEWER CAPPING PERMIT TANKS, AND REQUIRED PRIOR TO DEMOLITION PERMIT. THE JOB SUPERINTENDENT SHALL MAINTAIN AT THE JOB SHACK A LIST OF THE SPECIAL INSPECTORS CONDUCTING INSPECTIONS ON THE PROJECT. THE LIST SHALL INDICATE THE NAME OF THE INSPECTOR, DATES AND TIMES PRESENT ON THE JOB SITE AND TYPES OF INSPECTIONS BEING CONDUCTED. ALL INSPECTIONS SHOULD BE REQUESTED THROUGH THE 24 HR. INSPECTION LINE AT THE CITY OF TUKWILA, (206) 431 -2451 CHANGES TO APPROVED PLANS SHALL FIRST BE APPROVED BY THE BUILDING OFFICIAL. COPIES OF SUCH APPROVALS SHALL BE ON THE JOB SITE PRIOR TO COMMENCEMENT OF WORK. CHANGES INCLUDE BUT NOT NECESSARILY LIMITED TO: PROPANE TANKS, ADDITIONAL OPENINGS IN WALLS, EXTERIOR BUILDING MATERIALS, FENCE LOCATIONS, RETAINING WALLS, ROCKERIES, LANDSCAPING, PARKING LOTS, ETC.. A MINIMUM OF TWO TO FIVE WORKING DAYS SHALL BE EXPECTED FROM APPLICATION TO ISSUANCE OF APPROVAL OF CHANGES. THE FINAL SIGNED REPORT FROM THE TESTING LAB SHALL BE RECEIVED BY THE BUILDING OFFICIAL PRIOR TO FINAL INSPECTION FOR OCCUPANCY. ALL CONSTRUCTION SHALL CONFORM TO THE 2006 INTERNATIONAL BUILDING CODES. CONTRACTORS TO REVIEW CITY OF TUKWILA CODES AND REGULATIONS REGARDING SIGNAGE, SPRINKLERS AND FIRE ALARM SYSTEMS MATERIALS CIA WAS H I N G T A MINIMUM OF ONE LAYER OF NO. 15 ASPHALT FELT, COMPLYING WITH ASTM D 226 FOR TYPE 1 FELT, SHALL BE ATTACHED TO THE SHEATHING, WITH FLASHING AS DESCRIBED IN SECTION 1405.3, IN SUCH A MANNER AS TO PROVIDE A CONTINUOUS WATER - RESISTIVE BARRIER BEHIND THE EXTERIOR WALL VENEER. (2006 I.B.C. 1404 & 1405) STRUCTURAL WOOD MEMBERS IN CONTACT WITH EARTH OR CONCRETE OR LOCATED NEARER THAN 8 INCHES TO THE EARTH SHALL BE OF PRESERVATIVE TREATED WOOD (2006 I.B.C. 2304.11.2.2) GYPSUM WALL BOARD SHALL NOT BE INSTALLED UNTIL WEATHER PROTECTION IS INSTALLED. GYPSUM WALL BOARD SHALL NOT BE INSTALLED ON WEATHER EXPOSED SURFACES WHEN APPLIED DIRECTLY ON FRAMING, ALL EDGES AND ENDS OF GYPSUM WALLBOARD SHALL OCCUR ON THE FRAMING MEMBERS EXCEPT THOSE EDGES WHICH ARE PERPENDICULAR TO THE FRAMING. LEGAL DESCRIPTION NORTH 599 i•/. r 1'1.4FI -I ST 43 0 0 HAZARDS • > w • (-11V ro c ) SITE S I. ON v MOISTURE CONTROL W.S.ENERGY CODE2006 - SECTION 1313 VAPOR RETARDERS SHALL BE INSTALLED ON THE WARM SIDE OF INSULATION, EXCEPTION: VAPOR RETARDER INSTALLED WITH NOT MORE THAN 1/3 OF THE NOMINAL R -VALUE BETWEEN IT AND THE CONDITIONED SPACE. 2006 I.B.C. 1403.2 WEATHER PROTECTION. EXTERIOR WALLS SHALL PROVIDE THE BUILDING WITH A WEATHER- RESISTANT EXTERIOR WALL ENVELOPE. THE EXTERIOR WALL ENVELOPE. SHALL INCLUDE FLASHING, AS DESCRIBED IN SECTION 1405.3. THE EXTERIOR WALL ENVELOPE SHALL BE DESIGNED AND CONSTRUCTED IN SUCH A MANNER AS TO PREVENT THE ACCUMULATION OF WATER WITHIN THE WALL ASSEMBLY BY PROVIDING A WATER- RESISTIVE BARRIER BEHIND THE EXTERIOR VENEER, AS DESCRIBED IN SECTION 1404.2 AND A MEANS FOR DRAINING WATER THAT ENTERS THE ASSEMBLY TO THE EXTERIOR. PROTECTION AGAINST CONDENSATION IN THE EXTERIOR WALL ASSEMBLY SHALL BE PROVIDED IN ACCORDANCE WITH THE WA STATE ENERGY CODE. (2006 I.B.C. 1405.2) EXTERIOR WALLS SHALL PROVIDE WEATHER PROTECTION FOR THE BUILDING. THE MATERIALS OF THE MINIMUM NOMINAL THICKNESS SPECIFIED IN TABLE 1405.2 SHALL BE ACCEPTABLE AS APPROVED WEATHER COVERINGS. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATION, BETWEEN WALLS AND ROOF AND BETWEEN WALL PANELS; OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH WALLS FLOORS AND ROOFS; AND ALL OTHER SUCH OPENINGS IN THE BUILDING ENVELOPE SHALL BE CAULKED, GASKETED, OR WEATHER- STRIPPED TO LIMIT AIR LEAKAGE. THE FOLLOWING SHALL BE CONSIDERED SPECIFIC HAZARDOUS LOCATIONS REQUIRING SAFETY GLAZING MATERIALS: (2006 I.B.C. 2406.3) HAZARDOUS LOCATIONS. 1. GLAZING IN SWINGING DOORS EXCEPT JALOUSIES (SEE SECTION 2406.3.1). 2. GLAZING IN FIXED AND SLIDING PANELS OF SLIDING DOOR ASSEMBLIES AND PANELS IN SLIDING AND BIFOLD CLOSET DOOR ASSEMBLIES. 3. GLAZING IN STORM DOORS. 4. GLAZING IN UNFRAMED SWINGING DOORS. 5. GLAZING IN DOORS AND ENCLOSURES FOR HOT TUBS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS AND SHOWERS. GLAZING IN ANY PORTION OF A BUILDING WALL ENCLOSING THESE COMPARTMENTS WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60 INCHES (1524 MM) ABOVE A STANDING SURFACE. 6. GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL ADJACENT TO A DOOR WHERE THE NEAREST EXPOSED EDGE OF THE GLAZING IS WITHIN A 24 -INCH (610 MM) ARC OF EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60 INCHES (1524 MM) ABOVE THE WALKING SURFACE. 7. GLAZING IN GUARDS AND RAILINGS, INCLUDING STRUCTURAL BALUSTER PANELS AND NONSTRUCTURAL IN -FILL PANELS, REGARDLESS OF AREA OR HEIGHT ABOVE A WALKING SURFACE. 8. GLAZING ADJACENT TO STAIRWAYS, LANDINGS AND RAMPS WITHIN 36 INCHES (914 MM) HORIZONTALLY OF A WALKING SURFACE; WHEN THE EXPOSED SURFACE OF THE GLASS IS LESS THAN 60 INCHES (1524 MM) ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE. 9. GLAZING ADJACENT TO STAIRWAYS WITHIN 60 INCHES (1524 MM) HORIZONTALLY OF THE BOTTOM TREAD OF A STAIRWAY IN ANY DIRECTION WHEN THE EXPOSED SURFACE OF THE GLASS IS LESS THAN 60 INCHES (1524 MM) ABOVE THE NOSE OF THE TREAD. LOT 8 - 9 BLOCK 11 SWLY 1/2 OF 8 4 WLY SEPARATE PERMIT REQUIRED FOR: Crwechanical Lnectrical P lumbing Comas Piping City of Tukwila BUILDING DIVISION I -ILLI" 14N5 SEATTLE GARDEN TR5; 20 FT OF 5V /LY 1/2 OF 9 PLA APPROVED • No chanrios r trr Ian rnadeIGlsese piano vkii" -nt, • e �provat ffOmthe of OCID Approve' BBB._': Date : - 10 - REVIEWED FOR CODE COMpu LICE APPROVED JUN 1 2010 City of Tukwila BUILDING DIVISION VICINITY MAP DUWAMISH RIVER SHEET INDEX ARCHITECTURAL . A -1.1 COVER SHEET A-2.1 SITE PLAN A-2.2 DETAILS, AND ACCESS A -4.I UL ASSEMBLIES AND MISC. SPECS. O SURVEY 1 OF 1 BOUNDARY AND TOPOGRAPHIC SURVEY BUILDING: ENVELOPE ,4. BUILDING ELEVATIONS AND SECTIONS CIVIL Cl OF 2 GRADING AND UTILITY PLAN C2 OF 2 EROSION CONTROL PLAN (ESC) LANDSCAPE PLANS L - 1. 1 L -1.2 L -1.3 FIRE SAFETY 2006 I.B.C. 907.2.10.2 POWER SOURCE. IN NEW CONSTRUCTION, REQUIRED SMOKE ALARMS SHALL RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING WHERE SUCH WIRING IS SERVED FROM A COMMERCIAL SOURCE AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. SMOKE ALARMS SHALL EMIT A SIGNAL WHEN THE BATTERIES ARE LOW. WIRING SHALL BE PERMANENT AND WITHOUT A DISCONNECTING SWITCH OTHER THAN AS REQUIRED FOR OVER CURRENT PROTECTION. 2006 I.B.C. 907.2.12.1 SMOKE DETECTORS SHALL BE PROVIDED IN ACCORDANCE WITH THIS SECTION. SMOKE DETECTORS SHALL BE CONNECTED TO AN AUTOMATIC FIRE ALARM SYSTEM. THE ACTIVATION OF ANY DETECTOR REQUIRED BY THIS SECTION SHALL OPERATE THE EMERGENCY VOICE/ ALARM COMMUNICATION SYSTEM. 2006 I.B.C. SECTION 712 PIPING AND CONDUIT INSTALLED WITHIN FIRE RESISTANT WALLS, FLOORS AND CEILINGS ARE TO BE SEALED AT ALL FLOOR AND WALL PENETRATIONS AGAINST THE PASSAGE OF FIRE PER 2006 I.B.C. SECT. 717.4.3 GROUP A - DRAFT STOPPING IN ATTIC: SHALL BE INSTALLED IN ATTICS AND CONCELED ROOF SPACES, SUCH THAT ANY HORIZONTAL AREA DOES NOT EXCEED 3,000 S.F. EXCEPTION: DRAFTSTOPPING IS NOT REQUIRED IN BUILDINGS EQUIPED THROUGHOUT WITH AN AUTOMA SPRINKLER SYSTEM IN ACCORDANCE WITH SECTION 903.3.1.1 FIRE EXTINGUISHERS SHALL BE SELECTED, INSTALLED AND MAINTAINED IN ACCORDANCE WITH 2003 I.F.C. SECTION 906) AND NFPA 10. FIRE EXTINGUISHERS INSTALLED THROUGHOUT THE BUILDING TO BE CLASS 2 -A RATED. (2003 I.F.C. TABLE 906.3(1)) ONE EXTINGUISHER SHALL BE PROVIDED FOR EACH 3,000 S.F. OF FLOOR AREA AND SHALL BE LOCATED SO THAT THE MAXIMUM TRAVEL DISTANCE SHALL NOT EXCEED 75'. FIRE HYDRANT SYSTEMS 2006 I.F.C. SECTION 508.5 FIRE HYDRANT SYSTEMS SHALL COMPLY WITH SECTIONS 508.5.1 THROUGH 508.5.6. OBSTRUCTION: POSTS, FENCES, VEHICLES, GROWTH, TRASH, STORAGE AND OTHER MATERIALS OR OBJECTS SHALL NOT BE PLACED OR KEPT NEAR FIRE HYDRANTS, FIRE DEPARTMENT INLET CONNECTIONS OR FIRE PROTECTION SYSTEM CONTROL VALVES IN A MANNER THAT WOULD PREVENT SUCH EQUIPMENT OR FIRE HYDRANTS FROM BEING IMMEDIATELY DISCERNIBLE. THE FIRE DEPARTMENT SHALL NOT BE DETERRED OR HINDERED FROM GAINING IMMEDIATE ACCESS TO FIRE PROTECTION EQUIPMENT OR FIRE HYDRANTS. (2006 I.F.C. SECTION 508.5.4) 2006 I.F.C. SECTION 508.5.5 - CLEAR AREA OF 36" SHALL BE PROVIDED FOR OPERATION AROUND THE HYDRANT. EXIT SIGNAGE AND ILLUMINATION: 2006 I.B.C. SECTION 1011.1 EXIT SIGNS SHALL BE INSTALLED AT REQUIRED EXIT DOORWAYS AND WHERE OTHERWISE NECESSARY TO CLEARLY INDICATE THE DIRECTION OF EGRESS. SIGNS SHALL BE INTERNALLY OR EXTERNALLY ILLUMINATED :r; .. � I LAMPS SELF cLECTR C LAM S OR SHALL BE OF AN APPROVED ROVED SELF LUMINOUS TYPE. THE BUILDING'S WIRING SYSTEM SHALL PROVIDE CURRENT SUPPLY TO ONE OF THE LAMPS. POWER TO THE OTHER LAMP SI■ALL BE FROM A BATTERY BACKUP SOURCE OR FROM AN ON - SITE EMERGENCY SYSTEM. PROVIDE TACTILE EXIT SIGNS AT ALL EXIT DISCHARGE DOORS COMPLYING WITH ICC A117.1(2006 I.B.C. SECTION 1011.3) LANDSCAPE PLAN IRRIGATION PLAN IRRIGATION DETAILS FILE COPY Permit No. ►1 • 4 4 Plan review approval is subject to errors and omi Approval of construction documents does not aut the violation of any adopted code or ordinance. R of approved Fieldo nditions is acknowle By Date: Ca g- io QIty Of Tukwila BUILDING DIVISION RECEIVED MAY 262010 PERMIT CENTER RE V/S/ONS 0 nz el 1804 136th Place NE Ste. 1 Bellevue Washington 98005 (425)644 -1446 & Fax 644 -1921 e -mail: office ®gmsarch.com Architecture +Design :+Planning Members of the American Institute of Architects MS 20 . McBRIDE WASHINGTON N Date. II -09 -09 Scale. AS 51-1OUJN Drawn. FWM Job # • 0901 Revisions. 12 -21 -09 ADR 3 -12 -10 CITY 3\5 -14 -10 CITY RED TECT L' (.7 I V 10 • RFE 35.1 ± •.L'.'_ •.L.'.- •.L •.L'.'._ L'.'_ • Jj.'.' '.Jj.'.'\ .J) J) \'.J).•. • Jj. ',.:J) Jj .'.�. \ J J \ J \. . \..: 22 ' -1e N O izT 1-4 MAIL BOX WLJPTIJVG SPECJ[ALISTS FFE 25.17 COVERED STORAGE AREA TO BE REMOVED &' CL. FENCE TO BE REMOVED EXISTING BLDG SITE LEGEND . \.: 1) .._�.. NOTE: PLEASE SEE S1-1T_ A -2J F01z FIRE 1-- 1`r'I]TANT LOCATIONS NEAFR SITE. SCALE: 1"= 1CDI -O" 10' - 0" 20' - 0 SITE BEI\ SET RR SIDE UTI ELEV. = GAL SC I T1 N LOT 8 -9 BLOCK 11 HILLMANS SEATTLE GARDEN TRS± SWLY 1/2 OF S 4 WLY 20 FT OF SLULY 1/2 OF 9. REVI8NED F0 CODE COMPi N • N O 1 T 1-1 NO SCALE VJCINITY RECEIVED MAY 26 2010 PERMIT CENTER m tr. can © GMS 2009 RIDE INGTON 1804 136th Place NE Ste. 1 Bellevue Washington 98005 (425)644 -1446 & Fax 644 -1921 e —mail: office ®gmsarch.com Architecture +Design+ Planning Members of the American Institute of Architects • z 1--�1 E"'4 1 -4 (f Cn 1-4 I` E-4 L Date• II- (0 -(d9 Scale. Ae S -10 N Drawn FWM Job # 0907 Revisions 12/1/09 1 /06/10 F.N. 3/10/10 CITY 3/24/10 CITY A 5/14/10 CITY C E NOTES PER ICC /ANSI 41111 - 2003 — INTERNATIONAL SYMBOL OF ACCESSIBILITY WHITE ON BLUE BACKGROUND GRA 3 BARS PER ICC /ANSI A111. (SECT. &09) 1. GRAB BARS SHALL BE INSTALLED IN A HORIZONTAL POSITION, 3.3 INCHES MIN. AND 36 INCHES MAX. ABOVE TI-4E FLOOR MEASURES TO THE TOP OF THE GRIPPING SURFACE. 2. FIXED SIDE WALL GRAB BARS SHALL BE 42 INCHES CI MIN. IN LENGNT, LOCATED 12 INCHES MAX. FROM THE REAR WALL AND EXTENDING 54 INCHES MIN. FROM THE REAR WALL. 3. REAR WALL GRAB BARS SHALL BE 36 INCHES MIN. IN LENGNT AND EXTEND FROM THE CENTERLINE OF THE WATER CLOSET 12 INCHES MIN. ON THE SIDE CLOSET TO THE WALL AND 24 INCHES MIN. ON THE TRANSFER SIDE. REMOVABLE CABINET PER ICC /ANSI A11 �1003.11.5� 1. ACCESSIBLE LAVATORIES AND SINKS SHALL COMPLY WITH ICC.ANSI 411.1 SECTION 606 2. EXEPTION: A) CABINETRY SHALL BE PERMITED UNDER LAVATORY IF CABINETRY CAN BE REMOVED WITHOUT REMOVAL OR REPLACEMENT OF LAVATORY. B) FLOOR FINISH EXTENDS UNDER SUCH CABINETRY. C) WALLS BEHIND AND SURROUNDING CABINETRY ARE FINISHED WATER CLOSET PER ICC /ANSI.A11 (SECTION (o04) 1. CENTERLINE OF WATER CLOSET SHALL BE 16 INCHES MIN. TO 18 INCHES MAX. FROM THE SIDE WALL OR PARTITION. 2. HEIGHT OF WATER CLOSET SHALL BE 11 INGNE5 MIN. AND I9 INCHES MAX. A.F.F. MEASURED TO THE TOP OF THE SEAT. TOILET PAPER DISPENSED PER ICC /ANSI A11 (&041) 1. TOILET PAPER DISPENSERS SHALL BE 1 INCHES MIN. AND 9 INCHES MAX. IN FRONT OF WATER CLOSET MEASURED TO THE . CENTER LINE OF THE DISPENSER. THE OUTLET OF TI-1E DISPENSER SHALL BE 15 INGNES MIN AND 48 INCHES MAX. ABOVE THE FLOOR REQUIRED BATHROOM SIGNAGE PER ANSI A111.1 SECTION - 103.6 AND IBC 1101.2.9. BATHROOM S /GNA GE SCALE. N, T. S. —,r— SINKS DEPTH MAX. 6 \'' PERMITTED, PER ADAAG s4.24 REAR DRAIN / PREFERRED PIP PROTECTION AND / APPEARANCE PANEL OPTION. OR WRAPPED INSULATION IS ACCEPTABLE UNDER THE GUIDELINES, BUT OFTEN DISCOURAGED FAUCETS SHALL COMPLY / SECTION ION 09 W T 3 TRUNCATED RAMP 0.65 TEXTURE MIN. 1.6 DOME DETAIL -2.4 ' ' 3 2X BLKG 45 REQ'D 11/2" " METAL HANDRAIL. TOP OF - HANDRAIL TO BE 33"-36" ABOVE FINISH FLR. FOR APPROACH FORWAR MAX 0 0 • .` .♦ . 5e2,0-65% i�� �• _: �. d; BASE m � ������0 v � � cv � �������������•• 1 1/ 1�� 1 T' /20 \ \ ; , '�� O O O II, I" TRUNCATED DOME OO 0 0 0 X / f RAISED CURB O9 -L 4 RAM �E 2'-o" MIN. UP RAMP g\- 6' ©000 FROM BOTTOM ... FROM �:��.! . . . . . . . TEXTURED WARNING STRIP ..... ... . . .. 6 ' O g 0 7 ---- ------- 5 � .... ,. NOT c„ \\ -� (V N tL ILI �r ,� u 1 tt Q al Q �, � 1 �I 1.- ,, ,, ,` / I 11 Z - r j ' � . 1 ' - IC V / � , N• \ I ' \\ 6 I. DETECTBLE WARNING SURFACE 15 TO BE TRUNCATED DOME PER 3 . � 7 , `. ANSI A111.1-2003 05.5 � ♦�• • �.• ` 2. CURB RAMPS WILL NOT BE POURED INTEGRAL WITH SIDEWALK 0,01 ** ** Q AND SHALL BE ISOLATED BY EXPANSION JOINT MATERIAL ON 0 4;!:�t 4 \c � FLUSH (NOT TO ALL SIDES, BUT NOT AT END OF RAMP ADJACENT TO THE EXCEED 1/2 SEE NOTE) . INLETS SHALL BE LOCATED SO THAT RUNOFF DOES NOT INFLOW PAST THE CURB RAMP. � 4. MOUNTING HEIGHT FOR HANDICAP PARKING SIGN SHALL BE +48" p 5. CHANGES IN LEVEL UP TO 1/4" MAY BE VERTICAL AND `V TROUT EDGE TREATMENT. CHANGES IN LEVEL BETWEEN 1/4" AND 1/2" SHALL BE BEVELED WITH A SLOPE NO GREATER THAN 1:2. � ram - [L . __ \ ,, I \ I : _.! - - �•_ GRAB BARS ARE TO BE INSTALLED EXACTLY 1 1/2" FROM THE WALL TO _ ' PREVENT NAND 4 ARM FROM SLIPPING BETWEEN GRAB BAR 4 WALL s" MIN. 3" MIN. ADJACENT CABINET, WALL, AND FLOOR MUST BE FNISHED TO MATCH / , j GRAB BAR g BA THROOM KNEE SPACE C RESTRM. 0 HAND /CAP CURB RAMP DETA /L 0 SCALE. 3/4 _ 11-0" SCALE. 7/2" = 7 SCALE: NTS / 54" MIN. 36 MIN. NOTES: REFER TO DETAIL 11 FOR GRAB BAR INSTALLATION 36 GRAB BAR a 33 -36 AFF PER ICC /ANSI 604.5.2 42 GRAB BAR 33 -36 AFF PER ICC /ANSI 604.5.2 ISIIMIN VERT GRAB BAR a 39 -4I AFF PER ICC /ANSI 604.5.1 T.P. 15 -48 AFF PER I GC /ANSI 604 AND NOT BE LOCATED BEHIND BARS REFER TO DETAIL 12 FOR ACCESSIBLE SIGN 2. r) CI illi I — . REVIEWED FOR _ CODE COMPLIANCE ry PLIA CE [k9i4� AF? lye ... AN I 0 4. JUN 17 2010 CO o Tukwila BUIL ING DIVISION! CITY OF TUKWILA APR 0:'9 2010 PERMIT CENTER 12" MAX. 42 MIN. 2411 MIN. 12" r / �/ Lillig 18" VERT GRAB BAR 42" C3}z4B BAR TOILET PAPEfz D ISPENSEfz . / / MIN/ eg _ J c i 9 \ _ m la" MIN. Z m m \ `f 36„ GRAB BAR ,' , = m m m r in \ _1 m 1 r \ SIDE WALL ` ` \ ������ BACK WALL 70 ACCESS /BLE WATER CLOSET ELEVATION SCALE.- 3/4" = 7 METAL SIGN (PAINTED FIN.) W /1" RADIUS e CORNERS um - iz ST DISH PAR PE REQ TE LED ING MIT INED PE 11 - -' - (« Lf �- ST DISA:LED TE MITG \ ACCESS BLE REP - r b X 1 1 -Q a �r IIIII N /1/ ? 4 " •- STEEL POST W/CAP SET IN GONG. FINISH FLOOR 1 _ 9 A • c • OF PARKING SPACE SET POST IN CONC. . J VAN STALL SIGN STAND: STALL SIGN ,� NOT USED g ACCESS /BLE THRESHOLD HC S /GN — , VAN AND STANDARD HC PA/N — VAN AND STANDARD STALL SCALE. 7 1/2" = 1' -0" SCALE. 3/4 = 1 SCALE. 3/8 SCALE. 5/4" = 1 i v :.ee: t + Uw .. f* u.w.W erti +......... . .fir r. - w..w. re.. • w l.,.•r. ....M.A. YW..>.n•.. wvM.-n.ar.I.. in 1804 136th Place NE Ste. 1 Bellevue Washington 98005 (425)644 -1446 Sc Fax 644 -1921 e -mail: office ®gmsarch.com Architecture +Design ❖ Planning Members of the American Institute of Architects © GMS 2010 L CO CO W U 00 Q 0_ 0 atx w 1- Date. II -0 -09 Scale. AS SHOWN Drawn. FWM Job # 0901 Revisions 12/1/09 1/06/10 F.N. 3/10/10 CITY 3/24/10 CITY D E CUD 200 - 240 -1' BLDG 10 oo C) FD E 30000 BTU, 1200 CFM, "2 HYWI GAS FIRED BLOWER -TYPE I-1TR CEILING MTD W/ 8' FT. BOT CLR. 34 1/2"1-1X11 1/0"W X42 5 /5 "D MIN. OUTPUT = 4,050 SF X 3 BTU/1-1 = AX. OUTPUT = 4,050 SF X 8 BTU/1-1 = PER 2006 WSEC 13102 E C. PANEL 00 AMP 3 PHASE 20' 1-IT. STORAGE 8U I INCc CONC. "SEMI- HEATED SPACE" NOTE: SEE VP BUILDING CONSTRUCTION DOCUM TS 12,500 BTU/I-1 32,000 BTU/1-1 FOR ASSEMBLY D PRGMBLE THERMOS. w/ MAX. SET PT. 45 DEG. 45' - 0" NGS. 5' -0" DIA. TURNIN HEATED SP GE W/ PRGMBL THERMOSTA TA erworic.f S GAG( I,-�- YN 6Gtw74 0 low er' +kaN 1 hto9'iH5 gr�1p 0 FE� 4' X 4' CONC. PAD I•SUL. 5 GAL. N.W.T. ABOVE co 9' -0" ELEC. PANEL 400 AMP 3 PHASE , I - 0" 4' X 4' CONC. PAD 250 W WALL PACK L(1 3668 SWG 45 MIN. DR 6 ASPI- ALT PAVI NIG L 0 2 ii 1 A ►-i m r INSUL. 5 GAL. I-IOT WATER TANK W/ SIESMIC STRAP PER 2006 IBC CODE I/2" CDX PLYWD w/ 2X FRMG I6" O.C. TYP. R -38 BATT INSULATION TOP PLATE R -2I MATT INSULATION PAPER DISPEN. ' 24" O.C. w/ 1/2" GWB (TYP.) WALL MTD LAY. w/ DRAIN PROTECTION 48" HT. PL. LAM. WAINSCOT W/ SOLID SURFACE 1/2 "X 2 "CAP ALL WALLS GRAB BAR W/ SOLID BLOCK'G TOILET SEAL CONC. FLOOR 6" RUBBER BASE —� P.T. SILL PLATE W/ 1/2" DIA. A.B. A 48 " OC. w/ 12" FROM CRNRS FIN. FLR CONC. SLAB R-10 RIGID INSULATION W/ THERMAL BREAK RM PERIMETER �RFE 4-5 ELEC. SYMBOLS ELEC. PANEL 400 AMP 3 PHASE LIGHTING: SWITCH EXTERIOR LIGHTING FIXTURE WALL MTD. 250 W + 16 FT. FIRE EXTINGUISHER 5 LBS CLASS ABC MODEL " 2AI0BC 3 TOTAL ELEC OUTLET FIXTURE NOfizT1 -1 ■CUT TOILET RM SECTION SCALE: 1/2 = SCALE: 1" = 0 2' 068DR W/ CLSR z Q E 0) II FLOOR PLAN 40 1 - 2X BLKG AS REQ'D O GRAB BAR RE /NFORC /NG DTL. SCALE. 1 1/2" = 1' O" WALL MTD LAV. O LAVATORY SCALE. 1/2" = 1 ` - -O" TOILET PAPER DISPENSER WATER SUPPLY AND DRAINPIPES UNDER LAYS SHALL BE INSULATED 4 PROTECTED AGAINST CONTACT. PER ANSI SECT. 606.6 54" MIN. SIDE WALL c es i)40 / O ACCESS /BLE TO /LET SCALE.• 1 4 = 1=o' r -WALL LOCK C-r • Hl NOTES: 1. GRAB BARS MUST WITHSTAND A 300 L. LOAD. --1' 18' 1 1/2" - METAL HANDRAIL, TOP OF HANDRAIL TO BE 33 " -36" ABOVE FINISH FLR GRAB BARS ARE TO BE INSTALLED EXACTLY I \" FROM THE WALL TO PREVENT HAND 4 ARM FROM SLIPPING BETWEEN GRAB BAR 4 WALL 18" MIN. 36" MIN. I 12" �} IIN. X 36" MIN. MIN. BACK WALL REVIEWED FOR CODE COMPLIANCE JUN 172010 City otTukwila B UILDING DIVISION! RECEIVED MAY 2 6 2010 10.¢ PFlWIiCEMIFR ING J GRAD BAR J 1 1804 136th Place NE Ste. 1 / Bellevue Washington 98005 (425)644 -1446 & Fax 644 -1921 e —mail: office ®a gmsarch.com Architecture ❖ Design ❖ Planning Members of the American'A Institute of Architects • z V 1 E cn V n W r� ' � V1 © GMS 2009 GIS(f RED HITECT BRIDE HINGTON 00 0 co Ps W U o0 Q n � n o Z I < o Date. II -0 -09 Scale. AS SHOWN Drawn. PWM Job #• 0907 Revisions. 12 -3 -09 12 -21 -09 ADR 3 -24 -10 CITY 5/14/10 PER CITY VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD IBC REFERENCE L lvlaterial verification of high - strength bolts, nuts and washers: a 1 1 a. Identification markings to conform to ASTM standards specified in the approved construction documents. - X Applicable ASTM material specifications; AISC 360, Section A3,3 - b. Manufacturer's certificate of compliance required. - X - - 2. Inspection of high - strength bolting: a. Bearing -type connections. - X AISC 360, Section M2.5 1704.3.3 b. Slip - critical connections. X X 3. Material verification of structural steel: a. Identification markings to conform to ASTM standards specified in the approved construction documents. - - ASTM A 6 or ASTM A 568 1708.4 b. Manufacturers' certified mill test reports. - - ASTM A 6 or ASTM A 568 4. Material verification of weld tiller materials: a. Identification markings to conform to AWS specification in the approved construction documents. - - AISC 360, Section A3.5 - b. Manufacturer's certificate of compliance required. _ - - - 5. Inspection of welding: a. Structural steel: I) Complete and partial penetration groove welds. X - AWS DI.I 1704.3.1 2) Multipass fillet welds. X - 3) Single -pass fillet welds > 3 /16 " X - 4) Single -pass fillet welds <_ 3 116' - `( 5) Floor and roof deck welds. - X AWS DI3 - b. Reinforcing steel: _ AWS D 1.4 ACI 318: 3.5 2 - 1) Verification of weldability of reinforcing steel other than ASTM A 706. - X 2) Reinforcing steel- resisting flexural and axial forces in intermediate and special moment frames, and boundary elements of special reinforced concrete shear walls and shear reinforcement. • X - 3) Shear reinforcement. X - 4) Other reinforcing steel. - X e 6. Inspection of steel frame joint details for compliance tvith approved construction documents: a. Details such as bracing and stiffening. b. Member locations. e. Application of joint details at each connection. - -- - X - - - 1704.3 .2 Rating Layers 5/8 In. Gypsum Wallboard (Item 5) on Interior Face Layers 5/8 In. Gypsum Wallboard (Item 6) on Exterior Face 1 1 1 2 Layers 5/8 In. Gypsum Wallboard (Item 5) on Interior Face 2 Layers 5/8 In. Gypsum Wallboard (Item 6) on Exterior Face 2 2 3 1 Rating Layers 1/2 In. Gypsum Wallboard (Item 5) on Interior Face Layers 5/B In. Gypsum Wallboard (Item 6) on Exterior Face 1 3 0 Rating Layers 5/8 In. Gypsum Wallboard (Item 5) on Interior Face Layers 5/8 In. Gypsum Wallboard (Item 6) on Exterior Face 2 4 0 .w.Y:.l '.lr. r , r+ .'w. i' .t•• . . 47A114fl.,41• tlu 144 ,"rs, \..+T.'!rrl•r• 0 Aix F. u,' r R+ 'Ti "r•,,:Ywa.., /IMP. yt ;...1 Of a'. Lra• ,•. • C i:tA MVrr'ibNVN�'•FA- 'ri`a�!' 'FSe^.. NM�rrti Seal t' Writ: .t i. w.Yilyd1Y.YtN:rlJi.( w 4 . - :p41 K. •r..'tM:tr..'., .u°• ,•,..r . ry 5 ) iN N calk A,{0, +e.aww'rrp9.ivn .4_"..6a r v,•F V411+1. 0,r:4 4 rasit rr•+a.'Ni. "r:.! .Ya•i..L'u.. •... nr, rl, 11r,,, r.,... W/ ah .......Yi4' .. •F:, 'YNx.:w i.:... r . a . , .e car ,•-ic?:'1 ...r.. r. :q 1 "'k+ Nor 10 10 SECTION 1704 SPECIAL INSPECTIONS 1704.1 General. Where application is made for construction as described in this section, the owner or the registered design professional in responsible charge acting as the owner's agent shall employ one or more special inspectors to provide inspec- tions during construction on the types of work listed under Sec- tion 1704. The special inspector shall be equal ified person who shall demonstrate competence, to the satisfaction of the build- ing official, For inspection of the particular type of construction or operation requiring special inspection. These inspections are in addition to the inspections specified hi Section 109. Exceptions: 1. Special inspections are not required for work of a minop nature or as warranted by conditions in the jurisdiction as approved by the building official. 2. Special inspections are not required for building com- ponents unless the design involves the practice of pro- fessional engineering or architecture as defined by applicable state statutes and regulations governing the professional registration and certification of engi- neers or architects. 3. Unless otherwise requited by the building official, special inspections are not required for occupancies in Croup R -3 as applicable in Section 101.2 and occu- pancies in Group U that are accessory to a residential occupancy including, but not limited to, those listed in Section 312.1. 1704.1.1 Statement of special inspections. The permit applicant shall submit a statement of special inspections prepared by the registered design professional in responsi- ble charge in accordance with Section 106.1 as a condition for permit issuance. This statement shall be in accordance with Section 1705. Exceptions: 1. A statement of special inspections is not required for structures designed and constructed in accor- dance with the conventional construction provi- sions of Section 2308. 2. The statement of special inspections is permitted to be prepared by a qualified person approved by the building official for construction not designed by a registered design professional. 1704.1.2 Report requirement. Special inspectors shall keep records of inspections. The special inspector shall fur- nish inspection reports to the building official, and to the registered design professional in responsible charge. Reports shall indicate that work inspected was done in con- formance to approved construction documents. Discrepan- cies shall be brought to the immediate attention of the contractor for correction. If the discrepancies are not cor- rected, the discrepancies shall be brought to the attention of the building official and to the registered design profes- sional in responsible c•iiarge prior to the completion of that phase of the work. A final report documenting required spe- cial inspections and correction of any discrepancies noted in the inspections shall be submitted at a point in time agreed upon by the permit applicant and the building official prior to the start of work. 1704.2 Inspection of fabricators. Where fabrication of struc- tural load-bearing members and assemblies is being performed on the premises of a fabric ear's shop, special inspection of the fabricated items shall be required by this section and as required elsewhere in this code. 1704.2.1 Fabrication and implementation procedures. The special inspector shall verify that the fabricator main- tains detailed fabrication and quality con trolprocedures that provide a basis for inspection control of the workmanship and the fabricator's ability to conform to approved construc- tion documents and referenced standards. The special inspector shall feView the procedures for completeness and fabrica- tor's scope of work. Exception: Special inspections as required by Section 1704.2 shall not be required where the fabricator is approved in accordance with Section 1704.2.2. For SI: 1 inch = 25.4 min. a. Where applicable. sea also Section 1707.1. Special inspection For seismic resiscmce. 1704.2.2 Fabricator approval. Special inspections required by this code are not required where the work k done on the premises of a fabricator registered and approved to perform such work without special inspection. Approval shall be based upon review of the fabricator's written proce- dural and quality control manuals and periodic auditing of fabrication practice& by an approved special inspection agency. At completion of tabrication, the approved fabrica- tor shall submit a certificate of compliance to the building official stating that the work was performed in accordance with the approved construction documents. 1704.3 Steel construction. The special inspections for steel elements of buildings and structures shall be as required by Section 1704.3 and Table 1704.3. Exceptions: 1. Special inspection of the steel fabrication process shall not be required where the fabricator does not perform any welding, thermal cutting or heating oper- ation of any kind as part of the fabrication process. In such cases, the fabricator shall be required to submit a detailed procedure for material control that demon- strates the fabricator's ability to maintain suitable records and procedures such that, at any time during the fabrication process, the material specification, grade and mill test reports for the main stress- carrying elements are capable of being determined, 2. The special inspector need not be continuously pres- ent during welding of the following items, provided the materials, welding procedures and qualifications of welders are verified prior to the start of the work; periodic inspections are made of the work in progress; and a visual inspection of all welds is made prior to completion or prior to shipment of shop welding. 2.1. Single -pass fillet welds not exceeding s 1,, inch (7.9 trio) in size. 2.2. Floor and roof deck welding. 2.3. Welded studs when used For structural dia- phragm. 2.4. Welded sheet steel for cold - formed steel framing Members such as studs and joists. 2.5. Welding of ,stairs and railing systems. 1704.3.1 Welding. Welding inspection shall he in compli- ance with AWS D 1. L The basis for welding inspector quali- fication shall he AWS D1.1. 1704.3.2 Details, The special inspector shall perform an inspection of the steel frame to verify compliance with the details shown on the approved construction documents, such as bracing, stiffening, member locations and proper application of joint details at each connection. 1704.3.3 High- strength bolts. Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. TABLE 1704.3 REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION 2006 /.B. C. SEC710N 1704 SPEC /AL /NSPEC11ONS SCALE: N T S Fire Resistance Ratings - ANSI /UL 263 See General Information for Fire Resistance Ratings_ANSi /UL 263 Design No. X524 February 25, 2010 Ratings - and 2 Hr. (see Item 9) 4. Steel Wall Panels - No. 26 MSG (min) gals steel. THERMAFIBER INC - Type SAFB. 9. Gypsum Board* - Nom 1/2 In. thick, 4 ft wide. AMERICAN GYPSUM CO - Types AG -C. CERTAINTEED GYPSUM INC - Type FRPC., ProRoc Type C. CERTAINTEED GYPSUM CANADA INC - ProRoc Type C. CANADIAN GYPSUM COMPANY - Types C, IP -X2, IPC -AR. GEORGIA - PACIFIC GYPSUM L L C - Types 5, DAPC. LAFARGE NORTH AMERICA INC - Types LGFC -C, LGFC -C /A. NATIONAL GYPSUM CO - Types FSK -C, FSW -C. PABCO BUILDING PRODUCTS L L C, DBA PABCO GYPSUM - Type PG -C. PANEL REY S A - Type PRC TEMPLE- INLAND - Type TG - C. UNITED STATES GYPSUM CO - Types C, IP -X2, ]PC -AR. USG MEXICO S A DE C V - Types C, IP -X2, iPC -AR. 1. Steel Column - Column sizes may vary. Max depth 60 In., min flange 4 in. vide by 3/16 in. thick. Min web thickness 0.090 in. All columns to be designed in accordance with AISC specificatons. In addition to the above requirements, the weight to perimeter (1V /D) ratio shall not be less than 0.27. W= Cross - sectional area (ft2) X 490. D= Perimeter of steel column, (2 X flange width (in.) + (2 X column depth (in.)) - 2. Girts - "Z" of "C" shape girts fabricated from 0.056 to 0.120 In. thick steel. Grts shall be 6 to 10 in. deep with 2 -1/2 to 3 In. wide flanges. Secured to columns with girt dips, (Item 3). 3. Girt Clips - Fabricated from 3 by 3 by 0,115 in. thick steel. Clips secured to column with 1 -1/2 In. long, 1/2 in. diam bolts and nuts. 5. Wallboard Attachment Studs - No. 26 MSG (min) galv steel, 1 - 5/8 In, deep with 1 - 3/8 In. legs and 1/4 . in. stiffening flanges. Studs cut 1/2 to 3/4 in. less in length than column height. Additional studs located inside and along flanges and at the web center when column depth exceeds 36 in. 6. Wallboard Attachment Channels - (Not shown) - No. 26 MSG (min) galv steel, 1 - 5/8 in. deep with nom 1 In. legs. Required horizontally every 8 ft across web only when column depth exceeds 36 In. 7. Wallboard Attachment Angles - No. 26 MSG (min) galv steel, 1 - 1/2 and 2In. legs, secured to column with No. 12 -24 by 1 -1/2 in, long self drilling screws spaced 24 in. OC vertically. 8. Batts and Blankets* - Nom 1 to 2 In. thick mineral wool batts, placed between column flanges and steel wall panel. For 1 Hr Rating - Two layers of wallboard to be used. Wallboard applied vertical'', attached to steel studs and/ or angles with screws spaced 12 in. OC. Horizontal wallboard joints staggered 301n. OC with screws located 1 In. from the joint. When column depth exceeds 36 in., wallboard over web applied horizontally. Screws spaced 12 In. OC alternating between inside and outside flange attachment studs for outer web attachment, Screws spaced 12 in. OC for center web attachment. Joints staggered 12 In. OC with screws located 1 in. from joint. For 2 Hr Rating - 1/2 In. thick, three layers, board applied vertically, attached to wallboard studs and /or angles with steel screws, 12 in. OC Horizontal joints staggered 30 in, OC with screws located 1 in, from the joint. When column depth exceeds 36 in. wallboard over web applied horizontally. Screws spaced 12 In. OC alternating between Inside and outside flange attachment channels for outer web attachment. Screws spaced 12 in. OC for center web attachment. Joints staggered 12 in. OC with screws located 1 in. from joint. 10. Screws - Type 5 self-drilling, self-tapping, bugle head screws. For the first and second wallboard layers over the flanges and the first layer over the web areas, 1 in. long screws are used. For the second wallboard layer over the web areas and the third wallboard layer over the flanges, 1 -5/8 in, long screws are used. For the third wallboard layer over the web areas, 2 -1/4 In. long screws are used. 11. Corner Bead - No. 28 MSG galv steel, two 1 -1/4 in. legs, attached to wallboard with Type 4D gypsum wallboard nails spaced vertically 12 In, OC. 12. Finishing System - Joint compound, 1/16 In. thick, applied over corner beads and joints. *Bearing the UL Classification Mark UL DES/GN NO X,24 SCALE: N.T. S 6 Last Updated on 2010 -02 -25 See General information for Fire Resistance Ratings - ANSI/UL 263 Design No. V421 March 03, 2010 Nonbearing Wall Ratings -1 & 2 Hr HORIZONTAL 3 Fire Resistance Ratings - ANSI /UL 263 \ ERTIw.N_ 1. Girts - "2" or "C" shaped girts, 0.056 to 0.120 in. thick steel, 6 to 12 In. deep, with 2 to 4 in. wide flanges. Girts placed horizontally (with flanges up or down) and spaced max 48 In. OC, Girts are secured to columns with girt clips, Item 2, or bolted to the column through the girt flange. 2. Girt Clips - (not shown) - Steel secured to column by welds or bolts. 3, Steel Wall Panels - Min No. 26 MSG, min 16 in. wide coated steel panels. Panel joints offset 6 in. from gypsum sheathing joints. If one layer of exterior wallboard Is used, panels are fastened to the horizontal girts with 1 -1/2 in. (min) long No. 12 -14 self - drilling screws 12 in. OC. If two layers of exterior wallboard are used, panels are fastened to the horizontal girts with 2 in. (min) long No. 12 -14 self - drilling screws 12 in. OC. Vertical raised rib profiles of adjacent panels are overlapped approximately 3 In. and attached to each other with 7/8 in. long 1/4 -14 (min) self - drilling screws (stitch screws) 24 in. OC (max) along the lap. 3A. Steel Siding or Brick - (Optional, not shown) For Fire Resistance Ratings from inside of wall only, steel siding or brick veneer meeting the requirements of local code agencies, may be installed over additional furring channels (not shown), Item 4, on exterior of wall in place of steel wall panels. Brick veneer attached to furring channels with corrugated metal wall ties attached to each furring channel with steel screws, not more than each sixth course of brick. When a minimum 3 -3/4 in. thick brick veneer facing is used, the fire resistance rating applies from either side of the wall. 4. Furring Channels - Hat shaped, minimum 25 MSG gals steel, approximately 2 -5/8 in wide, 7/8 in. deep, spaced 24 in. OC perpendicular to girts, Channels are secured to each girt with 3/8 in. (min) long self drilling pan head sheet steel type screws. Two screws are used at each fastening location, one through each leg of the furring channel. 5. Gypsum Board* - See table under Item 6 for number of layers and thickness on Interior face of wall. Any 5/8 in. or 1/2 in. thick gypsum wallboard bearing the UL Classification Mark for Fire Resistance. Applied horizontally or vertically. First layer attached to furring channels, Item 4, using 1 in. long Type S bugle head drywall screws spaced 24 In. OC. vertically and horizontally. Second layer attached to furring channels using 1- 5/8 in. long Type S bugle head drywall screws spaced 12 in. OC. vertically and 24 in. OC. horizontally. Third layer, when used, attached to furring channels using Type S bugle head drywall screws spaced 12 in. OC. vertically and 24 in. OC. horizontally, 1 -7/8 in. long for 1/2 in. wallboard and 2 -1/4 in, long for 5/8 in. wallboard. Fourth layer, when used, attached to steel strapping using 1 in. long (min) bugle head drywall screws spaced 8 in. OC. Steel strapping from flat stock, 1 -1/2 in. wide, fabricated from 0.020 in. thick (25 gauge) gals steel. Steel strapping located vertically and attached to third layer of gypsum wallboard at each vertical joint and intermediate stud using 2 -5/8 in. Type S bugle head drywall screws 12 in. OC. The horizontal or vertical joints of the wallboard are offset 24 in. when 2 successive layers are applied In the same orientation. See Gypsum Board (CKNX) category for names of manufacturers. 5A. Gypsum Board* - (As an alternate to item 5) - Fastened as described in item 5. 5/8 in. thick, 4 ft. wide, paper surfaced, applied vertically only. NATIONAL GYPSUM CO - SoundBreak XP Type X Gypsum Board 6. Gypsum Board* - See following table for number of layers on exterior face of wall. Any exterior grade 5/8 in thick gypsum wallboard or gypsum sheathing bearing the UL Classification Mark for Fire Resistance. Applied horizontally or vertically. First layer attached to girts, Item 1, using 1 -1/4 in, long (min) self - drilling bugle -head sheet steel type drywall screws spaced 8 in. OC. horizontally. Second layer, when used, attached to girls using 1 -5/8 in. long (min) self - drilling bugle-head sheet steel type drywall screws spaced 8 in. OC horizontally. The horizontal or vertical joints of the wallboard are offset 24 in. If 2 successive layers are applied in the same orientation. Fire Resistance from Both Sides of Wall Fire Resistance from Inside of Wall Only See Gypsum Board (CKNX) category for names of manufacturers. 7. Column Protection - (not shown) - Horizontal wall girts, Item 1, are attached to vertical structural steel columns. See Column Design Nos. X524 and X530 for protection of columns. 8. Batts and Blankets* - (optional, not shown) - Glass Fiber Batts placed in the cavities of exterior walls. See Batts and Blankets (BZJZ) - category for names of manufacturers. BA. Fiber, Sprayed* - As an alternate to Batts and Blankets (Item 8) - Spray applied cellulose material, The fiber Is applied with water to completely fill the enclosed cavity in accordance with the application instructions supplied with the product. Nominal dry density of 3.0 Ib /ft3. Alternate application method: The fiber is applied with U.S. Greenfiber LLC Type AD100 hot melt adhesive at a nominal ratio of one part adhesive to 6.6 parts fiber to completely fill the enclosed cavity in accordance with the application instructions supplied with the product, Nominal dry density of 2.5 Ib /rt U S GREENFIBER L L C - Cocoon2 Stabilized or Cocoon -FRM (Fire Rated Material) 8B. Fiber, Sprayed* - As an alternate to Batts and Blankets (Item 8) and Item 8A - Spray applied cellulose insulation material. The fiber is applied with water to interior surfaces in accordance with the application Instructions supplied with the product. Applied to completely fill the enclosed cavity. Minimum dry density of 4.3 pounds per cubic ft. NU -WOOL CO INC - Cellulose insulation 8C. Fiber, Sprayed* - As an alternate to Batts and Blankets (Item 8) - Spray applied cellulose fiber. The fiber is applied with water to completely fill the enclosed cavity in accordance with the application instructions supplied with the product. The minimum dry density shall be 4.30 Ibs /ft INTERNATIONAL CELLULOSE CORP - Celbar - RL 9. Joint Tape and Compound - (not shown, optional) - Vinyl or casein, dry or premixed joint compound applied in two coats to joints and screw heads of face layer of gypsum wallboard. Paper or glass fiber tape embedded In first layer of compound over all joints. *Bearing the UL Classification Mark O UL DES /ON NO 1/421 SCALE: N.T. S 4 Last Updated_ on 2010 -03 -03 G 1 A i NGER 11IIii •• Additional Info 2 e 120V e Power venting allows horizontal veliting through side walls e Dolt guard for safe operation ▪ 4 -1)0int suspension for secure, balanced installation Item: 'Unit Heater Type: Power Vented. Electronic Ignition. With Belt Driven Blower Gas Type: NG Bti►H input: 11)0,000 Mull Output: 80,001) Voltage: l 20 Hz: fro Full Load Amps: 8.3 CFM: 1200 Air Temp. Rise (F): r,2_ Free Air (CFM): 1200 65F )1Ise (CFM): 1140 80(F) Elise (CFM): 925 Gas Connection (111.): 1/2 Flue Dia. (In.):4 Height (In.): 34 -1/8 Width (ln.): 17 -7/8 Depth (In.): 42 -518 O.C. Mounting (In.): 14 -1/2 Installation Height (Ft.): 0 to 12 Ignition System: Intermittent Spark Indoor Air Discharge Height (In.): 18 Indoor Air Discharge Width (In.): 15 -3,/ Max. External SP (In. WC): 0.2 Requires: 24V Thermostat Primary Heat Exchanger Material: 20 Aluminized Steel Unit Heater, NG, Blower, BtuH Input 100, 000 - Natural Gas Unit Heater, 803 Efficient Blower, BtuH Input 100, 000, BtuH Output 80, 000, 1 15, GO Hz, Full load Amps 8.3, 1200 CFM, Air Temp Rise G2 F, Free Air 1200 CFM, 65F Rise 1 140 CFM, 8 925 CFM, Intermittent Spark Ignition System, Open Height 18 In, Open Width 15 3. /8 In, Max External SP 0.2 In WC, CSA, Warranty Length 1 Year All Cemponets, Requires 8 Feet of Cle3rence to The Bottom of Heater Grainger Item # Price (ea.) Brand Mfr. Model # Ship Qty. Sell Qty. (Will -Call) Ship Weight (Ibs.) Usually Ships Catalog Page No. Price shown may not reflect your price. Log in or register. Gas -Fired Blower -Type Unit Heaters Electronic spark ignition. Vent position is field - adjustable for horizontal or vertical venting. Removable burner access panel for fast, easy inspection and maintenance. Stainless steel burner port protector. Fan time delay eliminates cold air at startup. Units require 8 ft. of clearance to the bottom of the heater. CSA Certified. Tech Specs Optional Accessories There are currently no optional accessories for this item. Alternate Products Heater, Ng Unit • EV EWE z CODE CO pL IANOL; .x- P atlgo JUN 17 2010 2HYW1 $1,690.00 DAYTON 2HYW1 1 1 291.0 Today 4125 Item #: 4DG07 Brand: DAYTON Usually Ships: From mfr. Win 21 bus. days Price (ea): $2.502. 00 Unit Heater, NG, Blower, Butt] Input 400,000 Item #: 21 -M1/4 Brand: DAYTON Usually Ships: Today Price (ea): 1i3.120 00 Repair Parts C Rnpair Parts Information k availakrin for this item. GAS BRED BLOtt Ef TYPE UN /T //EA1E/3 SCALE N. 7fS ECEIVED Application: More Than 2000' Above S a Level Require Burner Orifices To Be berated City of �'utavila Agency Compliance: CSA Q���I � �� ��III�I�nI M Manufactu rers Warranty Length: 1 YR7r I�� C� PE F Components of N. 0 1804 136th Place NE Ste. 1 Bellevue Washington 98005 (425)644 -1446 & Fax 644 -1921 e -mail: office ®gmsarch.com Architecture +Design+ Planning Members of the American^ Institute of Architects T �• z cn r V1 v v J pT4 V1 z Eml 0 CO CD U 00 < l2 Date* II- I'd9 -09 Scale. AS 51 -IOW' Drawn. Pal Job #• 09ta1 Revisions L 5/14/10 rgre CITY NEW 5I- EET to CV . B C D E V? gteoPst. 1�JUJ' MierouL CotDi N GUTTER P. uNP'(N`tgo METAL SIDING (typ) WEST ELEVATION VP. Goat, REAVAI. Kg. eto , � EAST ELEVATION I =i I I `I I It I I -1 I I-I T SECTION A -A GUTTER VERTICAL TRACK ASSEMBLY GONG. SLAB ON GRADE FIN. FLOOR GONG. SLAB ON GRADE STL. RIGID FRAME FIN. GRADE FIN. FLOOR FIN. GRADE . Rey f-'i Mfcrft. dIPIPAISk METAL SIDING ( typ ) SECTION B -B SCALE : I /8" = I' -O" C7 Nog-rbi ELEVATION METAL ROOFING (tua) VP. t0-4a. viA.uE •--`� VIP. (Am, VeragriM. Molt V-Avlt t7 a-s SoL17:4 ELEVATION SCALE : 1 /8' = I' -O` 12 STL. RIGID FRAME 12 METAL SIDING (typ) D.S. 91.4-42..LI I D.S. FIN. FLOOR 7 FIN. GRADE t EvIEWED FOR CODE COMPLIANCE JUN 17 2010 City of Tulwuila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 0 9 2010 PERMIT CENTER BID SET ONLY ! THESE DRAWINGS ARE SUBJECT TO REVISIONS PENDING LOCAL JURISDICTIONAL REVIEW AND ARE NOT FINAL UNTIL APPROVED 0 z 0 0 0 A N J o0 U ZU a1-CeQ oft/n-1- O o otnj WZ ° Up Jr r z6 , �O ) ZQo UlVu.WO Z 1-S2 J m D W< ZWOWV, V =OKO t OQ W a la a O O W m Q : I_ L 11 J Ul t r C ,1 v ., ce ' w : a mZ Nj� JO Q I 6Q a� OW_Z< VIVO 0 O F0 a5 fi wn R w W (9 oz !A W (1) 0 _ez od5i co Z z OC 1 � q 1() � (V co 0 z 0 } -J W W LL 1- 5 N N m b M Z F O N O N W rx 0 w (a) � O V DRAWN: RF JOB NO: 08007 DATE: 111109 20' KT. STORAGE Buu<D. t ±tintos+g_ � _ 1 1131/ 1 71V, ����wwib��rvwAt��� vwAtwwwvrOwrvAvAtiuT/i Ib g IV II" 1 IFAIne,b r,, eoe " NO , V I tt T i�Iai�� 6 "A." 185 SF. /C 0 ;ARAN GRAVEL LANDSCAPE PLAN SCALE: 1"=1 C-0" 0 10' 20 RR TIES 40' LOT PROPERTY LINE LANDSCAPE PLANTINGS PLACE ACCORDING TO PLAN SEE PLANT SCHEDULE THIS SHEET FOR PLANT INFORMATION TYPE ii LANDSCAPE BUFFER EXISTING 1— STORY METAL SHOP TYPE II LANDSCAPE BUFFER EXISTING GRADES REMOVED LANDSCAPE AREA "H" TYPE I LANDSCAPE BUFFER nlift wowwww w 1 BOTANICAL NAME COMMON NAW ars \I SCI IF2VUV Corpus 'Fddle's White Wonder' t?oavrood w/ white flwr. Acer clrcinatum Thuja phcata'Fastigtata' 5Hr;u135 Mirka calife mica Berberls thanbergn 'Atropurpurea' Clstus hybridus Prunus 1 'Otto Luyken' Pdystichum munkum Thu�a occidentall5 ' 5naragd' Pachysandra terminally Arctostaphylos ua ursi ADDED LANDSCAPE AREA ADDED LANDSCAPE AREA ADDED LANDSCAPE AREA ADDED LANDSCAPE AREA ADDED LANDSCAPE AREA ADDED LANDSCAPE AREA ADDED LANDSCAPE AREA TOTAL AREA: Vine Maple Hagan Cedar SHRUBS REQUIRED: Pacific Wax Myrtle Decd Leaf Japanese Barberry l ockrose Otto Luyken Laurel 5wo-d Fern E merald Green Arborvitae Japanese spurge PLANTING NOTES I . Contractor shall be responsible for familiarizing themselves with all other site Improvements and conditions prior to starting landscape work. 2. Contractor shall use caution while excavating to avoid disturbing any utilities encountered. Contractior is to promptly advise owner of any disturbed utilities. (Location sel'Vice phone: 1 - 800 - 424 - 5555.) 3. Contractor shall maintain and water all plant material until final inspection and acceptance by the owner or his agent. 4. Contractor shall be responsible For computing specific quantities of groundcovers and plant materials utilizing on- center spacing for plants as stated on the landscape plan and minmunl planting distances as specified below in these notes. 5. Croundcovers shall be planted in an equilateral triangular spacing pattern at the on- center distances shown on the plan or in the plant schedule. Where groundcover abuts curbng, sidewalks, sighs or poles, minimum planting distances shall be 12" from center of plant to curb, sidewalk, etc. Minimum plants ga distance shall be 24" from center of trees. 6. Contractor shall be responsible for providing the plant quantities that are represented by symbols on the drawings. 7. Subgrade is to be withinX of one foot as provided by others. 8. New bed areas to receive G" '3 -wa/ topsoil mix. TiII n to a depth of 1 9. All beds to receive a minimum of u" fine fir bark mulch. Mulch must be kept 3" away from trunks and crowns of trees and shrubs. 10. All plant material shall be fertilized with AGRO TRANSPLANT FERTILIZER 4 -2 -2 per manufactures recommendations. I I . All plant material shall conform to AAN STANDARDS FOR NURSERY STOCK, latest edition. A. General: All plant materials furnished shall be healthy representatives, typical of their species of variety and shall have a normal habit of growth. they shall be full, well - branched, well proportioned, and have a vigorous, well - developed root system, no root bound or circling roots. All plants shall be hardy under climatic conditions similar to those in the locality of the project. B. Trees, shrubs, and groundcovers: Quantities species, and varieties, sizes and conditions as shown on the planting plan. Plants to be healthy, vigorous, well foliated when in leaf. Free of disease, injury, insects, decay, harmful defects, all weeds. No substitions shall be made without written approval from landscape architect or owner. Landscape Architect to approve all plant material prior to installation. Rejected material must be removed immediately. C. Notify Landscape Architect Immediately if any plants are not available in size or species (425) 885 -23 19. LA\DSCAPF ARIA CALC. ADDED AREAS: TOTAL ADDED AREA REMOVED AREAS: REMOVED LANDSCAPE AREA "H Kinniklnnlck 326 4" pot Full / Compact / Plant 12" on center )f LANDSCAPE — FRO \T YARD: QTY 51Zp COMMIf5 2 2" cal 6 2 cal 4 6' 12 Total frees 8 5 cat Full / Compact / Min 18" 15 5gal Full / Compact / Min. 18" 6 2 ga l Full / Compact 15 24" - O" Full / Compact 33 2 gal Full / Compact 4 4' -5' Full / Compact 77 iota! 511w65 130 4" pot Full / Compact / plant 12" on center = 185 SF. = 330 SF. = 40 SF. = 23 SF. = 12 SF. = 54 SF. = 16 SF. 660 SF. = 660 SF NET ADDED AREA = 8 SF. Well Branched / Full Min. 3 stems/ 3 /q" cal. each Well Branched / Full TREES REQUIRED: PER TWC. 18.52.030 (A.) TYPE I. LANDSCAPE PERIMETER 2. a.) ONE TREE PER 30 LF. OF FRONT YARD FRONTAGE LESS ( —) CURB CUTS. 60' LF. FRONTAGE LESS ( —) 24' LF. OF CURB CUT = 36' FT. OF FRONTAGE THEREFORE: 36' LF. FRONTAGE / 30' LF. PER TREE = 1.2 TREES = 2 TREES REQ'D PER TWC. 18.52.030 (A.) TYPE I. LANDSCAPE PERIMETER 2. b.) ONE SHRUB PER 7 LF. PER TREE OF REQ'D SIDES LESS ( —) CURB CUTS. 60' LF. PERIMETER SIDE YARD / 7' LF. THEREFORE: 60' LF / 7' LF. = 8.57 = 9 SHRUBS REQ'D LANDSCAPE — SIDE YARDS: TREES REQUIRED: PER TWC. 18.52.030 (B.) TYPE II. LANDSCAPE PERIMETER 2. a.) ONE TREE PER 20 LF. OF SIDE YARD PERIMRTER LESS ( —) CURB CUTS. THEREFORE: 200' LF / 20' LF. = 10 TREES REQ'D SHRUBS REQUIRED: PER TWC. 18.52.030 (B.) TYPE II. LANDSCAPE PERIMETER 2. b.) ONE SHRUB PER 5 LF. OF REQ'D SIDES LESS ( —) CURB CUTS. THEREFORE: 200' LF / 5' LF. = 40 SHRUBS REQ'D x mg be 2x ROOTBALL WIDTH w SPECIFIED TREE STAKE(S) INSTALL "TREE BOOT" OR "ARBORGARD" IN LAWN AREAS. PLANT TREE 1" HIGHER THAN IN NURSERY WATERING BASIN BACKFILLED AMENDED NATIVE SOIL UNDISTUR °EU GROUND 12" MIN. FOR WOOD STAKES & 18" FOR REBAR LOOSEN ROOTBALL OF CONTAINERIZED PLANTS PRIOR TO PLANTING FINISH GRADE TREE PLANTING & STAKING DETAIL NOT TO SCALE LOOSEN ROOTBALL OF CONTAINERIZED PLANTS PRIOR TO PLANTING CONIFEROUS TREE PLANTING AND STAKING DETAIL NOT TO SCALE PLANT 1" HIGHER THAN' IN NU'.SERY FINISH GRADE LOOSEN ROOTBALL OF CONTAINERIZED PLANTS PRIOR TO PLANTING 1/2 DIA. OF PLANT OR AS SHOWN ON DRAWING 2" MAX. 0 SHRUB PLANTING DETAIL NOT TO SCALE EQUAL SPACING SHRUB AND GROUNDCOVER SPACING DETAIL NOT TO SCALE lb 9412)-11 LANDSCAPE TOTAL: TREES REQUIRED: THEREFORE: FRONTAGE REQ'D THEREFORE: PERIMETER REQ'D THEREFORE: TOTAL TREES TOTAL PROVIDED SHRUBS REQUIRED: THEREFORE: FRONTAGE REQ'D THEREFORE: PERIMETER REQ'D THEREFORE: TOTAL TREES TOTAL PROVIDED STAPLE TREE PRUNE DISEASED AND BROKEN BRANCHES SCARIFY PLANTING PIT SIDES AND BOTTOM 6" DEEP, FIRM, NATIVE SOIL MOUND FERTILIZER TABLETS (4 -21 GRAM- 20 -10 -5) REINFORCED RUBBER HOSE OR VINYL W/16 GA. WIRE TIES DETAIL HOSE & WIRE TIES, SEE DETAIL ABOVE REMOVE BINDING TWINE & TOP 1/3 OF BURLAP. 2" SETTLED DEPTH WITH SPECIFIED MULCH IN HEAVY SOILS, AUGER 8 "x6' DEEP HOLE (OR THROUGH HARDPAN) FILL WITH CRUSHED ROCK. VERIFY GOOD DRAINAGE PRIOR TO PLANTING. REINFORCED RUBBER HOSE OR VINYL W/16 GA. WIRE TIES DFTAIL PRUNE DISEASED AND BROKEN BRANCHES HOSE AND WIRE TIES, SEE DETAIL ABOVE SPECIFIED TREE STAKE(S) REMOVE BINDING MATERIAL AND TOP 1/2 OF BURLAP WATERING BASIN 2" SETTLED DEPTH WITH SPECIFIED MULCH BACKFILL WITH AMENDED NATIVE SOIL FERTILIZER TABLETS SCARIFY PIT SIDES AND BOTTOM FIRM NATIVE SOIL MOUND PRUNE DISEASED AND BROKEN BRANCHES REMOVE TOP 1/3 OF BURLAP 2" SETTLED DEPTH OF SPECIFIED MULCH FERTILIZER TABLETS /SPECS BACKFILL WITH AMENDED NATIVE SOIL COMPACT AND WATER THOROUGHLY FIRM NATIVE SOIL MOUND EDGE OF PAVING OR PLANTING BED = 12 TREES REQ'D 12 TREES REQ'D 9 SHRUBS REQ'D 40 SHRUBS REQ'D 49 SHRUBS REQ'D APPROVED JUN 14 2010 City of Tukwila PUBLIC Works 52 SHRUBS REQ'D r V IE�9ED F DR E COMPLIANCE 97:30 4'R JUN 17 2010 IS of Tulti^.sela 2 TREES REQ'D 10 TREES REQ'D BUILDING DIVIRinm RECEIVED CITY OF TUKWMLA APR 0 9 2010 PERMIT CENTER 0 0 CV CO CV O of STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT BRUCE CAMERON LANE CERTIFICATE No. 375 co op C1 Date Scale Job Sheet Dwc.m.brr 2009 Drawn BCL 23 -09 • Nx 0' ri ,I 00 00 ., CJ ri x rn z 0 S TORAGE CONC. HYDRO2ONE NO. VALVE IZE 1" 7.22 GF'M "B 330 SF. STATE OF WASHINGTON REGISTERED BRUCE CAMERON LANE CERTIFICATE No. 375 ralni December 2009 LATERAL LINES MAIN LINE 0 AB ANT TP) GRAVEL RR TIES IRRIGATION PLAN 10 20 40' LOT PROPERTY LINE EXISTING 1 -STORY METAL SHOP EXISTING GRADES WALL MOUNT IRRIGATION CONTROLLER. MAIN LATERAL LINES TO BE SLEEVED BENEATH PAVED AREAS AS NECESSARY (TYP.). POINT OF CONNECTION FROM 5/8" DEDUCT WATER METER. INSTALL PER CITY STANDARDS. SEE ENGINEERS PLANS WATER METER LOCATION WITH 5 /8" IRRIGATION DETUCT METER SYMBOL MANUFACTURER/MODEL NO. GPM RADIUS PSI REMARKS D 1 POC 0 IRRIGATION SCHEDULE RAINBIRD NOZZLES 15 STRIP SERIES 15EST 1 5SST 8 SERIES MPR 8Q 8 H 8F 5 SERIES MPR 5Q 5 H 5 F POINT OF CONNECTION WILL BE TO PROPOSED DEDUCT METER. MINIMUM 5/8" SIZE WITH 50 PSI. CONTACT ARCHITECT IF NOT AVAILABLE RAINBIRD AUTOMATIC IRRIGATION CONTROLLER - WALL MOUNT MODEL NUMBER 'ESP 4M1' 4 STATION CONTROLLER RAINBIRD DVF SERIES VALVES 100 -PEB SERIES ELECTRIC REMOTE CONTROL VALVE ALL VALVES SHALL BE I .0" SIZE MINIMUM LATERALS - PVC CLASS 200, SIZE AS INDICATED ON DRAWING. MIN. 1 2" COVER MAINLINE I " PVC SCHEDULE 40 MINIMUM 18" COVER IRRIGATION SLEEVE, 4" PVC SCHEDULE 40 MIN. 1 8" COVER IRRIGATION VALVE SCHEDULE VALVE NUMBER GALLONS PER MINUTE VALVE SIZE VALVE # I VALVE #2 VALVE #3 5IZI\G FOP PVC PIP. 0 -8 GPM - %11 9 -16 GPM - I I 17-24 GPM . 1 4 1," 2 GPM -1/2 GPM -2H IRRIGATION NOTES 0.6I 4'xl5' 30 I.21 4'x30' 30 0.24 0.52 1 .05 0.I 0.2 0.4I 7.22 GPM 3.40 GPM 8.28 GPM 8' 30 8' 30 8' 30 5' 30 5' 30 5' 30 1" 1" " 6" POP -UP (SHRUB) G" POP -UP (SHRUB) 6" POP -UP (SHRUB) I GENERAL CONTRACTOR TO PROVIDE: A. NOTIFICATION FOR THE INSTALLATION OF SLEEVING. NOTICE TO IRRIGATION CONTRACTOR SHALL BE A MINIMUM OF 48 HOURS PRIOR TO INSTALLATION. B. ALL NECESSARY FIELD LAYOUTS TO VERIFY EXACT LOCATION OF ALL REQUIRED SLEEVES. C. IRRIGATION MAINLINE SLEEVES SHALL BE NO MORE THAN 24 INCHES NOR LESS THAN 18 INCHES FROM TOP OF FINISH GRADE. D. ANY CHANGES AND /OR ADJUSTMENTS IN SLEEVES, ONCE INSTALLED, SHALL BE DONE AT THE EXPENSE OF THE GENERAL CONTRACTOR. E. INSTALLATION OF 110 VOLT ELECTRICAL SERVICES FROM ELECTRICAL SOURCE TO AUTOMATIC CONTROLLER, INCLUDING WIRE HOOK -UP INTO MOUNTED CONTROLLER (IRRIGATION CONTRACTOR WILL MOUNT CONTROLLER PER DESIGN AND COORDINATE WITH GENERAL CONTRACTOR). F. PROVIDE EXEMPT WATER METER. G. PROVIDE GALVANIZED STANDARD THREADED STUB -OUT WITH THREADED CAP ON DISCHARGE SIDE OF METER. STUB -OUT TO BE INSTALLED APPROXIMATELY 18 INCHES BELOW FINISHED GRADE. H. REMOVE ALL ASPHALT EXTENDING GREATER THAN 4 INCHES BEYOND BACK OF EXTRUDED CURBING, TO ALLOW FOR IRRIGATION HEAD PLACEMENT. 2. ALL WORK PER LOCAL CODE. INSTALLED PER MANUFACTURER'S SPECIFICATIONS. 3. PRIOR TO START OF CONSTRUCTION VERIFY MINIMUM 50 GPM AT 6O PSI AT STUD -OUT LOCATION, VERIFY ALL DIMENSIONS AND CONDITIONS, NOTIFY LANDSCAPE ARCHITECT OF ANY DISCREPANCIES PRIOR TO BEGINNING CONSTRUCTION. 4. SLEEVING IS REQUIRED FOR ALL IRRIGATION AND CONTROL WIRE UNDER ALL PAVEMENTS, WALLS, ETC. CONTRACTOR IS RESPONSIBLE FOR VERIFICATION OF SIZE OF ALL SLEEVING REQUIRED FOR COMPLETE INSTALLATION OF WORK. 5. ALL SLEEVES SHALL BE 2X THE DIAMETER OF INSERT PIPES UNLESS OTHERWISE NOTED. BURY 18" AND PROJECT 1 5" INTO PLANTINGS. G. MAINLINE SHOWN RUNNING PARALLEL TO PAVING EDGE SHALL BE INSTALLED IN ADJACENT PLANTING AREAS AND NOT UNDER PAVEMENT. INSTALL ALL VALVES IN SHRUB AREAS. 7. PLAN 15 DIAGRAMMATIC. ADJUST LINE LOCATIONS AS NECESSARY. HEADS TO BE PLACED ACCORDING TO PLAN. 8. PLACE ALL POP -UP HEADS 2 INCHES FROM ALL CURBS AND SIDEWALKS. SHRUB POP -UP HEADS TO BE SET MINIMUM 1/2 INCH ABOVE FINISH GRADE (AFTER MULCH). PLACE LAWN POP -UP HEADS FLUSH WITH GRADE AND 6 INCHES FROM BUILDINGS (TO ALLOW FOR MOW STRIP). 9. PRESSURE TEST ALL SYSEM JOINTS, CONNECTIONS, COUPLINGS, VALVES, AND ALL OTHER JUNCTION POINTS SHALL BE LEFT EXPOSED UNTIL COMPLETION AND ACCEPTANCE BY LANDSCAPE ARCHITECT. 10. PROVIDE OWNER WITH "AS- BUILT" DRAWINGS AND OPERATOR'S MANUAL UPON COMPLETION. APPROVED JUN 14 2010 City of Tukwila PUBLIC Works CODE COMPLIANCE JUN 1 7 2810 City e Tu`tt6'jiJa BUILDPS DIVISION CITY OF UCLA APR 0`9 2010 PERMIT CENTER Ccll before you 800 - 424 -5555 UNDERGROUND SERVICE (USA) Job Sheet 23 -09 Tf ffl=t 11 -11 I TTl TYPICAL RISER ASSEMBLY NOT TO SCALE ELECTRIC IRRIGATION VALVE NOT TO SCALE NOZZLES (SIZE PER PLAN) NOTE: INSTALL SPRINKLER PER IRRIGATION NOTES SPRINKLER APPROVED BACKFILL MANUFACTURED SWING JOINT FUNNY PIPE LATERAL PIPE LATERAL TEE PVC MAIN LINE SCH 80 PVC TEE COMPACTED BACKFILL FROM TRENCH TYP. CARSON 1320B -13B, GREEN PLASTIC BOLT -DOWN VALVE BOX WITH CARSON BOX EXTENSIONS AS REQ'D. COVER SHALL BE MARKED "IRRIGATION VALVE" FINISHED GRADE 24 VOLT WIRE, PROVIDE WEATHERPROOF SPLICE PACKS AT ALL SPLICES COIL EXCESS WIRE INSIDE VALVE BOX. AUTOMATIC CONTROL VALVE PVC SCHEDULE 80 UNION (2) PVC LATERAL LINE 3/4" MINUS WASHED ROCK IRRIGATION DETAILS A GATE VALVE NOT TO SCALE 1" SCH 40 PVC PLASTIC BOLT -DOWN VALVE BOX WITH BOX EXTENSIONS AS REQ'D. COVER SHALL BE MARKED "IRRIGA11ON VALVE" FINISHED GRADE COMPACTED BACKFILL FROM TRENCH TYP. 8" PVC CLASS 160 OR SCHEDULE 40 PIPE (NOTCH SLEEVE TO FIT AROUND MAIN LINE) 3/4" MINUS WASHED ROCK BRICK (4)- PLACED AT EACH CORNER BOX 2" NRS BRASS GATE VALVE PVC MAIN LINE PVC SCHEDULE 80 UNION (2) 3/4" MINUS WASHED ROCK IN VALVE BOX PIT CARSON 1324 -12B VALVE BOX WITH BOLT DOWN LID AND CARSON BOX EXTENSION(S) AS NEEDED TO SET TOP OF BOX AT FINISHED GRADE 1" QUICK COUPLING VALVE FOR WINTERIZATION OF THE IRRIGATION SYSTEM 1" PRESSURE REDUCING VALVE, TAPPED WITH GAUGE AND COCK. SET OUTLET PRESSURE AT 55 PSI. CARSON 1730C -12B VALVE BOX WITH BOLT DOWN LID AND CARSON BOX EXTENSION(S) AS NEEDED TO SET TOP OF BOX AT FINISHED GRADE 1 1/2" DOUBLE CHECK VALVE BACKFLOW PREVENTION ASSEMBLY WITH UNIONS BOTH ENDS 1" GATE VALVE, SEE DETAIL 3 1" SCH 80 PVC TO POINT OF CONNECTION AND WATER METER POINT OF CONNECTION SCHEMATIC NOT TO SCALE 1 2' -0" MAX. TRENCH UNDER PAVEMENT 2' -0 MAX.. iIlIII_ III■II - z TRENCH IN PLANTING BED FINISH GRADE PVC MAIN LINE AND TEE 2" BRASS FITTING AS REQ'D 3 C.F. 3/4" MINUS WASHED ROCK TYPICAL COMPACTED BACKFILL FROM TRENCH TYP. #4 36" LONG REBAR W/ S.S. HOSE CLAMP, TYP. 2 C.F. 3/4" MINUS WASHED ROCK TRENCH NOT TO SCALE MA;dUAL DRAIN VALVE NOT TO SCALE NEW' QUICK COUPLER NOT TO SCALE 90 DEG. SCH. 80 PLACE NEW AND /OR RESTORE EXISTING PAVED SURFACE AND BASE TO FINISHED GRADE BACKFILL WITH SOIL EXCAVATED FROM TRENCH. COMPACT BACKFILL TRACER WIRE OR DETECTOR TAPE 4" DIA. SCH 40 PVC, CAP OPEN ENDS FOR FUTURE USE SCH 40 PVC, DIA. AS REQ'D 1" SCH 80 CONDUIT FOR MOISTURE SENSOR WIRING IRRIGA11ON LINES TYP. UNDISTURBED NATIVE SOIL FINISHED GRADE TOP 6" OF TRENCH BACKFILL SHALL BE TOPSOIL TRACER WIRE OR DETECTOR TAPE IRRIGATION LINE TYP. COMPACTED BACKFILL FROM TRENCH 24 VOLT WIRING, WHERE REQ'D. TAPE TO BOTTOM OF IRRIGATION LINE UNDISTURBED SOIL DETAILS BUCKNER MODEL TMVK CONTROL VALVE KEY COMPACTED BACKFILL FROM TRENCH TYP. 2" CLASS 160 PVC PIPE WITH BUCKNER MODEL XVM VALVE SLEEVE CAP AT TOP OF PIPE FILTER FABRIC MIRAFI 140N OR EQ. OVERLAP FULL WIDTH ON TOP OF ROCK BUCKNER VBM -07 3/4" ANGLE VALVE 6" VALVE BOX W/ LOCKING LID FINISH GRADE QUICK COUPLER VALVE WITH LOCKING LID SCH. 80 RISER / NIPPLE `l- SCH. 80 ELL NIPPLE 90 DEG. SCH. 80 ELL SCH. 80 RISER (45 DEG. MAX. ANGLE FROM HORIZONTAL) 90 DEG. SCH. 80 ELL SCH. 80 NIPPLE PVC SUPPLY LINE PVC TEE OR ELL APPROVED JUN 14 2010 City of Tukwila PUBLIC Works REVENri..H0 on CODE CD PL I NQE JUN 17 2010 City T uktuila BUILDING nnir fM CcH before you Dig 800 - 424 -5555 UNDERGROUND SERVICE (USA) CITY OF TUKWILA APR 0 9 2010 PERMIT CENTER STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT BRUCE CAMERON LANE CERTIFICATE No. 375 Date Scale Drawn Job Sheet E3CL CO December 2009 23 -00 7--- J -� 3 3/4 REAR LID SEAM • • ! I[ii Ni Ik _ _ cu _ v FRONT SEAM LEGEND (MOAN) ABANDONED A/C ASPHALTIC CONCRETE aG ASPHALTIC CONCRETE ( EXISTING) ADS PLASTIC PIPE it' BUILDING LINE s '°6" (.) A/C CATCH BASIN , •Z CI O OAP • • a • DI ECC Apr RN/SHED FL ;RA V/t.. EXTRUDED CONC. CURB (TYP.) 5. I... (..)..1... 8 CO 'v' ::RE ► 1'. G AR r S 08'36'31" W 125.00 dolPfe,y 4. CAST IRON CONCRETE PIPE CORRUGATED METAL PIPE CONCRETE SURFACE DUCTILE IRON F< ,. , . ` ' :. .. f `��wj°� ��:G.u<G.�fx� \\\\\\ S y.T r° STANDARD CONSTRUCTION NOTES GRAD /NG /CONSTRUCT /ON NOTES ELECTRICAL CONDUIT (BURIED) EXTRUDED CONCRETE CURB PRIOR TO STARING CONSIRUC1ON, CONTACT ONE -CALL (1- 800- 424 -5555) FOR UTILITY LOCA110NS CONTACTS PROJECT MANAGER: PAT McBRIDE, 425 -644 -1446 DESIGN ENGINEER: BRUCE DODDS, 425 -861 -4928 OWNER: MIKE ENGSTROM,, 206- 246 -4911 GENERAL 1. ALL LOCATIONS OF EX /STING U11U11ES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE PUBLIC RECORDS AND 9/OULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARY Y COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VF?/FY li/E ACCURACY OF ALL U11UTY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND AVOID ANY OTHER UI1U71£S NOT SHOW HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN THE CONTRACTOR SHALL CONTACT THE UNDERGROUND UTILITIES' LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION ACTIVITY THE OWfWIIER, HIS REPRESENTATIVE; AND THE ENGINEER SHALL BE CONTACTED IMMEDIATELY IF ANY UTILITY CONFLICT NTH THESE PLANS EXISTS - O17FY 77/E UTILITIES INSPECTOR AT 206-433-0179. Z. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, N 1 REQUEST A PUBLIC' WORKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING 206- 433 -0179. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARD, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FL 6'CERS, AND ANY OTHER NEEDED ACTIONS 1O PROTECT THE LIFE HEALTH, AND SAFETY OF THE PUBLIC, AND 70 PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK COVERED BY THE CONTRACT. ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE AN APPROVED TRAFFIC CONTROL PLAN. ALL SECTION OF THE WSDOT STANDARD SPECIFICATION 1 -07 -24 1RAFF7C CONTROL, AND 77/E MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (MUTCD), SHALL APPLY. 5 THE CONTRACTOR SHALL HAVE 7HE PERMIT(S) AND CONDITIONS THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF 17.1KWILA 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 17/E OWNER, THE ENGINEER AND THE CITY OF TUKWILA. Z ALL METHODS AND MATER /ALS 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 RECORD DRAWINGS ON -SITE .9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PR/OR TO PROJECT FINAL . APPROVAL. 10. PROVIDE TRAFT7C CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS. APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAND 1988. HORIZONTAL DATUM SHALL . BE WASHINGTON STATE (GRID) COORDINATES', NORTH ZONE, USYNG NAD 83/91 SURVEY CONTROL AND TIED 70 ANY TWO CITY OF TUKWILA HORIZONTAL CONTROL MONUMENTS FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMIT/1'E SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12 REPLACE 01? RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 11 RETAIN, REPLACE OR RESTORE EX /STING VEGETATIOW IN RIO/TS-OF-WA ): EASEMENTS AND ACCESS TRACTS 14. IT SHALL BE THE RESPONSIBILITY OF 77/E CONTRACTOR TO ARRANGE RELOCATION OR REMOVAL OF EX /SUNG UTILITY POLES, STREET LIGHTS TRAFFIC SIGNALS, ETC, BY CONTACTING THE APPROPRIATE UTILITY COMPANY(S). REFER TO PLANS FOR SPEC/RCS 15. LOCATION OF ROADWAYS, BUILDING, PARKING AREAS AND OTHER IMPROVEMENTS SHOWN HEREON ARE APPROXIMATE UNLESS SPECIFICALLY D/MENSONED. FOR UND /MENS/ONED. IMPROVEMENTS SEE THE ACCOMPANYING ARCHITECTURAL PLANS IMPROVEMENT AND STRUCTURE LOCATIONS SHALL BESET IN THE FIELD BY THE PROJECT ENGINEER /SURVEYOR. 1. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY THE PERMIT1EE IS REQU /RED TO MAINTAIN A SET OF APPROVED PLANS SPEC /F /CA110N3 AND ASSOCIATED PERM /1S' ON THE JOB SITE WORK • SY/ALL . BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE AND LOCAL LAWS PERMITIEE SHALL APPLY FOR A REVISION FOR. ANY WORK NOT ACCORD /NG TO THE APPROVED PLANS 2 PERMITIFE /CONTRACTOR SHALL. ARRANGE A. PRECONSIRUCTION CONFERENCE WITH .PE CITY'S 7NSPECTOR(S) PR /OR TO BEGINNING ANY WORK ET ELECTRICAL' TRANSFORMER FE EV . ELECTRICAL VAULT FO ' FOUND SURVEY MONUMENT .G 0 0--• 0 U FENCE LINE (CHAIN LINK) g cf. FENCE LINE (WOOD) ' FIRE HYDRANT FDC FIRE DEPT• CONNECTION it FINISHED FLOOR ELEVATION FIBER OPTICS (BURIED) GAS MAIN GAS METER GAS VALVE GUARD POST HANDICAPPED PARKING 1 U!4 STORM DRAINAGE NOTES . b.. I f L (...l• .✓ A/€ • X1.577 A4 PAVING (TYP.)� GUTTER, SIDEWALK AND 57�M, N /MPR_Q.VEMENTS- OP_OSED••PER•- C/ Y PERMIT APPLICATION NO. D08 -182 • IRON PIPE JUNCTION BOX LIGHT POLE OVERHEAD PAINTED POLYVINYL CHLORIDE POST INDICATOR VALVE GRADING/CONSTRUCTION NOTES (CONTINUED) (R) SS 3. WORK IN ROADWAYS: A. ALL WORK IN ROADWAYS SHALL MEET 1MC 11 AND THE FOLLOWING: B. PR /OR TO ANY ACTIVITY IN C/TY RIGHT -OF- -WAY, THE PERM/T7EE SHALL PROVIDE THE CITY A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL. PE TRAFFIC CONTROL PLAN SHALL INCLUDE 77E LOCATION, ADDRESS AND DESCRIPTION OF TRAFFIC FLOW DURING 77/E WORK AND SHALL MEET MUTCD REQUIREMENTS: G ALL. WORK REQUIRING LANE CLOSURES MUST BE BY PERMIT ONLY FROM TEE 1H /RD THURSDAY IN NOVEMBER TO THE FOLLOWING JANUARY 2ND, THE DIRECTOR DOES NOT ALLOW LANE CLOSURES IN THE TUKWILA URBAN CENTER. D. FIRE, PEDESTRIAN, AND VEHICULAR ACCESS TO BUILDINGS SHALL BE MAINTAINED AT ALL 11MES, EXCEPT WHEN PERM /]TEE HAS PERMISSION FROM THE BUILDING OWNER AND THE DIRECTOR TO CLOSE AN ACCESS E ALL ROADWAYS SHALL BE KEPT FREE OF DIRT AND DEBRIS USING STREET SWEEPERS. USE OF WATER TRUCKS FOR CLEANING ROADWAYS REQUIRES PREAPPROVAL FROM THE DIRECTOR. F. INSTALL STEEL PLATES OVER ANY TRENCH, AT ANY TIME WORK IS STOPPED AND TRENCH IS LEFT OPEN. G IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE RIGHT -OF -WAY, AND ANY OTHER RELATED PERM /TS PRIOR TO ANY CONSTRUCTION ACTIVITY WITHIN PUBLIC R /GHT -OF -WAY. 4. THE RECOMMENDATIONS SET OUT IN 17/E PROJECT GEOTECHNICAL REPORT BY CREATIVE ENGINEERING OPTIONS, NO.09 -2899, DATED 23 OCTOBER 2009 ARE INCORPORATED INTO THESE PLANS BY REFERENCE THERETO. WHERE CONFLICTS BETWEEN THE GEOTECHN/CAL REPORT AND THIS DESIGN APPEAR TO EX /ST, THE PROJECT ENGINEER SHALL BE CONTACTED FOR RESOLUTION. 5 ALL SOILS UNDER PAVING TO BE USED BY VEHICULAR TRAFFIC SHALL BE COMPACTED TO A MIN/MUM 95X DRY DENSITY PER AS T.M. D- 1557 -70 (MOD /HED PROCTOR) 6. UNLESS OTHERWISE DESIGNATED, ALL SPOT ELEVATIONS SHOWN IN PAVED AREAS INDICATE TOP OF PAVING SURFACE. 7 ANY OPEN CUTS OF EX /STING IMPROVED PUBLIC RIGHT-OF-WAY SHALL BE BACKF7LLED AND COMPACTED IN ACCORDANCE WITH OYTY OF SHORELINE STANDARDS. ALL CUTS INTO EX /STING ASPHALT SHALL BE ALONG NEAT; CONTINUOUS SAWED LINES A . TEMPORARY COLD MIX PATCH SHALL BE PLACED /MMEDIA1E2 Y AFTER BACKF7LL AND COMPACTION. THE EXIS1TNG SURFACING MUST BE REPLACED IN KIND (OR 4 INCHES OF COMPACTED CLASS T ASPHALT CONCRETE WHICHEVER IS GREATER) WITHIN 30 DAYS OF TEMPORARY PATCHING. THE CONTRACTOR SHALL . CLOSELY FOLLOW REQUIREMENTS' OF THE RIGHT -OF -WAY PERM /T - SPECIF1CALLY, ALLOWABLE WORKING HOURS, DETOUR AND WARNING SIGNS, AND NOTIfCA77OW OF ROAD ALTERATIONS TO 7HE POLICE AND /OR OTHER EMERGENCY SERVICES 1. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR 70 OBTA /N STREET USE, RIGHT-0E-WA); AND ANY OTHER RELATED PERMITS' PR /OR TO ANY CONSTRUCTION ACTIVITY WITHIN H/N PUBLIC RIGHT-OF-WAY 2. LOCATION OF ROADWAYS, BUILDING, PARKING AREAS AND OTHER IMPROVEMENTS SHOWN HEREON ARE APPROX /MA 1E UNLESS SPEC /F7CALL Y D /MENS /OWED. IMPROVEMENT AND STRUCTURE LOCATIONS SHALL BE SET IN THE F/EZD BY 1HE PROJECT ENGINEER/SURVEYOR. 3 STORM DRAINAGE STRUCTURES AS DESIGNATED ON THE PLANS SHALL BE TO ONE OF THE FOLLOWING A. CURB INLET - CM' OF TUKWILA STANDARD PLAN DS -05 (WSDOT STD PLAN 818) B. TYPE 1 CATCH BASIN - CITY OF TUKWILA STANDARD PLAN DS -01 (WSDOT SID PLAN 81). L; TYPE 2 (48; 54; 60') CATCH BASIN - C /1Y OF TUKWILA STANDARD PLAN DS - -02 (WSDOT STD PLAN 51E). D. SPEC /AL CATCH BASINS SHALL BE AS DETAILED ON THE PLANS. NOTE. ALL STORM DRAINAGE STRUCTURES DEEPER THAN 5 FEET (RIM TO INVERT) SHALL BE TYPE 2 ALL TYPE 2 STRUCTURES SHALL BE EQUIPPED WITH MANHOLE STEPS AND /OR LADDER PER C/TY OF TUK$ LA STANDARD DETAIL DS -11. ALL FRAMES, GRATES AND /OR SOLID COVERS SHALL CONFORM TO CITY OF TUKWILA STANDARD PLANS. UNLESS OTHERWISE SPECIFIED, USE VANED GRATES KITH STANDARD FRAMES FOR ALL CATCH BAS /NS. WHERE TIM-CURB GRATES ARE SPECIFIED, THEY SHALL CONFORM 70 OLYMPIC IPIC FOUNDRY PART NO. SM52VG ALL DRAINAGE STRUCTURES NOT IN TRAVELED ROADWAY OR SIDEWALK SHALL HAVE LOCKING LIDS ALL SOLID COVERS SHALL BE MARKED 'DRAIN.' ALL GRATES SHALL BE MARKED 'DUMP NO WASTE' AND "DRAINS TO STREAM'. ALL GRATES SHALL BE DEPRESSED a10 FOOT MIN /MUM BELOW ADJACENT PAVING TO FAC/UTA1E INFLOWS SE 1/4 SEC. 14, TWP. 23 N, RGE, 4 E, WM, RECORD DATA SANITARY SEWER SANITARY SEWER MANHOLE SIGN STORM DRAIN STORM DRAIN MANHOLE STEEL WRAPPED I ' ' . - ' ti� �.( (*Is ASSUME 1 „ • ti CIT l.W. 1 �: iw DED / CIt TMH, a TELEPHONE CONDUIT (BURIED) TELEPHONE MANHOLE UTILITY POLE WATER MAIN WATER .METER WATER VALVE ST ""' 15' EARTHWORK QUANTITIES EXCAVATION (AND STRIPPING) 55± CU. > )12 EMBANKMENT (FILL) 85i W. YD. XX.XX �- f7N /SH GRADE ELEVATION O DESIGN NOTE 26,0' STORM DRAINAGE N O TES (CONTINUED) APPROVED JUN 14 2010 City of Tukwila PUBLIC Works HORIZONTAL DATUM. NORTH AMER /CAN DATUM OF 1983/91 (NAD 83/91) AS PUBLISHED BY THE CITY OF SEATTLE WASHINGTON COORDINATE SYSTEM - NORTH ZONE COORDINATES ARE GRID. COMBINED FACTOR = 1.00000978 VERTICAL DATUM.• NORTH AMER /CAN VERTICAL DATUM OF 1.988 (NA VD 88) AS PUBLISHED BY THE C/1Y OF SEATTLE (RAPID STATIC GLOBAL POSITIONING TECHNIQUE). VERTICAL DATUM EQUA110A1: 1. ADD 3.45 FEET TO EQUAL OLD CITY OF TUKWILA DATUM (CITY OF IUKMLA BENCHMARK D3). 2 'CHISELED SQUARE ON SOUTHEAST CORNER OF CONCRETE BASE OF LIGHT STANDARD 50 FEET f/- SOUTH OF SOUTH 144TH STREET ON EAST SIDE OF INTERURBAN AVENUE SOUTH" (2334 FEET) 3. ADD 5.43 FEET TO EQUAL NA170NAL GEODETIC VERTICAL DATUM OF 1929 AS PUBLISHED BY METRO - MUNICIPALITY OF METROPOLITAN SEAT7ZE SEWER PROJECT - "SOUTHERN TRANSFER/TNTERURBAN PROJECT' 1" WEEP HOLE WHERE REQ'D BOND W117/ EPDXY CEMENT �11I SCALE: 1" = 1 0 1 1 DETAIL(* EXTRUDED CURB DETAIL 6. ALL STORM DRAINAGE PIPE MAY BE OF ANY OF THE FOLLOWING MATERIALS UNLESS A SPEC/F1C MATERIAL IS SPECIFIED IN THE PLANS ALL PIPE JON1S MUST HAVE WATER11CHT GASKETS AND MUST BE OF THE SAME MATER /AL AS THE P /PE ALL PIPE SHALL HAVE A MINIMUM COVER OF 12 INCHES FROM FINISHED GRADE AND SHALL BE ADEQUATELY PROTECTED DURING CONSTRUCTION (REFER TO MANUFACTURERS RECOMMENDA110NS FOR MINIMUM COVER FOR HEAVY EQUIPMENT LOADINGS) P /PE SUBS111U11ONS MUST BE APPROVED BY THE PROJECT ENGINEER. A. DUCTILE IRON P/PE 4" THROUGH 14 "DIAMETER SHALL BE CLASS 52 AND 16" THROUGH 24' DIAMETER SHALL ..,,. ........... BE CLASS 50, ALL /N ACCORDANCE PRY ANSI 21.51 OR AIWA C151. ALL JOINTS SHALL BE PUSH -ON, MECHANICAL, RESTRAINED, OR FLANGED. B. PVC PIPE, 4" THROUGH 18" DIAMETER SHALL BE /N ACCORDANCE WITH ASTM 03034, SDR 35. C. LINED CORRUGATED POLYETHYLENE PIPE (LCPE), 8" THROUGH 36" DIAMETER SHALL BE IN ACCORDANCE WITH AASHTO M - 294, AS MANUFACTURED BY ADVANCED DRAINAGE SYSTEMS, DESYGNATED "N - 12; (OR EQUAL) D. CONCRETE PIPE, '4" THROUGH 10" DIAMETER SHALL BE NON - REINFORCED, BELL AND SPIGOT, CONFORM /NC TO AASHTO M -86 CLASS 2. 12' DIAMETER PIPE AND LARGER SHALL BE REINFORCED BELL AND SP /GOT, CONFORMING TO AASHTO M -170. ALL CONCRETE" STORM. PIPE SHALL BE JOINED WITH RUBBER GASKETS: 17/E JO /NT AND GASKET MATER /AL SHALL CONFORM TO AASHTO M-198. E HIGH DENSITY POLYETHYLENE PIPE (HOPE) PIPE SHALL COMPLY WITH THE REQUIREMENTS OF TYPE /1/ C5P34 PER AS1M D1248, HAVE THE PP/ RECOMMENDED DES /GNA1701/ OF PE3404 AND SHALL HAW AN ASIA! 03350 CELL CLASSYF7CATION OF 3455340, AND THE PIPE 9/ALL HAW A MINIMUM SDR OF 325. F. CORRUGATED POLYETHYLENE PIPE (CPS) SINGLE WALL, FULLY CORRUGATED PIPE SHALL BE J0 /NED BY SPLIT OR SNAP -ON COUPLINGS FOR 3 THROUGH 10 /NCH DIAMETER. THIS PIPE MAY NOT BE USED UNDER PAVEMENT SUBJECT TO VEHICULAR TRAFFIC. 5 ALL PIPE AN APPURTENANCES SHALL B A £ LAID ON A PROPERLY PREPARED FOUNDATION IN ACCORDANCE WITH SECTION 7- 02.3(1) OF THE CURRENT STATE OF WASHINGTON STANDARD SPECIF/CA1101/ FOR ROAD AND BRIDGE CONSIRUC110N. THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM 01? THE TOP OF THE FOUNDATION MATER /AL AS PELL AS PLACEMENT. AND COMPACTION OF REQUIRED BEDDING MATER /AL TO UNIFORM GRADE SO THE ENTIRE LENGTH OF THE PIPE WWLL BE SUPPORTED ON A UNIFORMLY DENSE UNYIELDING BASE IF 17/E NATIVE MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE REQUIREMENTS' FOR 'GRAVEL BACKF1LL FOR PIPE BEDDING; THE FIRST LIFT OF PIPE BEDDING MAY BE OMITTED, PROVIDED THE MATERIAL IN THE BOTTOM OF THE.7RE/(CH IS LOOSENED, REGRADED AND COMPACTED TO FORM. A DENSE, NON - WELDING BASE ALL PIPE BEDDING S7/ALL BE APWA CLASS 'C; WITH THE EXCEPTION OF PVC AND LCPE PIPE ALL TRENCH BACKF1LL SHALL BE COMPACTED 1O. MINIMUM 95.2' FOR PAVEMENT AND STRUCTURAL FILL AND 90X OTHERWISE PER ASPI D- 1557 -70. PEA GRAVEL BEDDING SHALL BE PLACED 6' OVER AND UNDER PVC AND LCPE PIPE UNLESS OTHERWISE APPROVED BY THE ENGINEER PEND /NG FIELD SOILS COND /11ONS. 6. ALL TRENCH BACKF1LL IN AREAS OF RIME PAVEMENT OR STRUCTURAL LOADING SHALL BE COMPACTED TO AT LEAST 95X OF MAXIMUM DRY DENSITY PER WSDOT TEST METHOD 609 (NON- GRANULAR MATERIALS) OR BY ASTAI 01557 -70 (MODIHED PROCTOR). ALL OTHER AREAS SHALL BE COMPACTED TO 90X Z THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARD, SAFETY DEVICES PROTECTIVE EQUIPMENT FLAGGERS, AND ANY OTHER NEEDED AC110NS 7V PROTECT THE LIFE, HEAL AND SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY /N CONNECTION WITH 77/E PERFORMANCE OF WORK COVERED BY THE CONTRACT ANY WORK WITH /N THE TRAVELED RIGHT -OF -WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQU /RE AN APPROVED TRAFFIC CONTROL PLAN. ALL SECTION OF 77/E WSDOT STANDARD SPECIFCATION 1- 07 -24 TRAFFIC CONTROL, AND THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (MUTCD), SHALL APPLY. 8. PRIOR TO ACCEPTANCE, THE PERMANENT STORM DRAINAGE SYSTEM MUST BE CLEANED BY WASHING AND PUMPING WHERE REQUIRED. TO ASSURE LONG TERM OPERATION, ALL CATCH BASINS SHOULD BE CHECKED AND CLEANED IF NECESSARY REGULARLY SCHEDULED CATCH BASIN MAINTENANCE (APRIL AND NOVEMBER) IS RECOMMENDED AS A MINIMUM. 0 5 10 20 iMME!!!MOMMEMIJ I ' - ' ~llm: it s NO SCALE 30 . 2 STA. GUTTER EL: 24.20 22.00 E ... 1Z "..... +42 2 +40 DIRECT DOWNSPOUT DISCHARGES THROUGH SPLASH BLOCKS TO EX /SUNG ASPHALT SURFACES OR LANDSCAPE AREAS K1:: DIRECT DOWNSPOUTS THROUGH SLEEVES IN EXTRUDED CURB TO DISCHARGE TV PARKING LOT ASPHALT SURFACE. DENOTES AREA OF EX /STING A.0 PAVEMENT 70 BE REMOVED Wf7EN STREET IMPROVEMENTS ARE MADE PER DETAILS BELOW. 4O MATCH EXISTING ASPHALT GRADE. O SAWCUT EXISTING ASPHALT PAVING, REGRADE AND REPAVE AS REQUIRED TO CONFORM PARKING AREA GRADES AND TO EXISTING ASPHALT. GRADE TO DRAIN SOUTH TO STREET. REPLACE EXISTING WATER METER BOX WITH TRAFFIC BOX AND ADJUST TO GRADE. O RELOCATE EX /STING J/4" WATER METER TO NORTH OF FUTURE SIDEWALK WITH 3/4" SERVICE LINE INSTALL 3/4" RPPA IN HOT BOX (SEE DETAIL) BRANCH WITH 3/4' SERVICE TO EAST AS SHOWN, AND TO PEST TO 5/8 IRR /GA170N DEDUCT METER. :ii CONNECT 6" SANITARY SIDE SEWER TO EX /SUNG PER C/TY OF TUKWILA REQUIREMENTS O £./SUNG POWER POLE TO BE RELOCATED NORTH OF SIDEWALK WHEN STREET IMPROVEMENTS ARE MADE PER DETAILS BELOW. 10 LINEAR TRANSITION TO EXISTING PAVEMENT SOUTH EDGE, APPROXIMATELY 20: 0 SAWCUT EX/S11NG PAVEMENT 5 FEET FROM FOUNDA110N AND FOOTING REPLACE SURFACES PER LANDSCAPE PLAN. REMOVE EX /SUNG ASPHALT AND REPLACE PER LANDSCAPE PLAN DESIGN NOTES: 31 CU '�"'®' WV 11 W gar 27 v /2 FEBCO 805Y HOT BOX THE ENGINEERED ENCLOSURE 20 DO: ;NOT 7MSTALL GB PER D08-182 PLAN 27 ▪ * •.♦•1 . S. • •• S 14.3RD. /MPROVEMEN.TS: TO BE CONS1RUCTEO. IN =NOON WITH :PERM /T NO DO8 - 182: STREET TO : BE BONDED PRIOR TO 008 :182 CONSTRUCTION. GUTTER LINE PROF./LE 60LF 12" SL= 0.0050 2+50 2 +60 2+70 2+80 • 3 1/2 S. 143RD PLACE IMPROVEMENT PROFILE (1 10 HORIZ, 1" = 5' VERT.) 10' DEDICATION TO CITY OF TUKWILA 6" x- 5' -0" 1 12„ , CONC. SIDEWALK INSTALL CONDUIT FOR TEL, CAT, POWER, ETC. AS REQUIRED PER UTILITY PURVEYORS FOR UNDERGROUNDING R. d W. CONS] 6'-0" ' 5' 0' 13' - -0" 290 2Z MINININSIF te .4.1. 111/67777 3" (MIN) COMP. DEPTH CL '8' AC 6' C.R. TOP COURSE PER SEC 9- 03.9(3) (2002 WSDOT) GRAVEL BASE PER SO /LS CONDITIONS. S. 143RD STREET SECTION NO SCALE 9' - -0" 15' - -0" wpm®•.• -- � , n.. »w...s�... "al An EWE 6ca CODE COMPLIANCE APDP,ON7.,D JUN 17 2010 I Of Tukwila BUILDING DIa!ISaf l RECEIVED CITY OF TUKWILA APR 0 9 2010 PERMIT CENT 3' MINUM COMPACTED DEPTH CLASS " B " ASPHALT CONCRETE WDOT SPEC 9 -018 2" COMPACTED DEPTH 5/8" MINUS CRUSHED ROCK 4" COMPACTED DEPTH 1 1/2" MINUS CRUSHED ROCK CRUSHED ROCK PER WSDOT SPEC 9- 019(3) (SEE SOILS REPORT FOR AN AL TERNA 11VES) SUITABLE SUBGRADE COMPACTED TO 952 OF MAX DRY DENSITY ON-SITE PA VEMENTSECTION NO SCALE RPPA AND HOT BOX DETAIL STA. '3+02, LT: 1225' TYPE CB G.E. . 24.50 12' /.E. 22.30 2 +90 3 +00 NOTES 1 1, ALL DIMENSIONS ARE APPROXIMATED IN INCHES. 2, RECOMMENDED SLAB SIZE 1 36'L x 22'W x 4' MINIMUM THICKNESS, 3. 'E' INDICATES THE ELECTRICAL RECEPTACLE, IT SHALL BE MOUNTED A MINIMUM OF 14' ABOVE THE SLAB. 4. THE ENCLOSURE IS DESIGNED AS A FLIP -TOP TO ASSURE EASIER ACCESS AND MAINTENANCE, 5. UNIT IS A LBLEEN INSTALLED WITHOUT THE HEAT TRACE TAPE, Hot Box® 250 LANE AVE, N. JACKSONVILLE, FLORIDA 32254 <904) 786-004 <800) 736 -0238 FAX <904) 783 -6965 http' / /www,hot- box,com 3/4" FEBCO 805Y QT ( STANDARD #HB1 FIBERGLASS FLIP -TOP ENCLOSURE) NO SCALE EX /S77NG CONS7RUC710N PROFILE 3+10 30 25 NOT FOR CONSTRUCTION THESE PLANS HAVE BEEN SUBMITTED TO THE APPROPRIATE AGENCIES FOR REVIEW AND APPROVAL. UNTIL APPROVED, THESE PLANS ARE: SUBJECT TO REVISION 0 z O cO W H 0 SHEET C1 20903 zooms oi rit . = Co co t yr co u� in Tr - d o r m co c Kt Li m OF 2 PROJECT NUMBER . �.x ) .iN.:' /.g (.Y.s: :. • c< yr�,,'.; : A ,A OAS ✓ ;3/y53tj':,.i�'L,li.P''• * Nu 00 1 5 1 Or oN\ \\\sr, fr N A/C LEGEND (ASAN) ABANDONED A/C ASPHALTIC CONCRETE EDGE OF ASPHALTIC CONCRETE (EXISTING) '% % /%5 J' i. ADS PLASTIC PIPE BUILDING LINE rill • CATCH BASIN FILTER ER FABRIC MATERIAL 60" WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE 6'MAX BURY BOTTOM OF FABRIC MATERIAL IN 8" BY 12" TRENCH PURPOSE 0' C CMP Di EC ECC ELEVATION TO RETAIN SEDIMENT FROM VERY SMALL DISTURBED AREAS BY CONSTRUCT/ON OF A TEMPORARY BARRIER MADE FROM RES /DUE MATERIALS AVAILABLE FROM CLEARING AND GRUBBING THE SITE N CAST IRON CONCRETE PIPE CORRUGATED METAL PIPE CONCRETE SURFACE DUCTILE IRON ELECTRICAL CONDUIT (BURIED) EXTRUDED CONCRETE CURB 2" BY 2" 14 GA. WIRE FABRIC OR EQU /V NO SCALE FILTER FABRIC MATER /AL ET ELECTRICAL TRANSFORMER E \€ ELECTRICAL VAULT FO "E FOUND SURVEY MONUMENT G FENCE LINE (CHAIN UNK) I %I 0 0 C FENCE LINE (WOOD) C) FIRE HYDRANT DC FIRE DEPT. CONNECTION 2" BY 2" BY 14 GA. WIRE FABRIC OF EQU/V PROVIDE NA 11VE MATERIAL BACKF /LL 2" BY 4" WOOD POST ALT STEEL FENCE POSTS 8 "MIN. SECTION COND ITIONS WHERE PRACTICE APPLIES FILTER FABR /C FENCE DETAIL % a 5 % i wi 41Z <�;�' a�.rdO �4,' „ . as' S:» 3'. //��,�if�.t:�t:is „'' / „•1'tfs:' s%!; d' x! �' 11,is�rrltdti,alK.fi;��a��uu�.� /•%<��^'R' ,�- A /C ; _ FINISHED FLOOR ELEVATION FIBER OPTICS (BURIED) GAS MAIN GAS METER GAS VALVE GUARD POST HANDICAPPED PARKING BELOW DISTURBED AREAS SUBJECT TO SHEET AND RILL EROS /ON, WHERE ENOUGH RESIDUE MATERIAL IS AVAILABLE FOR CONSTRUCT /ON OF SUCH A BARRIER. NOTE, DOES NOT REPLACE THE NEED FOR A SEDIMENT TRAP OR POND. A/C IRON PIPE JUNCTION BOX LIGHT POLE OVERHEAD PAINTED POLYVINYL CHLORIDE POST INDICATOR VALVE SE I/4 SEC. 14, TWP. 23 N, ROE. 4 E., WM. NOTE: GRADE THE ENTRANCE AREA 12” LOWER THAN SUBGRADE PR /OR TO PLACING QUARRY SPALLS RECORD DATA SANITARY SEWER SANITARY SEWER MANHOLE SIGN STORM DRAIN STORM DRAIN MANHOLE STEEL WRAPPED \ti '\ \ ` 'l N` ' N A ``* \. N \, • \ \\\\\At \. \ 5a o \\ . \ N \ c lY iNto• y \: Y2 Nffi TC 14H aq Nirrot NO SCALE N 17 MINIMUM THICKNESS TELEPHONE CONDUIT (BURIED) TELEPHONE MANHOLE UTILITY POLE WATEF MAIN WATEF METER WATEF VALVE 4" - r QUARRY SPALLS f N•IE:P CON TEMPORARY CONSTRUCTION ACCESS LEGEND F/L TER FABRIC FENCE CONSTRUCTION ACCESS CONSTRUC110N SEQUENCE EXISTING CONTOUR PROPOSED CONTOUR SPOT ELEVATION p' _________ 1 ,I \\\ SCALE: 1" = 10' 0 5 10 20, APPROVED JUN 1 4 2010 City of Tukwila PUBLIC Works CONSTRUCT /ON SEQUENCE 1O. BEFORE COMMENCEMENT OF ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY, A PRE - CONSTRUCTION MEETING SHALL BE HELD WITH THE BUILDING INSPECTOR, THE APPLICANT, AND THE APPLICANT'S CONSTRUCTION SUPERINTENDENT. A COPY OF THE APPROVED PLANS MUST BE ON THE JOB SITE WHENEIER CONSTRUCTION IS IN PROGRESS O 2. INSTALL F7L TER FABRIC FENCE WHERE SHOWN. INSTALL CONSTRUCTION ENTRANCE WHERE SHOWN. (SEE DETAIL THIS SHEET) 4O. GRADE SITE AND PREPARE BUILDING PAD. WHEN LANDSCAPING IS COMPLETE HARDSCAPE HAS BEEN CLEANED AND POTENTIAL FOR SED /MENT -LADEN RUNOFF HAS PASSED, COMPLETELY CLEAN ALL STORMWATER CONVEYANCE SYSTEMS OF DEPOSITED SOIL PARTICLES AFTER CLEANING /S: COMPLETE, REMOVE EROSION CONTROL ELEMENTS AND REMOVE ANY PLUGS IN CONVEYANCE SYSTEMS EROSION CONTROL NOTES 1. THE EROSION PREVENTION AND SED /MENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARING LIMITS, INSTALL CONSTRUCTION ENTRANCE, AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES 3 BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERA 1104. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC' PLAN. 4. ESC MEASURES, INCLUDING ALL PER /METER CONTROLS, SHALL REMAIN IN PLACE UN1TL FINAL SIZE CONSTRUCTION IS COMPLETED AND PERMANENT STAB /L/ZA110N IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROW'7DE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE 6. FROM OCTOBER 1 THROUGH APR /L 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: o. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. b. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS a BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE NET SEASON (OCTOBER 1 THROUGH APR /L 30). MULCH ALL SEEDED AREAS. 7. FAILURE TO MAINTAIN ESC MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE DIRECTION OF THE DIRECTOR AND ASSESSED AS A LIEN kA /NST THE PROPERTY WHERE SUCH FAC /L/1EES ARE LOCATED. 8. DURING THE LIFE OF THE PROJECT, THE PERM/TEE SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR, RESTORE, OR REPLACE ALL GRADE SURFACE; WALLS, DRAINS, DAMS, STRUCTURES, VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES AND OTHER PROTECTIVE DEVICES IN ACCORDANCE MTH APPROVED PLANS 9. THE PERM/T1EE SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES, AND SHALL, WITH THE DIRECTOR'S APPROVAL, REMOVE ALL SEDIMENT DEPOSITION RESUL 17NG FROM PROJECT - RELATED WORK. 10. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERM /TTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS AND ASSOCIATED PERMITS ON THE JOB SITE WORK SHALL BE PERFORMED IN ACCORDANCE 149TH ALL FEDERAL, STATE, AND LOCAL LAWS. 11. AS THE FIRST ORDER OF BUS /NESS, THE PERM /TTEE SHALL INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES PER THE ESC AND SHALL INSTALL THE DOWNSTREAM TEMPORARY ESC MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE REMOVED, INSTALL AND ESTABLISH THE UPSTREAM PERMANENT ESC MEASURES 12 THE PERMITIEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS THEIR BUFFERS, AND ADJACENT PRIVATE PROPERTIES AND PUBLIC RIGHTS -OF -WAY OR EASEMENTS FROM DAMAGE DURING GRADING OPERA110N5 THE PERM/TTEE SHALL RESTORE TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERM /T, SENSITIVE AREAS THEIR BUFFERS, AND PUBLIC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY THE PERMITIEES OPERATIONS. 1.1 PERMITTEE SHALL ARRANGE FOR AND COMPLY WITH THE FOLLOWING: o. NOTIFY THE PUBLIC WORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ESC MEASURES b. OBTAIN PERM /SS/ON /N WR /11NG FROM THE PUBLIC WORKS DEPARTMENT PRIOR TO MOD/FY/NG THE ESC PLAN. c. MAINTAIN ALL ROAD DRAINAGE SYSTEMS, STORM WATER DRAINAGE SYSTEMS CONTROL MEASURES AND OTHER FACILITIES AS IDENTIFIED IN THE ESC PLAN d REPAIR ANY SILTATION OR EROSION DAMAGES TO ADJOINING PROPERTIES AND DRAINAGE FACILITIES. e. INSPECT ACCORDING TO THE APPROVED ESC INSPECTION SCHEDULE AND MAKE NEEDED REPAIRS IMMEDIATELY THE ESC FAC /LIVES SHALL BE INSPECTED DAILY BY THE APPLICANT /ESC SUPERVISOR AND MAINTAINED TO ENSURE CONTINUED PROPER FUNCTIONING WRITTEN RECORDS SHALL BE KEPT OF WEEKLY REI4EWS OF THE ESC FACILITIES DURING THE WET SEASON (OCT. 1 TO APRIL 30) AND OF MONTHLY REWENS DURING THE DRY SEASON (MAY 1 TO SEPT. 30). 14. AT NO TIME SHALL MORE THAN ONE FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BAS /N. ALL CATCH BAS /NS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVNG. THE CLEANING OPERATION SHALL NOT FLUSH SED /MENT LADEN WATER INTO THE DOWNSTREAM SYSTEM. 15 ANY PERMANENT FLOW CONTROL FACILITY USED AS A TEMPORARY SE17L/NG BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. 16. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQU /RED, IT SHALL BE APPegfieD MINIMUM THICKNESS OF TWO TO THREE INCHES. CITY OF TUKWMLA APR 0 9 2010 RMIT CENTER COOP CMPLIANCE JUN 17 2010 li yo r »? l P NOT FOR CONSTRUCTION THESE PLANS HAVE BEEN SUBMITTED TO THE APPROPRIATE AGENCIES FOR REVIEW AND APPROVAL. UNTIL APPROVED, THESE PLANS ARE: SUBJECT TO REVISION 1 w 0 z 0 w IiJ 0 o 0 � r CO in CD go C � 72e 3 r, = co a 0) m CD CD a Z 0 SHEET C2 OF 2 PROJECT NUMBER 20903 2 GENERAL NOTES GENERAL NOTES 1. The General Notes and Typical Details shall apply to all parts of the job, except where they may conflict with details and notes on other sheets. Where conditions are not specifically indicated by area of similar character to details shown, similar details shall be used subject to the review of RJN & ASSOCIATES. 2. Work shall conform to the requirements, as amended to date, of the 2006 International Building Code (IBC) and other local, State and Federal regulations. J. See Architectural drawings for size and location of all floor and wall openings, floor finishes, Etc. 4. See Mechanical, Pluming and Electrical drawings for size and locations of all openings required for ducts, pipes and pipe s /eeves, electrical conduits and other items to be embedded in concrete or otherwise incorporated in structural work. 5. Omissions or conflicts between various elements of working drawings and /or specifications shall be brought to the attention of RJN & ASSOCIATES prior to proceeding with any work involved. 6. The contractor shall be responsible for coordinating the work of all trades and shall check all dimensions. All discrepencies shall be called to the attention of RJN & ASSOCIATES and be reso!ved before proceeding with the work. 7. A/l information shown on the drawings relative to the existing conditions are given as to the best present knowlege, without guarantee of accuracy, where actual conditions conflict with the drawings, they shall be reported to the engineer so that the proper review may be made. Modifications of details of construction shall not be made without written approval of RJN & ASSOCIATES 8. The contract drawings and specifications represent the finished structure and do not indicate the method of construction. The contractor shall supervise and direct their work and shall be solely responsib /e for construction means, methods, techniques, sequences and procedures, including, but not limited to bracing and shoring. Observation visits to the site by field representatives of RJN & ASSOCIATES shall not include inspection of the protective measures of the construction procedures. Any support services performed by RJN & ASSOCIATES, whether materials or work, and whether performed prior to, during or after completion of construction, are performed solely for the purpose of assisting in quality control and in achieving conformance with contract documents, but do not guarantee contractors performance and shall not be constructed as supervision of construction. 9. ASTM designations and all standards refer to the latest amendments. 10. Shop drawings required by the pecifications shall be submited to RJN & ASSOCIATES for review prior to fabrications. Submitta /s shall be sepias or other reproductive media. 11. Provide openings and supports, as required for heaters, mechanical equipment, vents, ducts, piping, Etc.. All suspended mechanical equipment to be sway or laterally braced. FOUNDATIONS 1. A Geotechnical Survey provided for this Site, prepared by Creative Engineering Options, Inc. of Redmond /WA, dated October 23, 2009 shall become a part of the specification for the Foundation work. ,4n allowable soil pressure of 1500 psf has been assumed for the foundation design. Field observations shall be performed by the Soil Engineer, to assure that the work conforms with the design perimeters set forth in his Soil report and these drawings. 2. Prior to the contractor requesting a Building Department inspection, the Geotech consultant shall advise the Building Official in writing that: a. The building pad was prepared in accordance with the soils report b. The utility trenches have been properly backfilled and compacted c. The foundation excavations, forming and reinforcement comply with the soils report and the approved Plans. 3. Filling and backfilling shall be compacted to 95 percent of maximum density in accordance with ASTM test method D- 1557 -70. Flooding is not permitted. 4. Water shall be removed from foundation excavations prior to placing of concrete. Care shall be taken so as not to dry out underlying natural soils. 5. Care shall be token not to over- excavate foundations at lower elevations. Prevent disturbing soils around footing at higher elevations. 6. The contractor shall be responsible for all shoring, Etc. necessary to support cut and /or fill banks during excavations, forming and placement of concrete. 7 All dimensions, Grid, Base plate & Anchor bolt layouts have been obtained from Varco Pruden Buildings information provided to RJN & Associates. 8. It is the Contractor responsibility to verify this information against the final Shop drawings to be provided by Ws. Any unusual conditions shall be reported to the Engineer. CONCRETE 1. The minimum ultimate compressive strength of concrete at 28 days shall be as follows: f'c = 3000 psi for all footings and slabs (5 sack mix) 2. A// concrete, unless otherwise noted, shall be regular weight, hard rock type (150 p. c. f.). Aggregates shall conform to ASTM C -33 with proven shrinkage characteristics of less than .005. Type 1or Type 11 3. Cement shall conform to ASTM C -150 4. Concrete mix design shall be prepared by an approved testing laboratory and submitted to the RJN & ASSOCIATES for review. 5. Concrete shall be maintained in moist condition for a minimum of five days after placement. Alternate methods will be approved if satisfactory performance can be assured. 6. Concrete shall not free fall more than six feet, use pump. 7 Location of construction joints and other type of joints, other than specified or detailed, shall be approved by RJN & ASSOCIATES before pouring. 8. Keyed construction joints shall be used in all cases. All construction joints shall be thoroughly cleaned and all laitance shall be removed. All vertical joints shall be thoroughly wetted and slushed with a coat of neat cement immediately before placing new concrete. 9. Prior to placing concrete reinforcing stee/, embedded items shall be well secured in position. 10. Sleeves, not specifically shown on the drawings shall be located by the trades involved and shall be reviewed by the engineer before concrete is poured, check with all trades to insure proper placement of openings, sleeves, curbs, conduits, etc., relating to the work. 11. Clean all construction joints with high pressure water jet before pouring new concrete. Use Master Builders Acryl Set bounding agent or equal. REINFORCING STEEL 1. Reinforcing steel shall be deformed steel conforming to the requirements of ASTM A -615, (deformations shall be in accordance with ASTM A -305) Grade 60 2. Welded wire fabric (WWF) shall conform to ASTM A -82 and A -185, lap 1 1/2 spaces (9 "min.). WWF shall be p /aced at the center of the concrete pour, U.N.O. 3. Detailing, fabrication and erection of reinforcing bars shall conform to A.C.I. "Manua/ of Standard Practice for Detailing Reinforcement Concrete Structures': 4. Concrete protection for reinforcing shall be at least equal to the diameter of the bars. Minimum cover for cast in place concrete (C.I.P.) shall be as follows: A. Poured against earth B. Poured against form below grade C. Slabs on grade (from top to slab) 5. Bars shall be clean of rust, grease or other materials likely to impair bond. Bends shall be made cold. 6. Lap all horizontal splices 60 dia. as required, u. n. o. 7 Complete reinforcing placement drawings prepared in accordance with AC/ -318, shall be reviewed by RJN & ASSOCIATES and available on the job site prior to placing the concrete. 8. All reinforcing steel laps or splices shall be as indicated on plan, where lap or splice locations are not specifically indicated, laps or splices shall be well staggered. 9. Concrete slab expansion bolts shall be Hilti Kwik Bolts or equal. 10. Anchor bolts shall be as specified by Varco Pruden Buildings and shall be grade 36. STRUCTURAL STEEL 1. ASTM A36 - All welding to be done by WABO certified welders using E60 electrodes. 3" 2" 1 " See Steel Building Plans for type, location, diameter and number of steel column anchor bolts, DoZ9 1 REMIT CENTER DRAWN: RJN JOB NO: 08007 DATE: 111109 V EWE FOR ECOMPLIANQE UN 17 2010 Cty ®fi Tuladla DING DIVISION! RECEIVED , NOV 12 2009 O?, p a,1 6 a oL Iv 25 SIS wceg �a m L ` 25 <aN camca ylgEm co W 1- aco cc W V o c 7 cc otd W z _ co � W cc 0 to co cv 0 O 3 a 2 7 FOOTING TABLE MARK SIZE DEPTH REINFORCEMENT 01 3' -0" x 3' -0" 2' -0" #5 0 8" o.c. each way, 3" from bott. D2 3' -0" x 3=0" 2' —O" #5 0 8" o.c. each way, 3" from bott. D3 3=0" x 3' -0" 2' -0" #5 0 8" o.c. each way, 3" from bott. D4 3' —O" x 3=0" 2' -0" /5 0 8" o.c. each way, 3" from bott. 05 4' -0" x 4' -0" 2' -0" #5 0 8" o.c. each way, 3" from bott. D6 3' -0" x 3=0" 7-0" #5 0 8" o.c. each way, J" from bott. Standard Girt spacing o- 1 1 L 11 z col. base plate shall be footing. Contractor shall install base w/A —bolts to meet these conditions. 3/4" 0 headed A— bolts, 12" long. See A —bolt p /an by VP and this sheet for layouts Finish Grade 3 — #5 hor. as shown Thickened slab beyond (see Detail 2); No scale. 14x3x 5/16'x10" to I g 4 "vert. leg (see also Det.4) 4" ANCHOI i 2" clr. Prepare footing upport base per CEOs geotech reloort "Conventional Spread Footing foundations" pg. 18. See ftg. tab /e for size 2 - 16, locate adjacent to anchor bolts 13" I I 1 ' 1 [12 " 1" non shrink grout 3 — #3 ©.. 3" o.c. Det.,3 # ®6" o.c. F.F. .L+0. 00' TYPICAL COLUMN /FRAME FOOTING Headed A —bo /t w /3 "0 0 washer welded to angle (See Dets. 1 & 4) 3 "x3'x5/16" steel washer All anchor bolts shall be grade 36 TYP. ANCHOR BOLT W/ WASHER 4 "x3 "x5 /16 "x 10" long Anchor bolt A LT TO ANGLE WELD No scale. #5 hairpin snug against A —bolts set right be /ow ang /e 8" conc. slab (See foundation Plan) a 11 111 III III 6x6— W1.4x1.4 wwf (install 2" from top) Slab on grade per CEO's geotech report pp. 22,23. # 0 8" o.c. ea. way 3" above bat'. on chairs #5 slab bars ® 16" o.c. ea. way 3" from bottom (typ) Wa terproo f membrane (See also slab notes) CORNER A —BOLT GROUP finish Grade to (2) — #5 cont 1' -0" TYPICAL EXTERIOR SLAB EDGE tfl v N ■ 0 01, D2, 06 III III III III A 2 J 1 2 rD4 sim. L3 r 1 I f — ., 8" conc. slab (See foundation Plan) #5 bars 16 o. c. ea. way. #6 hairpin (typ.) around A.bolts ao'o >" Anchor bolt lay —out has been prepared based on Varco Pruden drawings, dated 7 -2 -2009 for this project. VP,#• 18039 L 21 1/2' RIGID FRAME A —BOLT GROUP #6 hor. ties (typ.) as shown w /10' lap (3 locations) 22' -6" I 1 21 I/2" I N -I --Sr- Saw cut conc. slab (See Fnd. P /an for location) TYP. SHRINKAGE JOINT SCALE: 1"= 1=0" L D5 D5 r :11 I t FOUNDATION PLAN SCALE : I /8" = I -O" connect all joints w/ # dowe /s 1 32" o.c. embed 6" ea. side 22' -6" 0- D5 8" conc. slab 6x6— W1.4xW1.4 2" from too w/ 016" o.c. ea. way 3' from bottom on da approved chairs over min. 2" mp sand, wp membrane, and min. 4" granular fill (see section 1 notes) D5 J • r IN TERMEDIA TE A —BOLT GROUP Conc. slab TYP. CONSTRUCTION JOINT t: Compressable material #4 dowel @ 32" o.c. embed 6" ea. side REVaEWED FOR CODE CO E:� NP I A QE b r,�it�i1 ti JUN 1 7 2010 C0 of T u arji!a B UILDING D \ i\1 RECEIVED NOV 12 2009 PERMIT CENTER BID SET ONLY ! THESE DRAWINGS ARE SUBJECT TO REVISIONS PENDING LOCAL JURISDICTIONAL REVIEW AND ARE NOT FINAL UNTIL APPROVED ( J W 1 CC co 0 a N W O Z VY CO a 4 LU Q LU O LLJ N Z Z CC 0 DRAWN: RJN JOB NO: 08007 DATE: 111109 82 � ___ -`� - -_ _ == ----- - -.640_ t , _. ,,s- --r--- Me i C8 TM 1 RN 24. [ ev s1 20.6% /W w Trot t 60110 LID 101126.11 E sv NE 20.7 [ 16 • CV SC 19.9 CE 1W[1 E CCP 55 20.1 WM 2{. [ 16 NW 19.2 601100 10.0 E rPW OVERALL SITE W/ FIE 1- 4YD1RANT LOCATIONS CUTTING SPECIALISTS 41S' 1=T. TO NEXT F IRE WYDI AN REVIEWED FOR -_ CODE CO Pf 9A CE APPROUIFh JUN 17 2010 RECEIVED JAN .O6 2010 PERMIT CENTER 1 v 10 1804 136th Place NE Ste. 1 Bellevue Washington 98005 (425)644 -1446 & Fax 644 - 1921 e –mail: office ®gmsarch.com Architecture • Design A Planning Members of the American Institute of Architects z J 0 w co J cc w 0 • 11- 09 -(d9 Scale AS SNOl1JN Drawn• 1 'WM Job # • 090 Revisions. 1/06/10 F.N. C D E 0 LO 0 N S & DIRT ,yeti r H E N) MAIL BOX 7' CLF g 18" CON M _2= TO WOQD'" �; •• „ : FR MI= 'OUSE RFE 45.5•x' v 20 , •uri ,ALUMINU SIDED /MOBILE" o�STORAGE VCONTAINEI4 DIRT 11.3' SSMH RIM 23.42 COC SE -NW 11.1 IE 6 "CP N 11.6 IE 8"CP E 16.1 IE 8 "CP ESE 11.5 � RFE (r) 1 35.1 t N VEL \ JTED R CURB GRAVEL ti BLOCK 117 I 9 •,H 11 V A\ S SE ATTL 7AP3\ T ACTS V L . 11, F,b . 2 "°` \ •ARY SEWER\ \ \\ • \ r PER REC. / \ \ \\ \ 0210001488 \ \ \\ \ \ p y \ \ \ \ ( 23.87' \. v \\ \ / R= 1060.00' / L= 1°17'26;; ''D' BRASS IT • SK IN MONUMENT IN 8/1 /06 \ +� y R.O.W. V4 PER REC., N0. 6557639 V\ w (ABA \\ I I \ 1 L= 47.20' \ l R= 2936.33' Q =0 °55'16" FOUND PU BRASS DISK MONUMENT I 8/1 796 ARC= 317 SQ. FT. `' 12.2' 1 0.6' 20 0 eSITE TOP "ALBER + ELEV. = w a ti 0 ENC NNET BOLT BETW & "VILLE" 1 ' 26.36 co <0 10 GRAPHIC SCALE 20 40 ( IN FEET ) 1 inch = 20 ft. 80 2.7' -- -( -24) i SE 1/4 SEC 14, TWP 23N, RGE 4E, W.M. co l 0) I-- i 00 �c' 81 '23 , A/ J 29 EI 60 00' rt + 1 a6 I I HEAT ' C O N C ` , r P a• 1 1 1- 'STORY �, METIAL SHOP RFE '45.6 FFE 25.17 I SITE BENCHMARK "G" SET RR SPIKE IN W SIDE UTILITY POLE ' ELEV. = 26.20 (ABAN) A/C ADS cl CC CC &G CP CMP CON DEC DI EC ECC ET EV 0 0 0 0 O -6- FDC FFE FO FOMH G • IP 0/H (P) P.S. PVC (R) RFE SS O v SD STW TC TMH W O x1 fl 0 0 VCI \ITY LEGEND v NO SCALE ABANDONED ASPHALTIC CONCRETE EDGE OF ASPHALTIC CONCRETE PLASTIC PIPE BUILDING LINE CATCH BASIN CAST IRON CONCRETE CURB CONCRETE CURB & GUTTER CONCRETE PIPE CORRUGATED METAL PIPE CONCRETE SURFACE CONIFEROUS TREE DECIDUOUS TREE DUCTILE IRON ELECTRICAL CONDUIT (BURIED) EXTRUDED CONCRETE CURB ELECTRICAL TRANSFORMER ELECTRICAL VAULT FOUND SURVEY MONUMENT FENCE LINE (CHAIN LINK) FENCE LINE (WOOD) FIRE HYDRANT FIRE DEPT. CONNECTION FINISHED FLOOR ELEVATION FIBER OPTICS (BURIED) FIBER OPTICS MANHOLE GAS MAIN GAS METER GAS VALVE GUARD POST HANDICAPPED PARKING IRON PIPE JUNCTION BOX LIGHT POLE OVERHEAD PAINTED PARKING SPACES POLYVINYL CHLORIDE POST INDICATOR VALVE RECORD DATA ROOF ELEVATION SANITARY SEWER SANITARY SEWER MANHOLE SIGN STORM DRAIN STORM DRAIN MANHOLE STEEL WRAPPED TELEPHONE CONDUIT (BURIED) TELEPHONE MANHOLE TRAFFIC FLOW UTILITY POLE WATER MAIN WATER MANHOLE WATER METER WATER VALVE SITE DUWAMISH RIVER AP SITE NOTES SITE ADDRESS: 6238 SOUTH 143RD PLACE TUKWILA, WA 98168 TAX ACCOUNT NO.: 336590- 1700 -05 ZONING: C/1 ZONE ZONING AGENCY: CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 SOUTH CENTER BOULEVARD TUKWILA, WA 98188 (206) 431 -3670 FAX: (206) 431 -3665 SETBACKS: CURRENT SETBACK REQUIREMENTS SUBJECT TO SITE PLAN REVIEW. CURRENT SETBACKS MAY DIFFER FROM THOSE IN EFFECT DURING DESIGN /CONSTRUCTION OF EXISTING IMPROVEMENTS. FLOOD ZONE: THIS SITE APPEARS ON NATIONAL FLOOD INSURANCE RATE MAP, DATED MAY 16, 1995, COMMUNITY PANEL NO. 53033C0957F, AND IS SITUATED IN ZONES "X" AND "AE ". ZONE "X" IS AREAS OUTSIDE THE 500 -YEAR FLOODPLAIN. ZONE "AE" IS A SPECIAL FLOOD HAZARD AREA INUNDATED BY THE 100 -YEAR FLOOD WITH A BASE FLOOD ELEVATION OF 18 FEET. HORIZONTAL DATUM: NORTH AMERICAN DATUM OF 1983/91 (NAD 83/91) AS PUBLISHED BY THE CITY OF SEATTLE. WASHINGTON COORDINATE SYSTEM - NORTH ZONE COORDINATES ARE GRID. COMBINED FACTOR = 1.00000978 VERTICAL DATUM: NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD 88) AS PUBLISHED BY THE CITY OF SEATTLE (RAPID STATIC GLOBAL POSITIONING TECHNIQUE). VERTICAL DATUM EQUATION: 1. ADD 3.45 FEET TO EQUAL OLD CITY OF TUKWILA DATUM (CITY OF TUKWILA BENCHMARK D3). 2. "CHISELED SQUARE ON SOUTHEAST CORNER OF CONCRETE BASE OF LIGHT STANDARD 50 FEET +/- SOUTH OF SOUTH 144TH STREET ON EAST SIDE OF INTERURBAN AVENUE SOUTH" (23.34 FEET). 3. ADD 5.43 FEET TO EQUAL NATIONAL GEODETIC VERTICAL DATUM OF 1929 AS PUBLISHED BY METRO - MUNICIPALITY OF METROPOLITAN SEATTLE SEWER PROJECT - "SOUTHERN TRANSFER /INTERURBAN PROJECT ", AREA: SITE AS SHOWN CONTAINS 7,500 SQUARE FEET OR 0.172 ACRES, MORE OR LESS. PARKING SPACE COUNT: PARKING SPACES TOTAL 0 INCLUDING 0 HANDICAP ACCESSIBLE SPACES. SUBSTRUCTURES: BURIED UTILITIES ARE SHOWN AS INDICATED ON RECORDS MAPS FURNISHED BY OTHERS AND VERIFIED WHERE POSSIBLE BY FEATURES LOCATED IN THE FIELD. WE ASSUME NO LIABILITY FOR THE ACCURACY OF THOSE RECORDS. FOR THE FINAL LOCATION OF EXISTING UTILITIES IN AREAS CRITICAL TO DESIGN CONTACT THE UTILITY OWNER /AGENCY. TELECOMMUNICATIONS /FIBER OPTIC DISCLAIMER: RECORDS OF UNDERGROUND TELECOMMUNICATIONS AND /OR FIBER OPTIC LINES ARE NOT ALWAYS AVAILABLE TO THE PUBLIC. BRH HAS NOT CONTACTED EACH OF THE MANY COMPANIES, IN THE COURSE OF THIS SURVEY, WHICH COULD HAVE UNDERGROUND LINES WITHIN ADJACENT RIGHTS -OF -WAY. THEREFORE, BRH DOES NOT ACCEPT RESPONSIBILITY FOR THE EXISTENCE OF UNDERGROUND TELECOMMUNICATIONS /FIBER OPTIC LINES WHICH ARE NOT MADE PUBLIC RECORD WITH THE LOCAL JURISDICTION. AS ALWAYS, CALL 1- 800 - 424 -5555 BEFORE CONSTRUCTION. UTILITY PROVIDERS: SANITARY AND STORM SEWERS: CITY OF TUKWILA PUBLIC WORKS DEPARTMENT 6300 SOUTH CENTER BOULEVARD TUKWILA, WA 98188 (206) 433 -0179 WATER: CITY OF TUKWILA WATER DEPARTMENT 600 MINKLER BOULEVARD TUKWILA, WA 98188 (206) 433 -0179 GAS AND POWER: PUGET SOUND ENERGY 355 110TH AVENUE NE BELLEVUE, WA 98004 (206) 425-2000 (888) 225 -5773 TELEPHONE: QWEST LDA GROUP PO BOX 625001 LITTLETON, CO 80162 (800) 526 -3557 APPROVED JUN 14 2010 City of Tukwila PUBLIC Works L or Ihc-o. On J DESCRIPTION: THE SOUTHWESTERLY HALF OF LOT 8 AND THE WESTERLY 20 FEET OF THE SOUTHWESTERLY HALF OF LOT 9, BLOCK 17, HILLMAN'S SEATTLE GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 11 OF PLATS, PAGE 24, IN KING COUNTY, WASHINGTON. TITLE REPORT REFERENCE: THIS SURVEY WAS CONDUCTED ACCORDING TO THE DESCRIPTION SHOWN, FURNISHED BY CHICAGO TITLE INSURANCE COMPANY, COMMITMENT NO. 1294831, DATED SEPTEMBER 22, 2009. THE EASEMENTS SHOWN OR NOTED HEREON RELATE TO THIS COMMITMENT. NOTE: EASEMENTS CREATED OR RESCINDED AFTER THIS DATE ARE NOT SHOWN OR NOTED HEREON. TITLE REPORT SCHEDULE B EXCEPTIONS: NONE NOTED OR SHOWN. CERTIFICATION: SURVEY IDENTIFICATION NO.: REGISTERED LAND SURVEYOR NO.: 28072 SURVEYOR'S ADDRESS & COMPANY: 2006137.04 BUSH, ROED & HITCHINGS, INC. 2009 MINOR AVENUE EAST SEATTLE, WA 98102 -3513 TELEPHONE: (206) 323 -4144 bo9,..ILI RECEIVED NOV 12 2009 PERMIT CENTEi .j U z 0 z U 0 0 oo vtoroo CU tf)o I,�m O O O W N X uJ L Gli drawn by JAL scale 1"=20' z 0 IN 5 w 0 z w U C> 3 Q —J checked by JJM date 10/09 job no. 2006137.04 sheet 1 of 1 1.1: \LDD\2006137 \dwg \XS- SUR- R7.dwg, 10/28/2009 11:32:37 AM \/ l VP BUILDII�S VARCO PRUDEN a division of BiueScope Buildings North America, Inc. DRAWING INDEX DRAWING TITLE Cover Sheet Notes Anchor Rod Plan Primary Structural Secondary Structural Covering Special Drawings Standard Erection Details FILE COPY Permit No. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY VP. PAGES 1 2 3 -4 5 -10 11 -15 16 -20 21 -28 VP Buildings 3200 Players Dub Circle Memphis TO 30125 TYPE ANCHOR ROD PLAN ERECTION DISCS DRAWING RELEASE HISTORY DATE 07/28/09 07/28/09 DESCRIPTION FOR CONSTRUCTION FOR CONSTRUCTION awz ati of 6 Mittlnam xeRra;. '' iuTr TD nwL PD7 R VGJ 1 UUCIO V m VELD FSI L7r % Q0R Fla 0 e 1 aV FF�T R PlnLa we�rrn OF VP ams. Nab 6LIM faoThAGmm ARace mzeeua G muL1 aSNDS®E me asaer;c MO QUN nsaooaISH2 L L O P P flCNad W ma m r�£TIWa meth Fie US as cn mscn = :TO T e am naLn ICIMAS =ELT W 75968 of MATERIALS ASTM DESIGNATION 3 PLATE WELDED SECTIONS COLD FORMED LIGHT GAGE SHAPES BRACE RODS HUT ROLLED MUL SHAPES 807 ROLLED ANGLES HOLLOW STRUCTURAL SECTION (MSS) CLIDOR;C CODES AND LOADS WIND LOAD Wind Speed: 85.00 mph. Wind Exposure: C Basic Wind Pressure: 14.18 pal Wind Importance Factor: 1.000. Ft= Topographic Factor. 1.0000 Wind Enclosure: Enclosed. 0.180 Note: All nindows. doors. skylights and other covered openings must be designed for the specified above Hind loads AC172 COVER SHEET v atoms run 18039 GENERAL NOTES A529, 4572, 41011. AIM A653. A1011 A572 006...0520. A572, A598. 0709. 4092 0529. A572. 0580. 0709. 0.992 A500 4653. A792 GRADE 55 GRADE GO GRADE 50 GRADE 36 OR 50 GRADE 50 GRADE B GRADE 50 OR GRACE BO A325 & A490 BOLT TIGHTENING REQUIREMENTS IT IS THE RESPONSIBILITY OF THE ERECTOR TO INSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPROPRIATE REGULATIONS. THE FOLWI4ING CRITERIA IS IN COMPLIANCE WITH THE LATEST SPECIFICATIONS. HOWEVER THE ERECTOR IS RESPONSIBLE TO VERIFY LOCAL AUTHORITY REQUIREMENTS. ALL CONNECTIONS MADE WITH A325 BOLTS MAY BE TIGHTENED TO THE "SNUG TIGHT' CONDITION AS PERMITTED BY THE SPECIFICATION FOR STRUCTURAL RENTS USING 4320 OR A490 BOLTS (2004 E0). UNLESS INDICATED AS "PRE - TENSIONED" ELSEWHERE IN THESE DRAWINGS. OR AS INDICATED BELOW. PRE - TENSION BOLTS ON PRUfART FRAMING. BOLTED BRACING. AND STRUT CONNECTIONS IF LOCATED IN IBC SEISMIC PERFORMANCE / RESIGN CATEGORY D. € OR F. UBE ZONE 3 OR 4. SEE CODES ANC LOADS NOTES BEIAW FOR SEISMIC DESIGN CATEGORY. PRE -TENSION ALL PRIMARY FRAYING CONNECTIONS IN CANADA. . PRE-TENSION BOLTS ON PRIMARY 000111NG. BOLTED BRACING. STRUTS AND CRANE RUNWAY CONNECTIONS IF BUBDING SUPPORTS A CRANE WITH A CAPACITY GREATER THAN 5 TONS. CONNECTIONS THAT SUPPORT RUNNING MACHINERY AND OTHER SOURCES OF IMPACT OR STRESS REVERSAL BUST BE PRE - TENSIONED. ALL SLIP CRITICAL CONNECTIONS AS INDICATED IN THESE DRAWINGS WITH -SC DESIGNATION MUST BE PRE - TENSIONED. SC TYPE CONNECTIONS FOIST BE FREE OF PAINT. OIL OR OTHER MATERIALS THAT REDUCE THE FRICTION AT CONTACT SURFACES. CONNECTIONS DESIGNATED AS 0325 -X OR ,1490 -X SHALL BE BNSTAlLED WITH DOLT HEAD ON SIDE OF THE THINNEST FIATS BEING CONNECTED SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS "SNUG TIGHTENED", EVEN IF ABOVE CONDITIONS EXIST. UNLESS SPECIFICALLY NOTED OTHERWISE ON DETAILS. WASHERS ARE NOT REQUIRED FOR "SNUG- TIGHT' CONNECTIONS. PRE- TENSIONED A325 OR 4490 CONNECTIONS TIGHT USING THE TURN -OF- THE -NUT METHOD DO NOT REQUIRE WASHERS. A400 BOLTS MUST ALWAYS BE PRE - TENSIONED. 0HEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC WAD FACTORS FOR DIFFERING OCCUPANCIES. BUDGING DIMENSIO HEIGHTS. FRAMING SYSTEMS, ROOF SHAPES, ETC.. MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN INDICATED BELOW SEE CALCULATIONS FOR FURTHER DETAILS, Building Code: 2008 International Building Code Fast - Track: Building Use:S anderd Occupancy Structure. Collateral Gravity: 3.00 psi (Not Including 0! LIVE WADS AND RAINFALL Live load 25.00 psf (Not Reducible) Rainfall: 4.00 inches per hour SNOW LOAD Ground Snots: 25.00 psf. Flat Roof Snow: 20.00 psi Snow Exposure Category (Factor): 1 Fully Exposed (0.90) Snow Importance. 1.000 Thermal Category (Factor): Healed (1.00) EARTHQUAKE DESIGN DATA Lateral Force Resisting Systems using Equivalent Force Procedure Mapped Spectral Response - Ss:145.50 0g. 31:49.90 <g Seismic Hazard / Use Group: Group 1 Seismic Performance / Design Category: D (See Boit Tightening Note Above) Seismic Snort Load: 0.00 psf Seismic Importance: 1.000 Soil Profile Type: Still soil (0, 4) Design Spectral Response - Sds 0.9700. Shc: 04993 Ordinary Steel Moment Frames Frame Redundancy Factor:1.3000 Framing R- Factor: 3.5000. Frame Seismic Factor (Hs): 02771. Design Base Shear = 02771 W Ordinary Steel Concentric Braced Frames Brace Redundancy Factor:1.3000 Bracing R- Factor 3.2500. Brace Seismic Factor (Us): C 2985. Design Base Shear = 0.2985 II " CHG Building Systems. inc. moose Cutting Specialists. Inc. Lrceon Tukwila. Washington mart Cutting Specialists. Inc. 40 09 -9024 7/2 /2009 man I OWLS ZR F'Y root l JUN ER VIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVI,SIflN ?2975 SiONAL RECEIVED NOV 12 2009 PERMIT CENTEF a dm. a n.Omw LUIS., Italia buns.. 17 2010 PIAAT SPECIFIC CERTIFICATFURS Alabama Calderon Missouri Sc tarmina fusconsin NS FA -377 FA -230 FA -380 F'.4 -376 F0 -378 CS.A -A6&A VPBULO VPBIIOD VPBWIO Celli Din 1 Div. 1 Div. 1 Los Angeles. CA Its. I Inv. I Houston. TX Approved Approved :Riverside. CA Type I Fab 6SP02 -0320 Clark Co.. DV Fab (Dif 241 Sall Bernardino Co. CA Fab IDE 121 City cf Phoenix. AZ C16 -2000 BUILDER/CONTRAC70R RFSPOi1SIBILITiES VP buildings follows the guidelines as outlined in the AISC and BDV1A. Codes of Standard Practice. VI' Buildings standard product specifications. design. fabrication. quality criteria shall goverr. all wort unless stipulated ourernise in the contract documents. Is case of discrepancies between VP Buildings strucural plans and plans for other trades. VP Building structural plans shall govern. It is the responsibility of the Builder to obtain approvals and permits Iron all governing agencies and jurisdictions as required Approval of VP Building draniogs constitutes the builders acceptance of VP interpretation of the contract purchase order Unless specific design criteria concerning interface design and details are furnished as part of the contract. 'PP Ruildings design assumptions shall govern. VP engineers are not Pinned Engineers or Ergiueor of Record for the overall project. VF engineering supply sealed engineering design data and drawings for VP supplied material as part of the overall project for use by others to obtain permits. approvals. and coordinate with other trades. The Eeftder or A/E firm are responsible for the overall project coordination. including coordination rill) appropriate inspection and testing a,eencies. All interlace and /or compatibility of any materials not furnished by VP arc to be considered and coordinated by the builder or A/C firm. CONSTRUCTION & ERECTION RESPONSIBILITY The builder is responsible for construction in strict accordance with VP Buildings "FOR CONSTRUCTION" drawings and all applicable product iestallabon guides. VP is net responsible for wore done from any other VP drawings that are not marked "FOR CONSTRUCTION". nor any drawings prepared by others. As erected field assemblies of members shall be as specified in 2000 MBIAA Metal Building Systems Manual Sea 6 (in Canada - CSA 516 -01 Clause 23.7). which generally require L/500 tolerance of assembled members' 'For buildings with top riding bridge cranes see Crane Data drawing for column plumb tolerance. The building erector shall be properly licensed and experienced in erecting metal buitdiae systems The Builder is responsible for haying knowledge of, and skull comply 'with, all OSHA requirements and all other governing site safety criteria. The builder is responsible for designing. supplying, beating and installing temporary supports and bracing during erection of the building. VI' bracing is designed for code required loads after building completion and shall not be considered as adequate erection bracing. See VP Builder Homo ;131t -000. EXISTING STRUCTURES VP most be advised of any existing structure that is within 20 it of VP's building. Loadings of both buildings may be affected when adjacent buildings are within this distance. VP cannot be respcnsible for the design or loading of existing buildings. BRACING Tension brace rods work in pairs lc balance totem caused by initial tensioning. Care must be taken while Ughtenieg brace rods so as not to cause accidental or misalignment of components. All rods must be installed loose and then tightened Rods should not exhibit excessive sag. For long or heavy rods. or angles it may be necessary to support the rod at mid -bay by suspending it from a secondary member. Bracing for seismic or wind loading of objects or equipment that are not a part of Lhe VP structure must be designed by a qualified professional to deliver lateral loads to primary frames and red bracing struts. Equipment bracing and suspension connections most not impose torsion or minor axis loads. or cause local distortion in any VP components. VP accepts no responsibility for design or installation el bracing systems not furnished by VP. PIOUS R &DBYC All field welding shall be done at the direction of a design professionaL and done in accordance with governing requirements (AILS in USA.. CAB in Canada) by welders qualified to perform the welding as directed by the applicable welding procedure specification (iRFS). A DIPS shall be prepared by the contractor for each welding variation specified. Unless otherwise approved. use E?Oksi yield low hydrogen electrodes. The contractor shall provide for amp special welding inspection as required by code DEUVE(OES IL is Use responsibility of Use builder to have adequate equipment available at the job site to unload trucks in a safe and timely manner. The Builder will be responsible or all retention charges from carriers as a result of job site unloading delays. Per VP Builder Memo {B11-031. claims for damage cr losses MUST be noted on the Bill -of- lading or delivery receipt and filed against the carrier by the consignee as per VP's Terms of Sales (F.O.B. Plant) under the Uniform Commercial Code. It is critical that damages or loss be noted on the Dill -of- lading or you have little recourse with the carrier. Immediately upon detisery of material. material quantities are verified by the Builder against quantities billed on the shipping dociunent. Neither the Dandadurcr nor the carrier is responsible for matesfal shortages against quantities billed on the shipping docernant if such shortages are not noted on the shipping documents upon delivery of material and aokuorledged by the carriers agent. For materials concealed in bundles. boxes. or crates. shortages must be reported immediately upon unpacking. Should products get net bundled and crated materials must be unpacked and unbundled immediately tc provide drainage of trapped moisture. SEAWVTS Sealants shall be applied in strict accordance with YP details or weather tightness will be compromised. Sealant must be applied in temperatures and weather conditions consistent wile labebng. Butyl Sealants - Service Temperature Range (Degrees)' Lin -60F ( -51C), Max 22CF (1040) Tape sealants - Service Temperature Range (Decrees). Inn -601 ( -510): Mae 21'.F (100C) URDEPEIv91ENT MEZZANINES Independent mezzanines must be designed by a professional engineer. The engineer must ensure that proper isolation from the VP building has been provided to avoid structural damage due to differential movement;, or inadvertently apply loads to She VP structure. VP accepts no responsibility for the design of the independent mezzanine. FIRE CCOE COMPLIANCE It is the responsibility of the proeel design professional and builder lc comply with local fire code regulations including consideration of. but not limited to. building use and occupancy. all building construction materials. separation requirements, egress requirements. fire protection systems. etc Builder shall advise I'P of any special requirements to be furnished by VP. SSR roof fire tested to .ASIA F,IOB -93 -Class A rating. VP steel roof systems are defined by IBC as Fire Class A roof assemblies (Sec 1505.21. VP OR steel roof systems are available for FM Class I fire rating UL 203 approved fire rated assemblies listed as Design No. P255, P265 and P510 REID MMODiFICATiON'S Modifications to this budding from details and instructions contained on these drawings must be approved in writing by VP Budding engineers. or other licensed structural engineer. This includes. but is not limited to. removal of roof or wall cladding, removing or moving any flange braces or rod braces. culling of openings for doors, windows or fern's. correction of fabrication errors. etc. The owner shall ool impose loads to this structure beyond what is specified for this building in the contract documents. YP Buildings. Inc. accepts no responsibility for the consequences cf any unauthorized additions. alterations. or added loads to this structure. Per VP Builder Memo gid -001. if Use builder intends to invoice VP Buildings for modifications is excess of $1000. the builder must notify VP Buildings immediately, and obtain a Work Authorization from VP Buildings prior to proceeding. All final claims must be submitted to VP Buildings with all supporting documentation within 30 days of the building completion Claims submitted without. work authorizations, or after 30 days will not be accepted, Correction of minor misfits, shimming and plumbing, moderate amount of reaming, drilling. chipping / culling and minor welding arc considered by Code of Standard Practice to be pert of erection. are not subject to claim reimbursement. CONCRETE /MASONRY /CONVENTIONAL STUD WAILS The engineer responsible for the design of the wall system is responsible for coordinating with or specifying to VP Buildings. any wail to steel compatibility issues such as drill and deflection compatibility. special base details, and wall Lo VP steel connections. All fasteners, sealant and counter flashing of wall systems are to be provided by contractor. The engineer responsible for the wall shall design the anchorage to VP supporting elements consistent with Code required forces indwells ASCE7 -05 Sec. 12.11. PANELS Oil canting is an inherent. characteristic of cold formed steel panels. R is the result of several factors that include induced stresses in the raw material delivered to VP, fabrication methods, installation procedures. and post installation thermal forces. Thru fastened panels will exhibit some dimpling when installed. especially when iesulaticn is installed between panels and secondary supports. Dimpling can be minimized by careful installation taking care not to over drive fasteners. Roof rumble is a phenomenon that is caused by wind gusts lifting up on the roof panels and then sprirgiog back info place. All panels experience this action to some degree. especially with concealed clip panels such as BOB and SLR. Roof rumble noise may be minimized by providing a layer of blanket insulation between the panels and any hard support surface such as steel secondary members. substrates such as plywood. steel decking. or rigid board insulation. A minimum of 3 inch thick blanket is recommended over steel secondary members. or 2 inch over substrates. Oil canning, dimpling• and roof rumble do not affect the structural integrity or weather tightness of the panels and is not grounds for retention of panels. The SR /Slit joint detail is designed with an interlocking feature for ease of installation. Henever. it is imperative that installed SSR/SLR panels be secured to the secondary streclurat members and properly seamed prior to departure frem the job site each day. S1YUORTS VP's Tullites and VPs domed skylight hare been tested to support a 300 lb. load over a I sq ft. area. as well as uniform gravity and uplift load test. lanai baildiog departments may require added tall restraint due to conditions that may affect the skylight structural integrity. R is the responsibility of the builder to determine and provide any added fall restraint under the skylight as may be required by your building department. RAiN WATER RUNOFF Drainage systems most be designed by Lhe project professional to comply with code requirements. VP is not responsible for drainage designs. overripe scuppers. down piping. etc. Tire project professional and contractor are responsible In ensure that primarp drains and overflow devices such as scuppers and auxiliary drains are provided as required for the required rain intensity at the building perimeter aed at valley conditions to prevent pending. STEEL MOP COAT The purpose et VP's shop coat is to provide protection for the steel members Juries; transportstuan. during temporary job site storage and during erection. Standard shop formulation is not designed to perform as a (hush coat when exposed to environmental conditions. llembers snail be eept free of the ground and properly drained during job site storage. it is the Builders responsibility to ensure that if a finish coat is being applied oyes VP shop coat that the painting contractor verifies compatibility between his Smuts coat and VP's shop coat. See YP Builder Memo IVBM -001 It ;B11-002. THE VP ENGINEER'S SEAL AP ?LrES ONLY TO THE SORE PRODUCT OF VP AND DESIGN AND PERFORMANCE REQU IAEMENTS SPECIFI BY VP. THE VP ENG !DEER •S SEAL DDES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED Br VP RCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. nb GEMIL, CC:RP.u]nt aOn/eS =Ma sent fi;SPWtsms till imam. woo walrrr morns n /21zes: =BA= Q WWWDFrrn% MB n6 IL IlflrrdeUfr ,•OBr IS MIPS CND A= a AM=SCAMS �U�RSo 0ROPER launca. murex TEG O7$L7 LSI R 10Le14% VP BUILDINGS CERTIFICATIONS IIn4 IF Ixte. usuasc ; INS DiVal1o1 ASVLLia ffi wurran if m amayts. C n PRDYESS Sant miss ninon roe BaDlnc t D Dii NE 1R78LHE mrmcm MLR OD e'n Ch3B e amonrlm i8at c,ai mn ninon• Q YP BALMS ICC Evaluation Reports SSR Roof System -)1EIt -5621 Fend Rib Roof and Wall - ;ER -4879 Yee Rib Wall - OER -4879 Slate of Florida Product Approvals € 0245 - VP PR and YR Balls E 8043 - VP SSR and PR Roots it 8713.1 - VP MB Tar -Lite S 8713.2 - VP PR Roof Tuf -tile E 2690.12 - VP SLR, (Listed as Span -Lok HP) ( 3741 -RI - VP iextureClad (listed as Transamerican Strukturne, Inc.) Dade Co. Product Approval SSR Rook Panel Rib Root; Panel Rib Wall: and Yee Rib hall Underwriter's Laboratory Approvals 5511 Roof- lUL¢TGIOI -113: SSR Composite Rod Clans 00- UL;TOKX -I13A: SSR Roof w /Super Block Class 90- UL1TCIC! -328; Panel Rib Roof UL Class 60 -UL TC101 -60: Panel Rib Roof UL Class DD- ULdTGU -64, VP SUI/AEP SI, Roof Class 90- 0111CKX -90 Factory Mutual Approved Assemblies Sall Roof Systems are approved in various type applications and listed in F61 Approval Guide. 24 Ca SSR (0.0227 Nominal). is available in Class 1 -60, 1 -75, I -90. 220a SSR (0.0277' Nominal). is available in. Class 1 -75. 1 -9O -. 1 -120. Slit Roof Systems are approved in various type applications and listed in FM Approval Guide 24 Ca SLR (0.0227" Nominal). is available in Class I -75 and 1 -120 Patents Widens? Trussed PurOus : pat. 6.993.881 pat. 6.912.787 VP Buildings 3200 Players Club Ci cle lemphis TN 30123 QV mm Drsravnw VIP FOR CONSTRUCTION Erection Notes CHG Building Systems. inn :vsvr® Cutting Specialists, Inc " O05 Tukwila.lfashington 'm Cutting Specialists. Inc, Aronaxs WI 18039 CODE COMPLIANCE i:i D -- JUN 17 2010 REVIEWED F5 App ®V� NG DIVISION City of Tukwila BUILDI i `s '. G (r- v" ` n 4 32975 _� fiss RECEWED NOV 12 2009 PERMIT CENTEF 'RC mmoc 7.11 lies r 09 -°024 � tesavoueu GO 1' Pug 2 /no I•Innn awm:u d zone ewvns. ix 6 2' -1 1/2" 5 2` -0' 4 3' -0" 3 2' -6" 2 3' -3 3/4" 1 3' -4 1/2" ED Dimension Key D2 D9 �-I D3 Fi D i I D5 D5 D5 D5 I D5 D2 D4 F D3 06 4 12' -0" 22' -6" 6 THE VP ENGINEER'S SERI. APPLIES ONLY TO THE VORX PRODUCT OF VP AND DESIGN AND PERFOIW.A1tCE FE0U1REAENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY N THE PERFORMANCE OR DESIGN OF ANT OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER - FOPNIANCE AEOUIREHENTS SPECIFIED BY VP- 22' -6" 90' -0" ANCHOR ROD PLAN 22' -6" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) INS ROM. DOWEP 0010 0110000000001101. Fes 1B HOMY IT 1? MI MS. B 0 11902® AMU FUR ERCTUS MI SUBIC =In R 113 U0LCAdl MUSS MIER 00 NT A PNPVL' D7. PE I:g RI Us}9 750 APPIJEELO 17 RUI[(P1'DiSS11 Y&TT:N WE 10010001001000110 1.1011011000001001.0.! 1151001000 IDS 1C0.411L 5010 000000 100710009 1 IX �( ECA1R: TEO P 00 M (0 D � 0GG 3 C Yffi100 TDB BID UL /P a Y L'R0 00000 0 10 1 OD MOM I 5.0 A 517LAPffi 0050011 10 RIVER F1L1G5- LINLE 1� =EV UST EE 107C01R1 22' -6" VP Buildings 3200 Players Club Ci Dle lemphis 13 30122 PEI tno innate, NTS Or II? of MIME `ISTosse .0:11700 1410IX5 toe 18039 FOR CONSTRUCTION ANCHOR ROD PLAN COG Building Systems. Inc Cutting Specialists. Inc. 7ukuila. Washington. 0W077 Cutting Specialists. inc. 71101100 c._, °-__.. no ann. vv- REVIEWED FOR CODE COMPLIANCE APPROVE JUN 172010 City of Tukwila BUILDING DIVISIflM ?I07 " 0 ds — / � 1 iv RECEIVEr NOV 12 2009 PERMIT CEN1 t GC 0001I.I' 7.11 0.01, H CccSoo• What, AVIIE kuricc. 0 1 ® 09 -9024 Hu 7J2 /2009 InTS /TREE[ 22 FY MSC 3 • tm:oa N Nw9pn N:J] , s'at0 INCA,. Ice ' 1' O" m t 305mm y I {, i I 2.65mm �I i 3N ^t i WwSgC ; 4, ::; z = 5 - _ e - i 9 2 E LENGTH LEhGTN 1 ti waiq E 1� y M I 1' . � 4 I \ 2 1/2" I I/2 ' " V I I I RID Is 7 1/2" 4 ] 1/2" 64mm i 7 2 64mm c' 102mm cz' 102mtn 64mm .1 64mm g •L 2!/2" t.2 r L 64mm 64mm FL D1 (2)3/4" Dia. A36 A.Rods Plate W =8" L =11" Elevation = 100' -O" 02 (2)3/4" Dia. A36 A.Rods Plate W =8" L =10" Elevation= 100' -0" D3 (2)3/4" Dia. A36 A.Rods Plate W =8" L =1' -0" Elevation = 100' -0" D4 (2)3/4" Dia. A36 A.Rods Plate W =B" L=10 Elevation= 100' -O" D5 (4)3/4" Dia. A36 A.Rods Plate W =B" L =1' -1" Elevation= 100' -0" I' - 0" fi I. 2 1/2" (64mm) PROJECTION (11 .0.N.) 1/2" (13mm) DIAMETER CONCRETE ANCHORS ( BY BUILDER) L CONCRETE. GROUT, ANCHOR RODS. AND ANY OTHER EMBEDDED ITEMS ARE TO BE FURNISHED BY OTHERS. 2. UNLESS OTHERWLSE SPECIFIED. LLANUFACTUER ASSUMES CONCRETE HAS A COMPRESSIVE STRENGTH OF 3000 PSI. 3 ANCHOR ROD DIAMETERS WERE DETERMINED 81' AWAKE SHEAR MVP TENSION PER MSC SPECIFICATIONS (FY= 36ESQ. ANCHOR ROD LEHGTE. EFFECTS OF MBEDDED ANCHOR ROD EDGE DIMENSIONS AND METHOD OF TRANSFERR04G FORCES 6666160 6O ANCHOR DS TO FOOTINGS ARE TO 9F. 4. UNLESS OTHERWISE SPECIFIED. ANCHOR ROLE ARE DETAILED WITH A PITCH AND GAGE OF 5 INCHES ASSUIIN'G "CAST -IN- PLACE' ANCHOR RODS WITH 'SNUG TIGHT" CONNECTIONS. �_ 305mm B BOTTOM OF COLUMN BASF. PLATE o wwSO! x z H _ BOTTOM OF COLUMN URI194 V4RIES a BASE PLATE ELEV. . 9 x 1 N. 4— = Q , m =n . . _ L 1 1/4" OPENING WIDTH 1 1/4" STD = 1/2" (13mm) - 1 5. FOUNDATION MUST OS tt"VEL SQUARE AND 34400 R ` EV1 E 9 V ® ®� MOST BE AEL P CHOR PADS MURATELO LACED A ® ® � -- AN ON THIS RODS M C OR STEEL NEIL NOT F1T. �^J1e�p jp�� NCE B. THE BUILDER IS RESPONSIBLE FOR ACCURA SETTING C ° °'�•■ LI , t� C 1A� DF ARMOR RODS WITHIN INDIVIDUAL COW6I RO .7 CROUPS -TOLERANCE - T0LEl DIMENSIONS ETWE'Et4 ���'` "• ®� � ® A,9CHOP, ROD CROUPS - TOfERANLE + -1/4 ERECTION OF STEEL COMMENTS MUST RE STIWOHT ND PLUMB PERMBGA CODE OF STANDARD PRACTICE. JUN 1 �j 2 7. DESIGN WADS AND REACTIONS ARE PURRS IN THE / REACTIONS REPORT. Lmin to NOTE: 1" (25mm) PROJECTION ABOVE BOTTO11 OF JAMB CLIP CRANED OPENING DETAIL 1/2 1 1/2" TYPICAL ANCHOR ROD PROJECTION - c TYPICAL 64mm F L 64mm FLUSH = 0" (Omni) COLUMN D 6 (2)3/4. Dia. A36 A.Rods Plate W =B" L =1G" Elevation = 100' -0" BASE PLATE DETAIL . BUILDI u IaIVISION N G D 17 '" v • ' ' - 9 _ r . ._ i C;4 ( .,, o C=. 3 2 9 7 5 , < , » L `lt - 1 t 1 -' f «: i 1rJl ^Irk -r / e .�q NOV 12 2009 FOR CONSTRUCTI CENTE Finished Flocr elevation = 100' -O" {Unless Noted Otherwise) RMI AIL DO! VP ENGINEER'S SEAL APPLIES ONLY TO THE YORE; PRODUCT OF VP AND DESIGN AND PERSON-URGE REDi1IRII1ENT5 SPECIF[£O By VP. THE VP ENGINEER'S SEAL DOES NOT APPLY no THE PERFORMANCE OR DESIGN OF ANY 0I' PRODUCT VCT OR COMPONENT li? O SHED DY VP "�' -CEPT TO ANY DESIGN OR PER - FORUENCE REOUIREHMTs SPECIFIED BY VP. 1195 LTASI\L, LSONO'L ]1S NOM= �i. ffiiLPS M' Mewl' re VI &71MEMO. S6PWf�m Shc1i n C 78 !mime T0L T8 malts A' SUDTJ W t�AS , If` W�DSI pD'JM�i 1T!' NPDDIG lsPDDDTIS. YP Build'ngs 3100 Players Club Cl cle Memphis TN ?8125 A C ��� POD — FE? EVE et =rims ' C1iG B Systems. Inc. RV f 0S -9024 oaf ECSID SDBL it ! AD�AFU/G1 0SL7DP. DIXYELI RSPdISPIE nit ItQlIA7C.4�D WWTIDA.]MSWi' R ¢ >IL�e MUDS : Ey OY eV IS Nil DEUS= TWOUG6PERL511L TO RIME BUM SW= nit CMG/ USE DT RsI'EItuI sum. ' '' COWng S Inc. x "'170" T WashL�etDn VP BUILDINGS nta 7/2/2008 NTS RVR Cutting Specialists. inc. WOWS 18039 U[AICN06CE' ZX FY P rtNa 7 1f rue 4 • tm:oa N Nw9pn N:J] , s'at0 INCA,. Ice 1 1' -O" D Dimension Key I. USE 1/2 X 1 1/2 A325 SNUG TIGHTENED BOLTS FOR PURLIN TO FRAME. GIRT TO FRAME. AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. 2. SLOT REINFORCEMENT PLa.TAS NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. 0 m 0 0 14 to W CGX001 CXO01 21' -6" THE VP ENGINEER'S SEAL APPLIES ONLY TO THE UOR5 PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED RE VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED RY VP EXCEPT TO Ally DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. .-1 X I I O 0 x 2 CXO02 CX002 22' -6" Shane Name = Fast —Track SOIL CX004 25 03s J� 90' -0" CX003 PRIMARY AND ROOF BRACING PLAN NO WOG 0000 1 NS GnRQ4TID E'R.".4t. SLURS TIB RO LM N' Yr BUMS. fi IS PE67DCD MIT PR GOCIAC TAC REAM Y MM R S U nW y g � 51151 OHM= wtnSI T :51416'ID M O1 S P ABWMODY i1L HE /A9YE OF TP RADDCS. D6 CEIEUJ. IWTAAC UNCD =OR G SILO esmeaL F.f. HOWL COW au= 11USCO7/8 CI 5500/ 525880 D 1551511.5E TIM 7105 D71M Ckrl➢S ISFMD W 155 521151. 111D SIXSITY MUMS P0311520 PRIM 55015 MCUACA. RR CaIRE m CF WON 22' -6" VP Mines 3800 Players Club Circle temphls TN 38125 DAIL 0 f Innnn CXO 04 CX 0 03 IS DEICPDT. 21' -6" ALDEN " O O X 0 t ARDENT Ni 18039 CGX001 0 0 X to W N a a w RECEIVEr FOR CONSTRUCTION NOV 1 2 2009 PRIMARY AND R 13R I ACI N G PLAAAN CHG Building Systems. Inc Cutting Specialists. Inc. Tukwila Nashington ^5.'711 Cutting Specialists. inc. REVIEWED FOR CODE COMPLIANCE P }. ®WED JUN 17 2010 City of Tukwila BUILDINA nIVISION vr. MGM: 7.11 IDIPILi n__r +_..-. nn non, v.ar & 6t. S 9ad=r [3di:er }•M1O lmdc. tc 09 9021 7/2/2009 2X FY PACE 5 ; Member Schedule Part Mem CX001 1 BGX001 2 -5 BGX002 6 -9 CGX001 10 EPX001 11 EGX001 12 9 20' -11 1/4' Ridge Ht. 8 3 1/2" 7 2 9 2' -10 3/16" 6 1' -6 3/8" 5 2' -6 3/4" 4 2 9 5' -0" 3 3' -5 1/4" 2 4' -0" 1 8 1/2" __I Dimension Key Width Thick WebThk. Depthl Depth2 Approx.Lgth Detail Cee Mark No 5" .1875 -1345 10" 10" 18' -7 3/4" 5" -0820 28.0820 8 1/2" 8 1/2" 22' -6" 5" .0820 2 8.0820 8 1/2" 6 1/2" 22' -6" 5" .0730 2 8.0730 8 1/2" 8 1/2" 18' -7 11/16" 5" .1345 .1345 11" 11" 19' -0 1/16" BR25C9 Finished Floor Elevation = 100' -0''' (Unless Noted Otherwise) 5" .0650 2 9.0650 6 1/2" 8 1/2" 19' -0 1/16" BR25C9 FB2054 7 0 D7 0 Cs a. BGX001 10' 0" 1. USE 1/2 X 11/2 A325 SNUG TIGHTENED BOLTS FOR TORUS TO FRAME. GIRT TO FRAME. AND GIRT TO CLI? CONNECTIONS UNLESS NOTED OTHERWISE. 2. SLAT NENNTORMMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. m 0 0 N Gr 22' -6 1/4" 0.500:1 0 0 0 X W rn 0 CS S THE VP ENGINEER'S SEAL APPLIES ONLY TO THE VOA R Pk,DUCT OF VP AND DES IGN AND PEP.FORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL ODES NOT APPLY TO THE PEERFOPNANCE OA DESIGN OF ANY O11MR PRODUCT OR COMPONENT FURNISHED BY VP EHCEPT TO ANY 0051GN OR PER- FORMANCE FG.QUIREPI".TNTS SPECIFI BY VP. (2)FB2060 o to 0 CS 81 BGX002 25' 0" 45'-0° FRAME CROSS SECTION AT FRAME LINE(S) 1 Shace Name = East -Track Ed 4. Frame I 22' -6 1/4" 0.500:1 3 @ 5' -0" 0 0 x W DIIS Mi15. MU M% THE 1.165150' 16001 11'aDS na MOPDOT If IT 0151=1 B IS ,10019 9:11111 rat moms rm 66006 V3IGD 6 B6 GOODIE. Ptan OAFS 100 OW am Di PJDTIA 1 00lR VSm 50' LOT P00)1'UPPOI1 lW1r 051154 IPPm5.If P PDWi1 DR 0120BL C150155® win =10[115 PI= 06PCSma Sm MIMS. 5000 01/110150315017 00 p 10100 0 511065 15 0PD0p0 5 15115 m1I1M Ili 0111105 swam 0 TI mace. 1110 OCVS9Y wa m6 01051 O 10101 MEWL 6CLVEl'L 116 C0IlS5T L9 m SI171NA VP Build nes 3200 Players Club Circle femphis TN 30125 OAR II Frame Clearances Horiz. Clearance between members 1(CX001) and 10(CGX001) 42' -0 1/2" Vert. Clearance at member 1(CX001): 16' -7 3/4" Vert. Clearance at member 10(CGX001): 18' -7 11/16" Vert, Clearance at member 11(EPX001): 19' -0" Vert. Clearance at member 12(EGXOD1): 19' -0" 10' -0" 0 0 k 0 U 0 <,jBolt Connection & Plate Schedule Id Qty ASTM Bolt Bolt Plate Rows Rows Dia. Length Thick. Out In A 4 A325 1/2" 1 1/2" 3/8" 1 1 B 6 A325 1/2" 1 1/2" 1/4" 1 2 FOR CONSTRUCTION Ao0 CHG Building Systems. Inc. 001°4 Cutting Specialists. Inc. Tuk1aila. Washington NTS Cutting Specialists. Inc. oumrs P:u 18039 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 17 2010 City ®f Tukwila B UILDING DIVISION c _ ", G ;' .'• ti✓ cy ti 32 975 : s f loy C5' Fc �r�t • 4 S /O 1 A Tension Washer B t ECEIVED NOV 12 2009 PERMIT CENTEI FRAME CROSS SECTION AT FRAME LINE(S) 1 vr: rum: 7.1f 4015 00 -9024 an 7/2/2009 Ox FY' PILE G 000l31 c. ..n neni . &we et LTda a ReEcz. LUAU (_)Frame Member Schedule Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth CX002 1 6" .2500 .1345 1' -0" 2' -0" 19' -4 3/4" RBX001 2 5" .1875 .1644 2' -4" 9" 19' -10 7/8" 3 5" .1875 .1345 9" 5.' -3" RBX001 4 5" .1875 .1345 1' -3" 9" 19' -10 7/8" 5 5" .1875 .1644 9" 2' -4" CX002 6 6" .2500 .1345 1' -0" -0" 19' -4 3/4" 7 20' -11 1/4" Ridge Ht. 6 3 1/2" 5 2 B 2' -10 3/16" 4 1' -6 3/8" 3 2' -6 3/4" 2 2 @ 5' -0" 1 8 1/2" Dimension Key 0 0 N V I` (2)FB3000 0 NO 5 1 °. 22' -6 1/4" 0.500:1 3 @ 5' -0" a to 0 N a 0 0 N 10 45' 0" RBX001 FRAME CROSS SECTION AT FRAME LINE (S) 2 Shane Name = "est -Traci Wall 4. Frame 2 22' -6 1/4" 0.500:1 3 @ 5' -0" Frame Clearances Horiz. Clearance between members 1(CX002) and 6(CX002): 39' -6 15/16" Vert. Clearance at member 1(CX0021: 17' -0 5/16" Vert. Clearance at member 6(CX002): 17' -0 5/16" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) (2) F83000 ')Bolt Connection & Plate Schedule Id Qty ASTM Bolt Bolt Plate Rows Rows Tension Washer Dia. Length Thick. Out In Bolt A 8 A325 3/4" 2" 3/8" 3 1 B 6 A325 3/4" 2" 3/8" 1 2 FOR CONSTRUCTION FORUM r,_, fl, .'. nn nnn ..in� R EVIEWED FOR CODE COMPLIANCE PP.- nVE JUN 17 2010 C ity of Tukwila BUILDING niviSinM RECEIVED NOV 12 2009 1 USE 1/2 X 1 1/2 A325 SNUG TIGHTENED BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. 2 SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED OR THE SAME SIDE OF' THE WEB AS THE HILLSIDE WASHER. YTSE VP ENGINEER'S SEAL APPLIES ONLY 70 THE FORS PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECI BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR CDIIPONENT FURNISHED BY VP EXCEPT TO MY ENSIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. — 1EISOMTIRCCUTDERREUTPATERIEPEOR eaND DE INFANT DP TP rise s E G PROUSID EOU.T FOE FE EU Tamp:: EESCR'BTD Ii IPI APAIWI NDR4SE D.NTR e0 SHY MI3105515 EIDHIDHC:N1G I:WRai IPTeNAL DF YP NEEDED, THE SWIRL CEN RICI E AC /D] =ERG G SEMI H ERECT ipSLT1175 WA= p CD1FR01£IR MTh S ID A LWMJfK7G�1P El NELI 9 SOAPt. SRI 11143767 sIIIYS PDRADli :v FIGWFP. E VSEA. MCWSDS DE CCYPECI B5! Et IES E M' VP Build 3200 Players Club Circle Memphis TN 30125 DATE 0C100197: MIT EN Et FRAME 'CROSS SECTION AT FRAME LINE(S) 2 ILDIlEE CMG Building S;sle:ns. Inc. "VSR42t Culling Speclalis "w: Inc. asp Tuknlla. Washington 1 '" Cutting Specialists. Inc 'mars P11 10039 Tr. norm: 7.1 f 09-9024 M � 7/2/2009 DRUM/CHLC1 23 PALL 1 a 4.cvo al 6ce1moc //MR. Nana M1R.e(a. tc ' Member Schedule Part CX003 RBX002 Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth 1 6" .2500 .1345 1' -0" 2' -0" 19' -4 3/4" 2 5" .1875 .1644 2' -4" 9" 19' -10 7/8" 3 5" .1875 .1345 9 1.' -3" RBX002 4 5" .1875 .1345 1' -3" 9" 19' -10 7/8" 5 5" .1875 .1644 9" 2' -4" CX004 6 6" .2500 .1345 1' -0" 2' -0" 19' -4 3/4" 6 20' -11 1/4" Ridge Ht- 5 3 1/2" 4 2 6 2'-10 3/16" 3 1' -6 3/8" 2 2' -6 3/4" 1 8 1/2" Dimension Key 0 N 0 (2)F83000 N 0) 0 0) 0 N Sn 0 81 U PJ 22' -6 1/4" 0.500:1 3 @ 5' -0" c O N 451 -0" 22' -6 1 /4" 0.500:1 3 @ 5 ' -0" FRAME CROSS SECTION AT FRAME LINE (S) 3 USE 1/2 X 1 1/2 4325 SNUG TIGHTENED BOLTS FOR PURLIN TO FRAI{E. GIRT TO FRAI4E. AND GIRT TO CLIP CONNS TI0N5 UNLESS NOTED OTHERWISE 2. SLAT REINFORCENEN PLATES NEED NOT BE LOCATED ON THE SAVE SIDE OF THE WED AS THE HILLSIDE I(ASHFIR. THE VP ENGISIEER'S SEAL APPLIES ONLY TO THE YOR0 PRODUCT OF VT AHD DES 100 AND PERFORMANCE REOU IRD4ENTS SPECIFI BY VP. Tit VP ENGINEER'S SEAL IDES LOT APPLY TO THE PERFORMANCE OR DESIGN OF MY OTHER PRODUCT OR COMPONENT 000.4I SHED BY VP EXCEPT TO ANY DESIGN 00 PER- FORMANCE REOUIREM MIS SPECIFIED BY VP. 1155 UGC:. maw nz [mammo0 =M. 001005 41Z 5000350 1000 0700010 II 6 500100 SMELT 61106600 TA 00050 DT CtSCM G Ep, JP0 =LIZ 15551 5153035100010550100500105035051353 6410111,17 W BADGES. 5010 01007151100010110550100 000005 00W CUM 10100110500 AWFUL 1mD Wes' = UASDP 0 G 501100 00 Bann: 001�0T< DEM. C0 00 £30 l0A1ElHl1T 51500111005 10 PDEM. . 110 100 STU mama T M0 1 PM 35 EP11 uncna'. m s MCC? 161 07 ttaaR,R1 VP Buildings 3200 Players Club CI de Memphis TN 30122 tort IESSN0tpt NT5 FRAME CROSS SECTION AT FRAME LINE(S) 3 10t55 CHG Building Systems, inc. 51000 Cutting Specialists, inc. Tukmila. Washington 45. '"T Cutting Specialists, Inc. 301015/05 18039 /r. TB000 7.11 PCRAIIIT CENT 09- 9024 w � 7/2/2009 =TM/06R ZX FT pea 8 p Shane Name = Fast -Traci Wall 4. Frame 3 P so O N m rL Frame Clearances Horio. Clearance between members 1(CX003) and 6(CX004): 39' -6 15/16" Vert. Clearance at member 1(CX003): 17' -0 5/16" 5/16" Vert. Clearance at member 6(CX004): 17' -0 Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) CD 0 (2)F83000 N (JBolt Connection & Plate Schedule Id Qty ASTM Bolt Bolt Plate Dia. Length Thick A 8 A325 3/4" 2" 3/8" B 6 A325 3/4" 2" 3/8" FOR CONSTRUCTION Rows Out 3 1 REVIEWED FOR CODE COMPLIANCE AP B InnVED JUN 17 2010 City of Tukwila BUILDINP nevi Into ..5 LV 32975 Ark � ��T.; T% , i ,r:; - :' 7,7,-71.2p",1„, 4 m (2f Rows Tension Washer In Bolt 1 2 I dos. .1 Mor1=3 Aerd=s 1110 Lac. 4s RECEIVE NOV 12 2009 E (j Frame Member Schedule Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth CX003 1 6" .2500 .1345 1' -0" 2' -0" 19' -4 3/4" RBX002 2 5" .1875 .1644 2' -4" 9" 19' -10 7/8" 3 5" .1875 .1345 9" 1' -3" RBX002 4 5" .1875 .1345 1' -3" 9" 19' -10 7/8" 5 5" .1875 .1644 9" 2' -4" CX004 6 6" .2500 .1345 1' -0" 2' -0" 19' -4 3/4" 7 20' -11 1/4" Ridge Ht. 6 3 1/2" 5 2 @ 2' -10 3/16" 4 1' -6 3/8" 3 2' -6 3/4" 2 2 0 5'-0" 1 8 1/2" ED Dimension Key I0 N m 0 0 U 1. USE 1/2 1 11/2 A325 SNUG TIGHTENED BOLTS FOR FURLUN TG FRAME. GIRT TO FRAME. AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. 2. SILT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE NUB AS THE HILLSIDE WASHER. 22' -6 1/4" 0.500:1 3 @ 5' -0" a N N THE VP ENGINEER'S SEAL APPLIES ONLY TO THE VORIS PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIRNWN:S SPECIFIED DE VP. TEE VP ENGINEER'S SEAL DOES NOD APPLY TO TIM PERFORMANCE 00 DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OA PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. VP r 0 N W 45' 0" RBX002 FRAME CROSS SECTION AT FRAME LINE(S) 4 Shane Name = Fast-Traci. Wall 4. Frame 4 22' -6 1/4" 0.500:1 3 @ 5' -0" 55555005. DOW C115muln0 IIDSS. 15015.5110110115151717 BODDT.S YET RFi[®SRAX E ID11DIC m FRIES M 5101PN111H 154051 u . 1Nf IDECi NO 'I I I7CW la mgrawwRUtIa 155 501505 =MIN M AP VETOED 11115.1 TZIISDEEE mums. PON NOT RIECU05E' Cl lISCIEP 155 DAMP I M10551 W11 TEG MOH WAILS =MD PI MOS. 513115114055501.105755500511 PFOSTS £50121. 11 55 11 0 5 111 GEHCO El DF 15515515.01 VP Build'ngs 3200 Players Club CI cle Memphis TN 98125 ea; 5511 Df Frame Clearances Horiz. Clearance between Vert. Clearance at member Vert. Clearance at member Finished Floor Elevation °Bolt Connection & Id Qty ASTM Bolt Dia. A 8 A325 3/4" B 6 A325 3/4" assirirmhar NTS members 1(CX003) and 6(CX004): 39' -6 15/16" 1(C4003): 17' -0 5/16" 6(CX004): 17' -0 5/16" = 100' -0" (Unless Noted Otherwise) (2)FB30D0 v N Plate Schedule Bolt Plate Length 2" 2" Thick 3/8" 3/8" FOR CONSTRUCTION Rows Out 3 1 FRAME CROSS SECTION AT FRAME LINE(S) 4 w9 AR CHG Building Systems. Inc. 7"Imu Cutting Specialists, Mc. 321W Tukwila. Washington 501G Cutting Specialists. Inc. 1121055 ry 18039 REVIEWED FOR CODE COMPLIANCE APPS - tIVE JUN 17 2010 City of Tukwila BUILDING DIVIRION 0 ` r.. 32975 f �fCNA> � ( ° u Rows Tension Washer In Bolt 1 2 RECEIVED NOV 12 2009 PERMIT CENT& MELON. 7.11 ND I 09 -9024 vex 7 /2/2009 mum/CIDO zx FY 751E 9 ho 757575 '30402 n -_. r__.r. An •■• nr ()Frame Member Schedule Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Detail Cee Mark No CX005 1 5" .1345 .1345 9" 9" 18' -7 11/16" 30X003 2 -5 5" .0820 20.0820 8 1/2" 8 1/2" 22' -6" BGX002 6 -9 5" .0820 20.0820 8 1/2" 8 1/2" 22' -6" CGX001 10 5" .0730 29.0730 8 1/2" 8 1/2" 18' -7 11/16' EPX002 11 5" .1345 .1345 11" 11" 19' -0 1/16" BR25C9 EGX002 12 5" .0650 28.0650 8 1/2" 6 1/2" 19' -0 1/16" BR25C9 9 20' -11 1/4" Ridge Ht. 8 2 9 5' -0" 7 3 1/2" 6 2 8 2' -10 3/16" 5 1' -6 3/8" 4 2' -6 3/4" 3 3' -5 1/4" 2 4' -0" 1 8 1/2" D Dimension Key FB2050 'S) 6 N In O O O U 04 10' -0" 22' -6 1/4" 0.500:1 3 9 5' -0" (2)FB2060 5 0 a 0 0 m 0 (.1 m It4)IIII BGX002 25' -0" 45' 0" FRAME CROSS SECTION AT FRAME LINE(S) 5 Frame Clearances Horiz. Clearance between members 1(CX005) and 10(CGX001): 42' -1 1/2' Vert. Clearance at member 1(CX005): 18' -7 11/16" Vert. Clearance at member 10(CGX001): 18' -7 11/16" Vert. Clearance at member 11(EPX002): 19' -0" Vert. Clearance at member 12(EGX002): 19' -0" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) 22'-6 1/4" 0.500:1 3 0 5' -0" 0 O N W a O N 10' -0" REVIEWED FOR CODE COMPLIANCE EVE JUN 17 2010 City of Tukw,la BUILDING DIVISION e27/(7, ' 32975 L . , / , c: f C)�CiSI� ( r • ZS ' ^ >Bolt Connection & Plate Schedule Id Qty ASTM Bolt Bolt Plate Rows Rows Tension Washer Dia. Length Thick. Out In Bolt A 4 A325 1/2" 1 1/2" 3/8" 1 1 B 6 A325 1/2" 1 1/2" 1/4" 1 2 RECEIVED NOV 12 2009 I. USE 1/2 X 1 1/2 A325 SNUG TIGHTENED BOLTS FOR PURLIN TO FRAME. GIRT TO FRAME. AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. U. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SADIE SIDE OP THE NEB AS THE HILLSIDE 1(05581. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE YORE PRODUCT OF 'R AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN Of ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER - FORMANCE AEQUI REY.ENTS SPECIFIED BY HP. ODD 15545.001.5500 (455005 IR55. T3SME 9M 1101LR) X ST (SEEM. S 4 Pi"d1C0 S05T MUM= 110 Naar (010045015 uwaaa W5(40 D.P.O'ti IOU DUENWIWWWWqm 1(16044 Q R EIDECCI 1ffi 4111541=MBE LAO!14 00RIDE IS DIOU =EMU Mt II1LPIIT. MD WuM 4100/050 C TM DM �1D 1111p1S0 (0541111 ODff a PNlC4BJYPlA:pipp MI ¢nSS. 1ST (01010' S:IMEAS PURSES A (141106 MMDS.00UT0511! 0TI¢M 0;01f 150IO.G 6011:. VP Buildings 9200 Players Club Circle Slemphis TN 38125 DUI DLS:PStEO FRAM CROSS SECTION AT FRAME LINE(S)pERMIT CENTER AMIIER CHG Building Systems. Inc. ,DS>m Cutting Specialises. Inc. . 0(444 Tukwila. Washington Mar Cutting Specialists. Inc. IIIIDER1 POI 18039 MT vino: 7.11 0 9024 nn 7/2/2009 DWTA/110Lti OX F7' rut 0 Shape Name = Fast -Track Wall 4. Frame 5 FOR CONSTRUCTION Ina Inns.. MINIM r. - -. - - -.'. nn nne. yr, . 41_ a 9, ,Saoe B_ none 4meriu.�ee. El 1R2B4 E2 1R2B3 E 4 .......... ..... _____ 1R2B2 El 1R2B1 P P3(Typ.) P2(Typ.) P1(Typ.) P1(Typ.) P2(Typ.) P3(Typ.) P9(Typ.) 1R1B1 El 1E1132 -- . -- --E 2 ---- 112133 --- -- --- -- - --- -E 3 18184 Secondary Part Schedule Mark El E2 E3 E4 P1 P2 P3 P4 Part 02EE2205417 01EE2205417 01EE2205415 OlEE2205414 34P2507015 40P240B416 41P2508416 32P2407015 1 1' -0" j Dimension Key Thick. 0.0590 0.0590 0.0730 0.0820 0.0730 0.0550 0.0650 0.0730 Depth Lap 8 1/2" 8 1/2" 8 1/2" 8 1/2" 8 1/2" 8 1/2' 8 1/2" 8 1/2' 3' -0" 1' -0" 1' -6" 2' -0" i. UNLESS NOTED, USE 1/2 X 1 1/2 A -325 SNUG TIGHTENED BOLTS FOR PURLIN L4P, PURLIN TO FRAME. FLANGE BRACE TO FRAME. AND FLANGE BRACE TO PURLIN CONNECTIONS. 2. RIND, FLANGE. AND PURLIN BRACING ARE AN INTEGRAL PART OF THE ROOF STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF HAIL AND ROOF SHEETS. REMOVAL OR ALTERATION OF ROOF BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 21' -6" THE VP ENGI SEAL APPLIES ONLY TO THE YORK PRODUCT OF VP AND DESIGN AND PERFO RMANCE AEQVIRE.HSNTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL COES NOT APPLY TO THE PER.rOPMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OA PER- FORMANCE REQU/RSHENTS SPECIFIED BY VP. 22' -6" Shape Name = Past -Track 90' -0" ROOF SECONDARY PLAN 22' -6" nos aim:. mum.: TILL BFBSGGX' ERIIXA. MODS 1ES 17 TUV T IT Tr SMOGS r IS PCDTTBD SMELT FOR L=ECTITC TES HAEC IE63318 B TES TPHEIIRS MUM OIL LTD M VELAKAAAi)IGN1f Ph'[N WR 11/52111 M'P' LIB CLISEAL CLATAVSER 6T5YIE 05215E B CDIILY KETP A'S®E FGR AILDEtIE CD5D DB/UTL IDID LLGXSP M 66IlC MUG B CRITT ILLS DO MOD OTI ITIT S71.1016623 PVSZ <D IL 17 D.uD DAEN LIP MS ENS 11 run= 742f11 IREM OE MS TIE mene.T un ST TI MM VP BuildLngs 300 Players Club Ci cle lkmphis TN 38125 ma m 21'- 0150VAAP FOR CONSTRUCTION ROOF SECONDARY PLAN RILVEE CHG Building Systems. Inc. ' Cutting Specialists. Inc. "' Tukwila, 'Washington NTS 0 Cutting Specialists. Inc, =ER! CF 18C39 REVIEWED FOR CODE COMPLIANCE PP VE JUN 17 2010 City of Tukwila BUILDING DIVISION `Carl >.`•'�• l_,T�Ea - I N> RECEPP 1(ze(o' NV 12 2009 PERMIT CENI �. VP BUILDINGS NRa Puns Tr rum. 711 PACE 1 0fl 9024 lR 7/2/2009 DLIR/Caa, ZX FY n Iwo /nnnn 115 r -. m_, nn nnn. .. n Lriiaa H Exow DAeic. HAD Aaysa. 1a_ ( \part Mark Key 1 GCC072084 2 GFA106 2 3' -5 1/4" 1 4` -0" El Dimension Key Secondary Part Schedule Mark G1 G2 G3 G4 G5 0 ICI Part 00150903017 0150903017 0152411412 0152411414 0152411415 U 0 1W1B0 Thick. 0.0590 0.0590 0.1050 0.0820 0.0730 0 arr G2 Typ.) 51 10' -0" Depth Lap 8 1/2" 8 1/2" 8 1/2" 8 1/2" 8 1/2" I, UNLESS ROTED, USE 1/2 2 1 I/2 A -325 SNUG TIGHTENED BOLTS FOR GIRT LAP. GIRT TO FRAUD. FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT. JAMB AND HEADER CONNECTIONS. 2. MIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED Ia 0 P O T12 VP ENGINEER'S SEAL APPLIES ONLY TO THE SORE PRODUCT OF VP AND DESIGN AND PERFORMANCE REQU IYNIENTS SPECIFIED NY VP. THE VP cE'GINEER•S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHEP. PRODUCT OR COMPONENT FUPLNI SHED BY VP EXCEPT TO ANY DESIGN OR PER - FORMANCE AEQUIREME1MS SPECIFIED SY VP. 1W1B1 G5 G4 53 25' -0" 45' -0" SECONDARY ELEVATION AT 1 Shane Name = Fast - Track. Gall = 1 1» LOAM PMDDID DE OfII'YNCYE MEDI =ISM 1L AMPDIT IF IT WFLOOi C N Pte. O M=L= RR EWE ME 110100 ¢ 0 AU 01010 � 111102ppOSVE�g0E Y0102S lf1VH AID LII=i100N:PDA 11 n111Ifl01'lID05015 fm AIi5N9.IF R 901105. ISO 091002 UM= 15011=NCB IS SNDs H5191101 (1011051E c10 Qum n000100 P 011C110 7101 WOLDO n 115 0 ' I110 1116 RGt1C. Qt'�A7S 5Ti7fIttI A 7Ki cram. mums. Fauns; TrIS COMEI 151 W ITYPe4PP mur a VP Buildings 3200 Players Club Ci tie lei phis TN 301 25 A9 Bra IT 1W1B2 OESCFOLV NTS G2(Typ.) 51 1 -0 (")Rod and Strut Bolts Id Qty Bolt Diam. Bolt Length 1 2 3/4" 2" City of Tukwila BUILDING DIVIginti RECEIVE NOV 12 2009 FOR CONSTRPERMIT CENT MLLE CHG Building SystoEss. inc. Culling Specialists. Inc. "Atzs Tukwila. Washington i'Z'a Cubing Specialists. Inc. Assum m 18039 REVIEWED FOR CODE COMPLIANC APPROVE JUN 1 7 2010 t , 'A rG , i +nSh I ,� ov / 32975,„ /4 , F= u (z (oY SECONDARY ELEVATION AT 1 1r. mPAS: 7.1f 00 9024 D.155 7/2/2009 ZX FY no 12 a.oae of Gsdxw 01GL. Nate Axmn. b_ )Part Mark 1 J1 2 G5 3 J2 4 013 Key 4 2' -6 3/4" 3 3' -5 1/4" 2 4' -0" 1 1' -0" ri Dimension Key Secondary Part Schedule Mark G10 Gil G12 G13 G6 G7 08 G9 J1 J2 Part 0102205414 0102205415 01G2205416 00300409417 00200409417 0202205414 0202205415 0202205417 001J0701417 002J0701417 Thick. 0.0820 0.0730 0.0650 0.0590 0.0590 0.0820 0.0730 0.0590 0.0590 0.0590 21' -6" Depth Lap 8 1/2" 8 1/2" 8 1/2" 8 1/2" 8 1/2" 8 1/2" 8 1/2" 8 1/2" 8 1/2" 8 1/2" 1. UNLESS NOTED. USE 1/2 X 1 1/2 A -325 SNUG TIGHTEN! BOLTS FOR GIRT LAP. GIRT TO FRAME. FLANGE BRACE TO FRAMIE, FLANGE BRACE TO GIRT. JAMB AND HEADER CONNECTIONS. 2. TTTND AND FIAT• E BRACING ARE AN INTEGRAL FART OF THE WALL STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REIIOYAL OR ALTERATION OF HALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 1W2B2 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE VORE PRODUCT OF VP AND DESIGN AND PERFOPPSANCE REQUIREMENTS SPECIFIED ET VP. THE VP ENG INEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT TURN! SHED D•l VP EXCEPT TO ANY DESIGN OP. PER - FORMANCE REQUIREMENTS SPECIFIED BY VP. G12 G11 G10 22' 6" 90' -0" 1W2B3 SECONDARY ELEVATION AT A Shape Name = Fast - Track. Wall = DES RAID(E, ISIBEBI 1%ISFWDV.IN I ASSES. MEM DS mama IF R OUP..'VtcS. Q E HElEAD IDDIT PM MODS OQ SUMS 3UISSA AU C NE! IReIADE P 011518 GEM PD QIYPIE{S14 { : if D "Cl MEDAL N' RIME=S DE SWIRL DIMMER 11!7/!8 MESH IS SMPAA IFS 3SIIE I C IGIMDOIS UL UWflkSgt Y➢[ `WYCU"SPS. m4D m +I iliGs WD DWSRJ TANSIfiS RCM= ID PIMRR CP31.DDE EECNESC. 01 ILEGCT MC DF IEIDIICUB vslaG. G12 Gil 010 22' -6" VP Buildings 3200 Players Club Ci de Ilemplus TN 38123 m mD sY 1W2B4 21'- G9 G8 G7 RECEWWP NOV 12 2000 PqMPIPM SECONDARY ELEVATION AT A c ;; / ' CHG Building Systems. Inc. Cutting Specialists. Inc. D05 Tuhlila• Washington ICY Cutting Specialists. Inc. NTS , PETS IT/ 18039 EVIEWED FO DE COMPLIAN JUN 17 2010 City of Tukwila ILDING Dwici� �� f /?iii;:✓'' 32975, 4 1 �ONp� •'t (l (o( VP BUILDINGS fr. nno: 7.11 LPe C 09 -9024 a � 7/2/ 0 009 g WM= ZR PIA 13 (west MLw of @,'Sage MARE.. SAME Mni¢ E E ✓YPart Mark Key 1 J3 2 GCC072084 3 115 4 814 5 G - -5 6 G£A106 5 2' -6" 4 3' -4 1/2" 3 3' -3 3/4" 2 3' -5 1/4" 1 4' -0" Dimension Key Secondary Part Schedule Mark G1 814 G15 816 G17 G2 G3 H1 H5 J3 J4 Part 00180903017 00480203617 00580300217 00681106017 007G1106017 01G0903017 0182411412 D112000017 DHCO304417 003J0701417 004J1701416 Thick. 0.0590 0.0590 0.0590 0.0590 0.0590 0.0590 0.1050 0.0590 0.0590 0.0590 0.0650 1 Depth Lap 8 1/2" 8 1/2' 8 1/2" B 1/2' 8 1/2" 8 1/2" 8 1/2" 8 1/2" 8 1/2" 8 1/2" 8 1/2" 10' -0" I. UNLESS NOTED, USE 1/2 K 1 1/2 A-325 SNUG TIGHTENED BOLTS FOR GIRT LAP. GIRT TO FRAME. FLANGE BRACE TO FRAME. FLANGE BRACE TO GIRT. JAMB AND HEADER CONNECTIONS. 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL SYSTEM AND SHOULD RE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. f THE VP ENGINEER•S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE P.EGUI REHENTS SPECIFIED BY VP. THE VP ENGINEE.R'S SEAL COES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED SY VP EXCEPT. TO ANY DESIGN OP. PER - FOPMANCE REQUIREMENTS SPECIFIED BY VP. 20'-0" 25' -0" 45' -0" SECONDARY ELEVATION AT 5 Shane Name = Fast - Trace. ITaN = 3 DNS MAN. NCIANY% n6 sEas UnaL CREW ICWSS 1SA P.OPUUY Cr IP =Vat - 6 PRPMED Mar PER FISCTN1 ND NISEC.G s me N WC AFFIRM MOOS SIDEE Ira D A I LOA 6' ,SI N DP FP BI.DEISIS. MCC 110 SUED , NAYITAEISR LAN ND nIETID IS SOIELS' MIME MN ACESITID. FWD WHEY IDWEDENY B ADES 1115 NOMfG B WRL9L9 CS ME i EG 15. IA fi I1NE m j GN11, w.ASC. LSD MVO SiMYD MS PENAWID ID PAVER SPLITS. CIMUCCL DE GCEGCI USS OI IEATSASEI IE CS:. RR } fl BUD 10' -0" VP Buildings 32■0 Players Club Ci etc Ilemphis TN 39132 L'ESndNOS FOR CONST 1 ^) RECEIVE' NOV 12 2009 P MIT CENTS, ANDER OK Building Systems. Inc. , r 5 "ba Cutting Specialists. Inc. . LIE Tukwila. Washington ins '""EAT Cutting Specialists. Inc. 511505 PSI 18039 (_ Rod and Strut Bolts Id Qty Bolt Diam. Bolt Length 1 2 3/4" 2' REVIEWED FOR CODE COMPLIAN�f JUN 1 2010 City of Tukwila BUILDING DIvii SECONDARY ELEVATION AT 5 R.'I LNG 7.11 OS 9024 DVS 7/2/2009 DIAIX/OSCE Ox FT Pitt 14 Fa1FUI .. -. +_ - -I. no n"V , nr I L,. t O. a BM NSC.n :mta , mla. bE ()Part Mark Key 1 J8 2 H5 3 018 4 G19 5 G20 6 J2 7 013 8 2' -1 1/2" 7 3' -4 1/2" 6 2' -0" 5 3' -0" 4 2' -6 3/4" 3 3' -5 1/4" 2 4' -0" 1 1' -0" O Dimension Key Secondary Part Schedule Mark G10 G11 G12 G13 G18 G19 G20 G7 G8 G9 H2 H5 J2 J5 J7 J8 Part 0102205414 0102205415 0102205416 00300409417 008G0208417 0200208417 0100702417 0202205414 0202205415 0202205417 DH1200017 DHCO304417 00250701417 00551701417 00651701417 00750701417 Thick. 0.0820 0.0730 0.0650 0.0590 0.0590 0.0590 0.0590 0.0820 0.0730 0.0590 0.0590 0.0590 0.0590 0.0590 0.0590 0.0590 12' -0" Depth Lap 8 1/2" 8 1/2" 8 1/2" 8 1/2" 8 1/2" 8 1/2" B 1/2" 8 1/2" 8 1/2" 8 1/2" B 1/2" 8 1/2" 8 1/2" 8 1/2" 8 1/2" 8 1/2" 21' -6" I UNLESS NOTED, USE 1/2 R 1 1/2 A -325 SNUG TIGHTENED BOLTS FOR GIRT LAP, GIRT TO FRAME. FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT. JAMB AND HEADER CONNECTIONS. 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHUTS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. THE VP ENG INEER'S SEAL APP LL ES ONLY TO THE FORK PRODUCT OF VP AND DESIGN AND PERFORMANCE AEQU I REMENTS SPECIFIED BY VP. TIC VP ENGINEER'S SEAL DOES ROT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT ON COMPONENT FURNISHED BY VP EXCEPT TO AN DESIGN OR PER- FORMANCE REOUI REMCNTS SPECIFIED ET VP. 22' -6" 90' 0" Shane Name = Fast- Track. Nall = 4 SECONDARY ELEVATION AT D 22' 6" ILLS 00051. QCU M i5u D'FOAVUXOS @}97{.x. MUGS C2 FRONTS IP M MMES. C S PANED SENI.I ICR SPSIIEC TIC =OE C U M E ( � I � SIO /Y IDS 1FPUGBIL Ply OM AND sfi T 1. WT R�tl SAID ITS H'M DPILV a E IGffi5E 100 CSEOUL =ACM AGM N =OE IS Sans I: 0PWSPL 100 /EMT. CLOD 0A1.110 RS:VAMP O I5511C iltI1 ENID=C D N CeTIPYHICS TM T U �SPNGL96 TP IRIDC IPAGPG. 1FP nuns G I OS I MDP l" TO R FF7%11O7. rinuvRFE al TIS CDlEST?D1S7 OS; OF =WM VP Duild'oas 3200 Players Club Ci cle lerph:s TN 88175 RR 1304304 05CPITA0 G9 08 G7 21' 6" RECEIVE NOV 12 2009 Fo Kalig i gENTEF NILES CRC Building Systems. Inc. 1 ' 4 °' Cutting Specialists. inc. ' D=OS Tukwila. Washington NTS 'ILO" Cutting Specialists. inc. "m 18039 I E ODE COMPLIA JUN 17 2010 City of Tukwila UQLDJNG DIVIIS ? =3 z 2 975 ` =: ' � ° 3 I (of SECONDARY ELEVATION AT D >r meas. 7.11 P�� - fVIED 09 90 24 � a 7/2/2009 CAINVIEi'R DX FY PAU I S F1161.2 q_ vnn d,him et Duels. DdIei>e, Barth A Jim. l-_ CE Covering Schedule Id Qty Length Type Gage OP Fin. Color Direction #10 30 21' -7 3/8" PR 2.6 1 G TD Left to Right #11 30 3' -4" PR 26 3 0 TD Left to Right #12 30 21 -7 3/8" PR 26 1 G TD Right to Left Oper. Code:1 =SQ,SQ Oper. Code:3 =SQ,SQ Finish:G= Galvalume Color:TD= Standard Color ( )1 ) 0 Ice Damming Conditions Exist - (Field Repair Fastener) (1 bags) #55308 #17 14x1" S.S. Roof Fastener O Dimension Key 1. PRE - DRILLING .1/8 DIAMETER HOLES FOR ROOF' STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE PURLINS. NESTED PURLINS. PUR1UN LAP LOCATIONS. AND /OR SECONDARY STRUCTURAL BEAUS 2. ROOF SHEETS ARE AN INTEGRAL PART OF THE STRUCT RAL SYSTEM. REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROICB!TED. 3. PANELS SHOWN WITH A LENGTH LESS THAN 1 -0. 5-0 FOR SSR. MAY HAVE TO BE FIELD CUT. 4. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. Trim Schedule Id Parts Color Details Ti RRCOB,SPCOB Tahoe Blue RC38C4 THE V? ENGINEER•S SEAL APPLIES ONLY TO THE BORE PRODUCT OF VP AND DESIGN ACID PERPOPHA.NCE REQUIREMENTS SPECIFI ED BY VP. THE VP EI:GINEER•S SEAL DOES NOT APPLE TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OP. COMPONENT FURNISHED BY VP E..CEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY V?. 90' -0" ROOF COVERING PLAN Shane Name = Fast -Track SEC WANES. IUSUVEE WE 510555 'FIFYW WILTS BE 105010' Ce rP mums. TB 05155 MOT @I RAHSS TEE BMW 06515555 EY 7110 APPIEAOL MOUSE WEER 00 ,1' T0 P � 05515,10 R 09LRt'0$ 115510105.110055101 A60/IS LHESIB H 150.0 05555115551515001155101115 RMW11E0' CI EB[IQE SEC B5DH10 WOE= FM DM £5 D AB5011 �' ' 'ads ' . NE C01OSA'' 5005 515 015501 WILMS 70 WON MOVE VP Buildings 3200 Players Club Circle temples TV 38123 Per n Accessory Schedule Qty Part 2 3 -0 x 7 -0 Door. - Advantage 2 3070 Pre- Assembled Door Trim Kit PERMIT CEN t FOR CONSTRUCTION CHG Bu ding Systems. Inc ' Cutting Specialists. Inc. . 51105 Tukwila. Washington NTS 00m Cutting Specialists. Inc. 511101 PH )0039 Detail F,01 1131 REVIEVVtio rOR CODE COMPLIANCE AP WE JUN 1 7 2010 Cary of Tukwila BUILDING DIVISION rt n1 , "s'\1 REC � �? 3�97� NOV 12 2009 fro r $ 7 ROOF COVERING PLAN VP BUILDINGS 1r nssssc 7.11 08-9024 RAn /2/2009 HAFE/OD:CI ZX FY PFCE 16 511100 r.__• ._., nn nnn. unr . I nala A It case ASISa Bath isms. Covering Schedule Id f#2 #1 Qty Type 8 PR 8 PR Start 20` -6 20' -6 Oper. Code:1 =SQ,SQ Finish:K =KXL Color:TB =Tahoe Blue 0 0 N Length 3/4" 3/4" N Gage 26 26 OP 1 1. Fin. K K Color TB TB 1. PRE - DRILLING 1/8 DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS MAT BE REQUIRED AT 11 GAGE-GIRDS, NESTED GIRTS. GIRT LAP LOCATIONS. AND/OR SECONDARY STRUCTURAL BEAMS 2. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL OYSTER. REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 3. PANELS SHONE WITH A LENGTH LESS THAN 1 -0, 5 -0 FOR 53R. MAY HAVE TO BE FIELD CUT. 4. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. Increment 1 1/2" 1 1/2" T3 -22' 1/4 — — — — 0 (8) #1 Direction Left to Right From Peak Right to Left From Peak N THE VF ENGINEER'S SEAL APPLIES ONLY TO THE YORE PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER ' 5 SEAL COED !ST APPLY TO THE PERFORMANCE OR DESIST) OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP ESCEPT TO A110 DESIGN OR PER - FORMANCE REQUIREMENTS SPECIFIED BY VP. 0 N — — — — -- T3 - 22' -6 1/4 T1 45' -0" a O N COVERING ELEVATION AT 1 Shape Name = Fast - Tract;. Wall = 1 Trim Schedule Id Parts Tl (2.3)BA1,(5)3T10 T2 CT20 T3 (3)RCHE15,RCHB10,(3)RKF16 T O N - - DIG ORL. 16CIW0iI IHSIVM4I11151 ROES RESIN N3 ?NNREY Gr R OWP1TO5. a u PI6A1ea saar Av6 ROTTED TDI6 B'.%u1= RTINITTI IN IR I THEWS D rm WSram e 14147)11 tl1rtl110ATA irr BI.DI'em 11a 5143 0011666715 05E7161:016 R 11152 155101155 ILO SlaSm mow= /10543105 UMW P16 8.1100 1:6 comma EU TE0 NL APHICA01 7ERN 00165 OD DAM DaRRIES 40143/54 IV 5111 L5510. MO= 116 COElC1 06 Or 1116111A1 SRUIDO. (8) #2 VP OIlEd rtes 320D Players Club Ci de leepbis TN 33125 Sr m 0 0 N DESCr1PITU Color Tahoe Blue Match Wall Tahoe Blue Details E1452A1,RCOOA1,WCO1A3,WC04A1 Color F1C20A1 RC3OB1 N RECEIVED NOV 12 2009 FOR C Wift CENTEF CHG Building Systems. Inc. ET°n' Cutting Specialists. inc. SA1AN Tukwila. Washington NTS Tar"' Culling Specialists. Inc. 471551 rob 1 REVIEWED FOR CODE COMPLIANCE P nVE JUN 17 2010 City of Tukwila BUILDING DIVISinm `� S :'A VT rum.: 7.11 COVERING ELEVATION AT 1 Joe 4 O9 -9024 DED 7'2/2DUS WII1/".IDT3 2X FY P6r1 17 MOM c__. t-_... nn non. un. Atd a1 S" " B. 0v INCA'1=1=.lee Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Direction #3 30 PR 20' -0" 25 1 K TB Left to Right Oper. Code:1 =SQ,SQ Finish:K =KXL Co1or:TB =Tahoe Blue 0 0 DI 1. PRE DRILLING 1/8 DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE GIRTS. NESTED GIRTS. GIRT LAP LOCATIONS. AND /OR SECONDARY STRUCTURAL REAMS 2. HALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 3. PANELS SHOWN WITH A LENGTH LESS THAN 1-0,5-9 FOR SSR. MAY HAVE TO BE FIELD CUT. 4. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORF. PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES WT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OA COMPONENT FURNISHED BY VP FXCEPT TO ANY DESIGN OA PER- FORMANCE R3QUI REM:NTS SPECIFIED BY VP. T4 (30) #3 T1 90' 0" COVERING ELEVATION AT A Shane Name = Fas•- Track. hall = 2 Id Parts Ti (4.5)BA1,(9)BT10 T2 DE1,DN1,(2)DS10,(4)DST1 T3 CT20 T4 ( 4) EG201, EG121 ,(9)GRA10,(9)PCA10A,(31)STR2 T5 BSI,GGC1,MCC1,PRF1 NOS room. =Croon ne 0)5301OQY mmxa+. =IDS TIE morrow or IP SUED P111. R IS MOM NMI PSI HEMS ISE ORM: =MS M D 4^ APO EEWH MHOS ISSP Or$3 x #1111011 tlIE PISA 5 PSI TP BWEE . SIC x)301. WVIO1150010(08 E CCISR IS MILLI RSSMMSFAS IM (0305IL E00D WIE1T (51131 NSCP M =CMS LID ECM 6 COEFW4U1T1 Qa MFS EOTNe' M 57 't° . 1mmE. a n arum STROIME 71IGIA'M110 MOM DECBIM. OCU04IIG IFS CODI:T LOS or RO MA& NUM VP Buildings 3200 Players Club Circle Itemphis TN 30120 PEP A:R 0r oesce T1n NTS Color Tahoe Blue Match Wall Match Wall Tahoe Blue Tahoe Blue RECEIVEr NOV 12 2009 pEcianiTQWE Details EN52A1,RC00A1,WCO1A3,WCO4A1 Color RC38F1 Color WC20A1 RCO3B1 ,RCO4B2,RC32B1,RC39A3,RC61B RC38P_1 712500 CHG Building Systems, inc. AS{D9 Cutting Specialists, Inc .ICIER Tukwila..11ashington * ' T ` P Culling Specialists. Inc. #IODIJCS MV 18035 T5 REVIEWED FOR CODE COMPLIANC IMP ROVED JUN 1 7 2010 City of Tukwila BUILDING Divlqin oy COVERING ELEVATION AT A Yr 15505. 7.11 09-9024 was 7/2/2009 TX P111 l8 , Ia M nn n W7 r._ _r ,... no no rrn, O.uoo A RLdsm PLOiiio, A rrt0111o01. he Covering Schedule Id #4 #5 #6 #7 Qty 3 5 3 5 Type PR PR PR PR Oper. Code:1 =SQ,SQ Finish: K =KXL Color:TB =Tahoe Blue Start Length 5 : -6 1/4" 20' -2 1/4" 6' -6 1/4" 20' -2 1/4" O 0 N P 0 '-R Gage OP Fin. Color Increment 26 1 K TB 1 1/2" 26 1 K TB 1 1/2" 26 1 K TB 1 1/2" 26 1 K TB 1 1/2" 01 CA T3 -3' -3 3/4' T2 3/4" F 3'-4 1/2" I T9 T7-22'-6 1/9 -_ —_. --------- 0 T3 -5' -9 3/4" 5' 9 3/4" Direction Left to Right Left to Right Right to Left Right to Left From From From From ri a Peak Peak Peak Peak M (3) #6 T5 20' -0" 45' -0" COVERING ELEVATION AT 5 Shape Name = Fast- Traci, ball = 3 (3) #4 Trim Schedule Id Parts Ti DF10,JTO7 T2 DF05,HTS05 T3 (1.1)BA1,(3)BT1C T4 DF14,JT14 T5 DF12,DF10,HTS12,HTS10 T6 CT20 T7 (3)RCHB15,RCHB10,(3)RKF16 TB BS1,GGC1,MCC1,PRF1 T9 RRCOB,SPCOB T7 -22' -6 1/4" 0 N P 0 N Color Tahoe Blue Tahoe Blue Tahoe Blue Tahoe Blue Tahoe Blue Match Wall Tahoe Blue Tahoe Blue Tahoe Blue a rl a (5) #5 3- 12' -6" Details WC24A1 WC24A2 EN52A1,RCOOA1,WCO1A3,WC04A1 WC24A1 WC24A2 Color SOC20A1 RC30B1 RC38A1 RC38C4 T8 1 Dme:m .-- 4.--_'. "" teen FOR CONSTR CENTS REVIEWED FOR~ CODE COMPLIANCE JUN 172010 City of Tukwila BUILDING nil/1 m 12' -6' \ ' 1•°:; P �� 32975 :1+ RECEIVE NOV 12 2009 ` � �z o(0 1. PRE- DRIIUUNG /8 DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS MAY BE REQUIRED Al :! GAGE WIS. LUTE') GBTS. GIRT LAP LOCATIONS. AND /OR SECONDARY STRUCTURAL BEAMS 2. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 3. PANELS SHOWN WITH A LENGTH LESS THAN 1 -0.5 -0 FOR SSE. MAY HAVE TO BE FIELD CUT. 4. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. TI- VP ENGINEER'S SEAL APPLIES ONLY tO TEE S'ORR: ?F.ODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPELT PI ED HY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OIleR PRODUCT OR COMPONEBPT 100.01 SIRED BY VF EXCEPT TO ANY DESIGN OR PEP: FOPRANCE REQUIREMENTS SPECIFIED EY VP. OS =CM 41410401 MORM= WM. SI MS TS =TEM Q 4P CRMOOGS RS WO= SEMI RR MO= M Bonet =Mb 0.00 0010657E Mina OW DID miD,ERMNIW iW" P41 u0mlaon4,50005 IES GUM 00004118 01V44 0000.0 S SMELT 0100441E WI IIWA!R WOE UM 14000044. I � II R 10001 I 41 q1 im anent p 0 eTt me00 51LM4,KIJII IMAIDI OLDS. Mm:. 47 MS= MAW =AMC 1O 44000 1}04414}'. DOOM DE 04400.7 U5I W 0331041 MONO VP Buildings 3240 Players Club CI ele Memphis TO 36323 RLr rat m r¢$cPBS� COVERING ELEVATION AT 5 CHG Building Systems. inc. 3103 Cutting Specialists: Inc J04am Tukwila. Washington NTS '' Cutting Specialists. Inc, Imam S F4 18039 Frt sc0.0I. 7.1f 09- 9024 1V.�S 7/2/2009 DLUMMILSCE Zx 0.10.0 l9 . Inae" ci rbleI77.4 444510, AaW I o. es #8 ,1 F 3 -3' -0" (4) #9 T2 E-1 T3 T5 91 (25) #8 T3 -69' -7 1/2" 91 COI R c -2' -0" a. F H-,- 12' 0" I p p © Q 69' -7 1/2" , Bp g� Covering Schedule Id Qty Type #8 26 PR #9 4 PR Oper. Code:1 =SQ,SQ Finish:K =KXL Color:TB =Tahoe Blue 3 3' -4 1/2" 2 2' -0" 1 3' -0" Dimension Key Start Length Gage 20' -0" 26 5' -11 1/2' 26 0 0 CS T TO OP Fin. K K Color TB TB 1. PRE- DRILLING 1/8 DIAMETER HOLES FOR HALL STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE GIRTS. NESTED MTS. GIRT LAP LOCATIONS, AND /OR SECONDARY STRUCTURAL BEAMS 2. HALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL OYSTER, REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 3. PANELS SHOWN WITH A LENGTH LESS THAN 1 -0. 5 -0 FOR SSD, HAY HAVE TO BE FIELD CUT. 4. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. Direction Left to Right Left to Right THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORE PRODUCT OF V? ADD DESIGN AND PERORMANCE REQUIREMENTS SPECIFIED BY VP. TILE VP ENGINEER'S SEAL DOES HOT APPLY TO THE PERFORMANCE OP. DESIGN OF ANY OTIMR PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ALIT DESIGN OR PER- FORMANCE REQUIRD:EHTS SPECIFIED BY VP. T7 Trim Schedule Id Ti T2 T3 90' 0" COVERING ELEVATION AT D Shape Name = Fast - Track. fall = 4 Parts DF14,JT14 DF12,HTS12 (3.7)BA1,(8)BT10 DF10,JTO7 DF05,HTS05 DE1,DN1,(2)DS10,(4)DST1 (4) EG201 , EG121 , (9) GRA10 , (9) PCA10A , BSI,GGC1,MCCI,PRF1 ri9S DAUM ROM lDX LOOKBPS SD36f. ROANS 151 E11T' OP 17 DIA51115. r IS WEEP LOW PM 16.1116 18 =GOP 1110511 011 IPPNORS PQMIHE 061E LO I IYS Td liaTl' nDA eED E-iur rat 116 LRnUL MMILITA WVXH [PRIOR IS 111751 10015015015115012115011171 P0SXEGGT 6 PPTLRIIE11111y111k01711D SEIRNAfa 111E Wr, ILL UWi1101 ZULU= LPD N 00B DE L WD 1 10 0fi TOR DST K? MINI. BOMB Cr 1109071E OUZO. VP Buildings 3200 Players Club Circle Memphis TN 38125 PEI DEE IT (31) STR2 Color Tahoe Tahoe Tahoe Tahoe Tahoe Match Tahoe Tahoe Blue Blue Blue Blue Blue Wall Color Blue Blue RECE1VF r Nov 12 2009 PERMIT GEN + �' TOR CONSTRUCTION Aa>Fa CHG Building Systems. Inc. ;m1val Cutting Specialists, Inc. 46 Tukwila, Hashington Cutting Specialists. Inc NTS 18039 Details WC24A1 WC24A2 EN52A1,RCO0A1,T4C01A3,WCO4A1 WC24A1 WC24A2 RC38F1 RCO381 ,RCO4B2,RC32B1,RC39A3,RC61B RC38A1 TB E VIEWED FOR ) E COMPLIANC A PP VED JUN 172010 ity of Tukwila DING DIVIRIrj :aA n + �J l ti,�� L C ;d YP nom 7.11 COVERING ELEVATION AT D 09 -902 4 au 7/2/3009 OFIIN/IIW' ZX rue 20 MOOT: , ., r_ -.,. nn V V . ""n d(m u If hOc,, a.M:.. 505 Iswa. te.A. SELF DRILLING FASTENER OR BOLT AT CENTERLINE OF PURLIN OR HIGHER. FIELD DRILL HOLES. PUR LIN 1/2" OR LESS SPACE SUSPENDED LOADS FNICAIVA A 08/11/2006 ROD HANGER OR UNISTRUT AS NEEDED. ANGLE CLIP, BOLTS, UNISTRUTS, ROD HANGER AND CLAMPS BY BUILDER. FIRE SPRINKLER HANGER SYSTEM MUST BE CAPABLE OF RESISTING 250 LBS. PLUS WEIGHT OF WATER FILLED PIPE PER CODE OTHER SUSPENDED LOADS EXCEEDING 100 LBS, MUST BE SUSPENDED SIMILAR TO THIS DETAIL DO NOT CLAMP TO BOTTOM FLANGES. CONTRACTOR'S NOTE: ANY LOADS OVER 400 LBS. APPUED TO MANUFACTURER'S MEMBERS SUCH AS IiVAC, LIGHTING, DUCTING, PIPE SUPPORTS ETC- MUST BE LATERALLY BRACED TO THE MAIN BUILDING'S LATERAL LOAD RESISTING ELEMENTS (PURLIN BRACING STRUTS OR PRIMARY FRAMES) AS REQUIRED BY CODE FOR SEISMIC LOADS. BRACING MUST BE PROVIDED AND INSTALLED BY CONTRACTOR AND MUST RESIST LATERAL LOADS EQUAL TO THE WEIGHT OF THE SUSPENDED UNIT OR AS REQUIRED BY CODE, WHICHEVER IS LESS. FROM PURLINS - 100 LB. LOADS OR GREATER EN10A1 1300500117 R 11/10/2001 II 1/2' POPLINS REQUIRE 3 SOLIS Al EACH END Or PURLIN LAP CUP REO'D WITH THICK FLANGES VASES g FRANC L'ARES of BRO6BD CONTINUOUS PURUN LAP SNOW. OONOINOU5 GIRT AND SIMPLE FL/OLIN AND GIRT SIMIWt. ROOF SECONDARY H'J'ABER FLANGE BRACE (FRS OR (DEB -)• FLANGE BRACE MAY REQUIRE FIELD COPING AT FRAME WEB FLANGE BRACE REQUIREMENTS: RULE#1— ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. RULEff2— SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON CROSS SECTION IS NOT ACCOMPANIED BY (2). RULE{/3— FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB WHEN PART MARK IS ACCOMPANIED BY (2). RULE #4 — WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE CENTER OF THE BUILDING. RULE15— WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME SIDE OF THE FRAME WEB. TYPICAL FLANGE BRACE CONNECTIONS 3/16" 2" MIN. E0100.022 R 08/11/2021 MANUFACTURER'S FRAMES OR SUPPORT BEAMS CONTRACTOR'S NOTE: FIELD DRILL OR FIELD WELD SUSPENSION ANGLES OR PLATES. ALLOWABLE LOAD = 1 NIP PER PAIR OF BOLTS = 1.4 KIPS PER INCH OF WELD WITHOUT INSPECTION = 2.8 KIPS PER INCH OF WELD WITH INSPECTION ADD PAWS OF BOLTS OR INCHES OF WELD TO RESIST DESIRED CONCENTRATED LOAD. LOADS LESS THAN 500 LBS MAY BE SUSPENDED USING CLAMPS. (1 1/2" FROM EDGE OF FLANGE). CONCENTRATED LOADS SHALL NOT EXCEED USER DEFINED COLLATERAL LOADING INDICATED ON THE PURCHASE ORDER AND IN MFG'S. CALCULATIONS. SUSPENDED LOADS FROM STRUCTURAL BEAMS 3" MAX, GAGE (MIN. 1/2" A307 BOLTS ® 4' MIN. PITCH) CUPS, PLATES OR BOLTS ARE BY BUILDER EN10A2 C IBI0D5V1 06/07/2006 SUB GIRT SUB STANDARD GIRT . — CORNER POST STANDARD CART STANDARD C1R SUB JAMB LOCATION PER DESIGN SUB .NUB (111X18) CORNER ZONE BRACING WALL PLAN VIEW (JAMB SUPPORT) WALL PANEL MUST BE FASTENED TO SUB GRID WIT11 STRUCTURAL FASTENERS AT STANDARD LOCATIONS (WALL PANEL DOES NOT ATTACH TO SUB .IAMB) L- L—. M, SUB JAIAB 1 I/4' LOCATION SECTION 'A' —O,IP CP31) W/ (41 ` /2' 1320 BOLTS ( 480 80 ) TYPICAL / —(2) PC1 ( 4 50 84 ) I/2" A325 BOLTS OUP (PG1) �W/ (4) 1/7' A.325 BOLTS (49080) TYPICAL I /2' OLOMETER CONCRETE ANCHORS (N) BR1OD5 4 1/2" I 3" 1 4 1/2' IN20A105 R 08/31/06 MAY BE STRAIGHT OR TAPERED MEMBER FLAT SHIM AS REQUIRED BETWEEN BOLTS 1' -0" SH !M SH DV. 21 1 STANDARD SHIM PROCEDURE TYPICAL AT ANY BOLTED CONNECTION c-FINGER SHIM AS REQUIRED TYPICAL BOLTING PLATES, FACADE OR CANOPY CONNECTIONS NOTE: FIELD CUT SHIMS TO DESIRED DIMENSIONS TO ACHIEVE DESIRED RESULTS SHIMS ARE MADE FROM .059" MATERIAL. EN20A1 �s ^n ti14 1- • .5 1 �. r.-.,i t•.7 , WALL BRACE ROD 3 -PLATE OR GAGE DRO2A,VO R 11/15/2001 ROD BRACING AT COL. BASE HILLSIDE WASHER FLAT WASHER HEX NUT BRO2A1 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE VOAK PPODUCT OF VP AND DE5IGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. VP ENGINEER'S SEAL DOES NOT APPLY TO TIDE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER . - F0PY"WCE REQUIREMENTS SPECIFIED BY VP. 116510052/C. L5COA'+G2 D8 INFO! Wt°v ICi 0 ROLLIE 5E ROPPAT IS R WiDDCIC= R G HORDE soar {PR EWER 162 MUM p ESE= DI I/O MEW MUSE OM LED TAT O: P4 (0 t5I. rsR VERNAL Cr t7 Rama RE GIMBELESIDOIC1Ri WIRE VELEM1 r5 6/20 1g1 CT 0p7 M y SS (IlLG 13 p �CN.TTOXIER0 0 0 1181 NILHSU ffp GO.t71LLY`�11.. I[G IT/C. NOD BRSDR SEED 00 MAIM: N PUSS 0000M 08055: DE =ELT Ill Of WORM ENDPOST VP Build rigs 3200 Players Club Ci He .Iempbis TN 30125 2118 mSERSTE1 PURLIN FOR CONSTRUCTION --1/2' x 1 1/2 A325 BOLTS (4 9080) WITH HARDENED WASHER EACH SIDE (TYP AT PURLIN END OF BRACE) FLANGE BRACE (FB— OR SFB —) RAKE BEAM ENDPOST TOP BETWEEN PURLINS NO CAP CHANNEL - BRACED TO PURLINS ONLY SIMS 6/23/2008 • • ®® wf;' NOV 12 2009 PERMIT CENTt BUILDING SED'S ;J0 CRC Building Systems, inc. = VSD 1 . 4 Cutting Specialists lSC. . 01/03 Tukwila. Washington NTS r Cutting Specialists. inc. 511006200 18039 NOTE: ALL BOLTS TO BE 1/2' X 1 1/2' A325 BOLTS (49060) (U.N.O.) BR25C9 REVIEWED FO CODE COMPLIAN J 17 220 O Ci of Tukw BUILDING nn /m in YF BUIILN'GS 0410 FMK /'11x110. 7.1f t., 09 -9024 7 /2/2009 OPAT1/CNDII Za FY P1" 21 /no l,nnet rUL'OIL m_ _, ,.___ 5. nn 11,.11, ,, n, u.ecc a O Ssx 61/01-x, Partb 1¢ofc. A ' f FULL PEN WELD SPLICE / HILLSIDE NASMEJ( PLAT WASHER. FED HEM NW RED ETCH END ROD LENGTH (AS SHORN ON ERECTON MARINO RC RJ RODS ROD PADS (1) END ENMDA,VD R D5 /15 / DOOR RODS 'MAT REG. SHOP SP•JCE ARE TO BE SPLICED 01 USING ONE Or 01) WIMPS SY.OWN. "SHOP SPLICE DETAILS" H419UE WASHER, MT WASHER Fe HEAD. Oil REO'D. E ACH END AT SHOWN ON ERE011014 DRAWINGS) RA ROD THREAD BOTH ENDS WITHOUT TURNBUCKLE ROD LENGTH ROD PAO ROD BRACE ASSEMBLY DRAWING COUPLING NIT IH HH rlaNEU5 1 1JIiLd➢RII! COUPLING NUT SPLICE ROD IURmatxxiE PAD E1 s ROD LENGTH (AS SHOWN ON ERECTION DRAW GS) RD RK ROD ROD PAD BOTH ENDS EN30A1 5 0 ° UP EW3A1V1 DD /0I /2001 2 1/2" 8 1 /2 GIRLS 2 1/2 PURUNS 2 1/2" 2 1/2" EN53A1 F = FEET G = GAGE 1 = INCHES 0 = OPERATION E = EIGHTHS C = FIN /COLOR PANEL /COVERING O 1 3 1 1 7 2 6 1 K T D .R F F I I E G G O C C C LENGTH CODE INSULATION 1 E 1 3 0 1 0 3 6 0 3 0 1 / V ;a N F F F I I I I I I E C C LENGTH WIDTH THK CODE SECONDARY (STANDARD) O 1 G 19 1 1 4 1 7 • x F F I I E G G LENGTH CODE SECONDARY (SPECIAL) O 0 1 G L 9 1 1 4 1 7 x x o *: F F] I E G G LENGTH CODE ROD BRACING O 3 R A 2 5 1 0 I E M N F F 1 I DIA LENGTH CXxa<x = COLUMN (PLATE) CGXrxR = COLUMN (GAGE) WCXI'xx = COLUMN (- 1UTRGLL) RBXxrx = BGXX > .5 _ WRXonx = TRXxrx = ICX■:c1( PCXXNX TCXXA'X RAFTER (PLATE) RAFTER (GAGE) RAFTER (NOTROLL) TRUSS RAFTER INFERIOR COLUMN = PIPE COLUMN = TUBE COLUMN EPXUA_N = ENDPOST (PLATE) EGXw►X = ENDPOST (GAGE) CBXWPA = CANOPY (PLATE) OCCBXxxN = CANOPY (GAGE) CBXxxx = PIGGYBACK CANOPY MARK NUMBER KEY COMMON GENERATED MARK NUMBERS QYQAIVS R 11/01/2005 EN50A1 1. STANDARD ERECTION DETAILS (SED) SUPERSEDE SIMILAR DETAILS FOUND IN THE ERECTION GUIDES. REFER TO THE ERECTION GUIDES FOR OTHER DETAILS, INSTALLATION PROCEDURES AND ACCESSORIES NOT DESCRIBED IN THE SED'S. 2. ALL PANEL AND TRIM SURFACES MUST BE FREE OF DIRT AND OIL AT MASTIC AND SEALANT LOCATIONS. NOTES RW0AIVI 4/10/Z001 RCOOA1 LAP I' -0' I' -6' 2' -0' 3' -0' 4' -0' TT 6' END BAY 20 21 22 24 26 D1= SIMPLE INTERIOR D2= SIMPLE I' END BAY .0_3= SIMPLE 6' END BAY D4 =END HOLE ONLY .1I =]NSET NOTCH Dfi =NO HOLES END BAY 30 31 32 34 36 TT INTERIOR BAY 40 41 42 44 46 SECONDARY PUNCH PATTERNS COMMON GENERATED MARK NUMBERS (115101V2 R OS/15/200S GAGE EIGHTHS INCHES LENGTH FEET _R1B3 (rn:1Iir-leters) CATEGORY PUNCH PATTERN ROOF/WALL NUMBER BUILDING SHAPE THE BAY /BUNDLE CODE IDENTIFIES THE BUILDING ROOF /WALL PLANE AND BAY MEMBER DEPTHS 6 L /2', 8 1/2' 6 1 /2', 8 1/2' 6 1/2', 8 1/2', 6 1/2', 8 1/2', 6 1/2', 8 L/2', BAY NUMBER 11 L /2' L1 1/2' II 1/2' EN51A1 3/16" x 1/4" TAPE MASTIC CONT. (80390) BEAO ANTI- CAPILLARY PURUN BEARING EDGE 12 -14 X 1 1/4" ROOF STRUCT FSNR PANEL RIB ROOF PANEL SIDELAP R::O0B1V1 R 05/21/2005 SEE SEE RC04B1 RC04 B3 SEE CO4B2 1/4 -14 x 7/B" ROOF STITCH FSNR FOR STD PATTERN FOR UL90 PATTERN FOR ICE DAMMING PATTERN RCO381 PR WALL PANEL MARK, NO.t W F F I I E G G 0 C C C LENGTH CODE PR ROOF PANEL NARK R F F I I E G G O C C C LENGTH CODE PR 9100E PAND_ MAR< NO: P F F I I E C G O C C C LENGTH :ODE 36' MVERAGE r ' FEET = INCHES E = EIGHTHS G = GAGE 0 = OPERATILIN C = FIN /COLOR I— SMOOTH 3/16" I r EXTERIOR I I J SURFACE — f 2 31/32" I - TYP. PANEL RIB ROOF AND WALL PANEL (PR) RPR WALL PANEL MARK NO.. R R F F I: E C 0 0 0 C C LENGTH CODE 36' GGVERAGE BEARING EDGE J (11)20100 R 05/)1 /2005 ]. 31 /32 "_,..1 TYP, RPR NALL PANEL SMOOTH EXTERIOR I 3/IS' SURFACE EN52A1 PR ROOF & PR /RPR WALL PANELS — REVIEW EL) F CODE COMPL PP L fVE F r? JUN 17 2e10 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE YORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUI RDIENTS SPECIFIED BY VP. THE VP ENGINEER '5 SEAL DOES NOT APPLY TO THE PERFOIVSANCE OP DESIGN OF ANY OTHER PRODUCT. OR COMPON'E'NT FURNI SHED BY VP EECEPT TO ANY DE5IGN OR PER - FORMANCE REQUIREMENTS SPECIFIED BY VP. DOS' DRAW:. DRUM E IPS LOVA . WSRi, ODDS PLC 000051 W tt R94RG5. fi GROPED 35.00 RR DIM) 112 DOLES F: c0 E:'I ME Wa PLUMS AlO EG E W EE7 5t3R WFPOS5O0.16PK0110m 01 D USI ICE WflWAL W YP SLUGS 954 L917LM THE DEBBILL 0011001W UND1 OUTTEO SNO2 05PD1RBE 000 01IL%IL CEOD DALOT 001100IT PI G TEISBEIBIBCO COSFOREPACIITMIED MTEMVM 5 BID DS= I TOS N E POW= ID N WOW 1rFi.6. etalar. nE MOW SO VP Boild'Dgs 3200 Players Club Ci cle Memphis TX 38125 NT DAT RI 1ETOaTDS \ C `3 '_,�� �) +• }., �_ .3 - 31 2 ' ! RECEIVE' j NOV 12 2009 P ERMIT CENTEF FOR CONSTR BUILDING SED'S "°`cR CRC Building Systems, inc. """'. Cutting Specialists. no 24110 Tukwila. )Washington .. ga w Cutting Specialists. Inc. MUWS1W 18039 )R NCE City of Tukwila BUILDING nil/min'' 1r. RIa. 7.11 (0? +W I 09 -9024 7/2/2009 DAA25/LR20: ZX FY PAGE 22 n Ono 2DG11Rl c__, r -__,. nn ne,n . amrvv M Dnd:sve Dom, RA71.S 1=rl4, IDo 1 /4 -14 x 7/5" ROOF STITCH FSNR 2 PER INT RIB AND A PER SIDELAP RIB 12 -14 x 1 1/4" ROOF STRUCT FSNR 3 PER FOOT 1/4 -14 x 7/B" ROOF STITCH FSNR 1 PER PURLIN AND 2 PER SPACING 12 -14 x 1 1/4" ROOF STRUCT FSNR 2 PER FOOT 1/4 -14 x 7/8" ROOF STITCH FSNR 8" O.C. FOR FIRST 10' -0' UPSLOPE AT SIDELAP 12 -14 x 1 1/4" ROOF STRUCT FSNR 3 PER FOOT FASTENER PATTERNS U.L. 90 RATED; ICE DAMMING RO04D4V3 R 02/26 /2001 PANEL RIB FILLER (PRF1) FASTEN IN PLACE W/ 4 POP RIVETS PLASTIC CORNER CAP (PCC1) OR METAL CORNER CAP (MCC1) CUT AWAY SHADED AREA NOTCH DETAIL A -A EAVE GUTTER CORNER ASSEMBLY ALL SYSTEMS 4� RO 4AIV4 R 11/10/2004 PANEL SIDELAP RARE FASCIA (RKF -) 1'-0" ENDLAP & RIDGE CAP INTERMEDIATE PURLIN BUILDING EAVE RCO4B4 BIRD STOP (551) FASTEN IN PLACE W/ 4 POP RIVETS GUTTER CLOSURE ( FASTEN IN PLACE W/ 10 POP RIVETS SEAL INSIDE PERIMETER OF CLOSURE W/ BRONZE TUBE SEALANT (8a5O7) EAVE GUTTER (EC -) RC38A1 FACE OF RAKE FASCIA WALL PANEL BOTTOM OF ROOF SHEET 1/4 - 14 x 7/6" WALL STITCH FSNR W I' -0" 0 C. OUTSIDE CLOSURE PANEL RIB (80140) VEE RIB (80362) RPR (80130) PANEL RIB ROOF RAKE TRIM ALL PURLINS AT PR, VR OR RPR WALL THRU 2 :12 RC3O01VI1 R CIS/St /:CDS RAKE FASCIA (RKF -) - RAKE FASCIA TO LAP UNDER PEAK CAP MIN 3 "• RAKE FASCIA METAL PEAK CAP ATTACHMENT (P -RIB ROOF) RCROC , IVS R D2/SN/2006 ATTACH (SPC -) TO (RKF -) W/ 6 POP RIVETS METAL PEAK CAP (SPC -) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE 0001. PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP F010INEER'S SEAL DOES EDT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR °ONPONE T FURNISHED BY VP FY.CEPT TO ANY DESIGN OR PER - FORMANCE REQUIREMENTS SPECIFIED BY VP. 2 -14 X 1 1/4" ROOF B 1/4- / STRUCT FSNR ® 1' - 0" O.C. / / CONT. (803S0) DO NOT FASTEN FURLIN MUST BE FREE TO ROLL PR / VR WALL PANEL -3/16" x 1/4" TAPE MASTIC 1/4 -14 x 1 1/4' STRUCT FSNR (55307) (1) PER PURLIN 12 -14 x 1 1/4" WALL STRUCT FSNR (2) PER FOOT R PANEL RIB 1) PER FOOT ® VR OR RPR RAKE CHANNEL (R RCHA —) 13 6 1/2" PURLINS CHB__) ® 8 1/2" PURLINS (RCHC__ 51 11 1/2' PURUNS RC30B1 APPLY 3/16" x 1/4." TAPE MASTIC (80390) UNDER RIB CAP RAKE RIB CAP (RRC_) APPLY 3/16" X 1/4" TAPE MASTIC (80390) UNDER THIS EDGE OF PEAK CAP 12 -14 X 1 1/4" ROOF STRUCT. FSNR (6) PER PEAK CAP RC38C4 PANEL RIB INSIDE CLOSURE (80130) — SAVE GUTTER (EG ) 3/16" x 1/4" TAPE MASTIC (80390) 30TH SIDES OF CLOSURE -� 1/4 -i4 x 7/8" ROOF STITCH FSNR I PER STRAP AND 1 PER FOOT PANEL RIB W/ EA.VE GUTTER PR, VR OR RPR WALL RC320100 R OS /S1 /ZOOS EAVE GUTTER (EG -) — DOWNSPOUT STRAP (DST1) FASTEN TO WALL PANEL WITH WALL STITCH FSNR BEND TAB TO SECURE BOTH HALVES OF STRAP (DST1) TOGETHER Z STRAPS PER 10' SECTION OF DOWNSPOUT DOWNSPOUT ELBOW (DE -) FASTEN TO DOWNSPOUT W/ 2 POP-.., RNETS ALL SYSTEMS NC30f1V4 A 0J /O3/2004 FACE OF WALL PANEL DOWNSPOUT ASSEMBLY RC32B1 DOS 10000. OCUE x{ 110 QUORUM 01015. 035016 DS 87`1EV' N R 000013. CIS PROVIDED 30.{1.7 FIE EEEC1110 TIT 013000 OL10010 DI 166 00010.70E RQSBRIIG DZEB LED / TII�011RE IVIRIZIDERITPRATir 1PHtw.U, CT IP 001000 R6 UODRL LOA0AC118 LIT/W 10011,113 {MELT 1113 D FEELING DO 80MMG B 0 0 TON U7. APPU TP GGLW.H BALD 110 PRIM SAEDIOE PEC0ADIDL 10 000PL3 ERECTOR. 0CUN011 DE 0000117 U,7 OP 121010107 001010. PANEL CLOSURE ANGLE (PCA -) 'N WALL PANEL CUT AND TAB HOLE IN . - EAVE GUTTER (EC -) SEAL NIPPLE TO GUTTER CONNECTION WITH BRONZE 4 , TUBE SEALANT (80507) V PEv OUTSIDE CLOSURE PANEL RIB (80140) VEE RIB (80362) RPR (80130) 1/4 -14 x 7/8" WALL STITCH FSNR 1' -O" O.C. DOWNSPOUT NIPPLE (ON 1) FASTEN IN SAVE GUI ItR W/ 8 POP RIV DOWNSPOUT (DS -) FASTEN TO DOWNSPOUT NIPPLE W/ 3 POP RIVoIS SEE ERECTION DWCS FOR OUANTITY OF DOWNSPOUTS Dot RC38F1 3/15' x 1/4" TAPE MASTIC CONT. (80390) LOWER ROOF SHEET RIDGE CAP ENDLAP 00348104 R 02/13/2001 VP Buildings 3200 Players Club Circle Bemphis 11138125 CGOOPI11 NTS PANEL RIB ROOF FOR CONSTRUCTION BUILDING SEC'S R'DD11 CHG Building Spstems, Inc. Cutting Specialists. Inc. /xm2` Tukwila. Washington ' 0001 Cutting Specialists. Inc. 3ADIIIO 101 18039 /- PANEL RIB / AP SHEET (P -) RIDGE PURLIN RC34B1 REVIEWED FOR CODE COMPLIANC Jul\ : ( 21: ! 1J Cott' of Tukwila BUILDING nwin RECEIVED NOV 12 2009 PERMIT CENTEF 010 TERM 7.11 09 5024 0100 7/2/2009 Ex FY MC 23 000000 ,,,, r. __,. r.n onn. "U' , L.c,n A 0101c** ev.rIna 0,00 &wow:. ID_ E 1/4 -14 x 7/8' ROOF STITCH FSNR 1 PER STRAP GRA10 (STR2) GUTTER STRAP UNDER ROOF PANEL 3' -0" 0.C. SAVE GUTTER (EG —) PANEL RIB GUTTER RCS6A3 00/11 /2036 12 -14 x 1 1/4' — ROOF STRUCT FSNR \ 1 PER STRAP W.P. STRAP ATTACHMENT (WITH ICE DAMMING) 3/16" x 7/6" TAPE MASTIC (80349) ON TOP OF CUTTER STRAP RC39A3 RAKE BEAM RSI,A2VB R 08/11/ ICS* PURUN CLIP (EPC? 6 5 1/2') WELDED (P61 CD 6 1/2") BOLTED (EPC3 6' 8 1/2') WELDED LOW EAVE PURLIN FRAME P & B END FRAME (6 1/2" OR B 1/2" PURLIN) STANDARD LOW SAVE PURLIN RS11A2 NOTE: LAP BOLTS MUST BE INSTALLED IN THE OUTERMOST SET OF HOLES! NOTE: NO CUP REQ'D UNLESS NOTED ON FRAME CROSS SECTION. 6 1/2" OR 8 1/2" CONTINUOUS PURUNS RSUTA1V11 R 00/28/2068 PURLIN CONN. AT INTERIOR FRAME PG1 CLIP (BOLTED) CC1 CLIP E REFER TO CROSS SECTION FLANGE BRACE (FR —) OR (SFB —) RSO1A1 THE FOLLOWING MATERIALS ARE PROVIDED FOR EACH DOOR: r1) ) JT07 ) WDF03. WDF04 OR WOFD6 ) 60507 w PANEL RIB PANEL RID SIMILAR) STANDARD TRIM LAYOUT wao1a1vl D* /o1 /zoos PRE - ASSEMBLED WALK DOOR 1Z -14 X 1 1/4" WALL STRUCT FSNR (564—) 1' -0' O.C. WOF03 3' DOOR WOF04 4' DOOR WDF06 6' DOOR PRE— ASSEMBLED WALK DOOR FRAME WAO1B1 NOTE: NO CLIP REO'D UNLESS NOTED ON FRAME CROSS SECTION. PR, VR OR RPR WALL BASE TRIM (BT—) 0 RAKE BEAM MM BE GAGE OR PLATE PURLIN CONN. TO END FRAME 6 1/2" OR 8 1/2" CONT. RSD2A1V7 R it /2T/zWG PANEL RIB LINER NOTE: A CONC. FSNR. MUST BE LOCATED LESS THAN 6" FROM EACH END OF THE BASE MEMBER. INSIDE CLOSURE PANEL RIB (80130) VEE RIB (80360) RPR PANEL (80140) 1/2 " PR, VR OR RPR W/ BASE TRIM NCYHAIVe a D8/11/Z008 3/16" x 1/4" TAPE MASTIC (60390) 12 -14 x 1 1/4° WALL STRUCT FSNR 2 PER FOOT 0 PANEL RIB 1 PER FOOT 43 VR & RPR BASE ANGLE (BA1) SHOWN. MAY BE BASE GIRT (861, BG2 DR 603), OR CONCEALED BASE (CBA) FINISH FLOOR OR TOP OF CURB WALL CONCRETE FASTENER 24" O.C. (BY BUILDER) BASE OF WALL ATTACHMENT EN DEAN ROOF RU PURLIN PG1 CLIP (BOLTED) GC1 CUP (WELDED) REFER TO CROSS SECTION RSO2A1 561. 562 OR 663 WCO1A3 PURLIN CLIP (POT 0 6 1/2 ") BOLTED (LPC2 ® 6 1/2") WELDED (CPC3 cy B 1/2") WELDED —, PG1 OR [PC — HAUNCH — MEMBER STAN DAR D LOW / SAVE PURLIN 4, AL V w ii WELDED LOW EAVE PURLIN (TNT. FRAME) 6 1/2" OR 8 1/2" PURLINS (O.S. GIRTS) RSI U1V1t a DE /24/3008 JCP052050 RS11A1 JCP052050 Ju6' • _ t r THE VP ENGINEER'S SEAL APP l.1 FS ONLY TO THE VOR[ PPODUC OF VP AND DESIGN AND PERFO RNA= E' REQUIREMENTS SPECIFIED EY VT. THE VP ENGINEER 'e SEAL DOES PDT APPLY TO THE PERFOPFIANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED EY VP EECEPT TO ANY DESIGN OR PEP - FOPCWNCE REQUIREMENTS SPECIFIED EY VP. IIE3 SPACE. =EN 11E 808Id %a8Y YLRET. mats Ea /90PDOT lr R PLELGEL FORM SAM Faa CRCTRC ,a /AD EERIE PM EM MA MILE: COE LLD Ih 1 u ,E R.7J uc Y Thar R YBSRT D RP LPw AE Of R W1LE E TEE MEM MITRE= ME =ME a SBELT ASPOSIBt PDR AMMB6L. CCODW ISEDUABV a B � S S £ c 1t x G 7 I= a II DE Qa AEC[ NE TIE ■SD MUM STUMM MTh= 1D KIM C'II7SDS. B71MG 118 =MP LES If M6YARW aunt. VP buildings 3200 Players Club Cycle Memphlc 1113816 D:3 e SIZTRIi HTS NOV 12 2009 r1,. ,er c r PERMIT GENII t RECEIv FOR CONSTRUCTION BUILDING SED'S "°0CF CHG Building Sps!erns. hlc. `• C Cutting Specialists. Inc. O1 a ' Tuklsila. Washington ;NISEI Cutting Specialist:. inc. MOMS WI 18039 REVIEWED FOR CODE COMPLIANC City of Tukwila DUILDING nivicirm1/4 1T. YITSM: 7. s(0 09 9024 MTh 7/2/2009 RLLaVIffi¢ 21( ES 1 E 24 Pvx3x r._,. r_.... "+ ne, . t.nr . Irnsea d LNdsee BWli■ a a,,, knock. at :2 -14 x 1 1/4' WALL STRUCT FSNR. 2 PER FOOT 12 -14 x 1 1/4" WALL STRUCT FSNR. 2 PER FOOT 1/4 - 14 x 7/8" WALL STITC H FSNR. 1 PER SUPPORT AND 1 PER GIRT SPACE 2 FSNRS REQ'D V,IEN SPAC E EXCEEDS 6' —C PANEL RIB WALL FASTENER PATTERNS RC04AIV5 R 03/23/2001 �~ EAVE OR P' riAKE MEMBER I , 1 / INTERMEDIATE WALL GIRT 12 - 14 x 11/4" '' WALL STRUCT FSNR. 1 PER FOOT AT INT GIRTS "'� —GASE MEIdBER 1 1 PANEL SIDELAP SECTION A —A 12 - x 1 1/4" WALL STRUCT FSNR. 1'-0' O.C. I� OVERHEAD DOOR OPENING 44 24,42V'3 R 00/06/2000 A PANEL RIB WALL PANEL ODOR HEADER WALL TRIM AT DOOR HEAD DOOR FLASHING HEADER TRIM (HIS —) 1 -14 x 1 1/4" WALL STRUCT FSNR. 1' -0" O.C. WC2 4A2 1/2' CLEARANCE BETWEEN ROOF AND WALL PANEL W AT OUTSIDE = ACE OF WALL PANEL 12 -14 x. 1 1/4" WALL STRUCT FSNR. 2 PER FOOT ® PANEL RI8 1 PER FOOT ® VR & RPR PR, VR OR RPR V /ALL PANEL FACE OF WALL PANEL I WCO4A1 PR, VR & RPR WALL AT EAVE STANDARD EAVE PURLIN HC1iAiVe R 07/31/0007 BOTTOM OF ROOF SHEET 8 1/2' OR 6 1/2" STANDARD EAVE POPLIN 11 1/2" PURLIN DETAIL WC11A1 FLANGE BRACE (FR —) OR (SFS —) 11901A206 R 00/20/7001 ZEE GIRT SHOWN CEE GIRT SIMILAR BOLTS GIRT CONN. AT COLUMN 6 1/2" b_ B 1/2" OUTSET SIMPLE GIRTS COLUMN GIRT CLIP (PC1) MAY BE SHOP WELDED (GC1) G BOLTS WS01A2 1/4 -14 x 7/8" WALL STITCH F 1' -0" OUTSIDE CORNER FLASHING (CT —) OUTSIDE CORNER TRIM PANEL RIB WALL ViC200135 R 02/21/2006 PANEL RIB WALL WC20A1 COLUMN CORNER GIRT CUP (GCC —) 1/4 -14 x 1 1 /4 STRUCT FSNR (553D7) 2 PER ANGLE 6 1/2" OR B 1/2" END WALL GIRT / GIRT FILLER ANGLE (GFA—) GIRT CONN. AT CORNER COLUMN ANY OUTSET GIRT AT EW, ANY OUTSET GIRT AT SW 09100007 P 00/01/7005 GIRT CLIP (PG1) MAY BE SHOP WELDED (GC 1) HOLES MAY BE CENTERD ON GIRT CLIP 6 1/2" OR 8 1/2" SIDEWALL GIRT FRAME WS12D2 12 -14 x 1 1/4" WALL STRUCT FSNR. PANEL RIB WALL W,244174 R 03 /23/2004 / — I/COR FLASHING 1 JAMB TRIM AT OVERHEAD DOOR ,— PANEL RIB /' WALL PANEL — JAMB TRIM (Jr—) WC24A1 (� REVIEWED FO COD E ® COMPLIA vED JUN 1 ? 2010 7HE VP 0061 NEER'S SEAL. APPLIES ONLY TO THE 7000 PPO DUCT OF VP AND DESIGN AND PERFORMANCE 0EQU I RI71E0TS SPECIFIED Ell VP. TEE VP DIG SNEER'S SEAL DOES N07 APPLY TO THE PERFORMANCE OR DESIGN OF 0157 OTHER PRODUCT OR COMPONENT FURNISHED DT VP EXCEPT TO Al?? DESIGN OR PER- FORYWKE REQUIREMENTS SPECI PI ED EY VP. 1E6 MGM ECU= Mt IIIMILQINI =E. 2T70930 PDIPARY OP 171/4/2/E IDS. 0 0 50561019 6CVI3' 770 E0:C100 III =IOC x32171 0 Dg I NKS IAN/ PUPN42 0 u LOT N1D2 747 I IligI PIVIIIIi AMW71.0 17 SLAMS. DI 070Dl50 =TUC= !TAM 1111=DR O S0➢I ILnP0l Ib M 00005 S MD PRM Mitin03 5 Q 2501550 71013 537700 D 00000021501 700 riumm, ERA= 0O TIMM TIl 07501 PERT? 7 'IMMO OF 17701 CREWE 11E E=EC U R1P0Uh7 DAQIL. VP Buildings X 00 Players Club Ci cle Memphis IN 08178 0116 6I nestiM61a1 FOR CONSTRUCTION ADDER CUE Building S;s :ens. Inc '"'TV Cutting Specialists. Inc I "'" Tukwila. Washington r9Ts wL1Cf Cutting Specialists. :Inc. Mari "' 18039 City of Tukwila BUILDING nnnmirr1 FT,c ' / = :v � . .` ' 7 T H'• ,, RECEIvPr ..: - , NOV 12 2009 PERMIT CEN - 1 L 57 750033 7.11 R NCE BUILDING SED'S 09 9024 m � 7/2/2009 ra0T3/CIWA ZX PAST z5 WOE c. -. ,• -_.'. nn nn, • unr . Orison of 003s0e 1420,12. IeM 6001¢. INN 8 1/2" OR 5 1/2' ZEE GIRT 8 1/2' 2 3/4" SECTION A -A JAMB TO GIRT 8 1/2" JAMB, ANY ZEE GIRT N920A2V7 R 06/04/ 200S FIELD LOCATE AND DRILL (2) 9/16' DIAMETER HOLES IN ZEE GIRT TO ATIACH JAMB /- GIRT ELEVATION B 1/2" JAMB, SINGLE DR DOUBLE WS20A2 TACK WELD DOOR HEADER CHANNEL (ONC -) 0 B 1 /2 GIRT (DCH- ) @ 6 1/2 GIRT FULL WIDTH OF FRAMED OPENING 6 1/2" OR r8 1/2 DOOR HEADER CHANNEL GIRT 3 3/4' cD z z a 0 2 W x SECTION A -A DOOR HEADER CHANNEL CONN. ANY ZEE GIRT, ANY JAMB WEE f.1V0 H O9/OR /2.000 6 1/2" OR 8 1/2` ZEE GIRT 6 1/2" OR 8 1/2' JAMB, SINGLE OR DOUBLE WS21A7 1 1/4' 6 1/2" OR R 1 /2" JAMB, SINGLE OR DOUBLE FRAMED OPENING 0 Io m W SECTION A -A JAMB BASE ATTACHMENT 6 1/2" OR 8 1/2" JAMB W02049V9 R 12/07/2005 JAMB ITASE CUP (JBC3) l/2" ANCHOR RODS WITH HARDENED WASHER CONCRETE FSNR AT 24" O.C. (BY BUILDER) WS20A8 THE VP ENG I NNER'S SEAL APPLIES DIO L? TO THE WORE PRODUCT OF VP AND DES GN AND PERFORMANCE REDO Rr.,4 S SPECIFIED DI VP. THE VP ENGI1EER'S SEAL DOES NOT APPLY TO THE PERPOPMRNCE OR 005100 OF ANY OTHER PRODUCT OR COMPONENT FURNISHED 5 VP EXCEPT TO ANY 0051611 OR P6R- FO RMAHCE REQUIREMENTS SPECIFIED BY VP. 3 1/4" Io I J SECTION A -A GIRT TO JAMB 8 1/2" GIRT, 8 1/2" JAMB 09200799 R 4/72/2005 8 '1/2" JAMB, SINGLE OR DOUBLE 8 1/2" GIRT ZEE GIRT SHOWN CEE GIRT SIMILAR WS20D2 1175 01100:. POJ0015 111 WHOM MF01. ROADS DR IOPDOY 17 17 HAAWCS 01S PORT© MUD POD [27:!01 TO 102231 MUSED IX Da LIHICIDIE I5 BMA IP0 110 1 Ut1Id 219f111Y 1PPiGi HL W R RDAYJC ISE 078!800 COA791CIOR WAD 80112 6 AM =CM IOA IMAM 000D 969070 SIMYM'910 IX = IX TES war= 11 0 WW2= 7 W5 116 NL1PH S9AL° IRO =USWSWORE PE2T9D2010 MEM 1111 Ifl171D. rcuste 11C C$HI3T Mt or MAIM 11LLmt0. VP Suild'Rg3 MOO Players Club Ci cle Iempllis 35 35123 1131 91rz 6 1/2" OR 8 l/2" DOOR HEADER — 1/0 8 1/2' EO IAL 3" EQUAL 1 0 o r I I I I I I SECTION A -A HEADER TO JAMB OPENING HEIGHT ANY HEADER, ANY SINGLE JAMB /19200998 R 00/09/2005 1/2" OR 8 1/2" JAMB, SINGLE WS20D9 CESOLTAR FOR CONSTRUCTION 7AC'SR CHG Building Systems. Inc. 744311 Cutting Speclalists. Inc. 24m Tukwila. Washington NTS a Cutting Specialists. Inc. 0010D75 Pal 18039 REVIEWED FOR CODE COMPLIANCE Ju:i ' '1 2U1U City of Tukwila BUILDING flI l!cinMM I'6 ^'2 9 % . isf RECE V NOV 12 2009 PERMIT CEN I F BUILUN (S 6100 6003 90 01ASIm 7.1f BUILDING SED'S IC9 A 99 -9024 910 7/2/2009 92270 /f¢OL ZX FY Pat 26 STANDARD CLIPS 12 p � r , INSET GIRT ' 0 -.01)E TD 12 KEY TO MARK NUMBERS REFER TO EN50A / 0 o \ ' / y ,/ � '' / / p 0 0 6 }I" f- �� 5 � 8 / ° a+ DPCSa p CLIP (FULL FPAM� IN i p �� o � ' y/ �� �/ ` n J 3/ 0 0 o o & - r/1 CUP p 0 G p o o ? 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IRS' VT ENGINEER'S SEAL DOES NOT APPLY TO THE PERFOOMANCE OR DESIGN OF ANY OTFTER PRODUCT OA COMPONENT FURNISHED BY VP FI.CCEPT TO ANY DESIGN OP. PER - FORMANCE REQUIRMIE1ITS SPECIFIED BY VP. 11C0 CRAIEM. SCUM IRS DMA= LEINE. RAMS DIE P11(001 Of PT MAIDS T IS FlR DIED PUN EAR A14Cffio Bit al= DESPISES BT MD 1001141W amass C164.A ED mg I&PPJ NGSID RR T AW P Tamp IPPPdIM. R =RM. !QEP450E PDB MP= COP MR EISBEIWPRIP p DI DEE =MSS D 11DM IS MOM= RP 1185 N111'PI.YJHIE 1P P'..e'.Y FEW DPAICI:. LAD 1101500 SR`d(ITD PER10015 10215717. 6PEGIDY. DEWIER RA WEEP 106 CE MIDCCWY 111.'51. VP Buildings 3200 Players Club Ci de tempbis TN 38120 MD NTT NTS PERMIT GENII t FOR CONSTRUCTION MRD19 Drawing CAG Building Systems. inc. 7 (112150 Cutting Specialists, inc. " Mr" TukTrila.8ashington 1011C7 Cutting Specialists. 111C. RIMES PA 18039 OPT W HD•. 7.1f Q ED 0 MPL8 r 201 Tu ila X911 RI PACE 27 1.� 1 9 7 ` N y f1 j,. 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DE ROOF STRUCTURAL FASTENER 12 -14 X 11j4" SS SCOTS (TEKS /2) WITH WASHER MARK NUMBER COLOR 57407 ART1C WHITE 57403 ASH GRAY 57406 CLASSIC BEIGE 57415 COOL COLONIAL RED 57416 COOL DARK BRONZE 57417 COOL REGAL WHITE 57418 COOL SIERRA TAN 57419 COOL WEATHERED COPPER 57420 COOL ZINC GREY 57401 EGYPTIAN WHITE ROOF STRUCTURAL FASTENER 12 -14 X 1 1/2" SS SCOTS (TEKS /2) WITH WASHER MARK NUMBER COLOR 57807 57803 57806 57815 57816 57817 57818 57819 57820 57801 57657 57653 57656 57665 57666 57667 57668 57669 57670 57651 ARTIC WHITE ASH GRAY CLASSIC BEIGE COOL COLONIAL RED COOL DARK BRONZE COOL REGAL WHITE COOL SIERRA.TAN COOL WEATHERED COPPER COOL ZINC GREY EGYPTIAN WHITE ROOF STITCH FASTENER 1/4 -14 X 7/8" SS SCOTS (TEKS /I) WITH WASHER MARK NUMBER COLOR 57607 ANTIC WHITE 57603 ASH GRAY 57606 CLASSIC BEIGE 57615 COOL COLONIAL RED 57617 COOL REGAL WHITE 57618 COOL SIERRA TAN 57601 EGYPTIAN WHITE ROOF STITCH FASTENER 1/4 - X 1 1 /8" SS SCOTS (TEKS /1) WITH WASHER MARK NUMBER COLOR ANTIC WHITE ASH GRAY CLASSIC BEIGE COOL COLONIAL RED COOL DARK BRONZE COOL REGAL WHITE COOL SIERRA TAN COOL WEATHERED COPPER COOL ZINC GREY EGYPTIAN WHITE MARK NUMBER 57421 57426 57427 59462 57422 57409 57423 57424 57425 59464 57400 MARK NUMBER COLOR 57821 57826 57827 57812 57822 57809 57823 57824 57825 57814 57800 MARK NUMBER COLOR 57612 57609 57623 57624 57625 57614 57600 MARK NUMBER COLOR 57671 57676 57677 59402 57672 57659 57673 57674 57675 59404 57650 COLOR FOREST GREEN HEMLOCK GREEN JADE GREEN LEAF GREEN MATTE BLACK PATRICIAN BRONZE REGAL BLUE TAHOE BLUE TERRA COTTA ZINC GRAY GALVALUME FOREST GREEN HEMLOCK GREEN JADE GREEN LEAF GREEN MATTE BLACK PATRICIAN BRONZE REGAL BLUE. TAHOE BLUE TERRA COTTA ZINC GRAY GALVALUME LEAF GREEN PATRICIAN BRONZE REGAL BLUE TAHOE BLUE TERRA COTTA ZINC GRAY GALVALUME FOREST GREEN HEMLOCK GREEN JADE GREEN LEAF GREEN MATTE BLACK PATRICIAN BRONZE REGAL BLUE TAHOE BLUE TERRA COTTA ZINC GRAY GALVALUME WALL STRUCTURAL FASTENER 12 -14 X 1 1/4" CARBON (TEKS /2) W/0 WASHER MARK MARK NUMBER COLOR NUMBER COLOR 56467 56463 56466 56475 56476 56477 56478 56479 56480 56451 56667 56663 56666 56675 56676 5667? 56678 56679 56680 56651 56563 56566 56575 56576 56577 56578 56579 56580 56551 ANTIC WHITE ASH CRAY CLASSIC BEIGE COOL COLONIAL RED COOL DARK BRONZE COOL REGAL WHITE COOL SIERRA TAN COOL WEATHERED COPPER COOL ZINC GREY EGYPTIAN WHITE ANTIC WHITE ASH GRAY CLASSIC BEIGE COOL COLONIAL RED COOL DARK BRONZE COOL REGAL WHITE COOL SIERRA TAN COOL WEATHERED COPPER COOL ZINC GREY EGYPTIAN WHITE WALL STITCH FASTENER 1/4 - X 7/8" CARBON (TEKS /1) 71/0 WASHER MARK NUMBER COLOR 56567 ARTIC WHITE ASH GRAY CLASSIC BEIGE COOL COLONIAL RED COOL DARK BRONZE COOL REGAL WHITE COOL SIERRA TAN COOL WEATHERED COPPER COOL ZINC GREY EGYPTIAN WHITE 56481 56486 56487 56471 56482 56459 56483 56484 56485 56473 56461 WALL STRUCTURAL FASTENER 12 -14 X 1 1/2" CARBON (TEKS /2) W/0 WASHER MARK MARK NUMBER COLOR NUMBER COLOR 56681 56686 56687 56671 56682 56659 56683 56684 56685 56673 56661 FOREST GREEN HEMLOCK GREEN JADE GREEN LEAF GREEN MATTE BLACK PATRICIAN BRONZE REGAL BLUE TAHOE BLUE TERRA COTTA ZINC GRAY GALVALUME FOREST GREEN HEMLOCK GREEN JADE GREEN LEAF GREEN MATTE BLACK PATRICIAN BRONZE REGAL BLUE TAHOE BLUE TERRA COTTA ZINC GRAY GALVALUME MARK NUMBER COLOR 56581 FOREST GREEN 56586 HEMLOCK GREEN 56587 JADE GREEN 56971 LEAF GREEN 56562 MATTE BLACK 56559 PATRICIAN BRONZE 56583 REGAL BLUE 56584 TAHOE BLUE 56585 TERRA COTTA 56573 ZINC GRAY 56561 GALVALUME PANEL CLOSURES MARK NUMBER 80130 80140 80360 80362 80356 80358 80140 80130 80135 80136 DESCRIPTION 3' INSIDE PANEL RIB CLOSURE 3' OUTSIDE PANEL RIB CLOSURE 3' INSIDE VEE RIB CLOSURE 3' OUTSIDE VEE RIB CLOSURE 16 " INSIDE STRAN -LOK CLOSURE 16" OUTSIDE STRAN -LOK CLOSURE 3' INSIDE RPR PANEL CLOSURE 3' OUTSIDE RPR PANEL CLOSURE SSR FOAM INSIDE CLOSURE SSR HARD RUBBER INSIDE CLOSURE POP RIVETS 1/8" DIAMETER ALUMINUM RIVET (250 PER BOX) MARK NUMBER COLOR 55261 ANTIC WHITE 55267 ASH GRAY 55262 CLASSIC BEIGE 55269 COOL COLONIAL RED 55266 COOL DARK BRONZE 55287 COOL REGAL WHITE 55288 COOL SIERRA TAN 55289 COOL WEATHERED COPPER 55290 COOL ZINC GREY 55260 EGYPTIAN WHITE BULB TIME STRUCTURAL BLIND RIVET MARK NUMBER COLOR 55181 ANTIC WHITE 55160 ALUMINUM DESCRIPTION 3/16" X 2" X 25' ROLL 3/16" X 2 1/2" X 20' ROLL 3/16" X 7/8" X 28" BOX OF 100 200 LINEAL FEET OF COVERAGE PER BOX 3/16" X 7/8" X 9" (50) AND 3" (150) BOX 100 LINEAR FEET OF COVERAGE PER BOX 31349 3/16" X 7/8' X 40' ROLL 80390 3/16" X 1/4" X 40' ROIL TAPE MASTIC MARK NUMBER 80069 80335 80345 80347 RECEI °rte NOV 12 2009 PERMIT eti, FOR CONSTRUCTION MARK NUMBER 55291 55296 55297 55283 55292 55265 55293 55294 55295 55285 MARK NUMBER 55185 TUBE SEALANT MARK MARK NUMBER DESCRIPTION NUMBER 80260 WHITE SKINNING 80270 80265 GRAY SKINNING 80507 COLOR FOREST GREEN HEMLOCK GREEN JADE GREEN LEAF GREEN MATTE BLACK PATRICIAN BRONZE REGAL BLUE TAHOE BLUE TERRA COTTA ZINC GRAY COLOR PATRICIAN BRONZE DESCRIPTION WHITE NON - SKINNING BRONZE SKINNING REVIEWED FOR CODE COMPLIANCE r 1 ��'�{ City of Tukwila BUOING n!ifl W W+ r,1y, T:HE VP EL:GINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DES GN AND PERFORMANCE PE -UI REHENTS SPECIP ED BY VP. THE VP ENGINEER.'S SEAL DOES NOT APPLY TO THE PERFORMANCE OP. DESIGN OF 000 OTHER PRODUCT OR COMPONENT FURNISHED BY VP EICEPT TV ANY DESIGN OR PER - LVRMANCE REQUTREHENTS SPECIFIED BY VP. 00$ BMW. GIC1000■ O 0POLVM11106 KEREN■ . ICKALSS 7ffi IACPW.IT W IT MOM. R GPO:WED raw PPR DE= III NUPE= LIB L0 C7.BS0pUrr LLII i LLPPUrORE MOUE 0000 YLA Vk WPr7'[ '" Arnow. YP NUDES. UDES. 175L ftAEW IXGOTa0106 at/ SLCLIDL 0 SOLELY L7 EO V 1110033 MSG E K0$5f5JEVIXI RV B¢5 I1L tA 1 UV P O 5. la"=. DID n0 11 . 1r VISMI S P ea W Q6LL CROW MI= it6 COPALT IS! A9 11B39Prr rx;no. VP Guild'ngs 3200 Players Club Ci cle .temphs TN 3812 5 PE( DLit Wsass -F, NTS Common Warehouse Partmarks 7x055 CBS Building Systems. inc. Us100DI Cutting Specialists. inc. ' 0Cd110 Tuktnila. Washington 'R1'OC7 Cutting Specialists. inc. MIEN'S 1O1 18039 re: +tarn. 7.11 09-9024 UAtt 7/2/2009 DIMMER Z}; 7Y PIPS 2 ' avco 0 I...Sun !USthoo Nets *mm . V